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HomeMy WebLinkAboutStorm Water 1-5 BLD-2017-0658 1414 Latitude Circle . 0 ' _ City of Anaeo °ties. _ nvo mea�P r fl u' e LD-2 7��J(� `,. 904 6th Street f t P.O.Bo 547 i,:�� pNed dated `2121/2 t7 - Niftimmilellell.' 18 ''•`- / r Anaco tes, WA 98221-0547 � ��' ' � '2i� 2�� Y.'"..,,,Yta. 1891 ' Ex pre- mate: 08112/2 9 -1901 Job Address: 1414 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new 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: Phcroe: (360) 755-9021 License #: LANDEGD062D4 General information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,875.35 Basement Square Footage 501 Plan Review Fee 1,668.98 Lot Area 8092 Mechanical Permit Fees 130.25 1st Floor Square Footage 1988 Plumbing Permit Fee 209.00 2nd Floor Square Footage 1106 State Building Code Fee 4.50 Garage Square Footage 541 Sewer Inspection Fee 50.00 Deck Square Footage 87 Storm Drain GFC-Residential 1,550.93 Porch Square Footage 47 Sewer GFC-Residential 9,206.33 Building Valuation 436000 Park Impact Fee 615.00 # Forced Air Furnace <=1,000 1 Traffic Impact Fee 900.00 # of Other Fixtures 1 Total Calculated: 17,410.34 # of Backflow Devices 1 Deposits/Receipts: 200.00 # of Bathtubs 4 # of Clothes Dryers 1 Total Due: 17,210.34 # of Clothes Washers 1 # of Dishwashers 1 # of Gas Fireplace 1 -- --0 03 ci -ri at r- t-. it, # of Gas Piping 5 mf•, ' � CntO -s c) = E r CO # of Gas Water Heaters 1 . 'i' ir. N.) tom. --.11--. el- # of Water Piping 2 .. in f- µ i •1� ifs el- • # of Hose Bibbs 2 0 -� i N., fi G ?f i_n # of Kitchen Sinks 1 . =' o o, s --I inn i.-, • of Lavatories 5 C. CO # of Range Hoods 1 •■ COIx, , O• ,;) t� # of Showers 4 m tt. # of Slop Sinks 1 — t -i rm. ' # of Ventilation Fans 6 -n �'- r # of Water Closets 4 • 03 ` ? m w 7' f'it r-� f-t r- o. -.J l -n #..)i i it. .11 rc C' v' m .--.. ci.. i-- ,-.. ,.... Z CO CFI --J --J ci. -i co :In .a it 0 I`•J h•.} w i—i {.,J i 1-'4 1-'4' rt Z .• c' 0 tt. rt i:.i p•_I CO in -1 it. -7 CO 4..• .-h C City of Anacortes Invoice/Permit#: BLD-2017-0658 904 6th Street `'" ''' Applied date: 12/21/2017 P.O.Box 547 Issue date: 02/13/2018 °. "`' Anacortes, WA 98221-0547 Expire date: 0 811 212 0 1 9 - .„ (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. r 0 ;-i --- it IGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 01TYatt) ril 1000 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: 1414 Latitude Cir. Owner: 48 North Anacortes LLC Constructed by: Landed Gentry Development Inc. Building Permit#: BLD-2017-0658 Date issued: 02/13/2018 Use Zone: R2 Dated: September 7,2018 (%f Authorizing Official: �;- �_ r , I • I 1 • ,• __________._ _____ , . . , . , . Lertly tootle \AvrAs1, 11:Nr( 11( )N, s't Nrt I .., . .. ,. . . ;,:f- f, ,i- S tf f I 0 ,T) 1" f r . Residential Building Air Leakage Test (Blower Door Test) Results N fl"" 'Llft Permit#: Li X. ......_... ,e-, House address or lot number I Li 1 L( )---en 4.-i +-u* d e., LA City: 11:kii‘.C-...C.-0 k-e•-•S .4.. LA./. A Zip: CA ig z-7---t , AZ\ Cond, Floor Area (ft2): .-).i, cs"' -r _ Age of house: --) v c't*-‘,,d, Irski I Source (circle one); Plans Estimated - Measured Results shall be reported as Air Changes per Hour at 50 Pascals (ACH56) and shall be calculated as follows: ACH50 = (CFMSO x 60)/ Volume Where: CFM50 = Blower door fan flow at 50 Pascal pressure difference Volume = Conditioned Floor Area of the housing unit x ceiling height ..... _ . .. -_, • Blower Door Test Result; _ 174,,,f,„ ..4 Ac.,,, ',..3L-C; Y ca_ CFM50Pa ,..._______ _ . h...., a i a * .u.r•AW...*•“.....•*....r Ring (circle one If applicable): Open A B C Blower Door Fan Location:Cef0e...., gievIre:cre,4:34/eather Conditions: .,. : I /7- v' I certify that these blower door results are accurate and determined using standard industry protocol. Company Name; t ‘c.A.3"Ir- e-A7 LILT I___, 4-4_j.techniciatt ). ‘N..\0",s 0 2,o Technician Sigpatr;e: it" ",-4' / „,,,,#'- 15ate.11\132,P i IL Phone Number:'''''.;4 21115 Washington State Energy Code.reference R402.4.11 Testing, The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding$ air changes per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches wig. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third pally.. A written repoit of the res t ts of he te. shall be si med b ,the 4irty e nducein f the tefit tn I ) ° prided to the code o 'kith Testing shall be perfbrmed at any time. after creation,of all penetrations of the building thermal envelopt.4.Once visual inspection has confirmed sealing(see Table R402.4.1.1), operable windows and doors manufactured by ,wnall business shall be permitted to be sealed off at the frame prior to the test, . .:.r '�Ay���s� '#ri �' A', -y"'3c r ': suG ,..X .a- �: ^�'' t .�^.a '� c`� Y 3' e » t�a v.--rtE. ,nL-; .r3 -s..� :..�.e� ..!�s, - - RSA INSTALLED INSULATION CERTIFICATE s.. P.O Box 2921 Office: (360) 424-5179 Mt.Vernon WA Fax: (360) 428-5081 ..: ... -' ....: INSULATIOPI a SCE We certify that the following residence has been insulated with the following materials: Flat Attic Blow VALUE R-49 Sloped Ceiling 51/2 Rigid .` VALUER 38 Exterior Walls VALUE R-21 Crawl Space VALUE R-38 Address: 1414 Latitude Circle,Anacortes WA Certify by : Se/r91.0"' L_a a.tto-- Date Installed August 2018 Title Manager _ III_ W � t _ I w T -I Z1 I a — i Z O H W a r 6_ \� — — ctin r c S Ir rI .:„.::_:. k t 1 r _ ..„ i ...._ f -•• at (Y1' 1 J •• I. - .. i .. . . .. ... . . f .4 lei .... a 1 . ... .. .•••• .._.1 .._.. ic, 91 , L t O ____... . . ... . : 3 _1 tl ::•:::•.; 1 ir -cA.- t r-I i " ' �SC( l ...se ••.• .• I r - , 1 cc {ry4 L F T 1 1 `V I. s-'.c s -. .:'.• :.i ...L.J I li__ .i . I IMF xI I I _ _. ---a- J . ... . .........._ J I : •: 1 gitl , .„3., ______ . . ... , 1 al I c.z k , , - I I � _ ' 61 -In..-. 1 P a • ^ ..� P I r ! , r c o .__ I' , r. z O ' — o I ! H il 0 J. U /5: ••••• .- , ----77- g 121 CI H r� k ) 1 P EliE—r Q E—, .... I :::: I U <G 0 0 i irEi JFEB15 2018 [Di CITY OF ANACORTES February 14, 2018 Anacortes Planning&Community Development Dept. Attn: Groc Fyrrce RE: Plan revision for proposed home at 1414 Latitude Circle (BLD-2017-0658) Due to some of the steeper lots we have been building on recently,we have asked our Engineer to provide an additional option for foundation wall heights. We have incorporated these details into our set of plans for the above mentioned address, as well as making any foundation revisions needed. I have included (2)full-sized copies of each changed sheet for your files. Jack Reinstra Landed Gentry .G1T r, PLANNING, COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT Apits RESUBMITTALI PLAN REVISION /ADDITIONAL INFO COVER SHEET Mailing Address:P.D. Box 547, Anacortes, WA 98221 \Zig"(41 Office Location: 904 61h Street, Anacortes WA 98$21 Phone: (360)299-1984, Fax: (360)293-19384 FEB 15 2018 ,, Please use this form to submit revisions or additional information,to your 1 ey_tt 6 ,1 i Permit/Project#: LD a C' `ca i j Date: '2 (4-— t' Project Name: PLAT—OF 0042,TL LOT 5 Project Address: l4-(4- L.TI-UPe Project Contact: . p� �i l`1STI�,A, Company Name: Me/Cri:LIAT tai�t�- e4e Contact Phone: O-1 55_ . ! l5" Contact Email: PVZ `c n Has the permit been issued yet? XI Yes 0 No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer(if applicable). Has this been done? 0 Yes EA No cLicn get t t d F.e'P(-C-B c )) What department(s)is this resubnuttal/revision/additional information to go to? ❑ Planning Dept. I .. Building Dept. ❑ Fire Dept. ❑ Stormwater 0 Public Works Dept. Is the plan revision or additional information,in response to a plan review letter? ❑ Yes. A copy of the plan review letter with itemized re pones to each item is required. No, the revision or additional information is initiated by the applicant, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: UP—oPT 1A0/6c41 AI 1.4cI CGt�Cc, t ti-"e c t-i ci C u L C) Are you submitting a full replacement? 