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Home My WebLink AboutPermit File 1518 Latitude Circle C? CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 1518 Latitude Circle Owner: Landed Gentry Development Inc. Constructed by: Landed Gentry Development Inc. Building Permit#: BLD-2017-0394 Date issued: September 8, 2017 Use Zone: R2 Dated: March 12, 2018 Authorizing Official: 61.--- 1 ,J68.T X- Cad:_. City of Anacortes Invoice/Permit#: BLD-2017-0394 904 6th Street Applied date: 07/28/2017 • "Tw P.O.Box 547 1 ` `67; Anacortes, WA 98221-0547 Issue date: 09l0812017 Expire date: 03/07/2019 ' ,- (360) 293-1901 Job Address: 1518 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN::——— ---- -- — -- — — --- -- -- — — -- — -- - ---- Remarks: construct single-family residence per approved plans Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360) 755-9021 License#: LANDEGD062D4 General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,007.35 Lot Area 8092 Plan Review Fee 1,104.78 1st Floor Square Footage 1401 Mechanical Permit Fees 121.90 2nd Floor Square Footage 896 Plumbing Permit Fee 167.00 Garage Square Footage 433 State Building Code Fee 4.50 Porch Square Footage 262 Sewer Inspection Fee 50.00 Building Valuation 280200 Storm Drain GFC-Residential 1,550.93 # Forced Air Furnace<=1,000 1 Sewer GFC-Residential 9,206.33 #of Backflow Devices 1 Park Impact Fee 615.00 #of Bathtubs 2 Traffic Impact Fee 900.00 #of Clothes Dryers 1 Total Calculated: 15,927.79 #of Clothes Washers 1 Deposits/Receipts: 200.00 #of Dishwashers 1 #of Gas Fireplace 1 Total Due: 15,727.79 #of Gas Piping 1 #of Gas Water Heaters 1 17-1-171w1- 0101 #of Water Piping 2 m w %< G -i - #of Hose Bibbs 3 _D t PD , 0. -I. i• #of Kitchen Sinks 1 . n � I V. #of Lavatories 4 8 oU c.•a Jo, -171r o a. #of Range Hoods 1 ch si w g. #of Showers 2 i . in #of Slop Sinks 1 0 °} 0 P.'.. #of Ventilation Fans • 5 Inn op ri- m x #of Water Closets 3 rn F r ii ram'' so lD �ro w rn ,ci 1 M, •C � 1 •r m o* O E- p + -- µ -1 O [n Ln --I ... xA 'I} m u w., r- INS TALL ED INSULATION CERTIFICATE P:O Box 2921 Office: (360) 424-5179 Mt- Vernon WA Fax (360) 428.-5081 We certify that the following residence has been insulated with the following materials: Fl # Ceiling Blow .VALUE R-49 , Flat Ceiling Batts not accessible to blow VALUE.R-49 Sl pe Ceiling Batts. . . •VALUE R-3811D Exterior Walls VALUE R 21 C> awl Space • VALUE R-38 Address: 1518 Latitude Circle,Anacortes WA Certify by : S e r,g t.0- LDZG 4 Date Installed 1[MIarch 2018 Title Manager l ln •; f r.(?1y ,. .: Duet Leakage Affidavit(New Conatruetiori) — ,xr _ f - House address or lot number: 15-i 1-14-e ) 1- ) ic Ci+� City: /4i44COP- 5 zip: 9 82-2- Cond.Floor Area ( ): �2 � Soar'ce(circle one): Plans Estimated Measured El Duct tightness testing is not required.The total leakage test Is not required for dues and air handlers located entirelyw€thin the building thermal envelope.Ducts located In crawl spaces do not qualify fortis exception. Air Handler In conditioned space?.0 yes J Air Handier present during test? yes[I no • Circle Test Method: Leakage to Outside Total Leakage Maximum duct leakage: Poet Construction,total duct leakage:(foar area x.04)= CFM@25 Pa • Net Construction,Leakage to outdoors:(floorarea x.04)= CFM;@t25 Pa Rough lit,total duct leakage with air handler installed:(floor area x.04)_ 'I CFM@25 Pa Rough-hi,total duct leakage with ai-l~randier not installed:(floor area x.03)= CFM@25 Pa Test Result; 6 CFM@25Pa Ring(circle one if applicable): Open 2 3 Duct Tester Location:_ g A- Pressure Tap Location: d, I certify that these duct leakage rates are accui to and determined using standard ducttesting protocols Company Name: fib, V 5 Technician: Ali/ Technician Signature. ,.- " Data: Phone lumber: ) t� G' ""rod d C LAIZ- 1/ . . 3 o 2 / 4-/' ..ro 6'7 .4 .1* • ,fi•-• . . 1 , 0,0"4. 1,..e. � �w � - - - rr` ...,, -- - - - - ti �a ft i ,/,,v�/ l it J -A // ,�•- 4^' - - - - r / I — i - _ _ _ _ ik......:::.."7 C..-.- + - I _ - '\/, 1 _ -- @17 _ 7 , �9 !i I . _ \-4L'''' . �Jr \R 1 'HERRIGSTAD ENGINEERING & SURVEYING Civil Engineering&Surveying 4320 Whistle Lake Road Dale Herrigstad,P.E.,P.L.S. Anacortes,WA 98221 (360)299-8804 September 18, 2017 Sa HOOVN All City Building Inspector f 15Z g I dJ City of Anacortes PO Box 547 t`d i Anacortes, WA 98221 Subject: 1518 Latitude Circle Lot 16, 48 North, House foundation survey layout. This letter is to inform the building department that I staked out the foundation of the above referenced lot after excavation and prior to concrete foundation footings have been poured on September 15, 2017. House corners were set with hub and tack at 5 foot offsets or as shown on the stakes from the four furthest exterior points of the house foundation. See attached drawing for approved site layout. If you have any questions or need more information please let me know. Sincerely, Dale Herrigstad P.E., P.L.S. dale@herrigstad.com , 1 = I. I I..g.. ] II LOT 15 i I ! I L ANDEL) GENTRY ! r .,L4:41 ,, c).::.......SS,MH r ! 1 1 • linu-N, AND CO,,,,,,.r5 / ..1 2215 ----L -,/ _N_ZRAL NOTES mir I i o GRADE I F I ' ' GRAD 50.1 E.FAIZAN stAillvim704 MA • sa. d' I ..-1 511S23,3 1,4350)-765-,90,21 . ..../ -.:C.j ,' I 1 11111111":,— i solllIAQ '"A -. ,,, SS .1 . .„,-.-"'"--- 11) A , -..- 1111 1111141r !OW LANG AREA.- 2,2elf SF 04,RAGE- 433 s,L._.... / l-......, . '11111.v .71 , a I ,.. fi — 00. -„ . • 'Sr ,': '`; wm ..=.? •i ; -,,,= „.,—--""'" .01000•116-11pip:1 SIMS /-''s F12-ROBEICIAL LOW 55VVIY ,....--. h.7 7 / , • 1 1 SETBACKS USgra,124014,UAACE / ,. , A' .. I 1 suernras MN 51.-,ca... .• REAR YAA0 MN.10' I RICHT TAM MN fa:TO'MACE / . ' 11; 1 7.,S,EAST.SIDE YAK: 1,.... 'I.°.pLIILDING SE1-RACK ."..-.....X I , LoriNe \ / - \,j WAX.1g.r11,6.23. .I PROPOSED 4 SCH 45 5 4. LR7GliT.OFTRAY - ",;'" 1 .655TT. PVC DRAIN UNE I ?2 IN AL: 2 A'devAlfAl, ) li C\-15'UTILlir r-- i: 1 1 Lz0:0 sf.COYE, RAGE 7"7 w.s.lEtf vcerouc / ..1' n -vs. DFRAINAT JI,.., : /1610/TEt, PERGENT SVILRAM • 3 C''' '''...... i I I WILONG SEIM% 1 'I WAWA,.411.1.01.17.5.1" ••. . ..... I ../.',2. \ •• " I 't IMPERVIOUS COVERAGE I 4 ..• beak i f i =CMG .... 1E5 Ir I i 4 ...;.-.s..v.Ilityp • \: I "ari, L 0 1 6 1 PEPO7Arl"COVERAGe SERVICE LINE i 1 ZBAI/Q092-MIN I f 111 Li I $ 1 la P.LINE,P k.,,,'SOIMOM I Y Mol.M101'AU:2W.466Z 1: I *I W .,.....' I -- LOT LINE.------.'"---r-' I 4 I 1 i /r. PROP.4'SS .....-- J r . SERVICE JOE i AIOR 7-/,1 4.--' 1 I i/ / • I! I' 1 1 ZO.I'AiAGETrri.SETTACr'M COREREC P.4710 _,.........----- ---------'1 — ___ I . CR.451:13-1C S CA LS' 10,,NCRTTI.,FRONT YARD I ---;-=zz-------,.._ j 1 .12.n.4.4..f: NOISE SETBACK LINE i I 1 MHz.Se(ir:f Thah)-.,B 1M1ot I c;if PROPOSEI5 4'Sc.40 PVC DRAIN URE 1 I -f, 48 NORTH cb h ci____,.. . ",-- ___,...„...1----Nrni I .1.114. 0.5.51 . 1 .„..., — CAMPBELL,2-CAR LEFT _ H- E -;.s.wE$T.SIDS YAM. 0 ,CE BOLDING SETBACK N.5T 1 SITE PLAN LOT GRACE: 16 1 _ - _ - 1518 LATITUDE CIRCLE . - ANAGORTES,WA PRIVATE 20"SHARED 1 -. i ACCESS&EJT1L115' I ENEMENT AFr261702.240S56 Ins,. PLAT ST'4,4 NORTH' I DM.: LS • LOT 17 • CP-e %MOM/ 511rer . 1 of 1 1 i 1 li Cricchio, Kevin From: Cricchio, Kevin Sent: Tuesday, August 8, 2017 11:48 AM To: Fyrrce, Groc Subject: BLD-2017-0394, 1518 Latitude Circle 8-8-17 Groc, I completed my review of the building permit for 1518 Latitude Circle to construct a SFR. It is good to go. Tree fence inspection however required before building permit issuance. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community& Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work)I kevinc@cityofanacortes.org I www.citvofanacories.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. • • BUILDING PERMIT APPLICATION REVIEW; DATE: — PERMIT#: — 4 v-3qu- , SITE ADDRESS: \ 5 \ L1Aa PARCEL#: 17-67-jiy--) tc___ 1� - LJRI EXED SST=E=f' AN:_ Lyes= =a no • Does site plan & dimensions match survey yes ❑ no ZONING DISTRICT: \D= --) • Is the land use permitted in zone yes ❑ no CRITICAL AREAS: )7 • Is any critical areas located either on the subject property or within 300 feet ❑ yes no 1 SHORELINE JURISDICTIO : • ❑ yes no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment ❑ yes ❑ no J p1 4 IMPERVIOUS SURFACE MAXIMUM: MINIMUM SETBACKS: y Vilk=1 V\11) 4, Q MINIMUM LANDSCAPING: MINIMUM # OF TREES: MAX LOT COVERAGE ", MAX PERMITTED HEIGHT: / }: , f)r)n . EASEMENTS: Print Window Page 1 of 1 Details for Parcel:P133674 Jurisdiction: ANACORTES Zoning Designation: Please contact the city of ANACORTES for ANACORTES zoning information. Excise Affidavits Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P133674 6042-000-016-0000 SE 22 35 01 Owner Information Site Address(es) Map Links 48 NORTH ANACORTES LLC 1518 LATITUDE CIRCLE Open in iMap 504 E FAIRHAVEN AVENUE Anacortes,WA(Jurisdiction, State) Assessor's Parcel Map: BURLINGTON,_WA98233 PDF DWF ZittearS�I-nkup I-Site Rddress-I nforraaiyor-, Current Legal Description Abbreviation Definitions (0.1856 AC)LOT 16,48 NORTH PLAT AND PUD,RECORDED MAY 2,2017,UNDER SKAGIT COUNTY AUDITOR'S FILE NO.201705020028. 2017 Values for 2018 Taxes` Sale Information 2018 Property Tax Summary Building Market Value $.00 Deed Type WARRANTY DEED 2018 Taxes will be available after 2/15/2018 • Land Market Value +$108,000.00 Sale Date 2017-06-02 Total Market Value $108,000.00 Sale Price$4,350,000.00 Use the Taxes link above for 2017 taxes Assessed Value $108,000.00 Taxable Value $108,000.00 *Effective date of value is January 1 of the assessment year(2017) Legal Description at time of Assessment *Land Use WAC 458-53-030 Neighborhood (21AVIEW)ANACORTES VIEW RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities *SEW,WTR-P Acres 0.19 Improvement 1 Attributes Summary Building Style RESIDENTIAL HOMESITE Year Built Foundation Above Grade Living Area Exterior Walls Finished Basement Roof Covering *Total Living Area Heat/Air Conditioning Unfinished Basement Fireplace *Total Garage Area Bedrooms Bathrooms For additional information on individual segments see Improvements tab Land Use codes are for assessment administration purposes and do not represent jurisdictional zoning.Please contact the appropriate planning department In your jurisdiction for land use questions. Total living area includes above grade living area and finished basement area. *Garage square footage includes all garage areas;basement garages,attached garages,detached garages,etc. Assessment data for improvements is based on exterior inspections.Please contact the Assessor's office if the information does not accurately reflect the interior characteristics. https://www.skagitcounty.net/Search/Property/ 8/8/2017 Fyrrce, Groc From: Fyrrce, Groc • Sent: Wednesday,August 23, 2017 6:46 PM To: 'Jack Reinstra' Cc: Ingalls, Paul; Lange, Steve; Cricchio, Kevin Subject: 1518 Latitude Circle Plan Review Landed Gentry Attachments: Plan Revision &Additional Info Cover Sheet.pdf; 1518 Latitude Circle Plan Review Landed Gentry.doc Hi Jack, All the plan reviews are done. Please see my attached Plan Review Notes,for corrections th needs to be addressed so that I can finish my review. All the other plan reviews approved the plans. There will need o be a tree fence Enspection before the permit Is issued. Please fill out the attached Plan Revision &Additional Cover Sheet along with a transmittal letter(s) stating the correction required, and how it was corrected,for each item, on the review. If you have any questions, feel free to contact me. Best regards, Groc Fyrrce Building Inspector/Pennit Technician City of Anacortes (360)293-1901 c17&4Xr+ IY brer+vr/1-oki'' mMrriir/io1/ rfrr /r rr4e.e,r "oie airy rcipierrriMrd. My Incprninr and outgoing email messages are suhaect rip public disclosure requirements p€K ICW 7256. 1 Anacortes Planning& Community Development Dept. Permit Center P.O. Box 547, Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official, Planning Director FAX(360)293-1938 August 15, 2017 .lack-lei-nstra 504 E. Fairhaven Ave Burlington, WA 98233 RE: Plan Review notes for the proposed New Single Family Residence at 1518 Latitude Circle Please address the following items so I can complete the plan review. 1. Please indicate on the plans that the anchor bolts need to be installed between 7 times the bolt diameter (3.5") and 12"from each end of the mudsill plate. 2. Please list on the coversheet that the construction needs to comply with the Washington State Energy Code. 3. Please indicate on the plans that the location and what heat recovery ventilation system is being used with the minimum efficiency of 0.85, per WSEC Energy Credit 2c. 4. Please indicate on the plans that the joists need to overlap a minim»m of 3 inches over the beams and be nailed together with 3- 10d nails per 2015 IRC R502.6.1. 5. Please indicate on plans that their need to be a bollard in front of the appliances in the garages. 6. Hold-down for the deck needs to be within 24" of the ends of the deck, not 24" minimum from each deck end. 7. Please indicate on a stair detail on the plans, or reference a note that the finished nosing of the stairs needs to be 3/4"-- 1 1/4';the maximum riser height is 7 3/4"with a 3/8"variance throughout riser heights; and a tread depth of 10" minimum with nosing and 11"minimum without, with a 3/8" variance throughout tread depths. 8. Please indicate on the plans that the portal frame needs to have header-to-jack-stud interior straps that are 2,550 lbs. minimum because it is over 16' wide 9. Please provide structural calculations for the loads on the headers supporting the girder trusses. 10. On the Upper Floor Framing Plan, A3.2, it shows 2x12 HF#2 joists, 16" o.c., spanning 20' from header truss to header truss, which fail by over 46%, and at 12" o.c. over 10%. Please resolve this and indicate on the plans your resolution of the problem. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 ANACORTES PUBLIC WORKS DEPARTMENT le ° ► Steven Lange, Project Manager w P.D. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 T �P. 7 E-MAIL: stevel@cityofanacortes.org FAX(360)293-1938 V t Memo Date:July 31, 2017 To: Paul Ingalls, Plans Earrf er From: Steven Lange '' _-_\._ ,,,i Subject: Site Plan Review#1 for 1518 Latitude Circle cc: Eric Shjarback, Justin Symonds The submitted site plan for 1518Latitude Circle was reviewed by the Public Works Engineering Department on July 31, 2017. • 07-28-17: Submittal to Public Works Engineering • 07-31-17: Public Works review and memo back to Building Department The following comments are provided: • No frontage improvements required under this proposal. Please issue the building permit when ready. n SS t • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation •Equipment • Capital Projects • Development Services --;6. eT 14 A/ Planning, Community, & Economic Development Department PO Box 547, Anacortes, WA 98221 PH: 360.299,t 984 co, 13 Elements of SWPPP `Csnntruction Stormwater •a n Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain_aspects are-unnecessary exempt learly-justif FTetails=of�h �Efer its and the correlating BMPs are listed on Pg.236 of the 2014 Stormwater Management Manual for Western Washington(SWMIVMWW).A link is provided on the City of Anacortes website, under Planning, Community,&Economic Development Department,as well as under Stormwater on the Engineering Division of Public Work's page. Owner Site Address: T4 E C r C Prepared By: I •.1Or-.0 Cie,/TAX A s. t&7 /AV. The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for ❑ These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq.ft. sq.ft.of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, explain the best manag-ment practices(B�,'Ps) used or justify reasoning for those that will not be used. If needed,please attach a narrative to further explain plans or iustificatiori. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits FF i ❑ Before beginning land disturbing activities, including clearing and grading,clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. ❑ Retain the duff layer, native top soil,and natural vegetation in an undisturbed state to the maximum degree practical. CITY OF ANACORTES Page 1 of 8 March, 2017 ELEMENT 2e Establish Construction Access ❑ Limit construction vehicle access and exit to one route, if possible. O stabilize access points with a pad of quarry spans,crushed rock,or other equivalent BMPs,to minimize tracking onto roads. ❑ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. O If sediment Is tracked off site, dean th aff ctett-r_oadway thoroughly-a=thud-ofeach=da=or- more frequently as necessary(ex: wet weather). Remove sediment from roads by shoveling, sweeping,or pick up and transport the sediment to a controlled sediment disposal area. ❑ Conduct street washing only after sediment is removed in accordance with the above bullet. ❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. ELEMENT 3: Control Flow Rates O Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ❑ Where necessary to comply with the bullet above,construct stormwater retention or detention facilities as one of the first steps in grading.Assure that detention facilities function properly before constructing site improvement(e.g. impervious surfaces). ❑ if permanent infiltration ponds are used for flow control during construction,protect these facilities from siltation during the construction phase. ELEME\T 4 Install Sediment Controls O Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. O Construct sediment control BMPs(sediment ponds, traps,filters,etc.)as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. ❑ Minimize sediment discharges from the site.The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency,intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics, including the range of soil particle sizes expected to be present on the site. O Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of g March,2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3,bullet#1. ❑ Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. ❑ Where feasible,design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still spendedJower in-the—water_column. ELEMENT 5: Stabilize Soils ❑ Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable bMPs include,but are not limited to:temporary and permanent seeding,sodding, mulching, plastic covering, erosion control fabrics and matting,soil application of polyacrylamide(PAM),the early application of gravel base early on areas to be paved,and dust control. ❑ Control stormwater volume and velocity within the site to minimize soil erosion. ❑ Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. ❑ Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1—Sept 30): 7 days o During the wet season(Oct 1—Apr 30): 2 days ❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. O Stabilize soil stockpiles from erosion,protect with sediment trapping measures,and where possible, be located away from storm drain inlets, waterways,and drainage channels. O Minimize the amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and,unless infeasible, preserve topsoil. ELiI;MEJ sT 6: Protect Slopes ❑ Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include, but are not limited to,reducing continuous length of slope with terracing and diversions, reducing slope steepness,and roughening slope surfaces(Ex:track walking). Page 3 of 8 March, 2017 ❑ Divert off-site stormwater(run-on) or ground water away from slopes and disturbed areas with interceptor dikes,pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes,collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year,24-hour frequency storm for the developed condition.Alternatively, the 10-Kea_r,,.-hour_fiouv-rata-p dicted/indfea# i fey= an approved continuous runoff model, increased by a factor of 1.6, may be used.The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model(WWHM)to predict flows, bare soil areas should be modeled as "landscaped"area. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. O Place excavated material on the uphill side of trenches,consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. O Stabilize soils on slopes, as specified in Element 5. ❑ BMP combinations are the most effective method of protecting slopes with disturbed soils.Ex: Use both mulching and straw erosion control blankets. ELE TENT 7: Protect Drain inlets ❑ Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage(unless a different standard is specified by the product manufacturer). ❑ Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. O Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. O Inlets should be inspected weekly at a minimum and daily during storm events. Page 4 of 8 March, 2017 ELEMENT 8:Stabilize Channels and Outlets ❑ Design,construct,and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o ''Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. 0 Provide st bilazaflon,including armoring material,adequate to prevent erosion of outlets, adjacent streambanks,slopes, and downstream reaches at the outlets of ail conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. ELE"a'ENT 9 Control Pollutants O Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ❑ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ❑ Provide cover,containment, and protection from vandalism for all chemicals, liquid products, petroleum products,and other materials that have the potential to pose a threat to human health or the environment.On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure.Double-walled tanks do not require additional secondary containment. ❑ Conduct maintenance,fueling,and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water,such as closed-loop recirculation or upland land application, or to the sanitary sewer,with local sewer district approval.Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. ❑ Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include, but are not limited to:bulk cement, cement kiln dust,fly ash, new concrete washing and curing waters,waste streams generated from concrete grinding and sawing, exposed aggregate processes,dewatering concrete vaults, concrete pumping,and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 ❑ Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only.Do not wash out concrete trucks onto the ground,or into storm drains,open ditches, streets,or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited.Do not use upland land applications for discharging wastewater from concrete washout areas. ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ Conduct oil changes, hydraulic system drain down,solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ❑ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and,if raining,over the vehicle. ELE'r ENT 10: Control De-Watering ❑ Discharge foundation,vault,and trench dewatering water,which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. ❑ Discharge clean, non-turbid de-watering water,such as well-point ground water,to systems tributary to,or directly into surface waters of the State, as specified in Element 8,provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State"may exist on a construction site as well as off site;for example,a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. infiltration 2. Transport off-site in a vehicle,such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval,if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation,clamshell digging,concrete tremie pour,or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment-laden (muddy)water into waters of the State likely constitutes a violation Page 6 of 8 March, 2017 of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. ELEIVIlEfirth Tv aintai�MPs ❑ Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. ❑ Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed.Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. 0 Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. El Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. �I ,"E`'1"12: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL)for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Management details starting on ❑ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ❑ Inspection and monitoring a inspect,maintain,and repair all BMPs as needed to assure continued performance of their intended function. ❑ Maintain, update,and implement the SWPPP. ❑ Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan(e.g.,subdivision approval). El From Oct 1 through Apr 30,clearing,grading,and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7 of March, 2017 1. Site conditions including existing vegetative coverage,slope,soil type,and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. ❑ The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment c_ontrol_BMPsv, ou i emom enance of public facilities or existing utility structures that do hot expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100%infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. ELE,`';'ENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens,see i for requirements. Applicnt Signature _ Date Page 8 of 8 March,2017 EXHIBIT "B" (1518 Latitude Circle—Lot 16, Plat of 48 North) Responses to the "13-Elements of SWPPP" (Construction Stormwater Pollution Prevention Plan) ELEMENT 1: Preserve Vegetation/Mark Clearing Limits The clearing limits will be marked by using either BMP C233: Silt Fence, or BMP C103: High Visibility Plastic or Metal Fence, as shown on the Erosion Control Plan. C233 is to be used along the west and north property lines and the C103 along the east and south property lines. Preservation of the native top soil will be preserved as much as is practical by use of a stock pile as shown on the Erosion Control Plan. Stock pile location may vary. Stock pile shall be protected as indicated on the Erosion Control Plan. ELEMENT 2: Establish Construction Access BMP C105 shall be used as the construction access. Only one access point is proposed. No wheel wash is proposed. Any track out shall be cleaned daily by shoveling and/or sweeping. More frequent cleaning as necessary. ELEMENT 3: Control Flow Rates No flow rate controls are designed for the individual lot. However, erosion control BMPs described in ELEMENT 4, below will reduce velocity of flows. ELEMENT 4: Install Sediment Controls The following BMPs are proposed as temporary sediment controls: C233: Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105: Stabilized Construction Entrance To be place in the location of the future driveway off of Latitude Circle,to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as con ser_vi.n.ginais1ure - --- ��1=23 H tie= eivertrrg Primarily used to protect the stock pile from erosion. May be used as a short term cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood. The primary source of dust control will be from spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following BMP improvement(s) are proposed for permanent sediment controls: C124: Sodding Sodding is to establish permanent turf for immediate erosion protection. C125:Top Soiling Provides a suitable growth medium for final site stabilization with vegetation. T5.13: Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. ELEMENT 5: Soil Stabilization The following are temporary soil stabilization BMPs: C233: Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105: Stabilized Construction Entrance To be place in the location of the future driveway on 15th Street,to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture, C123: Plastic Covering Primarily used to protect the stock pile from erosion. May be used as a short term cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood. The primary source of dust control will be controlled spraying of the disturbed area with water. • C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following are permanent soil stabilization BMPs: C124: Sodding Establishes permanent turf for immediate erosion protection. C125: Top Soiling Provides a suitable growth medium for final site stabilization with vegetation. T5.13: Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. ELEMENT 6: Protect Slopes Straw Wattles reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. ELEMENT 7: Protect Drain Inlets C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. ELEMENT 8: Stabilize Channels and Outlets C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. ELEMENT 9: Control Pollutants All fuel, lubricants, paint, and/or other hazardous material shall be stored in a lockable, covered storage container if kept on site. ELEMENT 10: Control De-Watering While excavating to install the sanitary sewer, stormdrain, and water systems to depths up to 14 feet, no ground water was encountered. Therefore, no dewatering is anticipated. ELEMENT 11: Maintain BMPs A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 12: Manage the Project A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 13: Protect Low Impact Development BMPs No low impact development BMPs are planned or required for this individual_lot. r PLANNING,COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT .a, Mailing Address: PO Box 547,Anacortes, WA 98221 Phone: 360.299.1984,Fax: 360.293.1938 Complete Residential StornmOter Plan Checklist Minimum 118qUireri ents 1-5 Stormwater requirements are based on the 2012 Stormwater Management Manual for Western _ WashPngto_ne(S Mil IVIWW)r-A-linitis-providednonIke-tityof=Aria es we site, under Planning Department, Stormwater Regulations,as well as under the Engineering Division of Public Works. Residential construction is exempt from additional stormwater provisions if it involves no expansion of hard surfaces, no use beyond that previously existing,and results in no significant adverse hydrological impact. Building permit applications for lots that are part of a subdivision that was recorded no more than 10 years prior to the,date of the complete building permit application may continue to use the stormwater codes in effect at the time the subdivision application was submitted, if stormwater was addressed at the subdivision/plat level. if construction has not started as of January 1,2022,the site will be subject to the 2012/2014 manual. if your project adds less than 2,000 sq. ft. of new plus replaced hard surface area,AND which disturbs less than 7,000 square feet of land,you must consider ail 13 Elements of the Construction Stormwater Pollution Plan (SWPPP). Fill out the SWPPP Checklist and explain how the elements are considered,or describe how site conditions render the element unnecessary and the exemption from that element is clearly justified. You will not need to continue with this document. if your project adds 2,000 sq.ft.or more of new plus replaced hard surface area,OR which disturbs 7,000 sq.ft.or more of land- .,iaimum Requirements 1-5 of the SWMMWW apply,and you can continue with this document. if adding 5,000 sq,ft.or more of new hard surfaces/OR converting 32,670 sq,ft.or more of vegetation to lawn or landscaped area/OR converting 108,900 sq.ft.or more of native vegetation to pasture—Minimum eequirements 1-9 of the SWMMWW apply. If Minimum requirements 1-9 apply, please see the Large Scale Stormwater Plan Checklist for additional submittal requirements. Owner Name:� -440...._ ikS Site Address: -I , r Brief Description of the Prr„ject: f rI Pre Developed Conditions ,x, Runoff of the Site: trj Page 1 of 4 L.II JUL 2 March 22,2017 CITY OF ANACORTES Developed Conditions&Runoff of the Site: Summarize difficult site parameters,the natural drainage system,and drainage t<,and from adjacent properties, including bypass flows: ❑ Hydrological Site Plan:Collect and analyze information on existing conditions to aid in determining low impact development feasibility m which locations are most appropriate to evaporate,transpire,and infiltrate,with the following information: o Survey by Land Surveyor,Engineer, tr other qualified professional:Show existing public and private development,utility infrastructure,hydrological features(seeps, springs,dosed depression areas,drainage swales, streams,wetlands, and water body survey and classification report showing wetland and buffer boundaries),flood hazard areas,geological hazards, buffers, aquifer and wellhead protection areas,topographic features that may act as natural stormwater storage,infiltration,or conveyance. Include the natural receiving waters that stormwater runoff will either directly or eventually discharge. Show topography,display acreage and outlines of all drainage basins;existing stormwater drainage to and from the site; routes to existing, construction,and future flows at all discharge points;and the length of travel from the farthest upstream end of a proposed storm drainage system to any proposed flow control and treatment facility. identify areas of potential erosion problems Show contours as follows: fa Up to 10%slopes=2 ft.contours B Over 10%to less than 20%slopes=5 ft.contours 20%or greater slopes= 10 ft. contours m Elevations at 25 ft. intervals o Soils Report: Done by a soil scientist certified by Soil Science Society of America, licensed sewage designer,or other suitably trained persons working under the supervision of a professional engineer,geologist,hydrologist,or any other professional supervised by an engineering geologist registered in Washington State.(Soils Report Page 2 of 4 March 22, 2017 must include details as listed on Pg.79). In addition,describe soils by name,erodibility, settleabiiity, permeability,depth,texture,and soil structure. Testing should occur between December 1 and April 1. o Soils Map:Based on the report. o Preliminary Development Site Plan Layout: Locate proposed buildings,roads,parking lots,landscaping features, on-site stormwater management BMPS(Determine BMPs starting on Pg.95.Suggested MIAs correlate with responses to the 13 elements of the SWPPP,Pg. 237, and preliminary location of stornwrater treatment-and retention/detention facilities.Considerations are on Pg. 83.These methods could reduce required facility sizes, but are not required for approval.Show existing and proposed contours,show all cut and fill slopes indicating top and bottom of slope catch lines,and identify developed condition drainage basins. o Survey of existing native'vegetation cover:This is only required if there are native soil and vegetation protection areas proposed for the site.Survey shall be done by a licensed architect,arborist,qualified biologist or project proponent identifying any forest areas on the site and a plan to protect those areas.The preserved area should be placed in a separate tract or protected through recorded easements for individual lots. o Vicinity Map:Clearly locate the property, identify ail roads bordering the site,show the route of stormwater off-site to the local natural receiving water,and show significant geographic features and sensitive/critical areas(streams,wetlands,lakes,steep slopes, etc). ❑ Construction Stormwater Pollution Prevention Plan(SWPPP)—The SWPPP shall be implemented beginning with initial land disturbance and until final stabilization. From October 1 through April 30, clearing,grading,and other soil disturbing activities shall only be permitted if shown that silt-laden runoff will be prevented from leaving the site through methods listed on pg. 44. Best Management Practices(BMPs)Standards and Specifications are listed on pg. 267.. Please see pg. 230 for details on using the Site Analysis to produce the following materials: o Narrative:Explain and justify the pollution prevention decisions made.This will contain concise information concerning existing site conditions,construction schedules,wet season construction activity,constraints,and other pertinent items that are not contained on the drawings.This is based on the 13 Construction Elements,which must be considered unless site conditions render the element unnecessary and the exemption is clearly justified.Elements listed on pg.44&described in detail starting on pg. 236. o Drawings&Notes:Where and when the BMPs should be installed,the performance the BMPs are expected to achieve,and actions that will be taken if the performance goals are not achieved.Show water quality monitoring locations. o Special Reports&Studies: Include any studies(i.e.wetlands delineation). If a facility is required and feasible for Minimum Requirement 5,a PIT Test must be done in the location that the facility location is proposed based on the preliminary development site plan layout. ❑ Other permits:Any other necessary permits as required by other regulatory agencies.Identify if those permits include conditions that affect the drainage plan, or contain more restrictive drainage-related requirements. Prior to Final Stormwater Inspection ❑ Permanent Stormwater Control Plan Drawing:Select BMPs based on the Preliminary Development Site Plan Layout from the Site Analysis Summary. Provide a scale drawing of the Page 3 of 4 March 22, 2017 lot(s)and any public ROW that displays the location of On-Site BMPs and the areas served by them.These documents will be recorded and attached to a declaration of covenant and grant of easement associated with each lot that includes On-site BMPs. Provide design details,figures, and maintenance instructions for each BMP. Provide a written summary of how it complies with the applicable requirements. Prior to Final Occupancy 0 Operation ::Y Maintenance Manual: include a manual for each flow control and treatment facility, including any distributed bioretention facilities that_are_used toiielp-meet flauuecenera and/or treatment requirements.The manual shall include a description of the facility,what it does,and how it works. It must also identify and describe the maintenance tasks,and the frequency of each task.The tasks and frequencies must meet the standards of the SWMMWW. Include a maintenance activity log that will indicate what actions will have been taken and where it should be kept and made available for inspection by the City. ❑ Declaration of Covenant for Privately Maintained Flow Control&Treatment Facilities and On- Site Stormwater Management B' 'Ps:Any flow control&treatment facilities and On-Site Stormwater management BMPs for which the applicant identifies operation&maintenance to be the responsibility of a private party must have a declaration of covenant and grant of easement.After City approval, the declaration of covenant and grant of easement must be signed and recorded. Design details,figures,and maintenance instructions for any®MP shall be attached.A map showing the location of newly planted and retained trees claimed as flow reduction credits shall also be attached. 0 Record Documents:Record total impervious surface area of the site and their locations with the county auditor. By signing below,you are certifying that you have read and understand the stormwater require~, ants. Be sure that you have checked vff all applicable boxes. 1),„ allur Appica Signature _ Date Page 4 of 4 March 22, 2017 EXHIBIT "A" (1518 Latitude Circle — Lot 16, Plat of 48 North) Responses to the "Complete Residential Stormwater Plan Checklist— Minimum Requirements 1-5". Briet Ds- tion of he Project: To construct one Single-Family Residence (SFR) on a single legal lot within the City of Anacortes. The existing property is located at 1518 Latitude Circle, which is Lot 16, Plat of 48 North, and is 8,092 square feet in size, Zoned as R2. Pre Developed Conditions & Runoff on the Site: The property is vacant. The site slopes from the southeast to the northwest at a grade of approximately 12%. The property is bounded as follows: NORTH: Fully improved street of Latitude Circle and a portion of Lot 17, 48 North. EAST: Lot 15, 48 North. SOUTH: P82596, 4302 Whidbey Court, Lot 143, Clearidge Division II. WEST: Lot 17, 48 North. Developed Conditions & Runoff of The Site: The proposed improvements are as follows: Construct a SFR with an approximate lot coverage of 26,2%, and an impervious lot coverage of 35.1%. No detention was required for the Plat of 48 North, but there is an existing water quality bio-swale for the plat. A roof drains and footing drains will be hard lined to the existing stormwater collection system. The point of connection for Lot 16 is located at the northerly end of the common lot line between Lot 16 and Lot 17, near the Latitude Circle. After construction, landscaping will be provided to permanently stabilize the site from erosion. Summarize difficult site parameters, the natural drainage system, and drainage to and from adjacent properties, including bypass flows: The site slopes from the southeast to the northwest at an approximate grade of 12% and the disturbed soil has been seeded and/or mulched to reduce erosion. The only tributary drainage the lot could receive is from Lot 29 to the south. However, the stormwater runoff from Lot 15 will be directing to the existing stormwater collection facilities located within said Lot 15 and will not impact Lot 1. Hydrological Site Plan: Survey: A topographic survey has been performed by Herrigstad Engineering, showing the existing improvements around and within the subject property, along with the existing contours at 2-foot intervals. Soils Report: A Geologic Hazard Assessment and Geotechnical Engineering Services report was prepared by GeoEngineers, dated July, 21, 2015, and is already part of the record documents provided to the City of Anacortes. Preliminary Development Site Plan Layout: A "Site Plan" has been prepared by Landed Gentry Development, Inc., showing both the existing and proposed improvements as requested, along with an "Erosion Control Plan". See attached. A "Survey of existing native vegetation cover" was performed by the Urban Forestry Services, Inc., for the project, dated August 12, 2015, and a tree preservation plan was developed and adopted by the City of Anacortes. A "Vicinity Map" has been provided on Sheet 2 of 2 of the "Erosion Control Plan", attached. Construction Stormwater Pollution Prevention Plan (SWPPP): See Exhibit "B", attached. Other Permits: Building Permit for SFR. 1 EXHIBIT "C" PRIMARY BMPs 1 I ' 1 irl g E II 7 71) ii 1JUL12O17 CITY OF AI\A ORTI i BMP C124: Sodding ( . i I' . Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: , • Disturbed areas that require short-term or long-term cover,_ I • Disturbed areas that require immediate vegetative cover. 111 • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design and Sod shall be free of weeds, of uniform thickness (approximately I-inch IInstallation thick), and shall have a dense root mat for mechanical strength. Specifications The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grading plan. The swale needs to be overexcavated 4 to 6 inches below design elevation to allow room for placing soil I amendment and sod. • Amend 4 inches (minimum)of compost into the top 8 inches of the I ( soil if the organic content of the soil is less than ten percent or the l permeability is less than 0.6 inches per hour. Compost used should I meet Ecology publication 94-038 specifications for Grade A quality compost. • Fertilize according to the supplier's recommendations. • Work lime and fertilizer 1 to 2 inches into the soil, and smooth the surface. • Lay strips of sod beginning at the lowest area to be sodded and SI perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close, tight [. fit. Stagger joints at least 12 inches. Staple on slopes steeper than , 0 3H:1 V. Staple the upstream edge of each sod strip. • Roll the sodded area and irrigate. • When sodding is carried out in alternating strips or other patterns, seed 111 the areas between the sod immediately after sodding. 0 Maintenance If the grass is unhealthy,the cause shall be determined and appropriate Standards action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability,or some other cause,the sod shall be removed,the area seeded with an 11 appropriate mix, and protected with a net or blanket. . , is , - ,-4 ii:r :- - - t I.! , �1 � JUL 2 N 2017 1 I4-28 Volume II— Construction Stormwater Pollution Prevention Cire62r � i L.., BMP T5.13 Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwater functions including: water infiltration;nutrient, sediment,and pollutant adsorption; sediment and pollutant biofiltration; water interflow storage and transmission; and pollutant decomposition. These functions ire 1,argelylastwl en d-eveiopm-e11t strips a atrve soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost,but such landscapes themselves become pollution- generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post development landscape,provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chemicals,thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of naturally occurring soil and vegetation. It also does not maximize the stormwater functions that could be attained through greater soil depth and more specialized formulations as presented in BMP T5.35, Engineered Soil/Landscape Systems. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, composted woody material,biosolids,and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. Design Guidelines • Soil retention. The duff layer and native topsoil should be retained in an undisturbed state to the maximum extent practicable. In any areas requiring grading remove and stockpile the duff layer and topsoil on site in a designated,controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. • Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as structural fill or slope shall, at project completion, demonstrate the following: 5-12 Volume V—Runoff Treatment BMPs August 2001 W e I. Retention or enhancement of the moisture infiltration rate and soil moisture holding capacity of the original undisturbed soil native to the site. Areas which have been compacted or have removed some or all of the duff layer or underlying top soil shall be amended to mitigate for lost moisture infiltration and moisture holding capacity; and 2. A topsoil layer with a minimum.organic matter-content-o-f_ten- percent dry weight and a pH from 6.0 to 8.0 or matching the pH of the original undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots Iimit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. • These criteria can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. If blended topsoil is imported, then fines should be limited to twenty-five percent passing through a 200 sieve. • The resulting soil should be conducive to the type of vegetation to be established. Maintenance • Soil quality and depth should be established toward the end of construction and once established, should be protected from compaction, such as from large machinery use, and from erosion. • Soil should be planted and mulched after installation. • Plant debris or its equivalent should be left on the soil surface to replenish organic matter. • It should be possible to reduce use of irrigation, fertilizers,herbicides and pesticides. These activities should be adjusted where possible, rather than continuing to implement formerly established practices. 5-13 August 2001 Volume V—Runoff Treatment AMPS BMP T5.14A: Rain Gardens Purpose and Definition Land development projects may not be of sufficient size such that it is practical to con- struct engineered stormwater facilities for flow reduction and pollutant removal, However, the cumulative imp�ct_ofsmaller-de-v opmeni rojectan=the=rtiaturat=hydro logy and water quality of local waters can be significant. To reduce that cumulative impact, small projects (see I-2.4 Applicability of the Minimum Requirements (p.35)) must implement on-site stormwater management BMP's (See 1-2.5.5 Minimum Requirement #5: On-site Stormwater Management(p.55)). Rain gardens are an on-site stormwater management BMP that can provide effective removal of many stormwater pollutants, and provide reductions in stormwater runoff quantity and surface runoff flow rates. Rain gardens are non-engineered, shallow, landscaped depressions with compost- i amended soils and adapted plants. The depression ponds and temporarily stores storm- • water runoff from adjacent areas. A portion of the influent stormwater passes through the amended soil profile and into the native soil beneath. Stormwater that exceeds the stor- age capacity is designed to overflow to an adjacent drainage system. Applications and Limitations Rain gardens are an on-site stormwater management BMP option for projects that have to comply with Minimum Requirements#1 -#5, but not Minimum Requirements#6 -#9. For projects electing to use List#1 of 1-2.5.5 Minimum Requirement#5: On-site Storm- water Management(p.55), rain gardens are to be used to the extent feasible for runoff from roofs and other hard surfaces unless a higher priority BMP is feasible. Infeasibility criteria for rain gardens are the same as for bioretention. Please see Biore- tention infeasibility criteria in BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959). Although not required, Ecology recommends installation by a landscaping company with experience in rain garden construction. Rain gardens constructed with imported compost materials should not be used within one-quarter mile of phosphorus-sensitive waterbodies. Preliminary monitoring indicates that new rain gardens can add phosphorus to stormwater. Therefore, they should also not be used with an underdrain when the underdrain water would be routed to a phos- phorus-sensitive receiving water. Design Guidelines Refer to the Rain Garden Handbook for Western Washington (2013)for rain garden spe- cifications and construction guidance. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 915 �-p For amending the native soil within the rain garden, Ecology recommends use of com- post that meets the compost specification for bioretrention (see BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959)). Compost that includes biosolids or manures shall not be used. For design on projects subject to I-2.5.5 Minimum Requirement#5: On-site Stormwater Management(p.55), and choosing to use List#1 of that requirement, rain gardens shall have,a-horizontatlHptateeted r r-face—a a=[ low-the overflow-which is atleast 5 Yo of the total impervious surface area draining to it. If lawn/landscape area will also be draining to the rain garden, Ecology recommends that the rain garden's horizontally projected sur- face area below the overflow be increased by 2% of the lawn/landscape area. Underdrains Ecology does not recommend the use of underdrains for rain gardens. Design and con- struction of an underdrain system likely requires professional expertise.Where a muni- cipality intends to require or allow underdrained rain gardens in areas with initial infiltration rates between 0.3 and 0.6 inches per hour, the invert of the underdrain shall be 6 inches above the bottom of the aggregate bedding for the underdrain. A larger dis- tance between the underdrain and the bottom of the aggregate bedding is desirable, but cannot be used to trigger infeasibility due to inadequate vertical separation to the sea- sonal high water table, bedrock, or other impermeable layer. Ecology recommends that the municipality establish standard design specifications and drawings. Maintenance Please refer to the Rain Garden Handbook for Western Washington (2013)for tips on mulching, watering, weeding, pruning, and soil management. The "Western Washington Low impact Development(LID) Operation and Maintenance (O&M)Guidance Docu- ment' may be consulted for more detailed guidance. BMP T5.14B: Bioretention Purpose and Definition Bioretention areas are shallow landscaped depressions, with a designed soil mix and plants adapted to the local climate and soil moisture conditions, that receive stormwater from a contributing area. Bioretention provides effective removal of many stormwater pollutants by passing storm- water through a soil profile that meets specified characteristics. Bioretention can also reduce stormwater runoff quantity and surface runofff#ow rates significantly where the exfiltrate from the design soil is allowed to infiltrate into the surrounding native soils. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 916 Figure 111.3.1.1 Flow Diagram Showing Selection of Roof Downspout Controls ZNN =_L Large native area Yes set aside or high Use Full Dispersion or ► on-site infiltration? Full Infiltration Systems No Lots suitable for Yes Use Bioretention or Rain Garden infiltration? depending on project size No Criteria for Downspout Yes11% Use Dispersion met? Downspout Dispersion Systems No Connect downspouts to street drainage system with perforated stub-outs (see Section 3,1.3) abillE111 Figure 111-3.1.1 Flow Diagram Showing Selection of Roof Downspout Controls DEPARTMENT OF Revised November2015 ECOLOGY Please see http;l/wv✓w,eeywa.gov/copyrighf.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3-Page 451 1 111-3.1.1 Downspout Full Infiltration Systems (BMP T5.10A) Downspout full infiltration systems are trench or drywell designs intended only for use in infiltrating runoff from roof downspout drains. They are not designed to directly infiltrate runoff from pollutant-generating impervious surfaces. Application Projects subject to 1-2.5.5 Minimum Requirement#5: On-site Stomiwater Management (p.55) must provide for individual downspout full infiltration systems or full dispersion if feasible. Evaluate the feasibility, or applicability, of downspout full infiltration unless full dispersion is proposed. Use the evaluation procedure below to determine the feasibility of downspout full infiltration. Runoff Modeling for Roof Downspout Full Infiltration If roof runoff is infiltrated according to the requirements of this section,the roof area may be discounted from the project area used for sizing stormwater facilities. Procedure for Evaluating Feasibility 1. Have one of the following prepare a soils report to determine if soils suitable for infiltration are present on the site: . A professional soil scientist certified by the Soil Science Society of America (or an equivalent national program) . A locally licensed on-site sewage designer . A suitably trained person working under the supervision of a professional engineer, geologist, hydrogeologist, or engineering geologist registered in the State of Washington. The report shall reference a sufficient number of soils logs to establish the type and limits of soils on the project site. The report should at a minimum identify the limits of any outwash type soils (i.e., those meeting USDA soil texture classes ranging from coarse sand and cobbles to medium sand)versus other soil types and include an inventory of topsoil depth. 2. If the lots or site does not have outwash or loam soils, and full dispersion is not feasible, then consider a rain garden or bioretention BMPs (the next lower priority on-site stormwater management system). 3. Complete additional site-specific testing on lots or sites containing outwash (coarse sand and cobbles to medium sand) and loam type soils. Individual lot or site tests must consist of at least one soils log at the location of the infiltration system, a minimum of 4 feet in depth from the proposed grade and at 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3-Page 452 • . least 1 foot below the expected bottom elevation of the infiltration trench or dry well. Identify the NRCS series of the soil and the USDA textural class of the soil horizon through the depth of the log, and note any evidence of high ground water level, such as mottling. 4. Downspout infiltration is Qnside.re feasit�le n a ar sites tfaat—meet=ait---oft-belc l- lowing: . 3 feet or more of permeable soil from the proposed final grade to the sea- sonal high ground water table. . At least 1-foot of clearance from the expected bottom elevation of the infilt- ration trench or dry well to the seasonal high ground water table. . The downspout full infiltration system can be designed to meet the minimum design criteria specified below. Design Criteria for infiltration Trenches Figure Ill-3.1.2 Typical Downspout Infiltration Trench (p.455) shows a typical downspout infiltration trench system, and Figure III-3.1.3 Alternative Downspout Infiltration Trench System for Coarse Sand and Gravel (p.456) presents an alternative infiltration trench sys- tem for sites with coarse sand and cobble soils. These systems are designed as spe- cified below. General 1. The following minimum lengths (linear feet) per 1,000 square feet of roof area based on soil type may be used for sizing downspout infiltration trenches. Coarse sands and cobbles: 20 LF Medium sand: 30 LF Fine sand, loamy sand: 75 LF Sandy loam: 125 LF Loam: 190 LF 2. Maximum length of trench shall not exceed 100 feet from the inlet sump. 3. Minimum spacing between trench centerlines shall be 6 feet. 4. Filter fabric shall be placed over the drain rock as shown on Figure 111-3.1.2 Typical Downspout Infiltration Trench (p.455) prior to backfilling. 5. Infiltration trenches may be placed in fill material if the fill is placed and compacted under the direct supervision of a geotechnical engineer or professional civil 2014 Stormwater Management Manual for Western Washington Volume Ill-Chapter 3-Page 453 • engineer with geotechnical expertise, and if the measured infiltration rate is at least 8 inches per hour. Trench length in fill must be 60 linear feet per 1,000 square feet of roof area. Infiltration rates can be tested using the methods described in Section 3.3. 6. Infiltration trenches should not be built on slopes steeper than 25% (4:1).A geo- technical analysis and report may be required on slopes over 15 percent or if loc- =aced=v-Ethin-200-4e-et etth-e=tapf=si teep-er-than 40%,or in a landslide-hazard area. 7. Trenches may be located under pavement if a small yard drain or catch basin with grate cover is placed at the end of the trench pipe such that overflow would occur out of the catch basin at an elevation at least one foot below that of the pavement, and in a location which can accommodate the overflow without creating a sig- nificant adverse impact to downhill properties or drainage systems. This is inten- ded to prevent saturation of the pavement in the event of system failure. Design Criteria for Infiltration Drywells Figure III-3.1.4 Typical Downspout Infiltration Drywall (p.457) shows a typical downspout infiltration drywell system. These systems are designed as specified below. General 1. Drywell bottoms must be a minimum of 1 foot above seasonal high ground water level or impermeable soil layers. 2, When located in course sands and cobbles, drywells must contain a volume of gravel equal to or greater than 60 cubic feet per 1000 square feet of impervious sur- face served. When located in medium sands, drywells must contain at least 90 cubic feet of gravel per 1,000 square feet of impervious surface served. 3. Drywells must be at least 48 inches in diameter(minimum) and deep enough to contain the gravel amounts specified above for the soil type and impervious sur- face served. 4. Filter fabric(geotextile) must be placed on top of the drain rock and on trench or dry- well sides prior to backfilling. 5. Spacing between drywells must be a minimum of 10 feet. 6. Downspout infiltration drywells must not be built on slopes greater than 25% (4:1). Drywells may not be placed on or above a landslide hazard area or on slopes greater than 15%without evaluation by a professional engineer with geotechnical expertise or a licensed geologist, hydrogeologist, or engineering geologist, and with jurisdiction approval. 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3-Page 454 • BIM C125: Topsoiling Purpose To provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself,topsoiling is an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but they also serve as effective biofilters for urban moo-llutants anal=by=supporting more-vrgo us p an grov�v h, rCdice the water, fertilizer and pesticides needed to support installed landscapes. Topsoil does not include any subsoils but only the material from the top several inches including organic debris. Conditions of • Native soils should be left undisturbed to the maximum extent Use practicable. Native soils disturbed during clearing and grading should be restored, to the maximum extent practicable, to a condition where moisture-holding capacity is equal to or better than the original site conditions. This criterion can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH(high acid) levels. • Stripping of existing, properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. If an existing soil system is functioning properly it shall be preserved in its undisturbed and uncompacted condition. • Depending on where the topsoil comes from, or what vegetation was on site before disturbance, invasive plant seeds may be included and could cause problems for establishing native plants,landscaped areas, or grasses. • Topsoil from the site will contain mycorrhizal bacteria that are necessary for healthy root growth and nutrient transfer. These native mycorrhiza are acclimated to the site and will provide optimum conditions for establishing grasses. Commercially available mycorrhiza products should be used when topsoil is brought in from off-site. Design and If topsoiling is to be done,the following items should be considered Installation • Maximize the depth of the topsoil wherever possible to provide the Specifications maximum possible infiltration capacity and beneficial growth medium. Topsoil depth shall be at least 8 inches with a minimum organic content of 10 percent dry weight and pH between 6.0 and 8.0 or matching the pH of the undisturbed soil. This can be accomplished either by returning native topsoil to the site and/or incorporating organic amendments. Organic amendments should be incorporated to a minimum 8-inch depth except where tree roots or other natural February 2005 Volume II— Construction Stormwater Pollution Prevention 4-29 features limit the depth of incorporation. Subsoils below the 12-inch depth should be scarified at least 2 inches to avoid stratified layers, where feasible. The decision to either layer topsoil over a subgrade or incorporate topsoil into the underlying layer may vary depending on the planting specified. • If blended topsoil is imported, then fines should be limited to 25 percent passing through a 200 sieve. • The final composition and construction of the soil system will result in a natural selection or favoring of certain plant species over time. For 111 example, recent practices have shown that incorporation of topsoil may favor grasses,while layering with mildly acidic, high-carbon amendments may favor more woody vegetation. • Locate the topsoil stockpile so that it meets specifications and does not interfere with work on the site. It may be possible to locate more than one pile in proximity to areas where topsoil will be used. • Allow sufficient time in scheduling for topsoil to be spread prior to seeding, sodding, or planting. 1111 • Care must be taken not to apply to subsoil if the two soils have contrasting textures. Sandy topsoil over clayey subsoil is a particularly poor combination, as water creeps along the junction between the soil layers and causes the topsoil to slough. ( • If topsoil and subsoil are not properly bonded,water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. The best method to prevent a lack of bonding is to actually work the 111 topsoil into the layer below for a depth of at least 6 inches. • Ripping or re-structuring the subgrade may also provide additional benefits regarding the overall infiltration and interflow dynamics of the soil system. • Field exploration of the site shall be made to determine if there is surface soil of sufficient quantity and quality to justify stripping. Topsoil shall be friable and loamy (loam, sandy loam, silt loam, sandy clay loam, clay loam). Areas of natural ground water recharge should be avoided. • Stripping shall be confined to the immediate construction area. A 4-to 111. 6- inch stripping depth is common,but depth may vary depending on the particular soil. All surface runoff control structures shall be in place prior to stripping. Stockpiling of topsoil shall occur in the following manner: • Side slopes of the stockpile shall not exceed 2:1. { • An interceptor dike with gravel outlet and silt fence shall surround all topsoil stockpiles between October 1 and April 30. Between May I 0, ' 4-30 Volume II— Construction Storrnwater Pollution Prevention February 2005 I and September 30, an interceptor dike with gravel outlet and silt fence shall be installed if the stockpile will remain in place for a longer , r period of time than active construction grading. • Erosion control seeding or covering with clear plastic or other mulching materials of stockpiles shall be completed within 2 days (October 1 through April 30)or 7 days (May 1 through September 30) of the formation of the stockpile. Native topsoil stockpiles shall not be =c v red=wi-th}astic 1 • Topsoil shall not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. ,�; • Previously established grades on the areas to be topsoiled shall be maintained according to the approved plan. • When native topsoil is to be stockpiled and reused the following should apply to ensure that the mycorrhizal bacterial, earthworms, and other beneficial organisms will not be destroyed: 1. Topsoil is to be re-installed within 4 to 6 weeks; • 2. Topsoil is not to become saturated with water; 3. Plastic cover is not allowed. Maintenance • Inspect stockpiles regularly, especially after large storm events. Standards Stabilize any areas that have eroded. - February 2005 Volume II- Construction Stormwater Pollution Prevention 4-31 BMP C103: High Visibility Plastic or Metal Fence Purpose Fencing is intended to: (1)restrict clearing to approved limits;(2)prevent disturbance of sensitive areas, their buffers, and other areas required to be left undisturbed; (3)limit construction traffic to designated construction entrances or roads; and, (4)protect areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits,plastic or metal fence may be used: ® At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. • As necessary to control vehicle access to and on the site, Design and a High visibility plastic fence shall be composed of a high-density Installation polyethylene material and shall be at least four feet in height. Posts Specifications for the fencing shall be steel or wood and placed every 6 feet on center(maximum)or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with a polyethylene tie. On Iong continuous lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sagging between posts. The fence color shall be high visibility orange. The fence tensile strength shall be 360 lbs./ft• using the ASTM D4595 testing method. • Metal fences shall be designed and installed according to the manufacturer's specifications. • Metal fences shall be at least 3 feet high and must be highly visible. • Fences shall not be wired or stapled to trees. Maintenance • If the fence has been damaged or visibility reduced, it shall be Standards repaired or replaced immediately and visibility restored. 4-6 Volume 11—Construction Stormwater Pollution Prevention February 2005 BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a , stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. =Cxrl -ge-earrnxer al=1rrghway;and-road-pioacc he designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. it is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed, Design and • See Figure 4.2 for details, Note: the 100' minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length(100'). • A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM D4632) 30% max. Mullen Burst Strength(ASTM D3786-80a) 400 psi min. AOS(ASTM D4751) 20-45(U.S. standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved; this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. • Hog fuel (wood-based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. Fencing(see BMPs C103 and.C104) shall be installed as necessary to restrict traffic to the construction entrance, 4-8 Volume Ii-Construction Stormwater Pollution Prevention February 2005 • Whenever possible, the entrance shall be constructed on a finn, compacted subgade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance • Quarry spans (or hog fuel) shall be added if the pad is no longer in Standards accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an increase =ftHhW-dimensions of ttre� 'ance, or the instal-la ono a w ee was . • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street,except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. • Any quarry spalls that are loosened from the pad,which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing(see BMPs C103 and C104)shall be installed to control traffic. • Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be permanently stabilized. Driveway snap meat the requirements at the prating agency II Is raamomeMed Thal lire enlrancc he crowned so that mull Road drain°Off the pad osos IN.re leslelf driveway culvert �*i� �. HMere isaroadside ` +• V! \ ., r� ditch present 4"-8•quanyspan Gaslarille 12'rail.thickness�J * �•'r Provide full width at ingressregress area Figure 4.2—Stabilized Construction Entrance February 2005 Volume l!