0 Yes l No If not what page#is being replaced? A-9 l Two full sized copies of all revised/additional information is required.Has this been done? .R Yes 0 No Two 11"X 17" reduced copies of revised site or floor plan is required.Has this been done? 0 Yes 0 No (\1 , Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. ❑ Site Plan tp. Building Plans ❑ Structural Plan ❑ Landscape Plan 0 Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report 0 SEPA checklist 0 Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis 0 TESC Plan ❑ Civil Plan 0 Lot Coverage Calculations 0 Impervious Surface Calculations ❑ FAR Calculations 0 Grading Plan 0 Survey(Boundary/Topo) O Mechanical Plan 0 Plumbing Plan ❑ Other: FOR OFFICE USE ONLY: DATE ROUTED: ROUTED TO: DATE APPROVED BY: ROVED: ROUTED: CV-Building Dept. / ,� ❑ Planning Dept. ❑ Stormwater ® Public Works Dept. ❑ Fire Dept. ❑ Third Party Review I � �. L 2316 Antone Way Tim m K. Garrison, oE o Anacortes,WA 98221 Phone:(360)708-1865 Consultong EW uneer TimG@TimKGarrison.com Structural Analysis: Retoin ng Walls at Vayioi s Locations in Skagit County, WA Client: Landed Gentry Homes and Communities CC/Job Number: T17037 Building Design: Landed Gentry Date: January 25, 2018 (kin REV! 1 itp 141' I '� 111 FEB 15 2018 CM(OF ANACOFT7,- )irryfittic - -240, C7lArr. INDEX: Design Sketches SKI —SK2 Callouts and Tables CO1 Standard Specifications B—D Total No. of pages excluding cover sheet: 6 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). r - - , I . I I , I t -t • ' • ; ; i p11�',11 r r • . .. __ _ . .. _. :. _. _ ___ . _. _. . . . . ,40 _, . . , .. , ; ; : - : . . • 1 4.Lt • ; ••A : " ; ; -.. ._. • ir — I — - • , ��� �\ _A. . .. ... - H i - .. C i• f _- :.. _ .... . _ . __ . 1 • 1 , 11 11WW1/1 r I /L I ll j 3Y • • as ; • !• - _ vi • • YI . I • I r 3A . .. C - . _____b_j_____Ige I • • • . HH ± H4 ; .` ' .• r • tNia { off : • IL d • P • • ; ; ?ISA a oe it iall..: "9 j . ' ' L. . :.' I - Tr.l - . � V 0 . om' r • i • I I I ' I 1 r i i --j--(4 ' ! . • . ' . 1 199 1 a Q k f),': rJ �9 1 Qt 11s `y � i kri p r11 = ---71Bpi li I • t -' - -I ! 1 1 ....a._..rv.i—i-Wc . : 7-:7"1"- ..:-: 1, :t ''n �—.� •.r _ e . r at .4, , \N... 2ff tag okii____,i . . , 9- ÷ ..31: 011- - --- Qg , 0 ... ,e -- \ c ri____ ., _._ ___ ___.,„.. n Litt -- i 1 r-; t - ,, c i.,-1, ' it, zNi k \co --------97, . 1 Nil) i, i - " �•rv.2 ea -)S -- • I r f �'Z1, �� :: E v,� t -,fin Y. ..!. - (-nays � w �Q n - ,013 )� � lC s tea' . ��--�---- a o iri ,..300 * , ,siew.L.,.5,.... ;S • > 7 t .� Q 1/p1 7tt' 1 1 ,� c ': • `lam 01. wales / 9 . 3 I 0, }11 �t d k .(1 i. , � o-2. -lacyn \1 r doe 2 = ?1 _ it'i, r 1.... im inn? Id ne96-7/34 .' fi `'mod � } d I • t ' 1 C_LS ? OS 1 .. ::$1 :: • 1 ' -xyvr5j---., _ . 1. - -- ii Nier 1 , . . - ,:q___„,c---- . ,.:. , ] ) , *-Fritsit •• . ,, ......„....... , _s„. ., .L ., .• ie ll I r ' i . tt P • s- 1(7) 1 .7-1 C f • I 4 - 4T- +r ' '� s - :ram ` II Ci i i- - I 0 s-rovni r c i, d r &- -3` \ + . i sl 0 jr-,- get ......._ 11 ,� 1, r�� d Cantiiiever r°ettaunung Walls (with slab at base to resist sliding. No floor diaphragm connection at j top of wall.) A B I C I p E W X Y I Z ' Retained Wall Footing Footing Wall ' Vertical Horiz. Footing Footing Ht_ Position Width Height Thkness Rebar Rebar Transv. Cont. 0'-4° 5" 18" 9" 8°' #4 ct7i 18" #4@12" #4@18" 2, #4 II 4.1' -6' 7" 30" 9" 8" #4@16" #4@12" , #4@16" 3, #4 6.1'- 8' 10" 40" 10" 8" #5@18" #5@18" #5@18" 4, #5 8.1'- 10' 10" _ 52" 12" 8" #5@9" #5912" #5@9" 5,#5 1 10.1'- 12' 12" 64" 12" 10" #6@10" #5@12" #5@10" 6, #5 Notes: . * Columns C, D, E, F, M, N, P, W, X, Y, Z are minimums. May use greater. * Max gravity load on wall is two stick-framed floors plus roof. * No significant surcharge loading. Retained soil is level or uphill sloping no greater than 5-degrees. * Concrete f'c = 2,500 psi. * Rebar fy = 60 ksi, grade 60 * Min soil bearing = 2,000 psf. * Floor diaphragm must be connected before retained soil is placed against wall. * if "W" bars are spliced, min lap splice = 30". * Behind wall drainage is MiraDrain 2000, washed drain rock, or similar with 3" perf pipe to daylight Braced Retaining Wail (top of wall IS connected to floor diaphragm) A B _ C D EF _ G W X V Z Retained Wall Footing 1 Footing Wall MASA Block Vertical Horiz. Footing Footing I- lk Position Width Height Thickness Spacing Spacing Rebar Rebar Transv. Cont. 0' -4' 10" 28" 9" 6" 72" Not Reqd #1 @ 24" #4 @ 24" #4 @ 24" 3,#1 _ 4.1' - 6' 12" 34" 9" 6" 72" 72" #1 @ 18" L__#4 @ 18" #1 @ 18" 3,#1 6.1' - 8' 12" 42" I 10" 8" 42" 46" #4 @ 18" #4 @ 18" #1 @ 18" 4, #4 - 8.1' - 10.2' 12" 50" 12" 8" 24" ' 24" #5 @ 14" #5 @ 12" #5 @ 14" 5,#5 1 10.3' - 12' 12" 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" 6,#5 Notes: * Columns C, D, B, W, X, Y,Z are minimums. May use greater. * Columns F, G are maximums. May use less. * Max gravity load on wall is two stick-framed floors plus roof_ *No significant surcharge loading. Retained soil is level or uphill sloping no greater than 5-degrees. * Concrete f c=2,500 psi. * Rebar fy r 60 ksi,grade 60 *Min soil bearing=2,000 psf. * Floor diaphragm must be connected before retained soil is placed against wall. * If"W" bars are spliced, min lap splice=24". Li O * Behind wall drainage is MiraDrain 2000,washed drain rock,or similar with 3" perf pipe to daylight. u Standard Structural SpecillIcations©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CI DES: Code.The designs herein are prepared in accordance with the 2015 IBC.Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations. There are no calculations submitted with this report.If calculations are desired they may be obtained from the consultant for additional fee. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant.The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., doing business as ConstructionCalc,Inc.,hereafter indicated as"CCI." Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of new reinforced concrete retaining walls of varying heights. CCI takes responsibility only for items specifically addressed in our drawings and calculations.Constructed items not specifically addressed herein shall be built per minimum code. CCI has not analyzed any other portion of any building,including but not limited to: foundations,beams, columns,walls,floors,floor framing systems,roof framing system, connections,etc. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Floor dead: 15 psf O Roof+ceiling dead: 15 psf 0 Exterior wall dead: 10 psf o Roof snow:25 psf 0 Assumed allowable soil bearing pressure: O Floor live:40 psf 2,000 psf. SELECT APPLICABLE PROJECTS: The calculations,drawings,notes, specifications, and/or tables prepared by CCI are valid only for Landed Gentry designed and built homes in Skagit County where snow load is 25 psf or less.These documents are not valid, are not applicable to,and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed,and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations.It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General.Provide adequate temporary support to all walls,roofs,beams, columns,and floors during construction.Design of same is not included herein. Contractor or owner should check all temporary- G supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FO`•1['INGS;FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity, liquefaction potential,slope stability, active and passive lateral pressures,internal friction angle,and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Non-Structural Fill: "Non-Structural Fill"is soil(native or imported)without: organic materials;rocks and lumps greater than 3"in any dimension;trash;and the like.If used as compacted fill, it must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. When roots,rocks,or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill.All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Footing Drains. Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them.Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs,and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard.Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318, latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304,latest edition. Admixtures. Industry recognized and approved admixtures affecting set time,flowability, and/or waterproofmg may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. I Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar)for retaining walls retaining more than 4-feet of soil and their footings,and for structural beams,structural columns and the like shall be grade 60(Fy= 60 ksi)unless otherwise specified in the Plans. Splicing,Bending.All reinforcing shall be spliced, detailed,bent, and supported in accordance with the most recent AO code adopted by the jurisdiction. it Fyrrce, Groc From: Fyrrce, Groc Sent: Thursday, February 15, 2018 12:59 PM To: Jack Reinstra Cc: Ingalls, Paul Subject: 1514, 1414, and 1503 Latitude Circle resubmittal Hi Jack, I reviewed the resubmittals for 1514 Latitude Circle, 1414 Latitude Circle and 1503 Latitude Circle; and, each one has the following, same two corrections that need to be addressed in order for me to finish my plan review: 1. Plans and engineering are not consistent with each other. Please make them consistent and resubmit. 2. Provide a second copy of the engineering for each one so that there will be a copy in the field and one in the file. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 0i7z •twAyywrie,iaA eorxr1imitieJ&to/0(;//rreedicn awd ecryrruiicie. My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 ii.1 v 0 PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT illRESUBMITTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET ti" Mailing Address:P.O. Box 547,Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360)299-1984, Fax: (360) 293-1938 Please use this foi in to submit revisions or additional information to your`pc_a-pplieation. .ills Permit/Project#: Dt7 - 06:›51 Date: '2 a(. -( Project Name: PLhcT OF 4 KoRT-1 - Lot.5 Project Address: 1 -14- LA-ci TUC)G c.t RCS Project Contact: ` t447 0t j )1��..K 1�C tt�ST"(�A Company Name: (���'d,� �`��`� c. Contact Phone: *O- 155 - tO2( 116 t Contact Email:, a cr'4 to : e�ae6-f� ���,,, Has the permit been issued yet? 124 Yes ❑ No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer(if applicable). Has this been done? 0 Yes 4 No 60411 V--G s T - IP i;) What department(s)is this resubmittal/revision/additional information to go to? ❑ Planning Dept. Building Dept. 0 Fire Dept. ❑ Stormwater 0 Public Works Dept. Is the plan revision or additional information,in response to a plan review letter? Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No, the revision or additional information is initiated by the applicant, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: Are you submitting a full replacement? 0 Yes ix No If not what page#is being replaced? A 2„ t Two full sized copies of all revised/additional information is required. Has this been done? Xi Yes ❑ No Two 11"X 17"reduced copies of revised site or floor plan is required.Has this been done? 0 Yes 0 No NA Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. ❑ Site Plan cif Building Plans 0 Structural Plan ❑ Landscape Plan 0 Parking Plan 0 Tree Preservation Plan ❑ Arborist Report 0 SEPA checklist 0 Wetland Report ❑ Geotechnical Report 0 Storm Drainage Analysis 0 TESC Plan ❑ Civil Plan 0 Lot Coverage Calculations 0 Impervious Surface Calculations ❑ FAR Calculations 0 Grading Plan 0 Survey(Boundary/Topo) ❑ Mechanical Plan El Plumbing Plan 0 Other: 21. f�B 2018 FOR OFFICE USE ONLY: ROUTED: ROUTED TO: DATE - APPROVED'EY; ; IYATE it®IYt�bs APP!RoI}: ❑ Building Dept. ❑ Planning Dept. ❑ Stormwater ❑ Public Works Dept. ❑ Fire Dept. ❑ Third Party Review February 15, 2018 Anacortes Planning&Community Development Dept. Attn: Groc Fyrrce RE: Plan review corrections for proposed home at 1414 Latitude Circle(BLD-2017-0658) Please note the following items have been addressed as described: 1. The plans are now consistent with the engineering. 2. A second copy of the engineering has been provided. Two copies of the revised sheet have been provided for your approval Jack Reinstra Landed Gentry �J �� r' ; I RI j1FEB2HD18 CITY OF AN,',C III Jack Reinstra From: Fyrrce,Groc <gfyrrce@cityofanacortes.org> Sent: Thursday, February 15, 2018 12:59 PM To: Jack Reinstra Cc: Ingalls, Paul Subject: 1514, 1414,and 1503 Latitude Circle resubmittal Hi Jack, 1i—Ce .dr,. I reviewed the resubmittals 1514 atitude Circle, 1414 Latitude Circle and 1503 Latitude Circle;and,each one has the following, same two correct t need to be addressed in order for me to finish my plan review: 1. Plans and engineering are not consistent with each other. Please make them consistent and resubmit. 2. Provide a second copy of the engineering for each one so that there will be a copy in the field and one in the file. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 Helping to provide safe communities through education and cooperation My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42,56. 1 T® o II 2316 Antone Way i K. G ai�(J _s Lid o E o Anacortes,WA 98221 ConsultingEngineer Phone:(360)708-1865 g TimG@TimKGarrison.com Structural Analysis: Retaining Walls at Various Locations in Skagit County, WA Client: Landed Gentry Homes and Communities CCI Job Number: T17037 Building Design: Landed Gentry late: January 25, 2018 f. e L. i a,• . 44 i -14kSAL 1(1-648 I swim OW/g I . 4_ -j\_._ ft,,,NNr-- 1 190-A-A .rf)-() fiAr'-I INDEX: Design Sketches SKl—SK2 Callouts and Tables CO1 Standard Specifications B—D Total No. of pages excluding cover sheet: 6 Notes,Disclaimers: ConstructionCalc,Inc.(CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized,stamped addendums). i , FEB 21 /018 Y- t 0'J '. • : • .r711- i I , 1'1� +:17- - - tit�t-, may, Y i , I • . i:Zt1' Z� f �•91-� •%�• = :-a'>>'?ds as A,,• ,.. : : , • • • .. : . : • w 1 '' 09 9 1 • •yy ,�� r II � rj..ejE3 8C�� • : _1,4 I : ! ', . : ' -.: �, 0 „t 9 IS ' `1 d". @ T`t9 i,„ U . y 24 0 Zl n_c a i I< • ' .�`r: i : I BN °:771ef7eQi jp_ 'r)pM CG).1pa. ,: l n "199 co l T -ue s 1,_____ ____ C .., -ter • �f • • -: ' c��.1.5 ''Jo I1`=I`. y..�--- iti Z 57117►r1� aft '1 +2 P A ssc-15�c ocv IP --)+'')ht I. --4,42 rvs--d-,s- li 1 • sd 2 vociz r4I-Viel v-zk 1)-4 • , 44. I''', -.--- y .3> tr,7 ,..o0z) -1- -'s1,--0.0L5 ...r.p..3.1,....v, 101.4 ea . _214,:l.;9- OV01 "t74 - 0.041 ....... .y_023, _nos 257t 0, r. t.,,.. ..... II \-1,a vkq -?-14)°'.7-4 -11-1-011 ______,7,q- 73-1-7.37 li: ‘",\11:1 • 7 1 ,.... 4zao ,-2, =71— /� lien-)kdrv=�d Z 0 '. N4� Ci_IStq_c �g9 x b� 93 S r, o ° I ' ,.� c3 ;. t�76 � �M , 1 i i k. A ' ' '1: . ,____..),N1. . . _ . 5 . ' . , . i 'T �_w. 1 ^ s--)1v r` ( 11 1 Jy -13-y-op ted -z° S er•-3-e)s r .15` isao r cS�") "'`'V C, ��`N7i`i I e� Cantilever Retaining Wail (with slab at base to resist sliding. No floor diaphragm connection at top of wall.) A B C D E W X Y Z j Retained Wall Footing Footing Wall Vertical Horiz. Footing Footing Ht. Position Width Height Thkness Rebar Rebar Transv. Cont. 0'-4' 5" 18" 9" 8" #4@18" 1 #4@12" #4@18" 2, #4 4.1'-6' 7" 30" 9" 8" #4@16" #4©12" #4@16" 3, #4 6.1'- 8' 10" 40" 10" 8" #5@18" #5@18" #5@18" 4 #5 8.1' - 10' 10" 52" 12" 8" #5@9" #5@12" #5@9" 5,#5 p 10.1'- 12' 12" 64" 12" 10" #6@10" #5@12" #6@10" 6,#5 Notes: * Columns C, D, E, F, M, N, P, W, X, Y, Z are minimums. May use greater. * Max gravity load on wall is two stick-framed floors plus roof. '` No significant surcharge loading. Retained soil is level or uphill sloping no greater than 5-degrees. * Concrete fc = 2,500 psi. * Rebar fy = 60 ksi, grade 60 * Min soil bearing = 2,000 psf. * Floor diaphragm must be connected before retained soil is placed against wall. * If"W" bars are spliced, min lap splice = 30". * Behind wall drainage is MiraDrain 2000, washed drain rock, or similar with 3" perf pipe to daylight. (Braced Retaining Wan (top of wall IS connected to floor diaphragm) A B C D E F G W X V Z I I� Retained Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing Ht. Position Width Height Thickness Spacing Spacing Rebar Rebar Transv. Cont. 0' -4' 10" 28" 9" 6" 72" Not Reqd #1 @ 24" #4 @ 24" #4 @ 24" 3,#4 4.1' - 6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #1 @ 18" 3,#'! I 6.1' - 8' 12" 42" 10" 8" 42" 46" #'l @ 18" #4 @ 18" #4 @ 18" 4,#4 8.1' - 10.2' 12" 50" 12" 8" 24" 24" #5 @ 14" #5 @ 12" #5 @ 14" 5,#5 _ 10.3' 12' 12" 60" 12" 8" 1 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" 6,#5 Notes: * Columns C, D, E, W, X, Y,Z are minimums. May use greater. * Columns F, G are maximums. May use less. * Max gravity load on wall is two stick-framed floors plus roof. *No significant surcharge loading. Retained soil is level or uphill sloping no greater than 5-degrees. * Concrete fc= 2,500 psi. * Rebar fy= 60 ksi, grade 60 * Min soil bearing=2,000 psf. * Floor diaphragm must be connected before retained soil is placed against wall. * If"W" bars are spliced, min lap splice=24". 