— Construction Stormwater Pollution Prevention 4-9 111 , BMP C121 a Mulching Purpose The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that can be used. Only the most common types are discussed in this I. section. Conditions of Use . As a temporary cover measure, mulch should be used: • On disturbed areas that require cover measures for less than 30 days. • As a cover for seed during the wet season and during the hot summer months. • During the wet season on slopes steeper than 3H:l V with more than 10 feet of vertical relief. • Mulch may be applied at any time of the year and must be refreshed periodically. Design and For mulch materials, application rates, and specifications, see Table 4.7. Installation Note: Thicknesses may be increased for disturbed areas in or near Specifications sensitive areas or other areas hie-11y susceptible to erosion. Mulch used within the ordinary high-water mark of surface waters should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (densities) than straw, wood, or chipped material. Maintenance • The thickness of the cover must be maintained. ! . Standards • Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related, then the problem shall be fixed and the eroded area remulched. P ' II I 4-20 Volume I1—Construction Stormwater Pollution Prevention February 2005 BMP C123: Plastic Covering Purpose Plastic covering provides immediate, short-teen erosion protection to slopes and disturbed areas. Conditions of • Plastic covering may be used on disturbed areas that require cover Use measures for less than 30 days, except as stated below. • Plastic is particularly usefuI for protecting cut and fill slopes and stockpiles. Rote:The relatrve y rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term (greater than six months) applications. • Clear plastic sheeting can be used over newly-seeded areas to create a greenhouse effect and encourage grass growth if the hydroseed was installed too late in the season to establish 75 percent grass cover, or if ``. the wet season started earlier than normal. Clear plastic should not be ' used for this purpose during the summer months because the resulting 1 . high temperatures can kill the grass. `— • Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. • While plastic is inexpensive to purchase, the added cost of installation, maintenance, removal,and disposal make this an expensive material, up to $l.50-2.00 per square yard. • Whenever plastic is used to protect slopes, water collection measures must be installed at the base of the slope. These measures include plastic-covered berms, channels, and pipes used to covey clean rainwater away from bare soil and disturbed areas. At no time is clean runoff from a plastic covered slope to be mixed with dirty runoff from a project. • Other uses for plastic include: l. Temporary ditch liner; 2. Pond liner in temporary sediment pond; 3. Liner for bermed temporary fuel storage area if plastic is not reactive to the type of fuel being stored; 4. Emergency slope protection during heavy rains; and, 5. Temporary drainpipe ("elephant trunk") used to direct water. 4-26 Volume II— Construction Sformwater Pollution Prevention February 2005 Design and • Plastic slope cover must be installed as follows: Installation I. Run plastic up and down slope, not across slope; Specifications 2. Plastic may be installed perpendicular to a slope if the slope length is less than 10 feet; 3, Minimum of 8-inch overlap at seams; 4. On long or wide slopes, or slopes subject to wind, all seams should 'be-taped; 5. Place plastic into a small (12-inch wide by 6-inch deep)slot trench at the top of the slope and backfill with soil to keep water from flowing underneath; 6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and pound a wooden stake through each to hold them in place; 7. Inspect plastic for rips, tears, and open seams regularly and repair immediately. This prevents high velocity runoff from contacting bare soil which causes extreme erosion; 8. Sandbags may be lowered into place tied to ropes. However, all sandbags must be staked in place. • PIastic sheeting shall have a minimum thickness of 0.06 millimeters. • If erosion at the toe of a slope is likely, a gravel berm,riprap,or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. Maintenance • Torn sheets must be replaced and open seams repaired. Standards • If the plastic begins to deteriorate due to ultraviolet radiation,it must be completely removed and replaced. • When the plastic is no longer needed, it shall be completely removed. • Dispose of old tires appropriately. February 2005 Volume it-- Construction Stormwater Pollution Prevention 4-27 BNIP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions of Use • In areas(including roadways)subject to surface and air movement of dust where on-site and off-site impacts to roadways, drainage ways, or surface waters are likely. Design and • Vegetate or mulch areas that will not receive vehicle traffic, In areas Installation where planting,mulching, or paving is impractical, apply gravel or Specifications landscaping rock. • Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s) in the original condition, if stable. Maintain the original ground cover as long as practical. • Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. • Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto street,refer to Stabilized Construction Entrance(BMP C105). • Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant, Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM (BMP C126) added to water at a rate of 0.5 lbs. per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Since the wholesale cost of PAM is about$ 4.00 per pound, this is an extremely cost- effective dust control method. Techniques that can be used for unpaved roads and lots include: • Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. • Upgrade the road surface strength by improving particle size,shape, and mineral types that make up the surface and base materials. 4-40 Volume Il—Construction Stormwater Pollution Prevention February 2005 • Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 min) to 10 to 20 percent. • Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. • Encourage the use of alternate,paved routes, if available. • Restrict use by tracked vehicles and heavy trucks to prevent damage to -road=sui a ce trd-bate. • Apply chemical dust suppressants using the admix method, blending the product with the top few inches of surface material. Suppressants may also be applied as surface treatments. • Pave unpaved permanent roads and other trafficked areas. • Use vacuum street sweepers. • Remove mud and other dirt promptly so it does not dry and then turn into dust. • Limit dust-causing work on windy days. • Contact your local Air Pollution Control Authority for guidance and training,on other dust control measures. Compliance with the local Air Pollution Control Authority constitutes compliance with this EMP. Maintenance Respray area as necessary to keep dust to a minimum. Standards February 2005 Volume 11— Construction Storm water Pollution Prevention 4-41 BIM C160: Certified Erosion and Sediment Control Lead Purpose The project proponent designates at least one person as the responsible representative in charge of erosion and sediment control (ESC), and water quality protection. The designated person shall be the Certified Erosion and Sediment Control Lead (CESCL)who is responsible for ensuring compliance with all local, state, and federal erosion and sediment control and water quality requirements. -Cciditivois of Use A CESCL shall be made available on projects one acre or larger that discharge stoiinwater to surface waters of the state • The CESCL shall: • Have a current certificate proving attendance in an erosion and sediment control training course that meets the minimum ESC training and certification requirements established by Ecology (see details below). Ecology will maintain a list of ESC training and certification providers at: www.ecy.wa.gov/programs/wq/stormwater. OR • Be a Certified Professional in Erosion and Sediment Control (CPESC); for additional information go to: www.cpesc.net Specifications $ Certification shall remain valid for three years. • The CESCL shall have authority to act on behalf of the contractor or developer and shall be available, on call, 24 hours per day throughout the period of construction. • The Construction SWPPP shall include the name, telephone number, fax number, and address of the designated CESCL. • A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region. Duties and responsibilities of the CESCL shall include,but are not limited to the following: • Maintaining permit file on site at all times which includes the SWPPP and any associated permits and plans. • Directing BMP installation, inspection, maintenance,modification, and removal. • Updating all project drawings and the Construction SWPPP with changes made. February 2005 - Volume 11—Construction Stormwater Pollution Prevention 4-47 • Keeping daily logs, and inspection reports. Inspection reports should include: •Inspection date/time. •Weather information; general conditions during inspection and approximate amount of precipitation since the last inspection. •A summary or list of all BMPs implemented, including observations of all erosion/sediment_control.structures or practices. The following shall be noted: 1)Locations of BMPs inspected, 2) Locations of BMPs that need maintenance, 3)Locations of BMPs that failed to operate as designed or intended, and 4) Locations of where additional or different BMPs are required. •Visual monitoring results, including a description of discharged stormwater. The presence of suspended sediment, turbid water, discoloration, and oil sheen shall be noted,as applicable. •Any water quality monitoring performed during inspection. •General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. • Facilitate,participate in,and take corrective actions resulting from inspections performed by outside agencies or the owner. 4-48 Volume II- Construction Stormwater Pollution Prevention February 2005 BMP C207: Check Dams Purpose Construction of small dams across a swale or ditch reduces the velocity of concentrated flow and dissipates energy at the check dam. Conditions of Use Where temporary channels or permanent channels are not yet vegetated, channel lining is infeasible, and velocity checks are required. — • Check dams may not be placed in streams unless approved by the State Department of Fish and Wildlife. Check dams may not be placed in wetlands without approval from a permitting agency. • Check dams shall not be placed below the expected backwater from any salmonid bearing water between October 1 and May 31 to ensure that there is no loss of high flow refuge habitat for overwintering juvenile salmonids and emergent salmonid fry. Design and Whatever material is used,the dam should form a triangle when viewed Installation from the side. This prevents undercutting as water flows over the face of Spec fications the dam rather than falling directly onto the ditch bottom. Check dams in association with sumps work more effectively at slowing flow and retaining sediment than just a check dam alone. A deep sump should be provided immediately upstream of the check dam. • In some cases, if carefully located and designed, check dams can remain as permanent installations with very minor regrading. They may be left as either spillways, in which case accumulated sediment would be graded and seeded, or as check dams to prevent further sediment from leaving the site. • Check dams can be constructed of either rock or pea-gravel filled bags. Numerous new products are also available for this purpose. They tend to be re-usable, quick and easy to install, effective, and cost efficient. • Check dams should be placed perpendicular to the flow of water. • The maximum spacing between the dams shall be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. • Keep the maximum height at 2 feet at the center of the dam. • Keep the center of the check dam at least 12 inches lower than the outer edges at natural ground elevation. • Keep the side slopes of the check dam at 2:1 or flatter. • Key the stone into the ditch banks and extend it beyond the abutments a minimum of 18 inches to avoid washouts from overflow around the dam. February 2005 Volume 11- Construction Stormwater Pollution Prevention 4-75 I' C • Use filter fabric foundation under a rock or sand bag check dam. If a blanket ditch liner is used, this is not necessary. A piece of organic or , synthetic blanket cut to fit will also work for this purpose. r • Rock check dams shall be constructed of appropriately sized rock. The rock must be placed by hand or by mechanical means(no dumping of rock to form dam)to achieve complete coverage of the l'i'''''''''ll''-‘'I''',.:'...'....:1'''':'''',1':; ditch or swale and to ensure that the center of the dam is lower than i - 1 :.. es. The rock usedust e 1ge enough to stay in place given the expected design flow through the channel. • In the case of grass-lined ditches and swales, all check dams and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or swale - unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after darn removal. j i� • Ensure that channel appurtenances, such as culvert entrances below check dams, are not subject to damage or blockage from displaced stones. Figure 4.13 depicts a typical rock check dam. 'ill Maintenance Check dRms shall be monitored for performance and sediment Standards accumulation during and after each runoff producing rainfall. Sediment 'shall be removed when it reaches one half the sump depth. i. • Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. i. • If significant erosion occurs between dams, install a protective riprap 111 liner in that portion of the channel. il . i , 1 I. f t . • f 4-76 Volume II- Construction Stormwater Pollution Prevention February 2005 ` rl i View Looking Upstream 18" (0.5m) —..-- -- • f' 'Ilk T i. "z ��//„ o°• ° Re)oa0 oa%o c , ///: 24"(0.6m) IA NOTE: • OF s qP•g•O"0 ' i Key stone into channel banks and '\/\�/\/\/\.�/ extend it beyond the abutments a_ \��\ '�`� ' • - minimum of 18'r(O 5m) to prevent — A flow around dam. Section A - A • FLOW } 24"(0.6m) aha°11 ro� // \ \' \�,/, ono \r \ . \j , \ ,\ \ - 8'(2.4m) Spacing Between Check Dams 'L'= the distance such that points 'A'and 'B'are of equal elevation. . `L' •; '''ra, "°6 .. ;r..—POINT 'A' �POINT'B' \'\\/�`///\\//i\\/i\f/`i\//%"// // 0 ° ofe;tea•. \/�\ /<:\ \��%\/��\<�\//`f////\//�\, \/\/\ ` NOT TO SCALE Figure 4.13 —Check Dams February 2005 Volume II— Construction Stormwater Pollution Prevention 4-77 • BMP C220: Storm Drain Inlet Protection Purpose To prevent coarse sediment from entering drainage systems prior to 0._ _ permanent stabilization of the disturbed area. Conditions of Use Where storm drain inlets are to be made operational before permanent stabilization of the disturbed drainage area. Protection should be provided` . for all storm drain inlets downslope a.nd withinS00-feet-0fa 4istur-be r= i . construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. Inlet protection may be used anywhere to protect the drainage system. It is likely that the drainage system will still require cleaning. Table 4.9 lists several options for inlet protection. All of the methods for ' ` storm drain inlet protection are prone to plugging and require a high �. frequency of maintenance. Drainage areas should be limited to 1 acre or less. Emergency overflows may be required where stormwater ponding _— would cause a hazard. If an emergency overflow is provided, additional end-of-pipe treatment may be required. — Table 4.9 Storm Drain Inlet Protetion Applicable for Type of Inlet Emergency Paved/Earthen Protection Overflow Surfaces Conditions of Use Drop Inlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy NI protection temporary to maintain. Large area IIII flooding will Requirement: 30'X 30'Iacre occur t i Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. ._ Gravel and wire drop No Applicable for heavy concentrated inlet protection flows. Will pond. Can withstand traffic. Catch basin filters Yes Paved or Earthen Frequent maintenance required. j _Curb Inlet Protection Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden weir overflow installation. Block and gravel curb Yes Paved Sturdy,but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. 11 tra _ I 4-82 Volume II— Construction Stormwater Pollution Prevention February 2005 .. 1 I Design and Excavated Drop Inlet Protection - An excavated impoundment around the { Installation storm drain. Sediment settles out of the stormwater prior to entering the Specifications storm drain. • Depth 1-2 ft as measured from the crest of the inlet structure. • Side Slopes of excavation no steeper than 2:1. P • 1I1nimum vo Mlle of excavation. cu is yar ds. • Shape basin to fit site with longest dimension oriented toward the longest inflow area. • Install provisions for draining to prevent standing water problems. • areaof alldebris. Clear the • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. ;ill • Protect weep holes with screen wire and washed aggregate. • Seal weep holes when removing structure and stabilizing area. • It may be necessary to build a temporary dike to the down slope side of the structure to prevent bypass flow. Block and Gravel Filter-A barrier formed around the storm drain inlet with standard concrete blocks and gravel. See Figure 4.14. • Height 1 to 2 feet above inlet. • Recess the first row 2 inches into the ground for stability. • Support subsequent courses by placing a 2x4 through the block 111 opening. • Do not use mortar. i • Lay some blocks in the bottom row on their side for dewatering the pool. • Place hardware cloth or comparable wire mesh with 1/2-inch openings over all block openings. • Place gravel just below the top of blocks on slopes of 2:1 or flatter. • An alternative design is a gravel donut. • Inlet slope of 3:1. • Outlet slope of 2:1. • 1-foot wide level stone area between the structure and the inlet. • Inlet slope stones 3 inches in diameter or larger. • Outlet slope use gravel %2-to 3/4-inch at a minimum thickness of 1-foot. f February 2005 Volume II-- Construction Stormwater Pollution Prevention 4-83 1 i Plan View A . Drain or-pc. ,moo r,a , Grate :Ja'go;° o•�°� ,7'=.1:0, �`=z r .ZC`s•'�6. GI,4 00 o Concrete �'� .:3 ,,0 'l- .ry1-- .`,0 Block ;-Jda o • -1 �I T'7•. rr -C fc. ��. ...— —�1 .-c.,'6, i - a o; �-*oC <1 1[J ILJI ILII U 5Y „o��, d._��?p o "°ce' Gravel ��'Q<i ' `�' ��`�; � Backfill y :;i •� ° lam 'i��l^ 1-'1r�' • o ° (��o ��o^oGt'��k ro ��5 r\o4� • A ,5 Section A - A Concrete Block Wire Screen or Filter Fabric Gravel Backfill Overflow Water Ponding Height ,,. !..0,°o . . Water) '1w1i rd ' °,,s � vC?o „0. . /\/J j� Drop Inlet l + \/� ;.• Notes: 1. Drop inlet sediment barriers are to be used for small,nearly level drainage areas.(less than 5%) 2.Excavate a basin of sufficient size adjacent to the drop inlet. 3.The top of the structure(ponding height)must be welt below the ground elevation downslope to prevent runoff from bypassing the inlet A temporary dike may be necessary on the dowslope side of the structure. Figure 4.14-•Block and Gravel Filter Gravel and Wire Mesh Filter- A gravel barrier placed over the top of the f inlet. This structure does not provide an overflow. • Hardware cloth or comparable wire mesh with 1/2-inch openings. • Coarse aggregate. I • Height 1-foot or more, 18 inches wider than inlet on all sides. • Place wire mesh over the drop inlet so that the wire extends a minimum of 1-foot beyond each side of the inlet structure. • If more than one strip of mesh is necessary, overlap the strips. • Place coarse aggregate over the wire mesh. • The depth of the gravel should be at least 12 inches over the entire inlet opening and extend at least 18 inches on all sides. 4-84 Volume ll— Construction Stormwater Pollution Prevention February 2005 Catchbasin Filters - Inserts should be designed by the manufacturer for use at construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. The maintenance requirements can be reduced by combining a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights-of- wa —.. • 5 cubic feet of storage. • Dewatering provisions. • High-flow bypass that will not clog under normal use at a construction. site. • The catchbasin filter is inserted in the catchbasin just below the grating. Curb Inlet Protection with Wooden Weir—Barrier formed around a curb inlet with a wooden frame and gravel. • Wire mesh with '/2-inch openings. • Extra strength filter cloth. • Construct a frame. • Attach the wire and filter fabric to the frame. • Pile coarse washed aggregate against wire/fabric. ▪ Place weight on frame anchors. Block and Gravel Curb Inlet Protection-Barrier formed around an inlet with concrete blocks and gravel. See Figure 4.14. • Wire mesh with '/2-inch openings. • Place two concrete blocks on their sides abutting the curb at either side of the inlet opening. These are spacer blocks. • Place a 2x4 stud through the outer holes of each spacer block to align the front blocks. • Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mesh over the outside vertical face. • Pile coarse aggregate against the wire to the top of the barrier. Curb and Gutter Sediment Barrier— Sandbag or rock berm(riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Figure 4.16.. • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm sized to sediment trap standards fdr protecting a culvert inlet. February 2005 Volume II—Construction Stormwater Pollution Prevention 4-85 1 Maintenance • Catch basin filters should be inspected frequently, especially after .r ( Standards storm events. If the insert becomes clogged, it should be cleaned or replaced. • For systems using stone filters: If the stone filter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be difficult, an alternative approach would be to use the clogged stone as fill_and_putfresh_stone-around-the-inlet: • Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile hi: and stabilize as appropriate. 7 , 0( 01 il SI t I:: 1 4-86 Volume ll— Construction Stormwater Pollution Prevention February 2005 BMP C233: Silt Fence Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See Figure 4,19 for details on silt fence construction. Conditions of Use Silt fence may be used downslope of all disturbed areas, • Sil.t-feelc-nut-initended-to=tr-ea-teoncent-Tatedflows,tamer isit intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence,rather than by a sediment pond,is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. • Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in filter fabric shall be spliced at posts. Use staples,wire rings or 24x2"by 14 Ga.wire or equivalent to attach fabric to posts equivalent,if standard strength labric used f. tr�r •.. .. Filter fabric i NSF.............. Iff II t;lt 11=1, i. 1�1 g=7tYll.-si1.�11=Ili tiFI.,,-r�.-vrrur3l=g :ll f�`:n. a i =11-.1I`?11=EI�tIPII`�'If�TTT}1'r,,II;�f1;=,lt� = = - �I�i 6'max ! T" - f(.=fir I E I PAinimum 4"x4"french LJ I yN Backfill trench with native soil — Past spacing may be increased or 3/4"-1.5"washed gravel to B'if wire backing is used 2"x2"wood posts,steel fence posts,or equivalent Figure 4.19-Silt Fence Design and • Drainage area of I acre or less or in combination with sediment basin Installation in a larger site. Specifications • Maximum slope steepness(normal (perpendicular)to fence line) 1:1, • Maximum sheet or overland flow path length to the fence of 100 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values (i.e.,the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4.10): 4-94 Volume 11- Construction Stormwater Pollution Prevention February 2005 I. i ' i - - I SNIP C235: Straw WattlesrP C Pu ose Straw wattles are temporary erosion and sediment control barriers consisting of straw that is wrapped in biodegradable tubular plastic or f similar encasing material. They reduce the velocity and can spread the I ,, flow of rill and sheet runoff, and can capture and retain sediment. Straw I ill wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. `------.:: — The wattles are placed in shallow trenches and staked along_the contour of d ��or newsy constructer scopes_ See Figure 4.21 for typical II construction details. Conditions of Use • Disturbed areas that require immediate erosion protection. 111 • Exposed soils during the period of short construction delays, or over winter months. 1 III • On slopes requiring stabilization until permanent vegetation can be established. • Straw wattles are effective for one to two seasons. 0 • If conditions are appropriate, wattles can be staked to the ground using willow cuttings for added revegetation. 0 • Rifling can occur beneath wattles if not properly entrenched and water canpass between wattles if not tightly abutted together. � y g Design Criteria • It is critical that wattles are installed perpendicular to the flow ,( direction and parallel to the slope contour. • Narrow trenches should be dug across the slope on contour to a depth of 3 to 5 inches on clay soils and soils with gradual slopes. On loose soils, steep slopes, and areas with high rainfall, the trenches should be 0: dug to a depth of 5 to 7 inches, or 1/2 to 2/3 of the thickness of the wattle. • Start building trenches and installing wattles from the base of the slope 1 and work up. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other methods. • Construct trenches at contour intervals of 3 to 30 feet apart depending ` on the steepness of the slope, soil type,and rainfall. The steeper the slope the closer together the trenches. • Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. • Install stakes at each end of the wattle, and at 4-foot centers along entire length of wattle. • If required, install pilot holes for the stakes using a straight bar to drive holes through the wattle and into the soil. • At a minimum, wooden stakes should be approximately 3/4 x 3/4 x 24 inches. Willow cuttings or 3/8-inch rebar can also be used for stakes. t 4-100 Volume II- Construction Storrnwater Pollution Prevention February 2005 Maintenance • Stakes should be driven through the middle of the wattle, leaving 2 to 3 - I Standards inches of the stake protruding above the wattle. • Wattles may require maintenance to ensure they are in contact with soil I and thoroughly entrenched, especially after significant rainfall on steep sandy soils. 1 • Inspect the slope after significant storms and repair any areas where I wardes=are-not tiglrtly-abu�tccl vaterrha:s scourecrbenea-tlithe wattles. 3-4 _�.1 \ (1.2m) G-5' . :y \V - 4.� 1i ! Straw Rolls Must W Be Placed Along `\/,\ ' \i �'j `', . Slope Contours Xi ., z Adjacent rolls shall tightly abut Viii L! S! / ,,, 1,7Y 41/ ,,./)...: , i , CNN / L4 , ` 5 \, I iV-. 10'-25'(3-8m) . ,,\ .�� \ 111 '\ f7 , ill \ • YI�Spacing Depends on Soil Type and �;\/\ Sediment,organic matter, Slope Steepness \ \� and native seeds are •/<\ / captured behind the rolls, • / ,.='::'. ,, r 3"-5"(75-125mm) \� \�\/, 8%10"DIA. \\(7:,‘\ . • je------------? Live Stake lAr, i\\�, 4241M \''''' 1,' X1" Stake not to scale (25 x 25mm) 1 l� A " NOTE: t':L':; 1.Straw roll installation requires the placement and secure staking of the roll in a trench,3"-5"(75-125mm) , .• ;. deep,dug on contour. runoff must not be allowed to run under or around roll. Figure 4.21 -Straw Wattles February 2005 Volume II- Construction Stormwater Pollution Prevention 4-901 Kee') BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Rafter Below Dormer End Wall Prepared by:JR Date: 6/06/17 Selection (2)2x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2012, DL adj:8:12 pitch Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 (1.5)DL Defl= 0.23 in Data Beam Span 14.33 ft Reaction 1 LL 358# Reaction 2 LL 358# Beam Wt per ft 9.86 # Reaction 1 Ti_ 1014# Reaction 2 TL 1014# Bm Wt Included 141 # Maximum V 1014# Max Moment 3634'# Max V(Reduced) 882# IL Max Defl L 1240 TL Actual Defl L 1552 LL Max Defl L 1480 LL Actual Defl L 1>1000 Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl Actual 63.28 33.75 0.31 0.08 Critical 48.45 7.35 0.72 0.36 Status OK OK OK OK Ratio 77% 22% 43% 23% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 900 180 1.6 625 — 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 Loads Uniform LL: 50 Uniform TL: 132 =A lill i '),1. © I MUG 3 1 201 i ii ___ CITY OF ANACORThS Uniform Load A R1 = 1014 R2 = 1014 SPAN = 14.33 FT Uniform and partial uniform loads are lbs per lineal ft. 1 BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell Ridge Beam Prepared by: JR Date: 6/06/17 Selection 5-1/8x 22-1/2 GLB 24F-V4 DFIDF Lu=0.0 Ft Conditions NDS 2012, DL adj:8:12 pitch Min Bearing Area RI= 10.3 in2 R2= 10.3 in2 (1.5)DL Defl= 0.15 in Recom Camber=0.22 in Data Beam Span 19.25 ft Reaction 1 LL 3967# Reaction 2 LL 3967# Beam Wt per ft 33.68# Reaction 1 TL 6683# Reaction 2 TL 6683 It Bm Wt Included 648# Maximum V 6683# _ = Max Moment 31083',,t Max V(Reduced) 5578# TL Max Defl L 1240 TL Actual Defl L 1786 LL Max Defl L 1480 LL Actual Defl L 1>1000 Attributes Section(In') Shear(in2) TL Defl (in) LL Defl Actual 432.42 115.31 0.29 0.15 Critical 164.06 34.86 0.96 0.48 Status OK OK OK OK Ratio 38% 30% 31% 30% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2273 240 1.8 650 Adjustments Cv Volume 0.947 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 Loads Uniform LL: 375 Uniform TL: 555 =A Point LL Point TL Distance 358 B = 1014 3.75 358 C = 1014 15.5 Uniform Load A Pt loads: 0 R1 =6683 R2=6683 SPAN= 19.25 FT Uniform and partial uniform loads are lbs per lineal ft. SeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Collar Ties/Ceiling Joists Prepared by:JR Date: 6/07/17 Selection 2x 10 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.6 in2 R2=0.6 in2 (1.5)DL Defl= 0.53 in Data Beam Span 15.67 ft Beam Wt per ft 3.37# Reaction 1 TL 261 # Reaction 2 TL 261 # Bm Wt Included 53 # Maximum.V 261 # Max Moment 1024'# Max V(Reduced) 236# TL Max Defl L/240 TL Actual Dell L/357 Attributes Section (in3) Shear(in2) TL Deft (in) Actual 21.39 13.88 0.53 Critical 13.15 2.36 0,78 Status OK OK OK Ratio 61% 17% 67% Fb(psi) Fv(psi) E(psi x mil) Fc1(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 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 Loads Uniform TL: 30 =A Uniform Load A R1 =261 R2=261 SPAN= 15.67 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Rafters Prepared by:JR Date:6/07/17 Selection 2x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.8 in2 R2=0.8 in2 (1.5)DL Deft= 0.12 in Data Beam Span 14.33 ft Reaction 1 LL 358# Reaction 2 LL 358# Beam Wt per ft 4.1 # Reaction 1 TL 531 # Reaction 2 TL 531 # Bm Wt Included 59 # Maximum V 531 # Max Moment 1902 '# Max V(Reduced) 461 TL Max Defl L/240 TL Actual Deft L/600 LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 31.64 16.88 0.29 0.17 Critical 25.36 3.85 0.72 0.48 Status OK OK OK OK Ratio 80% 23% 40% 35% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 900 180 1.6 625 _ 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 Loads Uniform LL: 50 Uniform TL: 70 =A 1— Uniform Load A . . R1 =531 R2 =531 SPAN= 14.33 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell Floor Jsts. Below Front Dormer Prepared by:JR Date:6/07/17 Selection 2x 12 h1F#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.9 in2 R2=2.9 in2 (1.5)DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction 1 LL 675# Reaction 2 LL 675# Beam Wt per ft 4.1 # Reaction 1 TL 1161 # Reaction 2 TL 1161 # Bm Wt Included 25# Maximum V 1161 # Max Moment 1'742'# MBx V(Reduced) 798# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L 1360 LL Actual Dell L 1>1000 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 31.64 16.88 0.06 0.03 Critical 24.59 7.98 0.30 0.20 Status OK OK OK OK Ratio 78% 47% 20% 14% Fb(psi) Fv(psi) E(psi x mil) Fc1(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 850 150 1.3 405 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 Loads Uniform LL:225 Uniform TL: 383 =A Uniform Load A R1 = 1161 R2= 1161 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell Loft Window Header Prepared by: JR Date:6/07/17 Selection 4x 4 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 (1.5) DL Defl= 0.02 in Data Beam Span 3.25 ft Reaction 1 LL 366# Reaction 2 LL 366# Beam Wt per ft 2.98 # Reaction 1 TL 517# Reaction 2 TL 517# Bm Wt Included 10# _Maximum V 517# _ Max Moment 420"# Max V(Reduced) 424# TL Max Defl L/240 TL Actual Defl L/694 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 0.06 0.03 Critical 3.95 4.24 0.16 0.08 Status OK OK OK OK Ratio 55% 35% 35% 43% Fb(psi) Fv(psi) E(psi x mil) FcI(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:225 Uniform TL: 315 =A ni U form Load A R1 = 517 R2 =517 SPAN=3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Upper Flr. Bath Wdw. Hdr. Prepared by:JR Date:6/07/17 Selection 4x 4 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 (1.5)DL Defl= 0.02 in Data Beam Span 3.25 ft Reaction 1 LL 366# Reaction 2 LL 366# Beam Wt per ft 2.98# Reaction 1 TL 517# Reaction 2 TL 517# Bm Wt Included 10# Maximum V 517# Max Moment 420'# Max V(Reduced) 424# TL Max Defl L 1240 TL Actual Defl L/694 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Deft(in) LL Defl Actual 7.15 12.25 0.06 0.03 Critical 3.95 4.24 0.16 0.08 Status OK OK OK OK Ratio 55% 35% 35% 43% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:225 Uniform TL: 315 =A Uniform Load A R1 =517 R2=517 SPAN =3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Upper Fir. Bath Door Hdr. Prepared by:JR Date:6/07/17 Selection 4x 4 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.6 in2 R2=0.6 in2 (1.5)DL Defl= 0.02 in Data Beam Span 2.92 ft Beam Wt per ft 2.98# Reaction 1 TL 242# Reaction 2 TL 242# Bm Wt Included 9# Maximum V 242# Max Moment 177'# Max V(Reduced) 194# TL Max Defi L 1240 TL Actual Deft L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) Actual 7.15 12.25 0.02 Critical 1.66 1.94 0.15 Status OK OK OK Ratio 23% 16% 17% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform TL: 163 =A Uniform Load A R1 =242 R2=242 SPAN=2.917 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Bedroom#21#3 Window Header Prepared by:JR Date: 6/07/17 Selection 2x 4 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.3 in2 R2=0.3 in2 (1.5)DL Defl= 0.01 in Data Beam Span 3.25 ft Reaction 1 LL 81 # Reaction 2 LL 81 # Beare Wt per ft 1.28 # Reaction 1 TL 116# Reaction 2 TL 116# Bm Wt Included 4# Maximum V 116 i,t Max Moment 94'# Max V(Reduced) 95# TL Max Defl L 1240 TL Actual Defl L 1>1000 LL Max Defl L 1480 LL Actual Deft L 1>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 3.06 5.25 0.03 0.02 Critical 0.89 0.95 0.16 0.08 Status OK OK OK OK Ratio 29% 18% 18% 22% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) 1 Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:50 Uniform TL: 70 =A L Uniform Load A P 0 R1 = 116 R2 = 116 SPAN=3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell Front Porch Beam Prepared by, JR Date:6/07/17 Selection 6x 10 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.5 in2 R2=4.5 in2 (1.5)DL Defl= 0.02 in Data Beam Span 6.0 ft Reaction 1 LL 1275# Reaction 2 LL 1275# Beam Wt per ft 12.7# Reaction 1 IL 1823# Reaction 2 TL 1823# . Bm Wt Included 76_#__Maximum V 1823 Max Moment 2735'# Max V(Reduced) 1342# TL Max Dell L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Dell L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 82,73 52.25 0.05 0.03 Critical 48.62 14.38 0.30 0.15 Status OK OK OK OK Ratio 59% 28% 16% 19% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 675 140 1.1 405 Adjusted Values 675 140 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 Loads Uniform LL:425 Uniform TL: 595 =A Uniform Load A R1 = 1823 R2 = 1823 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Front Porch Beam Prepared by: JR Date:6/07/17 Selection 6x 6 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.0 in2 R2=3.0 in2 (1.5) DL Defl= 0.02 in Data Beam Span 4.0 ft Reaction 1 LL 850# Reaction 2 LL 850# Beam Wt per ft 7.35# Reaction 1 TL 1205# Reaction 2 TL 1205# _ Bm Wt Included 29 # Maximum V 1205# Max Moment 1205'# Max V(Reduced) 929# TL Max Defl L/240 TL Actual Defl L 1>1000 LL Max Defl L/480 LL Actual Defl L!>1000 Attributes Section(in3) Shear(in2) TL Dell(in) LL Defl Actual 27.73 30.25 0.05 0.03 Critical 25.14 9.95 0.20 0.10 Status OK OK OK OK Ratio 91% 33% 24% 29% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 575 140 1.1 405 Adjusted Values 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 Loads Uniform LL:425 Uniform TL: 595 =A Uniform Load A R1 = 1205 R2 = 1205 SPAN=4 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Front Porch Beam Prepared by:JR Date: 6/07/17 Selection 4x 4 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.7 in2 R2=0.7 in2 (1.5)DL Defl= 0.06 in Data Beam Span 5.5 ft Reaction 1 LL 206# Reaction 2 LL 206# Beam Wt per ft 2.98# Reaction 1 TL 297# Reaction 2 TL 297# Bm Wt Included 16_# Maximum V 297# Max Moment 408"# Max V(Reduced) 265# TL Max Defl L/240 TL Actual Defl L/419 LL Max Defl L/480 LL Actual Defl L/696 Attributes Section(in3) Shear(in2) TL Defl(in) LL Dell Actual 7.15 12.25 0.16 0.09 Critical 3.84 2.65 0.28 0.14 Status OK OK OK OK Ratio 54% 22% 57% 69% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:75 Uniform TL: 105 =A Uniform Load A R1 =297 R2 =297 SPAN=5.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell Living Room Window Header Prepared by:JR Date: 6/07/17 Selection 4x 6 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.5 in2 R2=4.5 in2 (1.5)DL Deft= 0.03 in Data Beam Span 3.25 ft Reaction 1 LL 1154# Reaction 2 LL 1154# Beam Wt per ft 4.68 # Reaction 1 TL 1836# Reaction 2 TL 1836# Bm Wt Included 15 11 MaximLrn V 1E36# Max Moment 1492'fit Max V(Reduced) 1318# TL Max Defl L/240 TL Actual Defl L/733 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 17.65 19.25 0.05 0.03 Critical 16.20 13.18 0.16 0.08 Status OK OK OK OK Ratio 92% 68% 33% 35% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL: 710 Uniform TL: 1125 =A Uniform Load A R1 = 1836 R2 = 1836 SPAN=3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to;Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell Front Door Header Prepared by:JR Date: 6/07/17 Selection 4x 4 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.1 in2 R2=2.1 in2 (1.5)DL Defl= 0.05 in Data Beam Span 3.42 ft Reaction 1 LL 516# Reaction 2 LL 516# Beam Wt per ft 2.98 # Reaction 1 TL 837# Reaction 2 TL 837# Bm Wt Included 10 # Maximum V 837# Max Moment 715'# Max V(Reduced) 694# TL Max Defl L/240 IL Actual Defl L 1373 LL Max Defl L 1480 LL Actual Defl L/721 Attributes Section (in2) Shear(in2) TL Defl(in) LL Defl Actual 7,15 12.25 0.11 0.06 Critical 6.73 6.94 0.17 0.09 Status OK OK OK OK Ratio 94% 57% 64% 67% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:302 Uniform TL: 487 =A Uniform Load A ___ R1 =837 R2=837 SPAN=3.417 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Laundry Room Window Header Prepared by: JR Date:6/07/17 Selection 2x 4 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 0.4 in2 R2=0.4 in2 (1.5)DL Defl= 0.02 in Data Beam Span 3.25 ft Reaction 1 LL 122# Reaction 2 LL 122# Beam Wt per ft 1.28 # Reaction 1 TL 173# Reaction 2 TL 173# Bm Wt Included 4# _Maximum V 173.# Max Moment 140'# Max V(Reduced) 142# TL Max Dell L/240 TL Actual Defl L/889 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 0.04 0.03 Critical 1.32 1.42 0.16 0.08 Status OK OK OK OK Ratio 43% 27% 27% 33% Fb(psi) Fv(psi) E(psi x mil) Fe I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:75 Uniform TL: 105 =A Uniform Load A R1 = 173 R2= 173 SPAN=3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Garage Door Header Prepared by:JR Date:6/07/17 Selection 4x 12 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 (1.5)DL Defl= 0.14 in Data Beam Span 16.5 ft Reaction 1 LL 413# Reaction 2 LL 413# Beam Wt per ft 9.57 # Reaction 1 TL 656# Reaction 2 TL 656# Bm Wt.1nCII dod 158# Maximum.V 656# Max Moment 2708'# Max V(Reduced) 582# TL Max Defl L 1240 TL Actual Defl L 1680 LL Max Defl L 1480 LL Actual Defl L 1>1000 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 73.83 39.38 0.29 0.15 Critical 34.75 5.82 0.83 0.41 Status OK OK OK OK Ratio 47% 15% 35% 37% Fb(psi) Fv(psi) E(psi x mil) Fc 1 (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 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 Loads Uniform LL:50 Uniform TL: 70 =A Uniform Load A R1 = 656 R2 =656 SPAN= 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Garage Man Door Header I Prepared by: JR Date:6/07/17 Selection 4x 4 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 0.9 in2 R2=0.9 in2 (1.5)DL Defl= 0.03 in Data Beam Span 3.42 ft Reaction 1 LL 154# Reaction 2 LL 154# Beam Wt per ft 2.98 # Reaction 1 TL 347# Reaction 2 TL 347# Bm Wt Included . 10 # Maximum V 347# Max Moment 296'# Max V(Reduced) 288# TL Max Defl L/240 IL Actual Defl L/839 LL Max Defl L 1480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 7.15 12.25 0.05 0.02 Critical 2.79 2.88 0.17 0.09 Status OK OK OK OK Ratio 39% 23% 29% 20% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL: 90 Uniform TL: 200 =A I • Uniform Load A R1 =347 R2=347 SPAN=3.417 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Master Bath Window Header Prepared by: JR Date: 6/07/17 Selection 2x 4 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 0.6 in2 R2=0.6 in2 (1.5)DL Defl= 0.01 in Data Beam Span 2.25 ft Reaction 1 LL 101 # Reaction 2 LL 101 # Beam Wt per ft 1.28# Reaction 1 TL 226# Reaction 2 TL 226# Bm Wt Included 3# Maximum V 226.a Max Moment 127'# Max V(Reduced) 168# TL Max Defl L 1240 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 0.02 <0.01 Critical 1.20 1.68 0.11 0.06 Status OK OK OK OK Ratio 39% 32% 19% 13% Fb(psi) Fv(psi) E(psi x mil) Fe I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:90 Uniform TL: 200 =A Uniform Load A R1 =226 R2=226 SPAN =2.