1l9 D * Behind wall drainage is MiraDrain 2000, washed drain rock, or similar with 3" perf pipe to daylight. 0 . g • Standard Structural Specifications©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC.Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations. There are no calculations submitted with this report. If calculations are desired they may be obtained from the consultant for additional fee, LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of the work indicated herein is Tim K.Garrison, P.E., doing business as ConstructionCalc,Inc.,hereafter indicated as``CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of new reinforced concrete retaining walls of varying heights. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. CCI has not analyzed any other portion of any building, including but not limited to: foundations,beams, columns,walls, floors, floor framing systems,roof framing system,connections, etc. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Floor dead: 15 psf O Roof+ceiling dead: 15 psf 0 Exterior wall dead: 10 psf o Roof snow: 25 psf 0 Assumed allowable soil bearing pressure: O Floor live: 40 psf 2,000 psf. SELECT APPLICABLE PROJECTS: The calculations,drawings,notes, specifications,and/or tables prepared by CCI are valid only for Landed Gentry designed and built homes in Skagit County where snow load is 25 psf or less.These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls,roofs,beams, columns,and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary- 1 G i supporting devices with a qualified person.Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity, liquefaction potential,slope stability, active and passive lateral pressures, internal friction angle,and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Non-Structural Fill: "Non-Structural Fill"is soil(native or imported)without: organic materials;rocks and lumps greater than 3"in any dimension;trash;and the like.If used as compacted fill,it must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. When roots,rocks, or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill.All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill. Bottom of footings to be below locally prescribed frost zone,not less than 12". Footing Drains.Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them.Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard.Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318,latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304,latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. d I Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content.Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar)for retaining walls retaining more than 4-feet of soil and their footings,and for structural beams, structural columns and the like shall be grade 60(Fy=60 ksi)unless otherwise specified in the Plans. Splicing,Bending.All reinforcing shall be spliced,detailed,bent,and supported in accordance with the most recent ACI code adopted by the jurisdiction. Hydrant Flow Test Report Test Date 4/26/2017 Test Time 12:30PM Location Tested by 1419 Latitude Circle Commercial Fire Protection, Inc. Anacortes, WA 98221 17199 Bennett Rd Mount Vernon, WA 98273 Mark Taitano Notes Read Hydrant New Hydrant, No Hydrant number yet. 86 psi static pressure / 56 psi residual pressure hydrant elevation Flow Hydrant(s) Pitot Outlet Elev Size C Pressure Flow #1 3.5 0.93 29 1831 gpm Flow Graph 100 2804.0 gpm at 20 psi 80 60 psi - 40 207. 0 750 1500 2250 3000 3750 gpm H 7 Created with the free hydrant flow test program from www.igneusinc.com Cl (lc A� 1419 Latitude Circle, Anacortes, WA 98221 ,,, :— -� - ; -- f r _ M 1 1 +, New Development; 48 North - Y New Hydrant at 1419 Latitude Circle • .p ett Static: 86psi Residual: 56psi mir . ,. .,.,k - ti 4" HM Pitot: 29 Flow: 1829gpm Z ,le • �a5 P r 4 v S,, . . r„ ° ;it `' '. :doe .S 1. r am' _ • • 1F'. 1 • q+•y` t a „ '. M._ a . .a4.1 .!, sir" , 1' -a• co r b, '4. ' ' r~ `ram i . 1 1 ,A14 itoor.-- ► _ _ • ":11:::::.;:t.,,,,;.:;.. Illic- ‘ stiHs. • .. K ' �• 15• '!-. �4 �tE'� a �-.s 1 - - � l } 1 • +`` 'v%im. .4r` «1I,+ '' +' , •• L _Y � a f • 'R; sy ' �•F.- i _ `:..i .""`a -....-sue :,,;k_ < '�'�✓ S T PLANNING, COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT ' cApleRESIDENTIAL BUILDING PERMIT APPLICATION ` � ' `'`" Mailing Address:P.D. Box 547,Anacortes, WA 9 ro Office6th t o ` • Location:904 Street,Anacortes WA 98 --,-" Phone: (360)293-1901, Fax: (360)293-1938 DEC 2 1 2017 11 PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMICAUR3124IRMYffES PROJECT ADDRESS(Street,Suite#): Parcel(s)#: I4Id- LATI-rO De Gt .)AA•M.M°E-5/10A-q a--1 41 (10,673 Subdivision/Lot#: Project Valuation: $ � p o-r 46 N oPz14, L 5 `7 /, APPLICANT: Phone: Fax: LA1\loac G 1S11Z.,-( DaJEc.r.2pME•ntT i t IJL. -F.XcD=155_cta2.( Address(Street,City,State,Zip): E-Mail Address: 504- E +-t J , P OP.LI IN(ciani%4 ttiA9 43(2,3� PROPERTY OWNER: Phone: Fax: AS 'JoR-r M .4 C eS, LC 302'755-qOj Address(Street,City,State,Zip): E-Mail Address: CONTACT PERSON: Phone: Fax: �.}Act c� i= t� 5� - &0�55-902,1,ei•%1 Address(Street,City,State,Zip): E-Mail Address: t•)=1- .t✓.-f58 ei vel t) BORu f4(4 r LOA Ra13� LENDING AGENCY: Phone: Fax: .O 2CE `5 ev644K Address(Street,City,State,Zip): E-Mail Address: )6OtgIV tit rya.; M J g.bc, (IA d1SZ? CONTRACTOR:* Phone: Fax: 114ADeD Lt te-i D-'vt~zO' 1 T,Il4G 36:70 i55-ct0Z1 Address(Street,City,State,Zip): E-Mail Address: 5a4 a 0\12, - '.iE1 li f oRt i riTTDt t,tIDA 960 Ss *All Contractors&Subcontractors must have a valid City of Anacortes Professional License#: Exp.Date: business license prior to doing work in the City. Contact the City's B tT bG tse#: � 2` 5 - 19 Finance Department at(360)299-1968. Business License#: Exp.Date: PROPOSED WORK: Co l a -5C-'•f'.0 T O K1 i; ,t t.1Ct it F M I L,`-( C2N e-Si C7r=VA c CNN( La-r- I r2LA O -e-I-fe;. 1.1 ot, T44 PROPOSED NEW SQUARE FOOTAGE: Basement SQ': O1 Finished Basement: ' Unfinished Basement ❑ PtFloor SQ': ( R se Garage/Carport SQ': I 2n Floor S ' l d Q . � t ( Qa Deck/Covered Porch/Patio SQ': .sajp Fire Sprinkler: Yes ❑ No 0 Lot Area SQ': at. oci2 I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: Ptk_ 4, P , el<\t5 � Owner 0 Agent lifb(specify): Signature: )?.1/100101._ Date: 12, 1 Pj- t-1 r 7/ Page 1 of 3 -99 C -9T -P e fcj S olrrw�_ PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT fi RESIDENTIAL BUILDING PERMIT CHECKLIST Mailing Address:P.O. Box 547,Anacortes, WA 98221 44`. Office Location: 904 6th Street, Anacortes WA 98821 ""^_'`° Phone: (360) 293-1901, Fax: (360)293-1938 Plans shall be of sufficient clarity to indicate the location,nature,and extent of the work proposed,and conform to the provisions of the adopted International Codes and City Ordinances. PE,RMIT'TYP1 n St iL i TTAL 0EQ[JII2 ' i': 'v4 o ® o: CD a, ; The iit nabei ind cates'tf a number Of g.Cf-CI ' n oro :;,' copies for submittal (if.