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack ReinstralLanded Gentry Homes& Communities Reg#4117-67766 Campbell Master Bath Window Header Prepared by:JR Date: 6/07/17 Selection 2x 4 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.3 in2 R2= 0.3 in2 (1.5)DL Defl= 0.01 in Data Beam Span 2.75 ft Reaction 1 LL 69# Reaction 2 LL 69# Beam Wt per ft 1.28# Reaction 1 TL 126# Reaction 2 TL 126# Bm Wt Included 4 tt Maximum V 126# Max Moment 86'# Max V(Reduced) 99# IL Max Defl L 1240 TL Actual Defl L/>1000 LL Max Defl L 1480 LL Actual Defl L 1>1000 Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl Actual 3.06 5.25 0.02 <0.01 Critical 0.81 0.99 0.14 0.07 Status OK OK OK OK Ratio 27% 19% 15% 13% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:50 Uniform TL: 90 =A Uniform Load A R1 = 126 R2= 126 SPAN=2.75 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Master Bedroom Window Header Prepared by:JR Date:6/07/17 Selection 4x 6 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.9 in2 R2=4.9 in2 (1.5)DL Deft= 0.03 in Data Beam Span 3.25 ft Reaction 1 LL 1133# Reaction 2 LL 1133# Beam Wt per ft 4.68# Reaction 1 TL 1998# Reaction 2 TL 1998# Bm Wt Included 15# Maximum V 1998?t Max Moment 1624'# Max V(Reduced) 1435# TL Max Dell L 1240 TL Actual Defl L/656 LL Max Defl L/480 LL Actual Dell L 1>1000 Attributes Section(In3) Shear(in2) TL Defi(in) LL Defi Actual 17.65 19.25 0.06 0.03 Critical 17.63 14.35 0.16 0.08 Status OK OK OK OK Ratio 100% 75% 37% 34% Fb(psi) Fv(psi) E(psi x mil) Fc i_(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL: 697 Uniform TL: 1225 =A Uniform Load A . . R1 = 1998 R2 = 1998 SPAN =3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack f?einstralLanded Gentry Homes&Communities Reg#4117-67766 Campbell Master Bedroom Window Header Prepared by:JR Date:6/07117 Selection 6x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=21.5 in2 R2=6.6 in2 (1.5)DL Defl= <0.01 in. Data Beam Span 3.25 ft Reaction 1 LL 8180# Reaction 2 LL 2442# Beam Wt per ft 15.37# Reaction 1 TL 13450# Reaction 2 TL 4145# Bm Wf liu:iuda;41 50 # Maximum V 13450 # _: Max Moment 6717'# Max V(Reduced) 6066# TL Max Defl L 1240 TL Actual Defl L/>1000 LL Max Defl L 1480 LL Actual Defl L 1>1000 Attributes Section(ins) Shear(in2) TL Dell (in) LL Defl Actual 121.23 63.25 0.02 <0.01 Critical 92.12 53.52 0.16 0.08 Status OK OK OK OK Ratio 76% 85% 10% 10% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 875 170 1.3 625 Adjusted Values 875 170 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 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 8668 B= 14124 0.5 75 H= 105 0 0.5 697 I= 1225 0.5 3.25 I _ H Pt loads: R1 = 13450 R2=4145 SPAN=3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Master Bedroom Window Header Prepared by:JR Date:6/07/17 Selection 5-118x 10-1/2 GLB 24F-V4 DFIDF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=20.7 in2 R2=6.4 in2 (1.5)DL Defl= <0.01 in.Recom Camber=0.01 in Data Beam Span 3.25 ft Reaction 1 LL 8180# Reaction 2 LL 2442# Beam Wt per ft 13.08# Reaction 1 TL 13446# Reaction 2 TL 4142# Bm Wi Jnciudrid .42_# Maximum V 13446# Max Moment 6714'# Max V(Reduced) 6870# TL Max Defl L 1240 TL Actual Defl L i>1000 LL Max Defl L 1480 LL Actual Defl L j>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Dell Actual 94.17 53.81 0.02 <0.01 Critical 33.57 42.93 0.16 0.08 Status OK OK OK OK Ratio 36°10 80% 10% 10% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 _ Adjustments Cv Volume 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 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 8668 B= 14124 0.5 75 H = 105 0 0.5 697 I = 1225 0.5 3.25 I H Pt loads: R1 = 13446 R2=4142 SPAN =3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinsfra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell Master Bedroom Window Header Prepared by:JR Date:6/07/17 Selection 2x 4 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.4 in2 R2=0.4 in2 (1.5)DL Defl= 0.02 in Data Beam Span 3.25 ft Reaction 1 LL 122# Reaction 2 LL 122# Beam Wt per ft 1.28# Reaction 1 TL 173# Reaction 2 TL 173# Brrt Wt Included 4# MaximumN 1.73 t Max Moment 140'# Max V(Reduced) 142# TL Max Defl L 1240 TL Actual Defl L 1889 LL Max Defl L 1480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 3.06 5.25 0.04 0.03 Critical 1.32 1.42 0.16 0.08 Status OK OK OK OK Ratio 43% 27°I0 27% 33% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL: 75 Uniform TL: 105 =A Uniform Load A R1 = 173 R2 = 173 SPAN =3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Dining Room Window Header Prepared by:JR Date:6/07/17 Selection 5-118x 9 GLB 24F-V4 DFIDF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 11.5 in2R2= 10.1 in2 (1.5)DL Defl= 0.02 in Recom Camber=0.03 in Data Beam Span 3.25 ft Reaction 1 LL 4398# Reaction 2 LL 3882# Beam Wt per ft 11.21 # Reaction 1 TL 7467# Reaction 2 TL 6573# BTri 'df l Included 36-# Maximum V 7467# Max Moment 10528'# Max V(Reduced) 6555# TL Max Defl L 1240 TL Actual Defl L 1>1000 LL Max Defl L 1480 LL Actual Defl L 1>1000 Attributes Section(In3) Shear(in2) IL Dell(in) LL Defl Actual 69.19 46.13 0.04 0.02 Critical 52.64 40.97 0.16 0.08 Status OK OK OK OK Ratio 76% 89% 22% 21% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 _ Adjustments Cv Volume 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 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 7004 B= 11875 1.63 710 H= 1205 0 1.63 75 I = 105 1.63 3.25 H Pt loads: R1 =7467 R2 =6573 SPAN= 3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Dining Room SGD Header Prepared by: JR Date:6/07117 Selection 6x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=6.1 in2 R2=6.1 in2 (1.5)DL Defl= 0.05 in Data Beam Span 6.25 ft Reaction 1 LL 2219# Reaction 2 LL 2219# Beam Wt per ft 12.7# Reaction 1 TL 3805# Reaction 2 TL 3805# Bm Vila Included— 79# Maximum V -3805# Max Moment 5946'# Max V(Reduced) 2841 # TL Max Defl L 1240 TL Actual Dell L 1760 LL Max Defl L/480 LL Actual Defi L 1>1000 Attributes Section(ins) Shear(in2) TL Defl(in) LL Defl Actual 82.73 52.25 0.10 0.05 Critical 81.54 25.07 0.31 0.16 Status OK OK OK OK Ratio 99% 48% 32% 30% Fb(psi) Fv(psi) E (psi x mil) Fc (psi) Values Reference Values 875 170 1.3 625 Adjusted Values 875 170 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 Loads Uniform LL:710 Uniform TL: 1205 =A Uniform Load A R1 =3805 R2=3805 SPAN=6.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to,Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell Dining Room Window Header Prepared by:JR Date:6/07/17 Selection 4x 6 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.9 in2 R2=4.9 in2 (1.5) DL Defl= 0.03 in Data Beam Span 3.25 ft Reaction 1 LL 1154# Reaction 2 LL 1154# Beam Wt per ft 4.68# Reaction 1 TL 1966# Reaction 2 TL 1966# Brn Wt Included— _1,.# -Maximum V 1966# Max Moment 1597'# Max V(Reduced) 1411 # TL Max Defl L/240 TL Actual Defl L 1673 LL Max Defl L 1480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Dell Actual 17.65 19.25 0.06 0.03 Critical 17.34 14.11 0.16 0.08 Status OK OK OK OK Ratio 98% 73% 36% 35% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:710 Uniform TL: 1205 =A Uniform Load A R1 = 1966 R2= 1966 SPAN=3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell Dining Rm.Wdw. Hdr.lopt.ext. Prepared by:JR Date:6/07/17 Selection 2x 4 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.3 in2 R2=0.3 in2 (1.5)DL Defl= 0.01 in Data Beam Span 3.25 ft Reaction 1 LL 81 # Reaction 2 LL 81 # Beam Wt per ft 1.28# Reaction 1 TL 116# Reaction 2 TL 116# Bm Wt.lncluded= 4# -Maximum V 11S# Max Moment 94'# Max V(Reduced) 95# TL Max Deft L 1240 TL Actual Defl L/>1000 LL Max Defl L 1480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl Actual 3,06 5.25 0.03 0.02 Critical 0.89 0.95 0.16 0.08 Status OK OK OK OK Ratio 29% 18% 18% 22% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:50 Uniform TL: 70 =A Uniform Load A . . R1 = 116 R2 = 116 SPAN=3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Dining Rm. SGD Hdr./opt.ext. Prepared by: JR Date: 6/07/17 Selection 4x 4 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.6 in2 R2=0.6 in2 (1.5) DL Defl= 0.07 in Data Beam Span 6.25 ft Reaction 1 LL 156# Reaction 2 LL 156# Beam Wt per ft 2.98# Reaction 1 IL 228# Reaction 2 TL 228# Brn Wt Included_ 19# Maximum V -228#_ Max Moment 356'# Max V(Reduced) 207# TL Max Defl L/240 TL Actual Defl L/421 LL Max Defl L/480 LL Actual Defl L/711 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 7.15 12.25 0.18 0.11 Critical 3.35 2.07 0.31 0.16 Status OK OK OK OK Ratio 47% 17% 57% 67% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:50 Uniform TL: 70 =A Uniform Load A 0 Z\ R1 =228 R2=228 SPAN =6.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Relnstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Patio Roof Beam Prepared by:JR Date:6/07/17 Selection 6x 10 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.7 in2 R2=3.7 in2 (1.5)DL Defl= 0.04 in Data Beam Span 8.0 ft Reaction 1 LL 1028# Reaction 2 LL 1028# Beam Wt per ft 12.7# Reaction 1 TL 1487# Reaction 2 TL 1487# Brn Wt Included. .102_#—Maximum.V 1487# Max Moment 2974'# Max V(Reduced) 1193# TL Max Defl L 1240 TL Actual Defl L 1>1000 LL Max Defl L 1480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 82.73 52.25 0.09 0.05 Critical 52.86 12.78 0.40 0.20 Status OK OK OK OK Ratio 64% 24% 23% 27% Fb(psi) Fv(psi) E(psi x mil) Fc!(psi) Values Reference Values 675 140 1.1 405 Adjusted Values 675 140 1.1 405 _ Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:257 Uniform TL: 359 =A Uniform Load A . . R1 = 1487 R2= 1487 SPAN =8 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Dining Room Window Header Prepared by:JR Date: 6/07/17 Selection 2x 4 HF#2 Lu=0,0 Ft Conditions NDS 2012 Min Bearing Area RI=0.4 in2 R2=0.4 in2 (1.5)DL Defl= 0.02 in Data Beam Span 3.25 ft Reaction 1 LL 81 # Reaction 2 LL 81 # Beam Wt per ft 1.28# Reaction 1 TL 148# Reaction 2 IL 148# __ _13�1 Wt.Included— d # Maximum V 148# Max Moment 121 '# Max V(Reduced) 122# TL Max Defl L/240 TL Actual Defl L/969 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 0.04 0.02 Critical 1.13 1.22 0.16 0.08 Status OK OK OK OK Ratio 37% 23% 25% 22% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:50 Uniform TL: 90 =A Uniform Load A R1 = 148 R2= 148 SPAN =3.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Kitchen Window Header Prepared by:JR Date:6/07/17 Selection 4x 4 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.7 in2 R2=0.7 in2 (1.5)DL Defl= 0.01 in Data Beam Span 2.75 ft Reaction 1 LL 124# Reaction 2 LL 124# Beam Wt per ft 2.98# Reaction 1 TL 279# Reaction 2 TL 279# Bm Wt Included 8# —Maximum V Z79_t Max Moment 192'# Max V(Reduced) 220# 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 0.02 <0.01 Critical 1.81 2.20 0.14 0.07 Status OK OK OK OK Ratio 25% 18% 15% 10% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL:90 Uniform TL: 200 =A _ Uniform Loan A 0 0 R1 =279 R2=279 SPAN=2.75 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Living Room Window Header Prepared by:JR Date:6/07/17 Selection 2x 4 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.6 in2 R2=0.6 in2 (1.5)DL Defl= 0.01 in Data Beam Span 2.25 ft Reaction 1 LL 101 # Reaction 2 LL 101 # Beam Wt per ft 1.28# Reaction 1 TL 226# Reaction 2 TL 226# Bm Wt I-cluded 3# Maximum_V 226 4 Max Moment 127'# Max V(Reduced) 168# TL Max Defl L 1240 TL Actual Defl L I>1000 LL Max Defl L 1480 LL Actual Defl L I>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 3.06 5.25 0.02 <0.01 Critical 1.20 1.68 0.11 0.06 Status OK OK OK OK Ratio 39% 32% 19% 13% Fb(psi) Fv(psi) E(psi x mil) Fe.!.(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL: 90 Uniform TL: 200 =A Uniform Load A R1 =226 R2=226 SPAN=2.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Living Room Window Header Prepared by:JR Date:6/07117 Selection 2x 4 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.3 in2 R2=0.3 in2 (1.5)DL Defl= <0.01 in. Data Beam Span 2.25 ft Reaction 1 LL 56# Reaction 2 LL 56# Beam Wt per ft 1.28# Reaction 1 TL 103# Reaction 2 TL 103# Bill Wljflctuded _ 3# Maximum V 103# Max Moment 58'# Max V(Reduced) 76# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L 1480 LL Actual Defl L 1>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 3.06 5.25 0.01 <0.01 Critical 0.54 0.76 0.11 0.06 1 Status OK OK OK OK Ratio 18% 14% 8% 7% Fb(psi) Fv(psi) E(psi x mil) Fc i (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL: 50 Uniform TL: 90 =A Uniform Load A R1 = 103 R2= 103 SPAN=2.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Main Flr.Jsts.@ Brg.Wall Prepared by:JR Date:6/08/17 Selection (3)2x 10 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=6.1 in2 R2= 1.9 in2 (1.5) DL Defl= 0.13 in Data Beam Span 11.0 ft Reaction 1 LL 941 # Reaction 2 LL 463# Beam Wt per ft 10.11 # Reaction 1 TL 2451 # Reaction 2 TL 753# Bm Wt Included 111 # Maximum V 2451 # -161 1v1o�rt rim -339'r#—Max-V(Red-uced) 2218# TL Max Defl L/240 TL Actual Defl L/545 LL Max Defl L/480 LL Actual Defl L I>1000 Attributes Section (in2) Shear(in2) TL Defl (in) LL Defl Actual 64,17 41.63 0.24 0.11 Critical 43.52 22.18 0.55 0.28 Status OK OK OK OK Ratio 68% 53% 44% 39% Fb(psi) Fv (psi) E(psi x mil) Fc l (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 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 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 1344 1.0 234 H=292 0 4.5 54 I=67 4.5 11.0 • I _ H Pt loads: R 1 =2451 R2= 753 SPAN= 11 FT Uniform and partial uniform loads are ibs per lineal ft. BeamChek v2013 licensed to.Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Main FIr.Jsts. @ Brg. Wall • Prepared by: JR Date: 6/08/17 Selection (4)2x 10 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.5 in2 R2=4.5 in2 (1.5) DL Defl= 0.10 in Data Beam Span 12.0 ft Reaction 1 LL 1404# Reaction 2 LL 1404# Beam Wt per ft 13.49# Reaction 1 TL 1833# Reaction 2 TL 1833# Bm Wt Included 162# Maximum V 1833# Max-Moment 549'9"# Max V(Reduced)- -1597# TL Max Defl L/240 TL Actual Defl L/466 LL Max Defl L/480 , LL Actual Defl L/680 Attributes Section (in3) Shear(in2) TL Defl(In) LL Defl Actual 85.56 55.50 0.31 0.21 Critical 70.57 15.97 0.60 0.30 Status OK OK OK OK Ratio 82% 29% 51% 71% Fb (psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 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 Loads Uniform LL: 234 Uniform TL: 292 =A Uniform Load A R1 = 1833 R2= 1833 SPAN= 12 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Upper Flr.Jsts. @ Brg. Wall Prepared by:JR Date: 6/08/17 Selection (2)2x 12 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.3 in2 R2=2.8 in2 (1.5) DL Defl= 0.30 in Data Beam Span 11.66 ft Beam Wt per ft 8,2# Reaction 1 TL 1344# Reaction 2 IL 1136# Bm Wt Included 96# Maximum V 1344# Max-Moment 3775# Max17(F educ -1183# TL Max Defl L/240 TL Actual Defl L/469 Attributes Section (in3) Shear(in2) TL Defl(in) Actual 63.28 33.75 0.30 Critical 53.29 11.83 0.58 Status OK OK OK Ratio 84% 35% 51% _ Fb(psi) Fv(psi) E(psi x mi!) Fol. (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 850 150 1,3 405 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 Loads Uniform TL: 163 =A Point TL , Distance B=242 2.0 C=242 4.67 • Uniform Load A Pt loads: © C❑ /\ R1 =1344 R2= 1136 SPAN = 11.66 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Campbell 3-Car Garage Man Door Header Prepared by:JR Date:6/08/17 Selection 2x 4 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0,3 in2 R2=0.3 in2 (1.5)DL Dell= 0.01 in Data Beam Span 3.42 ft Reaction 1 LL 85# Reaction 2 LL 85# Beam Wt per ft 1.28# Reaction 1 IL 122# Reaction 2 TL 122# Bm Wt Included 4# Maximum V 122# a7iV risen' 1fi '# -Max V(R-educed) 10-1 TL Max Defl L/240 TL Actual Deft L/>1000 LL Max Deft L/480 LL Actual Defl L I>1000 Attributes Section (in3) Shear(in2) TL Defi (in) LL Defl Actual 3.06 5.25 0.04 0.02 Critical 0.98 1.01 0.17 0.09 Status OK OK OK OK Ratio 32% 19% 21% 26% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 50 Uniform TL: 70 =A Uniform Load A R1 = 122 R2= 122 SPAN=3.417 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell 3-Car Garage Door Header Prepared by:JR Date:6/08/17 Selection 4x 10 HF#2 Lu=0.0 Ft 1 Conditions NDS 2012 Min Bearing Area R1=4.5 in2 R2=4.5 in2 (1.5)DL Defl= 0.07 in Data Beam Span 8.5 ft Reaction 1 LL 1275# Reaction 2 LL 1275# Beam Wt per ft 7.87# Reaction 1 TL 1818# Reaction 2 TL 1818# Bm Wt Included 67 # Maximum V 1818# Max Moment 3864'# Max V(Reduced) 1489# TL Max Defl L 1240 TL Actual Defl L 1531 LL Max Defl L 1480 LL Actual Defl L 1870 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 49.91 32.38 0.19 0.12 Critical 45.46 14.89 0.43 0.21 Status OK OK OK OK Ratio 91% 46% 45% 55% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1020 150 1.3 405 Adjustments CF Size Factor 1.200 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 Loads Uniform LL:300 Uniform TL: 420 =A Uniform Load A 0 . . R1 = 1818 R2 = 1818 SPAN =8,5FT Unifomi and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentty Homes& Communities Reg#4117-67766 Campbell Garage House Door Header Prepared by: JR Date: 8/30/17 Selection 4x 4 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.7 in2 R2= 1.7 in2 (1.5) DL Defl= 0.01 in Data Beam Span 3.08 ft Reaction 1 LL 589# Reaction 2 LL 589# Beam Wt per ft 2.98 # Reaction 1 IL 695# Reaction 2 TL 695# Bm Wt Included 9# Maximum V 695# -- y=Max-Monrerit 536' sMax-V(Reduced)- 56-4 TL Max Defl L/240 TL Actual Defl L/610 LL Max Defl L/480 LL Actual Defl L/776 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 7.15 12.25 0.06 0.05 Critical 5.04 5.64 0.15 0.08 Status OK OK OK OK Ratio 71% 46% 39% 62% Fb (psi) Fv(psi) E (psi x mil) Fc I (psi) Value s Reference Values 850 150 1.3 405 Adjusted Values 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 Loads Uniform LL: 382 Uniform TL: 448 =A Uniform Load A R 1 =695 R2=695 SPAN =3.083 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Upper Floor Joists Prepared by:JR Date: 8/15/17 • Selection 2x 12 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.2 in2 R2= 1.2 in2 (1.5) DL Defl= 0.10 in Data Beam Span 14.0 ft Reaction 1 LL 378# Reaction 2 LL 378# Beam Wt per ft 4.1 # Reaction 1 TL 498# Reaction 2 TL 498# Bm Wt Included 57# Maximum V 498# -M—serif s 42-r4'A -(Reduced) 4314- TL Max Defl L/240 TL Actual Defl L/565 LL Max Defl L/480 LL Actual Defl L 1834 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 31.64 1638 0.30 0.20 Critical 24.59 4.31 0.70 0.35 Status OK OK OK OK Ratio 78% 26% 42% 58% Fb(psi) Fv(psi) E (psi x mil Fc I(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 850 150 1.3 405 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 Loads Uniform LL: 54 Uniform TL: 67 =A Uniform Load A RI =498 R2=498 SPAN= 14 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Girder Truss#12 jt2 LDA0 i i,ict 01,(Ly Prepared by:JR Date:6/07/17 Selection Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=5.4 in2 R2=5.4 in2 (1.5)DL Defl= 0.11 in Recom Camber=0.16 in Data Beam Span 19.25 ft Reaction 1 LL 2350# Reaction 2 LL 2350# Beam Wt per ft 24.28# Reaction 1 TL 3523# Reaction 2 TL 3523# Bm Wt Included 46.7 4 Maximum V 3523# Max Moment 18204'# Max V(Reduced) 3045# TL Max Defl L/240 TL Actual Deft L/896 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 324.80 99.94 0.26 0.15 Critical 94.72 19.03 0.96 0.48 Status OK OK OK OK Ratio 29% 19% 27% 31% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2306 240 1.8 650 Adjustments Cv Volume 0.961 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 Loads Par Unif LL Par Unif TL Start End 193 H =270 0 3.63 275 I =385 3.63 15.63 193 J=270 15.63 19.25 J H 0 0 R1 =3523 R2 =3523 SPAN= 19.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Girder Truss#2 tR WADI Wei O LL 1 Prepared by: JR Date:6107/17 Selection - F Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 18.8 in2 R2= 18.3 in2 (1.5)DL Defl= 0.28 in Recom Camber=0.42 in Data Beam Span 34.0 ft Reaction 1 LL 7523# Reaction 2 LL 7004# Beam Wt per ft 82.29# Reaction 1 TL 12213# Reaction 2 TL 11875# Bm Wt Included 2798 # Maximum V 12213# Max Moment 1?1232'# Max V(Reduced) 11371 tt TL Max Defl L/240 TL Actual Defl L/714 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 1777.78 338.63 0.57 0.29 Critical 754.39 71.07 1.70 0.85 Status OK OK OK OK i Ratio 42% 21% 34% ' 34% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 1928 240 1.8 650 _ Adjustments Cv Volume 0.804 Cd Duration 1.00 1.00 Cr Repetitive 1.00 i 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 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3967 B=6683 15.0 345 H =463 0 8.5 2350 C=3523 30.0 385 I =493 8.5 15.0 132 J = 173 15.0 21.5 202 K=280 21.5 30.0 50 L= 110 30.0 34.0 L K J I _ H Pt loads: B E R1 = 12213 R2 = 11875 SPAN =34 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Girder Truss#4 . l.0A > ONLY Prepared by:JR Date:6/07/17 Selection Wt for F Lu=0.0 Ft Conditions NOS 2012 Min Bearing Area R1=21.1 in2R2=21.7 in2 (1.5)DL Defl= 0.44 in Recom Camber=0.67 in Data Beam Span 38.0 ft Reaction 1 LL 8301 # Reaction 2 LL 8668# Beam Wt per ft 82.29# Reaction 1 TL 13692# Reaction 2 TL 14124# Bm Wt Included _ 3127# Maximum V 14124# I Max Moment 155(39'# Max V(Reduced) 13620# IL Max Defl L/240 TL Actual Defl L/486 LL Max Defl L 1480 LL Actual Defl L/925 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 1777.78 338.63 0.94 0.49 Critical 975.56 85.12 1.90 0.95 Status OK OK OK OK Ratio 55% 25% 49% 52% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 1907 240 1.8 650 Adjustments Cv Volume 0.795 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 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 675 B= 1161 4.0 50 H =70 0 4.0 3967 C=6683 15.0 309 I =417 4.0 12.5 2350 D=3523 34.0 349 J=447 12.5 25.5 1 284 K=382 25.5 34.0 50 L= 110 34.0 38.0 L K J I H Pt loads: ® g ❑D R 1 = 13692 R2= 14124 SPAN=38 FT Uniform and partial uniform loads are ibs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Girder Truss#3 ©t46' Prepared by:JR Date: 6I07/17 Selection -S-'a14x 31 z-OLD 4F--V4-DFIDF- Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=26.6 in2R2=26.0 in2 (1.5)DL Defl= 0.15 in Recorn Camber=0.22 in Data Beam Span 20.17 ft Reaction 1 LL 10197# Reaction 2 LL 9890# Beam Wt per ft 51.67# Reaction 1 TL 17271 # Reaction 2 TL 16868# Bm Wt Included _ 1042# Maximum V _ 17271 # I_ Max Moment 103464`# Max V(Reauced) 16860# TL Max Defl L 1240 TL Actual Dell L 1822 LL Max Defl L 1480 LL Actual Defl L I>1000 Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl Actual 1116.28 212.63 0.29 0.14 Critical 583.29 105.38 1.01 0.50 Status OK OK OK OK Ratio 52% 50% 29% 29% Fb(psi) Fv(psi) E(psi x mil) Fe l (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2129 240 1.8 650 _ Adjustments Cv Volume 0.887 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le =0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 8301 B= 13692 6.0 75 H= 105 0 6.0 800 I = 1325 6.0 20.17 H Pt loads: R1 = 17271 R2 = 16868 SPAN=20.17 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Campbell Girder Truss#15(Dining Ext.) 'R L.t),pt D!.[LV) Prepared by:JR Date: 6/07/17 Selection Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=21.1 in2 R2=25.4 in2 (1.5)DL Defl= 0.15 in Recom Camber=0.23 in Data Beam Span 18.5 ft Reaction 1 LL 7867# Reaction 2 LL 9574# Beam Wt per ft 37.36# Reaction 1 TL 13683# Reaction 2 TL 16501 # Bm Wt Included 691 # Maximum V _ 16501 # Max Moment 754081# Max V(Reduced) 16145# TL Max Defl L 1240 TL Actual Defl L 1769 LL Max Defl L 1480 LL Actual Defl L 1>1000 Attributes Section(in') Shear(In2) TL Defl(in) LL Defl Actual 768.75 153.75 0.29 0.14 Critical 408.02 100.91 0.93 0.46 Status OK OK OK OK Ratio 53% 66% 31% 30% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2218 240 1.8 650 Adlustments Cv Volume 0.924 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 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 7004 B= 11875 14.25 710 H = 1205 0 14.25 75 I = 105 14.25 18.5 1 H Pt loads: . . Z . R1 = 13683 R2 = 16501 SPAN= 18.5 FT Uniform and partial uniform loads are lbs per lineal ft. CITY OF ANACORTES August 31, 2017 Anacortes Planning& Community Development Dept. Attn: Groc Fyrrce RE: Plan review corrections for proposed home at 1518 Latitude Circle. Please note the following items have been addressed as described: Anchor bolt spacing at the end of a plate has been changed on sheet A2.1 2015 WSEC is now listed in the note at the bottom of sheet A2.1. f We do not list specific heat recovery ventilation systems on the plans (the WSEC doesn't require it) o due to house and owner variations and specifications. The HVAC contractor and the builder will determine what system will meet the WSEC requirements while addressing owner and house specs. Then that information will be available from the HVAC contractor. On sheet A2.1, a note now describes the joists overlapping and the nailing required and is called tJt on the foundation/main floor framing plan. ' A bollard is shown and called out on the main floor plan on sheet A3.1. [ Per the floor plan, a deck is not being used on this particular plan. However, detail 10 on sheet A2.2 has been modified with the proper wording: "within" instead of"min.". OI{ Sheet A5.1 now has stair details with nosing and stair tread/riser requirements. I see nothing in R311.7.5 stating a stair tread to be 11" min. without nosing. Doesn't that contradict the note stating "min. nosing" required? On sheet A3.4, the tension straps at the garage door has been changed to 2,550 lbs. as requested. copy of the beam calculations for the Campbell plan has been provided. ,Qrfthe upper floor framing plan on sheet A3.3,a note states "only bearing walls below shown". Keeping that in mind,the floor joist span in question is bearing on the wall below,therefore the maximum span is less than 14',which a 2x12 HF#2 will adequately span per the beam calculation provided. All the above mentioned changes have been "clouded" and labeled with reference "1" for your convenience in finding them. I have included (2) full-sized copies of each changed sheet for your approval. Also, a tree fence inspection has been scheduled for this property. Jack Reinstra Landed Gentry Jack Reinstra From: Fyrrce, Groc <gfyrrce@cityofanacortes.org> Sent: Wednesday, August 23, 2017 6:46 PM To: Jack Reinstra Cc: Ingalls, Paul; Lange, Steve; Cricchio, Kevin Subject: 1518 Latitude Circle Plan Review Landed Gentry Attachments: Plan Revision &Additional Info Cover Sheet.pdf; 1518 Latitude Circle Plan Review Landed Gentry.doc Hi Jack, All the plan reviews are done. Please see my attached Plan Review Notes, for corrections that needs to be addressed so that I can finish my review. All the other plan reviews approved the plans. I here wihl ireeu 10 1. - ;i /r,.;. rk:,st I. i:15pt.1UGtiui before the permit is is5iiefi Please fill out the attached Plan Revision &Additional Cover Sheet along with a transmittal letter(s) stating the correction required, and how it was corrected,for each item, on the review. If you have any questions, feel free to contact me. Best regards, Groc Fyrrce Building Inspector/Pet ant Technician City of Anacortes (360)293-1901 Helping to provide safe communities through education and cooperation f,+1y Iltirollirng i rid rinktll rnemactitiaru t.ibrrct 1n publh dI i I III E rorvirerherlrs pair fiCW.1.Y?b. 1 Anacortes Planning & Community Development Dept. GL9;Y 0 Permit Center '4r 1r;+ P.O. Box 547,Anacortes,WA 98221-0547 PH(360) 293-1901 ° Don Measamer,Building Official, Planning Director FAX (360)293-1938 August 15, 2017 Jack Reinstra 504 E. Fairhaven Ave Burlington, WA 98233 RE: Plan Review notes for the proposed New Single Family Residence at 1518 Latitude Circle Please address the following items so I can complete the plan review. 