>apfili able)a ' , : ,,' CI, : rt , Residential Building Permit Application 1 1 1 1 1 y Site Plan(Drawn to Scale & Surveyed— 2 2 0 2 2 if applicable) )C Building Plans(Drawn to Scale) 2 2 2 2 2 )( Reduced Site Plan(11"X 17") 2 2 0 1 1 ') Reduced Floor Plan(11"X 17") 2 2 2 2 1 >C Structural Calculations (if applicable) 2 2 2 2 2 /` Energy Code Compliance(shown on plans) X Drainage Plan/Small Parcel Stormwater 2 2 2 Plan X Landscape Plan 2 2 2 Grading Plan/Cut/Fill 2 2 2 Critical Areas Report(if applicable) 1 1 1 1 Geotechnical Report(if applicable) 1 1 1 1 y Plan Review Deposit(due upon 1 submittal) 1. Handouts and Standard Details may be found on the City's website at www.cityofanacortes.org or can be obtained at City Hall during normal business hours. 2. Plans/calculation/reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. Page 3 of 3 MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Tot fal#: Furnace: Gas#: 1 Elec#: Other#: I C� Gas Water Heater: #: I Location(s): 4AcRACI(: I .— Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Boiler: Gas#: Elec#: Other#: BTUs: Exhaust Fans: Bath#: 4- Laundry#: 1 Other: . -5 4 Range Hood: #: Location(s): % 1--C,44-e1J I (/� Fireplace: Gas#: Elec#: Other:#: Location(s): 1 ,A,i f (04 c 1 ip Clothes Dryer: /Duct: Gas#: Elec#: Other:#: Location(s): L.6,0/A j gq j 1.------" Stove/Range/Oven: Gas#: t Elec#: Other:#: Location(s): K.i T-C- a Range Hood: Location(s): V—L 1CJ I N Gas Outlet(s): #: , Location(s):CA046.4 e. ` C ��l47rzy tR.- 5fr/ Other: #: Location(s): L--t vcj r TOTAL t(o PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 4.- Refrigerator water supply(for water/ice dispenser): I C/ Kitchen Sink: 1 L./P�.r asure Reduction Valve/Pressure Regulator: - I j Utility Sink: I </Wat r Service Line: 1 (� Tub: ater Piping: Hand Sink: j othes Washer: 1 _Shower: EI ctric Water Heater: Tank-less? Yes El No 0 Dishwasher: t Flow Prevention Device: { Hose Bib: �, "" TOTAL OUTLETS: 161 TOTAL OUTLETS: 5 Page 2 of 3 ot�Y o� AnaccoY tes Planning & Community i1 e�vellopmrae�nt Dept. Permit Center �voa�w� P.O. Box 547, Anacortes,WA 98221-0547 PH(360) 293-1901 Don Measamer, Building Official,Planning Director FAX(360)293-1938 2012 W at r>luliu jtirt Maitre Energy Code S6mp[le Workshc0 This worksheet is intended to assist you in deciding which methods of construction will be used to meet the requirements of the Washington State Energy Code. After completing this form, please add all relevant information to your construction plans. PA 1 Whole-House Ventilation: Select one of the following methods. X, A. Fresh air will be circulated by the central forced air furnace. The furnace must have a fresh air intake duct and the blower must be activated by a timer to circulate air a total of 8 hours daily. B. Fresh air will be supplied by wall or window vent ports in each bedroom, kitchen, living room and other habitable rooms along with a whole-house exhaust fan. The exhaust fan, which usually does double duty as a laundry or bathroom fan, and must be controlled by a timer set to operate according to the fan sizes and time schedules below. The table below assumes a residence of 3000 square feet or less. Continuous operation 12 hours per day 1 bedroom 45 cfm 90 cfm 2 - 3 bedrooms 60 cfm 120 cfm 4 - 5 bedrooms 75 cfm 150 cfm C. A heat-recovery ventilation system with minimum CFM flow rates as shown in option B. PART 2 insulation and Windows: a=► ,Siing-°L� L9Aaciiar (�eilino Vaulted Walls iQ Stat! 2x6 construction* unlimited 0.30 R-49** R-38 R-21 R-30 R-10 ** R-38 insulation may be used with advanced framing, meaning that elevated trusses or rafters must be used so that the full R-38 insulation will extend to the outside of the top plate of the wall. PARTI Air Leakage: The building envelope must limit air leakage rate to not exceed 5 air changes per hour (ACH). A blower door test will be required. Calculate your maximum allowed rate by using the following: [Building volume (cubic ft.)X 5 (ACH)]/60 minutes = maximum cfm rate during blower door test [ d 9 cu. ft. X 5)160] =' ,a Z. maximum cfm rate during blower door test E lERGY CODE CHECKLIST Section R402.4.1.2 of the Energy Code requires that the building envelope be tested (normally referred to as a "blower door test")to determine that air leakage is within acceptable levels. A leakage of.00030 SLA measured at 50 pascals is considered acceptable. Sealing of doors, windows, ducts or registers is not allowed during testing. Section R403.2.2 requires leakage testing of the mechanical ducts to insure that the ducts are sealed. Testing may occur at rough-in or post-construction. Testing must comply with standard W S U RS-33. Section R404.1 requires that 75%of all luminaires (lights and lamps) be high efficiency. Section R403.1 requires that a certificate be posted within three feet of the electrical panel, completed by the builder or design professional, and include the following information. R-values for ceiling, walls, floors, foundation, U-factors for windows, the type and efficiency of heating/cooling equipment, duct leakage rates from the duct testing, and the air leakage rates from the blower door testing. Other Energy Code items to check or be aware of include the following. 6 mil black polyethylene covers the crawlspace area. k/ Water lines in unheated areas are insulated. Heat ducts are insulated to R-8 and exhaust ducts are insulated to R-4. 1. Whole house fan, if required, with a sone rating of 1.5 or less is installed,with timer or dehumidistat. Exterior doors are weather stripped. oV Baffles to maintain vent openings in attic are properly installed. Insulation is installed behind partitions and in corners; fitted around wiring and pipes. Insulation is installed behind bathtubs and showers. V Openings around interior plumbing pipes in exterior walls are sealed. w' Furnace is the correct size. Fresh air system is installed, connected to the cold air return within four feet of the air handling unit. Interior doors are undercut to allow air movement. _v/ Exhaust fans terminate outside the building. _ Showers and lavatories have 3 gpm flow limiters. SIGNATURE: For more information contact: City of Anacortes Building Department PO Box 547,904 6th Street Anacortes,WA 98221 360-293-1901 _ C) _ City of Anacortes invoice/Permit#: BLD-2017-0658 .; 904 6th Street `s. Applied date: 12l2112017 P.O.Box 547 Issue date: � 1, Anacortes, WA 98221-0547AvtAllgar Expire date: 06/1912019 (360) 293-1901 0014:1-- Job Address: 1414 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: sfr 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: Plan Review Deposit 200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,550.93 Sewer GFC-Residential 9,206.33 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 12,526.76 Deposits/Receipts: 0.00 Total Due: 12,526.76 !. I- P- ITI < `? Uio's O a?. t% • n r+ '-'. • 1 I l� O rt .-' O w NO F. CI -j pti a O1 CC7 hi u cn a e+ z 4 •• 0) I/ V' rj,•1 ,.a. .a m m ZT, m .7R 1 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 iAlifo,µ)W IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS CONIIJIIAI )*C ; I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL-PFtV_tSIQI IS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR i305 THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHOR AT dy:A LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. -1 a.rn C' OD N' n; ►-I Gr I 0c0n z 0CDm CD0N CO n "ID '- SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY '-' c' '.� -j D �LI�� '= 18579 W. Lakeview Lane Tim K. Garrison Mount Vernon,WA 98274 Phone: (360) 708-1865 ConsuDtmg Engineer timg@BuiidersEngineer.com Structural Analysis: Reta LIIiYIIIg Wails At - IaidowIs I®catii+ ns In WA Forr Landed Gerrafrry Homes and Comm uni fles Client: Landed Gentry Homes and Communities CO Job Number: T15076 d uilding Design: Landed Gentry Homes and *age: July 21, 2015 Communities iiiill 1011---' LIS1 un "VT/ 1P-.F1 I GAR*i 10EC2120h1 . 1, of wAsk, sQ Q • ..,.„.. Cfl Y OF ANACORTES • `'r o�r2887� iO°1AL. 1 E /b 1 • INDEX: Design Sketches and Callouts SK 1 —SK2, COl Standard Specifications. B—D Calculations. Cl —C20 Total No. of pages excluding cover sheet: 26 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized,stamped addendums). 1 I FF-AN\& LA/W..1 OrTIG,,I, k , NB ,:::)0 2 1 )\........:1, ?-TA z a•►,t A „45r i 2," ,0, ! — w €t. 1. 2 AP, w(IN. h'-FT- ) ^1 —' LNIT z / M g r 5�' m kx - f G - Z,- 00 Fs v - 9 - - 6.b f 5L, , 6,1Q bE (d ` I(. 2` C1� - �t).1 tL gt 21.rU-1,e� 'I E _ �'c5 f tNtd VLAt,.:l 2Oo O1 nQ 17p 51 7 tAA-,41E3a .-�1LAVEI✓ & — _. ! ,A m,a 8 F c-sk_L, S i/ S ty;n Lk..kAd7, c' 5u?P r61) 2 SICr -- { x :4a Sru -, 4�iZS, M t KA LAP f PLI C.E _ 7,4'' 1 a(fj.R� +�.•,6 I 1 ' \ �� �. q ', ` I LI �i a, lz s- fit, J f` CI il, 1K I 1t 11.1r= C -To E L ap a.,_p ,,t,I�C t(Q . 3 ,,,A,....„. (KAY5) 'i JolSi -q9- J Sca-.-J5 o't PA 2 lULEL FLecni")._ . 1.., \?,"'-)vi 1LIAV-2-5 a - ii,i, ____ ___ ,_ ram, C ry >4 r z C l i- yy. „ , , , 5 05 )-1 x I32 } L 1 _J. r R;f�7a �f ' i' '.I 0.--47,5::1-4Ak 1 , . ,,, I:4; . f kci -' .' TatSTi , _ F r�1� fi F Peic»lcuL4� ilii r fin/ To r.taT 4,,.- Lc.• .r - C' 2500 „�,c, 0 !'\ ^� C4dV11L— �Lv �\+� Pit-1 �! G. - - So LL gQr, 1,5(70 ¢ _ 4- 9to-.Cas 4 (off' w j X �— . .1,� ,,i 2. ("5-E Attar_ snow - ,. C-��Av,.(— o�, )AA - Di 12.Ec- FLva;� '` ' 1v � r af ) 11 SIP S ek2 P^1u 4" aG aLA,& li' rh1m L ? SAStGE, J4 C.s {� 2�, _ 1 11 '8 —± . I k<-- .— — —1 -----I ck 9.i / _ i Y �� y E 2 0 `' % — � �'. ---, 1 ,_ r1 4H______, ____tll�nI - ll.l1 I (LC T t r6.� lit-NA y ii r Cantilever Retaining Wall _ A B C D E W X Y Z _ Retained Wall Footing Footing Wall Vertical Horiz. Footing Footing Ht. Position Width Height Thickness Rebar Rebar Transv. Cont. 0'-4' 10" 28" 9" 6" #4 @ 24" #4 @ 24" #4 @ 24" 3,#4 4'-6' 12" 36" 9" 6" #4 @ 18" #4 @ 18" #4 @ 18" 3,#4 6' -8' 9" 45" 12" 8" #5 @ 18" #4 @ 18" #5 @ 18" 4,#5 8'- 10' 12" 60" 12" 8" #6 @ 12" #4 @ 18" #5 @ 12" 6, #5 Braced Retaining Wall A B C D E _ F G W X Y Z Retained Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing Ht. Position Width Height Thickness Spacing Spacing Rebar Rebar Transv. Cont. 0'-4' 10" 28" 9" 6" 72" Not Reqd #4 @ 24" #4 @ 24" #4 @ 24" 3, #4 4'-6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" 3, #4 6'- 8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" 4, #4 8'- 10' 21" 60" 12" 8" 26" 29" #5 @ 13" #5 @ 18" #5 @ 13" 6, #5 General Notes: * Columns C, D, E, W, X, Y,Z are minimums.May use greater. * Columns F,G are maximums. May use less. fl 3 Standard Structural Specifications©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code.The designs herein are prepared in accordance with the 2012 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of this work is Tim K. Garrison,P.E., doing business as ConstructionCalc, Inc.,hereafter indicated as"CCI." Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of: o Braced retaining walls of various heights. o Cantilever retaining walls of various heights. O Assumptions are listed in these Specifications and on SKl and SK2. The retaining walls designed herein may be used on any Landed Gentry project in WA where the assumptions listed herein are adhered to. CCI takes responsibility only for items specifically addressed in our drawings and calculations. CCI has not analyzed any other portion of any building, including but not limited to: foundations,beams, columns, walls, floors, floor framing systems,roof framing system, connections,etc. LOADS Following are the loads used for the subject design/analysis: o Roof live: 20 psf. 0 Deck dead: 0 psf O Roof+ceiling dead: 15 psf 0 Exterior wall dead: 10 psf O Roof snow: 25 psf 0 Interior wall dead: 0 psf O Roof tributary width: 20 ft. 0 Adjacent surcharge load: 0 lb. O Floor live: 40 psf 0 Assumed allowable soil bearing pressure: o Floor dead: 15 psf 1,500 psf. O Floor tributary width: 2 floors at 7.5 ft. 0 Load Summary: Live= 1000 plf. Dead= each; or 1 floor at 15 ft. 705 plf. Snow=500 plf. o Deck live: 0 psf SINGLE CLIENT: The calculations, drawings,notes, specifications,and/or tables prepared by CCI are valid only for Landed Gentry Homes and Communities in WA. These documents are not valid, are not applicable to, and shall not be used for any other client. INSPECTIONS: CCI recommends that the Contractor,Builder,or Owner retains a qualified structural specialist to inspect the items analyzed/designed herein.Note,this is not a requirement for"special inspection"per the building code. • COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. C— Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. TEMPORARY SUPPORT AND BRACING: Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS, FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability,active and passive lateral pressures, internal friction angle,and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters, however,CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical (vibratory or impact) methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. When roots,rocks, or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill. Bottom of footings to be below locally prescribed frost zone,not less than 12". Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318,latest edition. Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content.Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength, Splicing,Bending.Reinforcing bars(rebar)shall be grade 60 (Fy= 60 ksi)or better,unless otherwise specified in the Plans. All reinforcing shall be spliced,detailed,bent,and supported in accordance with applicable ACI code. CONVENTIONAL WOOD FRAMING: General Construction:Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x.229"steel washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2"steel plate washers.Use either 1/2"diameter x 8"min embedment wet- set, or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment,at 16"OC,unless otherwise shown. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather. Pressure treating chemicals shall be inert,or otherwise non-reactive with metal connectors (including nails,bolts, framing connectors,etc.) or structural steel members. In certain cases non-pressure treated lumber may butt against concrete.In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Floors. All wood floor diaphragms shall be nailed or screwed and glued.Use thickness as required to support the intended loads,never less than 5/8". Contractor to verify all span ratings of plywood.Where otherwise not shown on Plans,connect floor diaphragm with 8d(ring shank or screw shank nails,or similar sized screws)at 6"on edges, 12"in field,non-blocked,per IBC Case 1 pattern.Install in accordance with APA guidelines. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. Nails and screws which will be exposed to weather shall be galvanized or stainless steel.If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. CI S RUCTION C ALC RetainCaIc • ConstructionCalc, Inc. we rE_ oVt ?ineu 1'n,n isausii 'v Y2.01 Job Name - (so'7 4 Wall I.D. 4'max cantilever Other Info 7/20/2015 Soil Under Footing Soil Type [Class 5:Clay,sandy clay,silty clay,clayey silt,slit and sandy slit Soil bearing capacity,unfactored i 1,500 psi~~ Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 1 130 psi I t Retained Soil Behind Wall Retained height,ft 4.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft. 4,50 ft Soil Type Granivalr/clay mix,dense [e Moisture Content Moist Can top of wall move slightly? Yes Unit weight,pC1 130 pcf I Angle of internal friction,degrees 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall ConditionConcrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity;unfactored,psi/ft depth 0 psi Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in if asphalt or concrete on top of fig,thickness,inches 4.0 In Loads_at Top Of Wall Gravity loads: All gravity loads applied to top of wall • If ledger,what is its width(eccentricity,horiz dim),in. Live,psi Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top a 400.0 plf 300.