1. Please indicate on the plans that the anchor bolts need to be installed between 7 times the bolt diameter (3.5") and 12" from each end of the mudsill plate. 2. Please list on the coversheet that the construction needs to comply with the Washington State Energy Code. 3. Please indicate on the plans that the location and what heat recovery ventilation system is being used with the minimum efficiency of 0.85, per WSEC Energy Credit 2c. 4. Please indicate on the plans that the joists need to overlap a minimum of 3 inches over the beams and be nailed together with 3- 10d nails per 2015 IRC R502.6.1. 5. Please indicate on plans that their need to be a bollard in front of the appliances in the garages. 6. Hold-down for the deck needs to be within 24" of the ends of the deck, not 24" minimum from each deck end, 7. Please indicate on a stair detail on the plans, or reference a note that the finished nosing of the stairs needs to be 3/4"— 1 1/4"; the maximum riser height is 7 1"with a 3/8"variance throughout riser heights; and a tread depth of 10"minimum with nosing and 11"minimum without, with a 3/8"variance throughout tread depths. 8. Please indicate on the plans that the portal frame needs to have header-to-jack-stud interior straps that are 2,550 lbs. minimum because it is over 16' wide 9. Please provide structural calculations for the loads on the headers supporting the girder trusses. 10. On the Upper Floor Framing Plan, A3.2, it shows 2x12 HF#2 joists, 16" o.c., spanning 20' from header truss to header truss, which fail by over 46%, and at 12" o.c. over 10%. Please resolve this and indicate on the plans your resolution of the problem. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 Site Address 3v a. t 'd eject lJ' i',.) S Building Permit # :. L. O — 2 9 . bepartmen .:- a -. initials : . . o'tes al Building -.D07. I ` .{4-c eReU1 ad� * , -r I +oi. ? ///em--efde, i ir.c, 14:IT V---- ove-ni 4--- i s ct,f_a/Pil_z_e___ 4-0__.0A,Ic i , 7/ 4 14: �a is a r S 2-6/17 54' -, - - i ,Ifill 11 'Planng ,-."11411kk_Ain- yr )_ i 'i 0 - K. 6) .i 1".nc,CP_i_ " ________ _',. _ 'P--: . .,LA_CV2C-fk ‘Cir) AkIVIRa 107\-)a, . ififrt weAg --_ "3\1-4 4 tc , . 1 0 4 7/ivnitednHsteriti Ilk 6 , Lci,,,,L) /2„,,, +I .ri .1. . _ __ , e4.5 r ryr Mit Cif .4r irsq6alLe. _i_ - Fire P/ibr^ L. f -1-4 'AC_. AliY--eN- _1 1 - — Project Inter-Departmental Plan Review Tracking LOT 15 i — 1 I l� I i _ I 11 I/( I 115SMH • I It �} 1' f LANDED GENTRY 1 ! I € nosres nND coelSiuNlr3es �: I 221,3 \rI'✓ * / .. ' !I I EXIST 195.3 GENERAL NOTES !+ GRADE 1r,1/-_�� GRADE OL5A0ND�DF-OAIR'IHA YYEN SD -� / 9UAUNGTON, WA 96233 J 1:::':-:--„,_ - r-(36a,-755-8D21 3S 1 196.9 { J BLOWER LEVEL AREA- 1,402 SF WM EXIST 1 1 UPPER LEVEL AREA- 896 SF --- _ , _ -- I ._ -. GRADE r+ r - --iiiior. - _ �— TOTAL LYING AREA- 2,289 SF . r 1 1 fi9.9g' -I- GARAGE 433 SF / Cr. ,rii / WM //,,,................... f �, ' � ICAL f4. 441 - * ZONING: �, R2-RESIDENTIAL LOW DINSITY 1 4AfBlA5T8AL1Y5 1N COMPLIANCE ,7/ / I: '` ryo a a�T 4 STOEYARDS NINES COMBINED h to= 7.5',EAST, SIDE YARD 1 •v `/• a� �'21 BUILDING SETBACK - - '`S REAR YARD MIN 3O' O� / I 4 r M1 LOT LINE FRONT YARD MIN 1O:20'GARAGE / * 4 4 HEIGHT: I' LOT 'INE$ - y f II \Jc MAX. ALLOWED: 35' 6•fi6 o _ PROPOSED 4"SCH 40 ` 1 J PROPOSED:UNDER 194.7 RIG,RT-OF-WAY 1fEXIST , LINE '� DRRD- ..- •aD7y PVC DRAIN LINE y I --..., ,.- PARKIN/ GRADEa. 192.1 y C 2 INGARAGE, 2 tN DRIVEWAY / EXIST nowspour ,00Dr!/ , /� GRADE IIII` .• r ....... 1I // / 10'UTILITY # ;_-- 4 AOT /// 6ALt}C OF SIDEWALK SD / EASEMENT I I # II • 4 /.4, 1- - / # � ✓✓ LOT COVERAGE CURB&GUTTER ..: " / LINE I I# , `-I �� "¢• / i !# f / BUILDING AREA: �a /". �4.• DRIVEWAY €+ � 1 J 2tzD S.F. " • ' pp I LOT AREA:: / I ry I 1 6,092 SF. // SS al ,��,, + I 30',SOUTH, REAR YARD ! PERClN7 COVERAGE' / w v ! BU{LOING SETBACK 2720/$a92=2s.2. MAXIMUM ALLOWED: 37.5x /' - .€ 1 + I IMPERVIOUS COVERAGE /, II �� + / • F C+r I n mom r,635 SF. SDCB // EXIST r € # fIllr + / $ I + r M s1EPs/WALlCWAY. Yr SF. ! PATIO: 153 SF/y GRADE \ I '6 #II f I FA WAY- ge 5 WM(TYP L,• // 1 'Sj 1 € TOTA4 2,6 & '� /// PROP.4"SS �� #f PORCH ! € LOT dose S.F. / /// SERVICE LINE i ;`f LO 16 !I I MPERCENTAXIMUM COYFXAGE • / I ! \LOTLINEPTBOUNDARY MAXlMUMACLOWID:48OX I '�� LOT LINE ,2 1 I l iI I SERVICE LODE ! 1 I • NaRrH I # I I 1 20'L ,NORTH, FRONT YARD IL i I GARAGE SETBACK COVERED PAT O . 10',NORTH, FRONT YARD I ,00 Z I lI 'el,... . -----1 HOUSE SETBACK LINE I # I y 'f a ... - I + I r '' � CEr GRAPHIC SCALE .. ...�� • 6 3 6 12 # I �, LJ. ( IN FEET O= ,F r• Hartz. Saa2a: t I-wh = 6 Fast axe PROPOSED 4"SCH 40 PVC DRAIN LINE - 0 Cb h r, rt 48 NORTH 1 /// ,16.91 I ,IL'tti I silk I c- '{ CAMPBELL,2-CAR LEFT T 162.6J ,00'001 -- 1 — 0 EXIST GRADE 7.5',WEST, SIDE YARD - -— J BUILDING SETBACK - 189.2 EXIST SITE PLAN _ GRADE LOT 16 { LOT LINE i III 1 o1 5N1: 8 LATITUDECIRCLE ,re�'`� ANACORTES,PRIVATE zo'sHARED ACCESS d UTILITY EASMENTAF$201702240096 LOT 17 DESIGNED: DRAM OATS; 06/16/2017 SHEET LG 1 of 1 j % I I �Y • � LOT 15 1 ' /,... a+r 1 I II pi. ��S5MH1 ice ' I d L, ANDED GENTRY ! JyI � 1 ►►►777... I I IID 61P5 AND COI)SUN1T IPS ! `,• f 1 / • "' i I E(115T 1ss.3 GENERAL NOTES + GRADE EXIST plLAND ,;- .W, I + I GRADE LANDED GENTRY � ,?` SD 1 1 504 E FAIRHAYETJ I= �! BURUNGTGYV, WA 1. �'i•c_SSy 8Ul1JNNG:�( " d IpNERI.E�EL AREA- f,�02SF196.9 �` 2r I• 1 ✓• r UPPER LELEL AREA- 998 SF,�' EXIST 1 ` 1111 _ - _ _ TOlALClV1NG.7RFA_--2,2893'F _I/-r GRADE) = - r — _ - -�_ n - `� 5' GARAGE- 1J7_sr: re 41.9 Ji.• f 1TYPICAL r� �zf /} Dry I 11•..,. \ F 'r d 7� iir--2 1 _ R2-RESYpENRAL LOW O1NSf7Y 7J • /'., :,..- (4- 7 - 1 ■ All SETBACKS 1N CONPUANLl' /r l "�1, 0,47 C2 / 1 NIIH d7Y GUl0UNE5 /. / `, a h� 1 - 7.5',£AST,SIDE YARD l " slot rARos N1N 5; 15'ccNreuNEO / �5 O= f 40Z1 ///�� 1REAR>. / \ � s BUILDING BACKS • `-'. I LOT LINE +RONTYARDMIN�10;20'GARAGE c,-,r- \ ? / 441111111111111r• • I. p` i3 HFlGHi- r' a;` LOT IF�NE& Y 6-eE �„ • _ PROPOSED 4"SC-- O I MAX ALLOWED:' 194.7 RIGHT-OF-WAY -- �. 41 • PVC DRAIN LINE7BA0FSIOEwALK //4 4 J EASEMENT t r� �� -.;.� BUILDING COVERAGE CURB i GUTTER � /� LINE I ; /. \li ! 2120 SF. . ..\ LOT AREA: \ DRNLWAY e / SSA�S. �• 11 30',SOUTH, REAR YARD f/''i-.' • ,.././` \m\ ir it BWLDINGSETBACK P /Q 92 25-2X ' -6 NN ®\la r l MAXIMUM ALLOWED: 37.5q •0 \ , f —y +�7 IMPERVIOUS COVERAGE / I r. BUILDING- f,535 S.F. ,: SDCB r//// 189,3 EXIST ® I t 1 I I� !, 4 N S AUWAY' f71 sr V, GRADE ` p : I 1 PAno- f53 sF, \1 /'.(� / f 1 ?WAY' ggg p \' S•WM P �<�` i/ + I 11 1 TOTAL• �811 r. LOT AREA: 4092 SF. >0L, // PROP.4"SS OSC I I \\\'6 /�'. / SERVICELINE LO 16 PERCENT COVERAGE'/ / [I ` I ! ?� LOT LINE&PLAY BOUNDARY MAXIIJU ALLOWED:4A0X • // 1 III ..a OF / p ! li/ LOT LINE /„^y! j+ PROP.4'SSf d SERVICE LINE ,Irr f NORTk itimir },' 20',NORTH, FRONT YARD +' I GARAGE SETBACK COVERKI N -- a..#r! PATIO • 1:a f _ I ,,� I0',NORTH,FRONT YARD ili ,o w i I a. GRAPHIC SCALE ---1 HOJJSE SETBACK LINE I W► _� •- _ •- =y-1 I _ �� 6 6 12 IO j i �r y ~ _,: I _T a ( IN FEET ) I I IAlb y� Xor€a- Saada: 1 Inch = 6 net• a PROPOSED 4"SCH 40 PVC DRAIN LINE I ai _ • _ I I f =� 48 NORTH '' I691 I 1,a, I to i�f, .1 CAMPBELL,2-CAR LEFT LANDSCAPE NOTES: wool V 7,5',WEST, SIDE YARD ` BUILDING SETBACK 189,2EXIS �� + L.A.lJ _�'.f RAO PROVIE (1) TREE (EXISTING OR ADDED) PER 1,000 SQ, FT, OF LOT (9 TRMS " �`" `_ `" '•"' " — '•' mm `A --- — -- .—' a — —m — — GRADE LOT 16 MIN, — VERIFY LOCATION WI BUILDER) W/ A MINIMUM 2" CALIPER (PER CODE, LOT LINE _--- - 1518 LATITUDE CIRCLE TREES PROVIDED WILL BE A COMBINATION OF DOGWOOD, ALASKAN CEDAR, I - ANACORTES,WA VINE MAPLE 4 WESTERN HEMLOCK (VERIFY LOCATIONS W/ BUILDER), VERIFY TREES TO BE REMOVED IN FIELD W/ BLDR, IF APPLICABLE. I aoewG: PLAT OF"4BNORTH" I DESIGNED: LG PROVIDE LANDSCAPING IN A COMBINATION OF SOD LAWN AND PERENNIAL LOT 17 I DRAWN: PLANTING BEDS TO COVER A MINIMUM OF 20% OF THE LOT (I619 SQ. FT,). I DATE; osns12017 VERIFY LAYOUT W/ BUILDER. . _......._, I SHEET 1 of 1 — 1 J 1 FLOOR PLAN NOTES: ini I, ALL DIMENSIONS ARE TO FACE OF STUDS UNLESS NOTED Il, SEE ELECTRICAL PLAN ON SHEET E-1.I FOR LOCATIONS 48'-0" OTHERWISE(U,N.0,), VERIFY DIMENSIONS SHOWN ON 1 SIZES OF EXHAUST FANS. LOCATIONS I SIZES REQ'D - LANDED GENTRY PLANS, DO NOT SCALE OFF DRAWINGS TO COMPLY W/THE WASHINGTON STATE VENTILATION 1 5-S" �� J / / 1" , INDOOR AIR QUALITY CODE I IRC MISOl.4 ARE AS / 3�H„ 3, 1-[D NI E 5 A N U C O DI N O N I T I BS 13115' 4-0)5 5-II" I9- 2. FRAME EXTERIOR WALLS W/104 5/8'2x6 STUDS a I6'O.C. FOLLOWS- 3'-5'4" / 3'-0'h° Sk" / / 3'-IIY." 4'-1115" / 4'-11'9' 4'-94 / TYPICAL KITCHEN, 100 CFM RANGE HOOD(MIN.) / 29'-6'h" 18'-54' LAUNDRY= 60 OEM(80 CFM RECOMMENDED) 3. FRAME INTERIOR WALLS W/104 5/5'2(4 STUDS*IS"O.C. BATHROOMS, 50 CFI-1(SO CFM RECOMMENDED) 2'74" 18'-0" ]3i,,"IIv W/1/2"GYPSUM WALLBOARD BOTH SIPES TYPICAL U,N.0, NOTE ALL FANS ON 70-MINUTE TIMER TYPICAL ELECTRICIAN To VERIFY INSTALLATION OF GFCI OUTLETS 4. FRAME GARAGEIHOUSE WALL AND GARAGE EXTERIOR IN ALL WET AREAS. VERIFY TYPES AND LOCATIONS OF l� WALLS WI 7x6 STUDS+I6"O.C.(VERIFY HEIGHT OF WALL ALL ELECTRICAL FIXTURES WI OWNER AND/OR BUILDER Fl ON-SITE PER AS-BUILT FOUNDATION) F.T.6x6 POST 15. INSULATE ALL ACCESS DOORS/HATCHES TO CRAWL- 0 TYPICAL) I I 5 I/0x9 GLB 5. VERIFY PLUMBING FIXTURE LOCATIONS ON-SITE. VERITY SPACES/ATTICS TO THE EQUIVALENT RATING OF THE I I /-T4F-V4 DF/DF JOIST PLACEMENT BELOW FOR PROPER PIPE CLEAR- INSULATED FLOOR,WALL OR CEILING THROUGH WHICH II = / f7.5"MIN,BR').) + 3 ANGER, THEY PENETRATE 6x1:OF-LB OR 110 COVERED 0 6, 9 6. ANGLED WALLS TO BE 45 DEGREES TYPICAL U.N.O. 19. MOUNT NWT ON PLATFORM IS"ABOVE GARAGE SLAG -- -- i5-I/3x1111CB - -�Ij -Imo '-'Ib -SYY- - - PER IRC SECTION MI301.3. STRAP RUT TO WALL PER 24F Y4 OF/DE E I \ 18'-O"N.0'5" 1 (4"MIN,BRG.) 1 1 I 1. DIMENSIONAL LUMBER TO BE HEM-FIR 42 TYPICAL U.N.O. INC SECTION MI301.2. PROVIDE OVERFLOW PAN AND 3060 6H PIPING PER IRC CHAPTER 29. INSTALL T I P VALVE (3)3050 Si_ .I, (TEMP,/ 5060 54 ,I S. UNLESS NOTED OTHERWISE ON FLR,PLAN INSTALL 4x6 AND PIPE TO EXTERIOR TERMINATION. INSTALL A 'N \ I I411 U- IF r -,1 1 LI II N. L. \ - HF•2 HEADER IN 2-46 EXTERIOR WALLS,ADV.DOORS/ VACUUM RELIEF DEVICE PER MFR,INSTRUCTIONS PER _$M1 SEE NOTE•I4 60610 SGD(TEMP.)W/ ,iy SOAKING O LINEN PANTRY WINDOWS W/R-10(MIN,)INSUL,a INTERIOR SIDE OF UPC 5o4,6 `\ LWL�u SOAKING I ,., 6010 TRANSOM ABV, Q, HEADER. INSTALL 4x6 HF•2 HEADER IN 2.4 EXTERIOR C ` TUB I 'm 3 I/8x9 GLB 74F-V4 DF/PF - :n WALLS(IF APPLICABLE)ABV.DOORS 4 WINDOWS U.N.O. 20. WHOLE-HOUSE YEWS-ATM!PER NOTE•16.WHOLE-HOUSE C BEAMS 1 HEADERS TO HAVE 11/2"MIN.BEARING TTP. FAN LOCATED IN LAUNDRY ROOM(VERIFY W!BUILDER) -}.-` E11 FOLD '} 60"BI-FOLD `9 \ U.N.O.(BEAMS SHOWN ARE MINIMUM READ OR Bel I615. I 2-8" _`C �r SIZE 4 GRAPE MAY BE INCREASED PER BUILDER'S 21. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL TO I®F -m �4'-014" 'i L2'II:" 3'9y" 3'-4 I/2^ O 9'-9 V2"I' 1f i DISCRETION) BE COVERED W!S/B"TYPE-X GAB AND PROVIDED WI `P 'I DINING ROOM - 'n WEATHER STRIPPING GASKET(MIN.) - N \ - 9, VERIFY PLACEMENT of 4.P08T IN STUD WALL BELOW 5 V Is- = I 3 j Il'43"<9'43" \ ENDS OF GIRDER TRUSS ABV.W/ROOF FRAMING PLAN 22. FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION 1 m r I W • m W ON SHEEP A-4.I AIR DUCT W/MIN.6 SQ.IN.SIZE AND PROVIDE READILY 0 -X' OPERABLE DAMPER. INSTALL GAS FIREPLACE 1u/CLR. MASTER BEDROOM 7'-8 ;, I U �- � x 10. PROVIDE 2t6 SACKING IN ALL BATHROOM WALLS FOR 1 COMBUSTION AIR PER MANUFACTURER'S REGOMMEN- I z i N- , KITCHEN m 13'9"xll'2" \ TOWEL RARE,-TOILET PAPER DISPENSERS,MEDICINE DATION6 AND PER COPE ry q 0 I 1743"x 10-0" CAR1NETS,ETC„HTu)N.STUDS, COORDINATE W/BLDR./ h-IN ,) [ -� --Ay O 0 • Y�-� -'. OWNER FOR LOCATIONS 23, INSTALL I/)"MIN,FIBERGLASS-FACED GWB BACKER AT O o Q__�^ m WALK-IN Q O 7UBJBHWR.SURROUND •t IFU JCS--�) s CLOSET LL 0.. 1 `Y+ m II. INSTALL VT"HIGH-DENSITY GYPSUM WALLBOARD AT 4 �_ O t _ GARAGE/HOUSE WALL AND GARAGE BEARING WALLS, 24. PROVIDE MIN.22"x 30'ATTIC ACCESS W,MINIMUM 30" \ _ r I Q P , 3 /500"TYPE-X OWE,s GARAGE CEILING TYPICAL(W/A CLEARANCE TO FRAMING ABV, USE PLYWOOD DAMS - S S 1 µ . _ SCREWING PATTERN OF 6"O.G.ON EDGES AND IN FIELD TO CONTROL CEILING INSULATION•,OPNG.EDGES A• 5','xa'-b" O -, " P P . II -Z WHERE LIVING SPACE OCCURS ABOVE) } FHOWEK _ 1 m P, , [W - 25. PROVIDE PARTICLE BOARD UNDERLAYME:NT AT VINYL m - 1 q - \ '' 12. INSTALL DO-MINUTE RATED DOOR ABSEMBLT W!SELF- AREAS. COORDINATE THICKNESS W/OTHER FLOOR \ ______ 11 -� - CLOSING HARDWARE FINISHES TO PROVIDE SMOOTH 4 LEVEL TRANSITIONS -- - ti '- n I 3'-O SEE NOTE•Is RUT GAB I _I _I - - ' \ \ a 13. REQD DECK/PATIO RAILINGS TO COMPLY WITH IRC 26. To COMPLY WI 2015 WEED SECTION R403.2.THIS HOUSE 4. I (OPT. RN PER I I ARCH- Q SECTION 312 IF DECK/PATIO SURFACE 18 30"OR MORE (2,163 30.FT.)WILL NEED 3.5 ENERGY CREDITS. TO I - IIK"I 5'-3!9" 13'II" 4'7' I II'-014" 2'-1115" Q - ABOVE FINISH GRADE WITHIN 36"MEASURED HORIZON- ACHIEVE THIS,THE FOLLOWING OPTIONS HAVE BEEN _ / `f�� ® BTOR. N M i i+l �9 TALLY AT THE OPEN SIDE(VERIFY ON-SITE) SELECTED FROM TABLE 406.), s l I -�I8"x Z4"CRAWL 'y 36"VANITY- 5,45. - 9=s OPT.Ia(,5 CREDITS), EFFICIENT BUILDING ENVELOPE. - - -- = SPACE ACCESS U„ 14. EGRESS WINDOW DIMENSIONS,CLEAR OPENING 1 SILL SEE NOTE•IS FOR INSULATION VALUES. ___ -� PWDR GUEST "p m° (p •ry SEE NOTE eV b x • 1 ' HEIGHT TO COMPLY W/INC SECTION 310.1(VERIFY W/ OPT.Tc(1.5 CREDITS), AIR LEAKAGE CONTROL 4 ROOM ��$,.,. 'N 6Y i ' WOW,SUPPLIER AND/OR MANUFACTURER) EFFICIENT VENTILATION. REDUCE THE TESTED AIR ��+ < ` LEAKAGE TO 1.5 AIR CHANGES PER HOUR MAX.1 ALL > Q T.A - II IS, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE WHOLE HOUSE VENTILATION REQUIREMENTS AS DETER- -� - LIVING ROOM Ill A O Q 1 2Hj 6'-0" 3'-955" I6'-0"x 14LO" Ill 1E N ENERGY COPE AND INC CHAPTER II IS,AS FOLLOWS, MINED PER IRC SECTION MISOl.3 SHALL BE MET W/A S _ _ / z-q J ''.1- so FLOOR: R-3/3 HEAT RECOVERY VENTILATION SYSTEM WI MIN.SENSIBLEm MOTE 2) --4-I FURR PM 'I' Oy AIM Ir WALLS: R-]I OR-10 MIN.S HEADERS,TYP.) HEAT RECOVERY EFFICIENCY OF 0,85. WHOLE SOUSE _ Im 2 CAR GARAGE CLG.TO 8-Lo" 61 z E \ \ CEILING: R-09(R-38 IF INSUL.DEPTH IS MAINTAINED FAN LOCATION IN LAUNDRY ROOM(VERIFY W/BUILDER). F p _ __ TO OUTSIDE FACE OF EXT,WALL) OPT.3a(1,0 CREDITS), HIGH EFFICIENCY NVAC EQUIPMENT. IQ 19'-I"x]I'-5" �� ENTRY - �t _ DOORS, U".ZOO MAX,(ONE POOP UP TO 24 S.F. USE GAS FIRED FURNACE W/AFUE 945. ?' IL lQ - i " Ir - � EXEMPT PER R407.3.4) OPT.5a(.5 CREDITS), EFFICIENT WATER HEATING, ALL Il - WINDOWS, U:,2BO MAX.(UP TO I6 S.F.EXEMPT PER SHOWER HEADS 1 KITCHEN SINK FAUCETS SHALL BE RATED `) R402.3.3) AT 1.15 GPM OR LESS.ALL OTHER LAVATORY FAUCETS I Q 4 Aa NOTE•8(TYPICAL) _1 L GLAZING, 415.5 S.F..18.50 OF FLOOR AREA SHALL BE RATED 5 1.0 GPM OR LESS. T -IL_ JI !�`" I \ \ N. I , FURNACE TYPE, NATURAL GAS FORCED AIR(VERIFY g I 'l1NDRY 11u 45)3060 SI-I t _ W/BUILDER) O x 1'1" 111 REFER TO 2015 WSEC CHAPTER 4 RESIDENTIAL ENERGY II I- Q ID PORCH �- EFFIGIENGY AND INC CHAPTER 11 FOR VERIFICATION OF N 6x8 uy o ? (----.1 THESE VALUES _I-IE•L_1 RAILING PER BUILDER xx S •• 16LO"x 1'-0''OVERHEAD GARAGE DOOR 1 -11 �- {COASTAL 2 ELEVATION 9 3040 SH IS. MIN.REQ'MENT FOR ATTIC VENTILATION IS AS FOLLOWS 4.12 HF•2(MIN.)ENTIRE LENGTH OF WALL 11 9 ONUY-SEE NOTE•1.3) Z�/ 4. (CALCULATED a I/3001h OF ATTIC AREA PER R806,2 \ \ \ _ T,( C____ u �\ EXCEPTION 2), 1 COASTAL I= L L- 4x6 CEDAR ARBOR BEAM L,V.T.O.(c CRAWL P.T.6.6 POST WRAPPED PER BLDft. MINIMUM REQUIRED, 911,68 SO-IN, -{W/I6 x 16'MASTIC-APPLIED STONE (3-CAR GAR.: I,OT.70 BR.IN,) (FOR COASTAL 2 E1EV.ONLY) SPACE OR THROUGH ,212" 15'-61!" T'A" COLUMN BELOW FOR COASTAL 7 1;" ACTUAL PROVIDED, 1,453.55 SO.IN. ROOF(YERIFT W.BLOB.) • (3-CAR GAR., I,655.80 9Q.IN,) / $'6" 16'01 ELEY.ONLY), TYPICAL{31 PLACES VENTED BLOCKING, 433.55 SQ.IN.(46 4 S.425 SA IN. ,)'3"/2'-S1y"/ 4'-111e / 3'4I3" / 3'-41S" / 5'-IN" r f 3-CAR GAR, 521.80 0Q.IN.(56• /7-I"/ I6'-O" ,, 2,-I" 3'3" d'-S}y" 16'4915" 5.425 S0.IN,EA.) 20'-2" / 6-4" 21.-5" • RIDGE VENT: 1,020,00 SQ.IN.(ES LA 4 12 SO. AB'4" IN.PLF) 3-CAR GAR., 1,128.00 SQ.IN(94 LF u 17 5O.IN.EA.) COASTAL 2, MINIMUM REQUIRED, 91468 SQ.IN, MAIN FLOOR PLAN CAMPBELL (3-OAR GAR,, 1,011,78 SQ.IN,) ACTUAL PROVIDED: 1,333.55 SO.IN. SCALE: I/4" I'-O° 1,346 SQ.FT- (3-CAR GAR.: 1,511.1E SO.IN.) VENTED BLOCKING: 433.55 SO.IN.(46 6 9.425 SO.IN. EA.) 3-CAR GAR: 521.80 SQ.IN.(56 r 2,242 SQUARE FEET TOTAL 9.425 SQ,IN.EA.) GARAGE, 433 S.F. RIDGE VENT: 900.00 SO,IN.(15 LF c 12 9Q. IN,PLF) FRONT PORCH, 114 S.F. MAIN FLOOR PLAN 3-CAR GAR: 994.00 BQ.IN 487 BACK PORCH: 144 S.F. LE c 17 SQ.IN,EA.) NOTE, FOR 2'-0"DINING EXTENSION,ADD 18.85 SQ.IN.OF ELKG(2 EA.)t 24 SO,IN,OF RIDGE VENT(2 LT). FOR 4'-0"DINING EXTENSION,ADD 31,10 SQ,IN.OF 166 NO: CAMPBELL ELKG.(4 EA.)1 48 AO,IN OF RIDGE VENT(4 LIE), DESIGNEE: LG DRAWN: JR/13J DATE: 7/11/2017 SHEET A-3. 1 WA i . LANDED GENTRY HOMES AND CO•MI MlIN TTI T S REVISIONS DY, 1-74-11 JR 4-34" ..,,, 4-1119" / 4'-I119" / 4'-315" \ xi- Y'N, 1 COVERED 4 FMV IO m 3060 9H 'A60 e, \ cri S 60610 5GD(TES-1P.)W/ -V' " 9 e.010 SRANSOM AMY. 1 3'-0 7 v i M (OPT./, 1 In PINING ROOM 6—''' Il'-S"x IS•-A" g e in 4 3 GAR GARAGE -_ J`—llll 10' "z 71' " -_ ' (34 I/? Hf6H 7z4 , WALL DELOW IA E�Iq° Mi O O tt o a 0MEM MI� x KITCHEN �_ "1 I1-A x lob" __ 4u12 HE'?SHIN.)ENTIRE IrI A LENGTN OF HALL '-I I'7 O \ i \ _I f�� ———— L1 14 ! _ GARAGE DOOR = --'- AlA" / A-0 /4615 10-0 / -_ �� [ I r' j -" I I 3rd CAR GARAGE OPTION OFT. 31-O" DINING EXTENSION =1 0 SCALE: 1/4"=1-0" ADD 220 SQ.FT. SCALE: 1(4"=I`-0" ADD 3s'6G.FT, ! 5 CAMPBELL MAIN FLOOR PLAN OPTIONS JOB ND: CAMPBELL DESIGNED: LG DRAWN: JR/BJ HATE: 7111/2017 SHEET A-3.2 WA 4B'-0" LANDED GENTRY le'-0" 12'-0" / IS'-O" / NOMES AND C O M M U N I T I E S 14'6h" / 3'-Al)" / 6'-0" / 3'-I0' 141-2" / 213,66" / 13.-5Sk" • / SET PORCH LINE BELOW \ r ❑ R 2 3 p O O -h)FIWSLY-0R --_i A -9LL_ I __ -__ _ _ 6 I/AIIIO IAGLB 5 I/SxS ALA I r 24F-V4 DF/DF I 24F-V4 OF/DF I (4"MIN.BRG,) _(7.6"MIN.BEG.) 6x10 PF-L"3 4x6 PF-L'1 I \ \ WALL LINE BELOW \ \ \ r 4x6 urn 46 HF"2 A Q Q A v_ n Y 3030 SH(TEMP.) GIRDER TRIMPER TRUSS MFR. 4x6 NPR,ON EDGE 1' .__L.---.�.—rvr I—_—. 4.- a6'-91/2'�HEADROOM - On 7.6Q r= ---_1----- e „ -- y W o 1 — \ \ \ \ � ® \ \ 1 \ \ \ +�n�- uPPPR W! I �n m I ay �n 6'9"WALL uGT. - a.= .e- ""` "EMMA ' £ "4 i __. e if . tr- O F m fib -- �� q I1_ lillL` 4 g' "_ �.I.—_—_—_ab—_ O —- - _ Al N Y!°x30'!1"HN.J _ ci di _ 9 Jl7l pQ' ATTIC ACCESS O 3 p d J 1, ..—.—.�.....W. -G ; 0 ,x�; Uz BEDROOM•2 I (SEE NOTE'7A -p' '�3p Cl Y11 �U 1• "y Q U a m' z - ON SHEET A3,1) 2 " "d ,`u 13'S"x13'-0" I I A' Z., ___ m _ ____ .—_—_—_—_ —- _ ,f _—_ . =v Q n _d z (OVERALU `� �_ BEDROOM•2 m° s 4 rI �_k a a 1� q �� z�1—��° 3'-3 s" m �� 13.-e...00^ Los m M 4 ,n ---------2 ----------- la b gj 'n�Q l'-1016" 3'-315" y� I.�� 3'�,i a'-3L5° � i y} U7 ��p) -O - / �' A .! K �',�� SEE NOTE 4H��f N `-\ `e yl _ _—_—_—_—_ _—_—.—_—_—. _ �Q'� �' 'YJ n SHEET A3.1 UTP.) 3 "L �U' 60"BY-PASS ASS LOFT A - A d W is'4'x 19'd" .- _—___—___—_—_—_—_—_ up a WO CLOSE�"I 1' (OVERALL) 'v al U SHELF e fpOD b'9"WALL NGT. Q �.—_—. _—_—_—_—_—_ 9 22"x30"(MIS.)ATTIC - �+ ACCESS PANEL W/ a ---_,--- .---------- --SHLVS.OR DOOR I (4 TYP.-VERIFY _—_—_—.—.—_ C LOCATION) i m a a j t. U -�---- .� 4x.NPR.ON EDGE `? 6'-9 1/7'HEADROOM (TYP,EA WOW-) Il 3 • -e �mr�q..Q_•r-3 a . —=-'T7�ltu1 11 I \ .. [I G II s. u n II u 2 \ MY2x12 HF•2 4x6 HEM L. 4x6 HF02(TTP.EA.WOW.) (4)3040 SH WALL LINE BELOW iFLR.JET. IR z Q 6x6 HF•2(MIN.) IJ O -4, A GIRDER TRUSS PER TRUSS FIFE. ill II U I g I _ 4r6 HF 3 - H '9 C J 4.62 HEM/(MIN.) - ` \ ` WALL LINE BELOW PORGN LINE BELOIB }\ / l'-1015" ! 6'-116" / 4'-Illy" ))4L)" / 3'-4I / 3'-4I6' / 4'-111W' / 14'-0" / 20'O" / 14.-0" / UPPER FLOOR FRAMING PLAN 4S`°" SCALE: 1/4'.1'-O" NOTE: ONLY BEARING WALLS BELOW SHOWN UPPER FLOOR PLAN SCALE: I/4"=1'O" 696 SQ.FT. CAMPBELL UPPER FLOOR PLAN & UPPER FLOOR FRAMING PLAN JOB NO: CAMPBELL DESIGNED: LA DRAWN: JR,BJ PATE 7/2412017 SHEET A3.3 WA L i • LOT 15 i - — - • /NI 1 ssMH i�l klk I1 I �/+ I LANDED GENTRY f \\ `-- ---_ _ I - II U NI y S AND C C hl)I U N 1 7 1 FS V it 1 221EXI. \" ` /\ is5.a GENERAL NOTES ITRY _ __ • GRADE J \_---- EXIST OME: \- � SD + _.-� ~1.✓,r GRADE �OE.DFAIIRRHAVEN ,4{},} 11 /� • 98233 GTON, WA .^Q ``\ f I ss ''\- - �-� ~ r—r r-{3b0)-755-802r j r _ BUILDING 196.9 t % PROPOSED PERIMETER - •- LOWER LEVEL AREA- 1,402 5F f UPPER LEVEL AREA- 898 SF WM .. EXIST 1 �, / CONSTRUCTION FENCE TOTAL tlVrrm AREA- 2269 sr -- - j -_ II* -4r _ .—GRAD _ '_ER�M1P G19 r _lit_ t \ f / y�\ AO • - $& ��--- GARAGE- 433 SF f INLETP,ROTECTION "' --__--__-- SITE: y PER C2222O,BLOCK& TYPICAL '}` J• ph' ----- r� GRAVEL &T RreP� �=' 1 * � ZONING '� 197.4 TG R2-RESIDENTIAL LOW DINSITY \\.,,,,, t s 1 \ _ -! PROP YD •�� l • --• _-S-_- LOT LINE ALL SETBACKS!N GOMPLIANCE • a •=y�=. (� �-/ ! 7.5',EAST, SIDE YARD 1 "'- .�----I._ 9DEYARDS MIN 5; i5'cDAf&NED WITH CITY'G IN.5.,S INE& \��O ,�o / • 1011 � kU.Y1 BUILDING SETBACK_ r- -'j 5 O _ I - ` REAR YARD MIN 30' --CHECK DAM PER FRONT YARD MIN r0; 20'GARAGE HT-OF AY }P(,� 192.1 _ , PG •' BM?C20T.--_ \ INE 4 R4 I J• • --11 ! EXIST 4�� C I CHECK DAMS,' "l . ' �Ih✓. 1 `� I �'/ RADE �� i ...Ai-- . .