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No ® Floor 3 Loads Top s 0.0 plf 0.0 plf Floor 2 Loads 40,0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top yr 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top • 180.0 plf Other'psf load and trib width Top ® 0.0 plf 0.0 plf Other gravity loads,plf Descnp'n,opt'i: Top ♦ 0.0 plf Other gravity loads,p11 Descnp'n,opt'I: Top Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 pit Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. • Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? - U Use 1/3 increase to allowable soil bearing? rNo Include wall weight in seismic force? No �V RetainCalcV2 02.xls • 7/20/2015 I Horizontal seismic soil coefficient,kh 0.00 Vertical seismic soil coefficient,kv 0.00 Wall Type Wall Type: Cantilever(not restrained at top) V 1 Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"en 0.0 in Wall: Concrete,normal weight V Allow soil Ares: 1,500 psf Wall compressive strength,psi, fc= 2500 ® Toe Soil press 1,457 psf F.S.. Load Comb Okay? Compressive strength to use,psi J1 2,500 psi Heel soil press 1,485 psf 1.03 D+L+S Okay Wall thickness,in. 6 - ® Overturning 683 ft-lb Wall thickness to use,in 6.00 in Resisting 3,440 ft-lb 5.04 D+S Okay Footing: Footing width,ft. 2.33 ft 28.0 in Sliding Force 436 lb Footing height,in. 9.00 in Resisting NA NA D+L Okay Location of wall on footing Ilnput your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.j 12.0 in 1 10.0 in Max mom apld 659 ft-lb • Footing compressive strength,fc 2,500 psi s Moment allow 2,610 ft-lb 0.25 .90+1 E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 In Shear appl'd 494 lb Shear allow 4,018 lb 0.02 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 ® Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size o 4 V Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) I' ® Min Read Length Layer 1,vertical rebar location(depth) Edge,earth side- •® Measured from Stub vertical embed in wall 24.0 In Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 6.0 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom / Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 964 ft-lb `� 4 !1 1/ f9/L V Horizontal rebar size #4 4F Moment allow 3,357 ft-lb 0.29 !D+1,6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,889 lb Footing Reinforcement Shear allowed 5,175 lb 0.36 !D+1.6H+1.6L+ Okay Footing rebar grade Grade 60 NIPHook req'd? No Transverse rebar size n 4 ® Heel Number of rebar layers(mats) i ® Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3' qvMoment appl'd 182 ft-lb Layer 1,cover to use,in. 3.00 In Moment allow 3,362 ft-lb 0.05 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18 00 in Shear appl'd 360 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 5,175 lb 0.07 .90+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size Ft Tvl Equiv.No of Bars: Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing,max,in 10.00 in 3 Ea. Spacing 10.0 in O.C. 13.3 in O.C. 0.75 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 494 lb 1.2D+1.6H+1.6L+.5S Max V ' 494 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.00 ft Wall Moments F.S.. Load Comb Max pos. 659 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 659 ft-lb 1.2D+1.6H+1.6L+5S RetainCalcV2 02.xls 7/20/2015 - C3 S RUCTION ALC TM RetahnCaak ConstructionCalc, Inc. w ir,now,_aTt;:ga'u';�iac_n9,rCirT v v2.01 Job Namet�jp�� Wall I.D. 6'max cantilever Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,slit and sandy slit Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. I 130 psf Retained Soil Behind Wall Retained height,ft 6.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 6,50 ft Soil Type Graniaair/clay mix,dense Moisture Content Moist Can top of wall move slightly? ]Yes Unit weight,pcfl 130 pcf Angle of internal friction,degrees] 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall _ V Soil lateral (passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at ToD Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),in. Live,Dsf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top I I 400.0 p1f 300.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No V Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top ][] 300.0 plf 112,5 Of Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top ♦ 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 plf Other'psf load and trib width Top V 0.0 plf 0.0 plf Other gravity loads,Of Descrip'n,opt'l: Top V 0.0 plf Other gravity loads,pit Descrip'n,opt'i: Top V • Subtotals,gravity loads,unfactored: 1,000 plf 705 pif 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. U Subtotals,moments, unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? zero seismic load Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? No V Include wall weight in seismic force? No V RetainCalcV2 02.xls 7/20/2015 G4 Horizontal seismic soil coefficient,kh 0.00 _ Vertical seismic soil coefficient,kv 0.00 Wall Type Wall Type: Cantilever(not irtialned at top) V 1 Wall and Footing Construction -Cantilever and Braced Stability Eccentricity,"e" 0.2 in Wall: Concrete,normal weight ® Allow soil prest 1,500 psf Wall compressive strength,psi, fc= 2500 ® Toe Soil press 1,445 psf F.S.. Load Comb Okay? Compressive strength to use,psi I 2,500 psi I Heel soil press 1,344 psf 1.04 D+L+S Okay Wall thickness,in. �6 Overturning 1,960 ft-lb Wall thickness to use,in. 6.00 In Resisting 6,409 ft-lb 3.27 D+S Okay Footing: Footing width,ft. 3.00 ft 36.0 In Sliding Force 880 lb Footing height,In. 9.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location IF Heel projn Wall Design Unity Load Comb Okay? I i Wall location to use,in.i 18.0 in 12.0 in Max mom apld 2,223 ft-lb t Footing compressive strength,fc 2,500 psi ® Moment allow 2,296 ft-lb 0.97 .90+1E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 1,113 lb Shear allow 4,076 lb 0.18 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size #4 ® Horiz stl,spcg 18.0 in O.C. 11.1 In O.C. 1.62 N.G. Number of rebar layers(mats) II ® Min Req'd Length Layer 1.vertical rebar location(depth) Edge,earth side V Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,In. 2.00 in Earth face Stub 90-degree bend in fooling 6.0 In Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design ' Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay?, Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 2,234 ft-lb Horizontal rebar size f#4----;r1 Moment allow 3,356 ft-lb 0.67 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 In Shear appl'd 2,835 lb Footing Reinforcement Shear allowed 5,175 lb 0.55 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-in,mln. Transverse rebar size [0 4 ® Heel Number of rebar layers(mats) t ® Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 630 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 3,358 ft-lb 0.19 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,223 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 5,175 lb 0.24 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #4 ® Equiv.No of Bars: Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing,max,in. 10 00 in . 3 Ea. Spacing •10.0 in O.C. 13.3 in O.C. 0.75 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 1,113 lb 1.2D+1.6H+1.6L+.5S Max V 1,113 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Wall Moments F.S.. Load Comb Max pos. 2,223 ft-lb 1.2D+1.6H+1.6L+.5S . Loc'n from top 6.00 ft Max neg 0 ft-lb NA Loc'n from top NA Base wall M 2,223 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2 02.xls 7/20/2015 Cols RUCTloN ALE RetainCaic ConstructionCalc, Inc. VV C ro'o w e r.T ti a`B 010 n 9 2iri ctif ti`rsY v2.01 Job Name ..600106 Wall I.D. 8'max cantilever, case 1 full gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,silt and sandy siltV Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granluair/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes V Unit weight,pcf j 130 pcf Angle of internal friction,degrees! 