- . . (t+ t4'v�^ \ AS NEEDED. ' �/ NEWT: //� 1 �P i "- 8.o �.� 1 it / MAX. ALLOWED: 35' / �' #94.7 !�� I 6's PROPOSED 4"SCH 40 � I PROPOSED:UNDER _ RAIN .ODY'6 I �\ I <::: �-1' PARKING` EXIST /''� /)� /� )1'",-. ;,/.;" +' D PVC DRAIN LINE l ` GRADE �� l;/. \ ;' �i/ , 1 i L- _ ly ,i` 1.-- 2 IN GARAGE'. 2!N DRIVEWAY / ♦'C; ,.7G/ ( /�l-,.. '-1 ( ' -.' low I �� -• ....� ,� .OD'£ \ BAGS OF SIDEWALK\. ' �` l �\ /�� -f1 1.��l 98.0 ! ,r I �� ,�� /, 1_� �`_/\ 'II./,1_( �s 1 ` � LOT COVERAGE CURB�':GUTTER •} .SD' ' `-�` I 1 `-I PLACE CONSTRUC'ON J za r1 I I FENCING AROUNa EXISTING BUILDING AREA: INLET PROTECTION "N._ d¢ ` `)I C, 1I I TREE AT DRIP E PLUS 6'. PER CPR PROTECTION CATCH ASIN )_ --` ♦ j + 2i20 S.F. ♦ DRIVEWAY /+ / ♦, + '� , i_ -- 1 f I LOT AREA: FILTER - A4t / ♦4Jl I ti Il + • 8,092 SF. • J , 11111 / / 5s p `\♦,�I��, ;rr j i . • 2 720/8,092=26.2X J I PERCENT COVERALL': PR�PTYD i�ze. ,♦ ♦ 1�r f' I I MAXIMUM ALLOWED: 3Z5X _ EXIST SD i ` ♦,♦ jl I 30',SOUTH, REAR YARD IMPERVIOUS COVERAGE iNLE7P1�07EC710 I >� \�I I BUILDINGSETBAC PER C21,BLO & 199 3 ` g0` 1� 1+ 11 • L*PLKWM SDC$ GRAVELIIFIL 'ftTYPE I= GRAE I • - ` + I II +1 '1 I N • 153 S.F. 10'UTILITY \ I _ -V 1 +I ! 1 FRWAY 2,g v if. 1 WM[fYP EASEMENT 1 I .. ! -� �� LINE I 1 50�`� LOT ARFA: �/ PROP.4"SS l♦ c ! I \J St9 BaszaF �., SERVICE LINE ,� S5 I .e..1 IS I 1 ) G� QC PERCENT COVERAGE: /,. / I I L I r �J� 2.841/8,092-35 iX �i / ( 0� ! I r\ I V LOT LINE&PLAT BOUNDARY MAXIMUM ALLOWED:480X �'�' LOT LINE ��GZ` p -h --Al - l +COERED . _ -f`F N 1 1 P(JRCH PROP.4°SS �1 ' ' SERVICE LINE J \I SOIL STOCKPILE i.•,� - ! LOCATON F . N� CHECK PER g= I I I \ >� (COVER WITH • �T� BMP C DAM + I •\ PLASTIC DURING _ I I 20',NORTH, FRONT YARD _ AS NE£OED.CHECK S, I 1 1 I GARAGE SETBACK \� COVERED h \ STORM EVENTS) JULI117 pP i �_ 4� PATIO m . �� Jii 101+ F I _� t. 10',NORTH, FRONT YARD f j . _ f I �-' -- _ --- HO�ISE SETBACK LINE ! I •�ap•; , r� .�� /\fir\L. o /-[Tif yy }�A I4 �` GRAPHIC SCALE I ! "s `` `� I `CHECKDMAPFR8MP Lr11 i t./ N1i'►�'1L%.f� - 6 3 6 12 I s 1 1 DO' r N C207:CHECK DAMS, !` — — - -• /+F-- _ ._ , , _ -- ASNEEOEO POWN SIT FENCING ENCIAM G OR OF I PROPOSED PERIMETER. 1 I \ \I \ STOCK PILE,PER D:aP czaD \ { rw FEET') SILT FENCING OYP-)'AER 1 ' '� I PROPOSED PERIMETER ih ria. SoWa: 1 Inch = 6 Feat BMPC233-- -- a �4 PROPOSED d"SCH Q p 50ti\ -- �� 49 PVC DRAIN NE °�— (�� kxpO$� PER BMP C 03 FENCE - -- - "^"F!� ® - .��_ \ ��.—� \ u�cw 48 NORTH ;Il— ,e'91- I *0'f, « CAMPBELL,2-CAR LEFT 1 - 162,6 ,� ,00'001. A rn EXIST _ 7,5',WEST, SIDE YARD \ _r1 .— GRADE — ._ (----i CHECK DAM PER BUILDING SETBACK 169.2 a—_-_ y- - \ £xlsT EROSION CONTROL PLAN __--_--- sfulPc2vr:� —'- — _ — — _ _ GRADE LOT 16 CHECK DAMS, 192.5 TG INLET PROTECTION _ - --------- --- - ------ GRAVEL FILTER TYPE Y _ AS NEED>D. 191.3 INV. j I LOT LINE PROP YO PER C220,BLOCK& PROPOSED PERIMETER 1l \\ __ - --- 1518 LATITUDE CIRCLE SILT FENCING OW)PER h `I `I I' ------- PRIVATE 20'SHARED BMP 023 I \�c � ANACORTES,WA ACCESS&UTILITY t` EASMENTA + n96 I \ / \'I 1 ,osNO: PLAT OF"48NORTH' --•"IIIIIIIIIIIIIIIIIIIe `\ \\ I VVV -------- / DESIGNED: LG LOT 17\ i DRAWN', V A DATE: 06/16/2017 i \ i SHEETof 1 a-i LANDED GENTRY lr0)I I'.S AND CO,)t)r U N]l I F:S GENERAL NOTES OWNER: LANDED GENTRY 504 E FAIRHAVEN BURLINGTON, WA 98233 1—(360}-755-9021 BUILDING: LOWER LEVEL AREA- 1,402 SF UPPER LEVEL AREA— 896 SF TOTAL LIVING AREA— 2,289 SF 9 GARAGE— 433 SF —= SITE: • TYPICAL ZONING: R2--RESIDENTIAL LOW DINSITY SETBACKS ALL SETBACKS IN COMPLIANCE H1TN CITY GUIDLINES S10EYARDS MIN 5', 15'COMBINED REAR YARD MIN 30' FRONT YARD MIN 10', 20'GARAGE HEIGHT: MAX. ALLOWED: 35' PROPOSED:UNDER PARKING: 2 IN GARAGE 2 IN DRIVEWAY LOT COVERAGE BUILDING AREA: 2,120 SF. LOT AREA: _ - - 5,092 SF. Lurm. .:C1,111 CI PERCENT COVERAGE 2,120/6092-26.2X .11 MAXIMUM ALLOWEA; 37.5X nr IMPERVIOUS COVERAGE 1 • BUILDING 1,835 S.F. St . PORCH:N1 ALKWAY.- 133 SF, i•A nr '. •• PA RO' 153 S.F. • D AY` 649F.S LOT AREA: F 6,092 SF. • ' PERCENT COVERAGE- - 2,841/8,092= 35.11E • MAXIMUM ALLOWED:40.0X I vial - S.I,r;r Ho'bor Nn,'. SITE LOCATION .r.. • i ., r J�ion Nrlrtr.. 2 I NOT TO SCREE ANACORTES, WA • 48 NORTH u•::nr- ,I' CAMPBELL(C01) • 2-CAR GARAGE LEFT • , EROSION CONTROL PLAN .. - . . - - Map data 02017 Google 1000 flit— LOT 16 1518 LATITUDE CIRCLE VICINITY MAP ANACORTES,WA LOT 16 (P133674) 1518 LATITUDE CIRCLE MR NW PLAT OF'46NORTH" ANACORTES,WA D£9INNED: LG DRAWN: DATE: 07/24/2017 5EET 2 of 2 48 NORTH PLAT Sc PUP opu i No SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. SkagitCoug4/AudL',t :.. s CITY OF ANACORTES, WASHINGTON sr ?pa�?I,,9 " y�y s11:4aArn EASEMENT NOTE LOT#r 1 LOT3 r, ' 'c2 �= P31682 n ,,, P31583 SHORT PLAT ANA-98-002 1 - }+'" A AF#9806220012 CURVE TABLE.,," N--,„:',,Si„, r � PSE EASEMENTS UNDER - ` =vs `. AUDITORS FILE NUMBERS ?' / 0 N 88°39'46' W 316,29' _ - s' }' ,J ' 201607050142 & o� y" •- l e»+ ' �,,s:� �� 35.23' 75d2' ` ^ 75,59` ' ti 201612060089. �� / y3 0' 20' SETBACK b `V 13a,34' NUMBER RA➢IUS ARC LENGTH DELTA ANGLE,1`' 'NUMOR RADRIS `'i,RC LENGTH DELTA ANGLE �/ fe ` 44. �� - io' SETBACK7 Cl 670.00' 83.10' T06'23'�, ;C 80,00 � ;,, 30,43' 21'47'32` ��s ah , c qv� m' PRIVATE 3 30' SETBACK 4 C2 67.50' 165,72' 140'40'. 1" 4`= ':!,. 'L2:A''` 9Q,0' 1MP' 5,15' 3°16'54' 4 c�h'ti `w SD ESMT -. : 3 _ F3 _7 50' 8.9,13 88 1g1'4iL -C 0 .:• _52.36' 33108'�6' ti� , � 10 &90 F I ^1 C4 5750' 90.09' , B9°46;rl'.s� 'Ir;T ,60' 29.15' 18'33'35'' 1 a� S1 7861 SF h wi 0 o ' u''' 4' P 0. yc$4 / J $007 SF ti N o 1410� C5 67,50 64,77'„r r 'SB' 5'}'7, ?;- 647,50' 39,20' 3'28'07' 4 Cl O/ I14081 I ' ar "�,,, F ° �p r- N 88'39'46` w C6 670.00' 83,10' '',. T'7x,-?4� C3 3n;' 20.00' 10.06' 28'48'20' P�7 / / �o`�r- �14061 F. • s 7 'v. ° ° r , i\��;j �/ 10' PRIVATE Y: `D 10' PUBLIC u2,28' I • C7 687.50' I 07' .. 1,Q 2�4'4;: .. , T33 20,00' 22,64' 64 50 5E1 \O �1 ( r2., / SS ESMT '' F ;A UTILITY ESMT CO 687,50' 68f. ""7 3'0 * ' 2-, ""'C34 20,00' 26,36' 75'31'21' ��.o' �\1 d� �� / 1 �i- cfs s o 5 I C9 50,0 12 76"4. i�4A° '00 v.�y ,, C35 20,00' 6,33' 18'07'56' ��C P 'r`e s 7755 SF/ ,4 1 ti'n 8092 Sr m C10 40-401 ''t 2. '� , 89'048 1' C36 647,50' 39.01' 3°27'06' p4 - '' ...-N FJ,\ 2,� I14041 .&//•'1 G� ��v I "' CD 40ddo,. 62,67'a�;,, s89' '1�t" C37 522.50' 69.86' 7'39'39' , /0- d' "r\ -;',...",--4, // G.R °>>\ 114i 41 C12 ,,. 1 JQ i' }i A \A. . ,,;,-,-:. ,00{ SF 18,11' 2A'45'08' C38 522.50' 20,00' 2'11'35' Se 'c>1 SF o$ �9�j�''. ',, `` F/S/6 O� C2 \� N 87.47'58•I W C L ,°5'100' 5 ' 9.87' 34°13'48' C39 522,50' 125.40' 13'00'15' 41 F' r� F. �/ CO 4. 1 \ '/ c" NY-`' C9 es\ • . ';'50 00' ';. r r ' �� a , ho \ go'\ 86.60` 5a3fi 22 24'53' C40 552,50' 80,82 8 22 S4 2 1' f1 ^ F E L3 o ^:. c�0 � b:,'-•°"° ,` r` �h,,9 A s � cry ,� � � aria'�� F'CS�' 90,00' A. ��OtQ,Q;-�"' i9'06`00' C41 552,50` 44,58' 4 37'21' P��' C P 1�/ y 2 c r C34 ROW 17.51 "% / SETBACK 1 6 ; o,, 90.0i4 #I 65,57' 41°44'31' C42 670,00` 34,52' 2.57'07' `' a� `�Q / ''�`�'��''" �sD�°`P e1 R0_' s/ 1`, `°t 7682 SF ,-4,,"�;�: ry�f. 7'%. 90,13a„ 20,00; 19.06,00' LINE TABLE a,I ems, \ °o 3� I .`,p;I Ctr$ 30.16 19.12 00' �1�� I a29a� �� p 7558 SF `� n ti ti r:;.>•.f/ I�, $155 SF I � M� 737.47, m� �° '� ��yT'�'�=--�.,-' .��;•` 30,02` 1910636• NUMBER BEARING ➢ISTANCE l ` "�i a �^ 1417 lu ,r, g ". �£o m' ir00' 39,50' . 28'17'27' Ll N 29.29'13' E 21,20' 5 Z��B r� ]l6i 01 P��i Gry i � ,"r n o I 22.50' .I N I x. / ND LEGAL FOUND 0 0 �21 '° l�s .,�'1 ��c'v}��/ p IFS 88'S9'17` E 1"17.50 ROW t00A0'_I I • Col 80.00' 33,75` 24'10'07' L2 N 29'29'13` E 17.30' �' I OW h, - J!C2 80,00` 34,21 24'30'00' L3 N 34'46'17 E 34.11' rt, PJ- ,L�/ P� =�'SC w• I �2 �;? ,,;'ems S,. - •• �I 8129 SF F 22.50' /c6 S�`, '� 113,37' I =,w 9 :I -�w,'.,,n, ,4 ,., r-3 80,00' 16.55' 11'51'16' L4 N 60'33'11` V 20,02' �I 11608 /.yo ROW ;�Cy FJ,l� o 10' PRIVATE II _ }t_I , J.SD' i sir ass a SD ESMT I 1 `°- ' s '" '24 80,00' 23,74 17 00'00' L5 N 39'34'43' C 22,27' © = I n '1,:. '- ° n s o':`"4"- C25 80,00' 30,02' 21'30'00'l0' PUBLIC RO;.. i ti 75009`$F"� L6 N 39'30'43 E 22.22' UTILITY SMT / CPS ti o 29 IA ,,.„1" ' C26 80,00' 41.16' 29'28'39' ' 'TRACT Cz,� I o ° �� I4418�'" L7 S 88'S9'1T E 40.64' N 5• / I.., 7936 SF I •1 a, L8 S 54'30'43' W 16.82' • Jz, 0_ f !& / /� G�,�7 6552 SF 4191 I 1 N'M ,5,,1w NOTES r ' / S88'59'17' E S 88'59'17' E I a �i / £1627 [ • o w- IQ ' f t CO 1.r- SEE CONCREIE MON WITH BRASS CAP IN CASE WITH COVER. P56562 20 J1606i \f c'I' 10' PUBLIC 113.37' T, �I No,. rj 2.• SET RE-BAR AND RED CAP PIS. #27817. 7500 SF I ! UTILITY 23 I 2p �'- aQ; in 3.0 FOUND EXISTING REBAR AND CAP MARKED PLS #9569 OR AS NOTED. ® 10' PRIVATE' I N ESMT o O l q o N .i -'1'. VISITED 1 4-2017. I I N 8287 SF o SF �` 7500 SFI4. EQUIPMENT USED: CARLSON CR2 2" TOTAL STATION. f SS & SD.ESMT v, V I �` I jy. N I^ 605 ply ' 114201 5. ALL CONCRETE MONUMENTS WERE VISITED ON 2-1-2017. 62�j, 1 n I - Y ' ,; F s�'"� J ti 6. ERROR OF CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS. III? 8' I 1;3 • S 88'59'17' E ',J I . I• N 87'47'58' W N 7. SURVEY METHOD: STANDARD FlELD TRAVERSE. 13 N 117.78' , ' 100,00' 8. BASIS OF BEARINGS: Record of Survey. AF 200104030063. I 19 I' I`_ N19' PUBLIC I 9.=ADDRE55E5 SHOWN ON PLAT. m • 1 m ° 4" I o c, 24 : =,Y I UTILITY ESMT z 10. SEE SHEET 3, PUD AND PLAT CONDITIONS #2 FOR BUILDING SETBACK O c, 7500 SFoI I . c I� pt:kH s.o,I ,7 7sz I IN v,if In, 9 I REQUIREMENTS. S © h 6041 , 810 S;x- „; i..9 fa F 1r �I 7500 SF . tie< `r N6I Ig IFOI°: I 50, 1 - ry 22j, , In 4 I. 11 I I 3 ! 0• 'I I I `-=`�:S 88?` 9'1]''I E + r\- .•B8'59'17' E I z$z It, 7c'4 W 22.50'17 5 _ 1 N B7.4J sB w OFFSET PROPERTY CORNER NOTES a 1 ROW ROW z. 6.07w sp 1 •113.37' I I • u) m -ay zo 100,00' 1Q REBAR & CAP SET 1.00' S 32'20'SB" W OF m r1 n 1 - °:sV 2 ' ! I m I o I TRUE CORNER DUE TO FENCE. .° or i -' I l294 S r; ,, ' J 26 I M `"'I N 10 0 ® REBAR & CAP SET 1.00' 5 1'20'14" W OF o ,781 SF I „'° ,. -, I TRUE CORNER DUE TO FENCE. ® • �R 1�N 8175 SF I J +F, 7518 SFI� c ® REBAR & CAP SET 0.75' N 1'0'43° E OF k.w ,, won ACK I J15051 �/ !F 0 115041 in n TRUE CORNER DUE TO FENCE. o ss a- 9259' E � F L. _-I'- LI0' SETBACK_- c L! x ® REBAR & CAP SET 0.50' N 13'21'22- W OF 1 N 88'S9'12`=' •" 1,o- 74,35' 74.19' / I TRUE CORNER DUE TO FENCE" \&: RhI� s° C3 N B7.4 '58' W <v.of wnsN:.. 1� �, ® REBAR & CAP SEE 1.00' S 62'27'00- E OF w d/► END REBAR & PRIVATE 20' SHA D, -- '' '• r LATITUDE CIRCLE ' 1 /cQ 109,56' TRUE CORNER DUE TO FENCE. ('- $',../r1 -CAP HERRIG5TAD UT1 f.us AF�70 4r: o ' ��,'' 11d►� i y 6+ �1) 4o N 88.59'iT V 148,54 /5 © REBAR & CAP SET 1.00' N 58'29'41" E OF /, ,. �. ;_ w L,,� ti �o f TRUE CORNER DUE TO FENCE. , .2� vem ;. 3 8054 SF o ® REBAR & CAP SET 1.00' S 2'12.02- W OF fe ... m �. ¢�_ 39,t8'* 80,00' 29,36=-_L. �' ck� ,3-b- I I n '' CORNER DUE TO WATER METER BOX. ^� p r i0' SETBACK 10' PUBLIC - \ �- 1506 Q - , .R 2,UTILITY ESMT v s2'F' v\ ' �,. .°: '' , 17 16 15 r 14 13 2,_ < N 87'47'5B'W P5 .7: ._k' a441. 8092 SF 7930 SF "`� 8000 SF 7617 SF A� ��ID 9a,st' ` OWNER/DEVELOPER LAND SURVEYOR� tlt'` - P r1 12 GRAPHIC SCALE 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS -f '�'' ° ' f _y h5181 �"� 115161 If5141 �,1 11512� 14, 4� `" �" 8$49 SF �; zs 0 zs 50 IOo "'" "'= "''''" w`' 30' SETBACK - - PO BOX 319 4320 WHISTLE LAKE ROAD Ga;, pp �il� i„ t ''''''''.`1. hl - - �I; ® ( RI FEET ) ANACORTES, WA 98221 ANACORTES, WA 98221 `A" , , 75.00' • 89,0B' 0 `r1 l0' WA ESMT 1 inch =50 IL. N �A. 'i. ;5, 80.00' 80.00' 76.06' a 103,9B' 34.0' woe '; .y"`iti B - 1/16TH © S 88°5' 17' E 504,12' SHEET 2 OF 3 < 11 ,. CORNER *NO STRUCTURE ON / .- sl _ / P82597 P82596 LOT 15 SHALL BE CLFARIDGE orv. , P LT D---2 015-0 0 0 3 PW #16-0 0 5-D E V u :- TALLER THAN 25' AF#8204220013 '13, '°'.:�,°r"!" I FROM THE NE / PB2593 • I CORNER. PB2595 P82594 / OWN BY: DKH HERRIGSTAD ENGINEERING & SURVEYING SCALE; NOTED DATE: APRIL 2017 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 JOB 2015-53 48 NORTH PLAT & PUD Ilia Belli �iijiii SECTION 22, Skag}tC 'Lnr gdher •2 -1166.00 TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. f421*1.age t}f 311:40AM CITY OF ANACORTES, WASHINGTON a; tee ee 'fir - §. h,. 3 PUD AND PLAT CONDITIONS k e =�,,_:. ,eel , 48 NORTH PLAT & PUD UTILITY and ACCESS EASEMENTS & DEDICATIONS LEGAL DESCRIPTION �,' `._ ' •c""� e 'w ... Aug„ PUD-2015-0003 1. An easement is hereby reserved for and conveyed to the CITY OF ANACORTES, That portion of the South 1/2 o teteeteeethecst 1 of he So fF t tj4, of Section 22,Township PUGET SOUND ENERGY INC.(A.F. NO. 201607050142 & 201612060089), FRONTIER 35 North, Range I East, W.M.d inase6outhea ly of.( 1§ii,IRROWS BAD'ROAD', EXCEPT the 'COPPER All parcels within the subdivision are subject to the "Findings of Fact and COMMUNICATIONS TELEPHONE COMPANY, CASCADE NATURAL GAS COMPANY, AND MINE ROAD"along the East4 a ti'ereof,. t CEPT tekfolibwing described tracts: Conclusion of Law" as adopted by the Anacortes City Council on the 21st COMCAST CABLE TELEVISION COMPANY and their respective successors and nrr , ''' , r 'b- Fj31` day of March, 2016. The following Conditions were required to be assigns under and upon the front ten (10) feet, or os shown on the plat, of a.) Beginning at "'Seiikfjeastt`i lmar pima Soutane) ofM he Northeast 1/4 of the Southeast 1/4 identified on the face of the Plat. front boundary lines all lots, tracts and spaces within the plot lying parallel with of said Section; e. t;;, t3; 11_, 4 ..� -en atom ng-a T61ic--streets- -showe_un tere-peat ir ru-whiph-ta cons c- -t ea aSce 6`'1ee.s ang- .e. Irelineee snid South le of the Northeast 1/4-ad the 1. (FT #10) The lots-In 'us-subdivision-are subject to-applicable water, operate, maintain, repair, replace and enlarge underground pipes, conduits. Southe4s 4, 30.4 fa to-14 Wesbt;line of i1e 'COPPER MINE ROAD"; sewer, and stormwater general facility and hookup fees and transportation, cables and wires all necessary or convenient underground or ground mounted then c tinu3 f artFlc.88 9Q6'slyest 7 81S feet tire, and park impact fees. These fees are payable at levels in effect of appurtenances thereto for the purpose of serving this subdivision and other ,ttence�h 1 i}eeee a 6 3d'tfeet to the North line of the Southwest 1/4 of the Northeast the time of buildingpermit issuance and maydiffer from those fee levels F� property with electric, gas, telephone and other utility service, together with the �wa1�$ of'�e}9llteasf' /4`',_mike-et-true point of beginning of this description, said point being currently in effect; sewer and water latecomer charges may be payable. right to enter upon the streets, lots, tracts and spaces of all times for the r the"iorthwbgt civalar'nnf thattcertam tract conveyed to the Port of Anacortes, a municipal purposes herein stated. • e o�'on, *de reoeil July 22, 1968, under Auditors File No. 716164; 2. (FF #11) ZONING INFORMATION: �P ' Underlying Zone: Residential District (R2) 2. A 10 foot private storm drainage easement across the North boundary a+`f n: thet e km sci tratt,point of beginning run South 711'29'West along the West line of said Port Zone's Minimum Lot Size: 7,500 Square Feet Lots 2, 3 and Tract B as shown on the plat is hereby reserved for and e, ex,,t of Apo*tro `�,W°�Jistonce of 15 feet; conveyed to Lots 2, 3 & 4 for storm drainage to service lots 2, 3 e^live_ thence; es'.paralle with the North line of said Southwest 1/4 of the Northeast 1/4 of the Gross Acreage: 7.48 Acres (included 1/2 abutting ROW) y 9 Reese:olive, ��'€b_ `'t Net Acreage: 7.20 Acres which to construct, operate, maintain, repair, replace and enlarge ut Servo Rn =._.,, Southslest f;/•/4 to the Easterly line of the 'BURROWS BAY ROAD"; Zone's Maximum Density: 4 Dwelling Units (DU) per Gross Acre pipes, thereto for the purpose of serving the lots herein. The mgetitegrdnceA,:iif •^lejsee"e I+fg4herly along said Easterly line to the North line of said Southwest 1/4 of the Northeast Density Calculation: 4 DU 7.48 Acres = 29.92, rounded to 30 DU the improvements to the easement will be the responsibility of aril ZTiared by tr_ l/4 efFt a Southeast 1/4; the benefitinglots. Proposed Lots: 30 Lots t1 Community Park t ' , 'tbA'nce East along said North line to the true point of beginning. li SETBACKS: 3. A 10 foot private sanitary sewer easement semi ereeleafthwet mundane, or b.) Beginning at the Southeast corner of the South 1/2 of the Northeast 1/4 of the Southeast 1/4; Lot 1 and Tract B as shown on the plat is hereheet'ese ,gfi fort, ntee coiveyed_af L Front Yard: � .:_. r' thence North 86'59'46' West along the South line of said subdivision 30.00 feet to the West line of For lots 3-17 only, the front setback is 10 feet for the residence & 20 to Lot 2 for sanitary sewer pipes to service lot 2,'in.,,riehich ettrie c est t, y operate, maintain, repair, replace and enlarge under ound pipit fdt theeepiew,.p r the "COPPER MINE ROAD", and the true paint of beginning: feet for garages. of serving lot 2. The maintenance of the impro#errents to the?as$ment will be thence continue North East 6"West 781.88 feat All other lots must meet the 20 foot front yard setback for the R2 Zone. L. 1u thence North 711'29" East 669.34 feet to the North tine of said subdivision; the responsibility of lot 2. 1 ee 4' 'r • Rear Yard: ,s+" ' :,4. thence South 88140'23"East along the North line of said subdivision 760.00 feet to the West line of For lots 3-17 only, the rear setback is increased from 20 feet to 30 4, A 10 foot private sanitary sewgp'&Stgrmettecii ge v semee 'rose the the 'COPPER MINE ROAD'; feet. West boundary of Lots 27, 28, F,E,' .t a eephoien fie_thelefot 'hereby thence South O'18'59e West along said rood a distance of 664.96 feet to the true point of All other lots must meet the 20 foot rear yard setback for the R2 Zone. reserved for and conveyed to tats.t 27, 213 2 •:&`3Q-wfioe'stenitary sewer & beginning. storm drainage pipes to services+tote 6, 27, 2 : 2' & 30 in which to Side Yard: construct, operate, maintain, repaiit*dace and`!lenterge underground pipes for Situate in the City of Anacortes, County of Skagit, State of Washington. All Pots shall meet the R2 side yard setback requirements for the R2 the purpose of serving the lots her �. y.The meentinance of the improvements Zone. to the easement will be the respon wlite4 f3 frill ,Shared by the benefiting lots. 3. (FF #15) A homeowner's shall be established and be 5. A 10 fo Nprivate sanitary sewer 8t eve drainage easement across the 3.responsible for the homeowner's is association the bish b on sable (Tract A, West bound lff, Lots 18, 19, 20, 21 & .Tract A as shown on the plat is ) hereby reser.2' Pk and conveyed to Lots 17, 18, 19, 20 & 21 for sanitary IMPERVIOUS COVERAGE LIMITATIONS landscaping buffer (Tract B) and community park (Tract C). sewer & storrri Cr ra .)age pipes . service lots 17, 18, 19, 20 & 21 in which to Based on the storm water design for the plat the total impervious coverage for each lot is 48%. c ct, opera jntaire,Ale@ replace and enlarge underground pipes for 4. (FF #19) Pursuant to AMC 16.50.120 (D), the applicant shall record "e,ppur s ee of sr•.rui tFjete Ot�a^herein. The maintenance of the improvements notice with the Skagit County Auditor's Office which provides a public t't tplb,.,ea &ent wifti '`et .rfTosponsibility of and shared by the benefiting lots. record of any approved tree preservation plan and conservation areas; the e. "w, "�- ,ere application of this title to the property; and that limitations on actions,.: . 6.�A`t20 leeet &`" _ f public water main easement on and across Lots 12 & or affecting the property may exist. See recording number on sheet i e se 13 s..t-46e art,,,thw plat is hereby reserved for and conveyed to the City of `e, Anafyorfeseifi'whist to construct, operate, maintain, repair, replace and enlarge 5. (FT #20) This Subdivision is subject to the Tree Preservotktirielefutree 'Lie *-ie;and rot nd pipes for the purpose of serving this subdivision and other property Dated August 12, 2015. Retained Trees shall be maintained."by_ Jae,A,Igf ' t�vith�ate service, together with the right to enter upon the streets, lots, tracts owners, unless approved for removal by the City of Anacor-`s.' "" died s'ocs at all times for the purposes herein stated. i di .,ke, '''I . 6. (FF #21) The maximum permitted height for Lee.15 s)7aIl be restrictg i� .,a access and utility easement on and across Lot 17 is described in to twenty-five (25) feet from the high point of tt e ope`rity existing 'e T` Audlitor's File No. 201702240096. grade. h,�, A... e. 'e. `;t,. a ,A ' ;5, ' ",. ..; •err,esvr: u,r 8. Tract A is hereby dedicated to the City of Anacortes as a storm drainage 7. (FT Modifications) Lot coverage is Ri df]p from R, Zttnireeeastrict''W'° conveyance and water quality treatment facility. Tract A will be maintained by y' the 48 North Home Owners Association and the City of Anacortes. The 48 maximum of thirty-five (35) percent..t$`o,;FlSiaxlmetra of }Jrirtyt,seven"and North Home Owners Association maintenance and upkeep requirements are one half (37.5%). ‘r, R; ,�; e„ v P P 9 r -r ,, rr" ,,:' identified in the recorded Declaration of Covenants, Conditions, & Restrictions. ,�„ rr 'l., See Note #I on sheet 1 of 3. All other maintenance and upkeep is the " • ou$u responsibility of the City of Anacortes. �1. tu, 9. Tract B is hereby dedicated to the 48 North Homeowners Association for the gi0 !fn' e. $%yr° purposes of landscaping and landscape maintenance. 10. Tract C Is hereby dedicated to the 48 North Homeowners Association for the '11 p,onMr»IHllub5nmm�vnmumm�mnq le ,e2`" "N-, "� t. purposes of a Community Park to be maintained by the Homeowners Association. II, ,. •s -•" t. 11_ All common retaining walls will be the responsibility and owned by the 48 a �4..oe ii5.4'td� _ f s'e. f I '9€ North Homeowners Association. A 5 foot wide easement across Tract C and Lot , i o:, r 'S `e. ';r4 , r 30 for the length of the wall as shown on the plat map is granted to the �` ►+ flj,r t. 4,• `t, ". Homeowners Association for upkeep as identified in the recorded Declaration of Au'1" v./ '' _"' R, "' ,,e, Covenants, Conditions, & Restrictions. See Note #1 on sheet 1 0€ 3. r; -25gv� 4°'41--0,. . d}� fir,. - "s`-:'c,rr °.'; "`.. .,a="kmws,°',.. LAND SURVEYOR s, .......... _ ZfJI OWNER/DEVELOPER `�"r L""° =4• , .� >,,,� ti 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS „ `-" +a ,�^.v PO BOX 319 4320 WHISTLE LAKE ROAD ` , NL . %. N ANACORTES, WA 98221 ANACORTES, WA 98221 • h. -44, SHEET 3 OF 3 y, t.. fM :int.,, ▪ 'L,. PUD-2015-0003 PW #16-005-DEV y,_`_G._ OWN BY: Dl<+ HERRIGSTAD ENGINEERING & SURVEYING SCALE: NOTED DATE: APRIL 2017 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 JOB 2015-53 Y M Ty_ ,4 1 h,j) Trsi 1 0 0 16 CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 1518 Latitude Circle Owner: Landed Gentry Development Inc. Constructed by: Landed Gentry Development Inc. Building Permit #: BLD-2017-0394 Date issued: September 8, 2017 Use Zone: R2 Dated: March 12, 2018 K -, Authorizing Official: (- 0/..Z.-25-C--------