30 deg Depth to groundwater,if any,ft, Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf j 145 pcf I Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at To Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),In. Live,Dsf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top - 400.0 pit 300.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? [No V Floor 3 Loads Top - 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15 0 psf 7.50 ft Top ® 300.0 plf 112.5 plf • Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 plf Other'psf load and trib width Top V 0.0 plf 0.0 plf Other gravity loads,plf Descnp'n,opt'l: Top V 0.0 plf Other gravity loads,pit Descrip'n,opt': Top Subtotals,gravity loads,unfactored: 1,000 pif 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: Oft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? L Use 1/3 increase to allowable soil bearing? I No _ V Include wall weight in seismic force? No RetainCalcV2_02.xls 7/20/2015 I G. ' Horizontal seismic soil coefficient,kh 0.00 , _ I Vertical seismic soil coefficient,kv 0.00 i Wall Type -_-- Wall Type: Cantilever(not restrained at top) Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.4 in Wall: Concrete,normal weight ® Allow soil Ares: 1,500 psf Wall compressive strength,psi, t'c= j2500 V Toe Soil press 1,430 psf F.S. Load Comb Okay? i Compressive strength to use,psi ; 2,500 psi i Heel soil press 1,279 psf 1.05 D+L+S Okay Wall thickness,in. l8 ®� Overturning 4,647 ft-lb Wall thickness to use,in. 8.00 in Resisting 10,123 ft-lb 2.18 D+S Okay Footing: Footing width,ft. 3.50 ft 42.0 in Sliding Force 1,565 lb Footing height,in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location V Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.j 28.0 in j 6.0 in Max mom apld 5,269 ft-lb 1 Footing compressive strength, c 2,500 psi f V Moment allow 5,333 ft-lb 0.99 .9D+1 E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 In Shear appl'd 1,978 lb Shear allow 6,198 lb 0.24 .90+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.21 sq-in 0.14 sq-in 0.70 Okay Vertical rebar size *5 ® Horiz stl,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G.V Number of rebar layers(mats) i V Min Req'd Length flit-- ' Layer 1,vertical rebar location(depth) Edge,earth side V Measured from Stub vertical embed in wall 30.0 in Layer 1,cover to use,in. 2.00 In Earth face Stub 90-degree bend in footing 7.5 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ♦ Toe Unity Load Comb Okay? I Layer 2,cover to use,In. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 5,572 ft-lb Horizontal rebar size #5 ® Moment allow 6,749 ft-lb 0.83 !D+1 6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 4,271 lb Footing Reinforcement Shear allowed 6,750 lb 0.63 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 ® Hook req'd? No Transverse rebar size *5 ® Heel Number of rebar layers(mats) i U Tension on Bottom Layer 1,transverse rebar location Centered In footing w Moment appl'd 125 ft-lb Layer 1,cover to use,in 4.19 in Moment allow 6,772 ft-lb 0.02 '.D+1.6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 421 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 6,750 lb 0.06 rD+1.6H+1.6L+. Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Lonoitud'I Stee Provided Required Unity Okay? Longitudinal rebar size !#5 Q Equiv.No of Bars. Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 4 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 1,978 lb 1.2D+1.6H+1.6L+.5S Max V 1,978 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Wall Moments F.S.. Load Comb Max pos. 5,269 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 5,269 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02.xls 7/20/2015 6.7 ~ s RUCTION ALc 1ZetallnCalc ConstructionCalc, Inc. We1£Crtir.p z1:£he.113_0IId0119rI'rt'du53.41Y, d2.01 Job Name t t Q?. Wall I.D. 8'max cantilever, case 2, no gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,slit and sandy silt I!V Soil bearing capacity,unfactored i 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, CI,5 only. 130 psf Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granluair/clay mix,dense �Y Moisture Content Moist Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of internal friction,degreesk 30 deg I Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall` Condition Concrete slab or asphalt on top of footing,against wall ® I Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,inches. 0.0 In If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is Its width(eccentricity,horiz dim),in. Live,psf Dead,psi Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 0.00 ft Top Jn 0 0.0 plf .0 plf Loads From Contin- Roof Snow(only) 25.0 psf I®I 0.0 plf uous Members? No ® Floor 3 Loads Top s 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 0.00 ft Top ® 0.0 plf 0.0 plf Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top ® 0.0 pif 0.0 plf Wall Dead Load 10.0 psf 0.00 ft Top V 0.0 plf Other'psf load and trib width Top V 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'l: Top V 0.0 plf Other gravity loads,ph Descrip'n,opt'l: Top Subtotals,gravity loads,unfactored: 0 Of 0 Of 0 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthauake Loading Seismic load? [Zero seismic load L Reduce seismic loads? Use 1/3 increase to allowable soil bearing? No V Include wall weight in seismic force? No RetainCalcV2_02.xls 7/20/2015 i CA Horizontal seismic soil coefficient,kh 0.00 I _ I Vertical seismic soil coefficient,kv 0.00 t Wall Type Wall Type: I Cantilever(not restrained at top) Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 7.7 in Wall: Concrete,normal weight V Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 ® Toe Soil press 1,535 psf F.S.. Load Comb Okay? i Compressive strength to use,psi I 2,500 psi Heel soil press (24 psf) 0.98 ✓ D+L+S N.G. IXD r Wall thickness,in. 18 ® Overturning 4,647 ft-lb Wall thickness to use,in. 8.00 In Resisting 8,133 ft-lb 1.75 D+L Okay FoOtinq: Footing width,ft. 3.75 ft 45.0 in Sliding Force 1,565 lb Footing height,in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.: 28.0 in ? 9.0 in Max mom apld 5,269 ft-lb Footing compressive strength,fc 2,500 psi ® Moment allow 5,206 ft-lb 1.01 7 .9D+1 E+1.6H N.G. ✓P 1� Key height,In. 0.00 in Key width,in 0.00 in Shear appl'd 1,978 lb t Shear allow 5,913 lb 0.29 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.21 sq-in 0.14 sq-in 0.70 Okay Vertical rebar size #5 ® Horiz stl,spcg 18.0 In O.C. 10.3 in O.C. 1.74 N.G. 1/0r Number of rebar layers(mats) 1 ® Min Req'd Length t'' Layer 1,vertical rebar location(depth) Edge,earth side ® Measured from Stub vertical embed in wall 30.0 In Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 7.5 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appi'd 4,850 ft-lb Horizontal rebar size #s w Moment allow 6,749 ft-lb 0.72 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,In. 18.00 in Shear appl'd 3,324 lb Footing Reinforcement Shear allowed 6,750 lb 0.49 !D+1.6H+1 6L+ Okay Footing rebar grade Grade 60 ® Hook req'd? No Transverse rebar size #s ® Heel Number of rebar layers(mats) 1 Nt, Tension on Bottom Layer 1",transverse rebar location Centered In rooting V Moment appi'd 455 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 6,755 ft-lb 0.07 !D+1.6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,211 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 6,750 lb 0.18 !D+1.6H+1.6L+. Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #s ® Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 4 Ea. Spacing 10.0 In O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb • Top wall V 0 lb NA Base wall V 1,978 lb 1.2D+1 6H+1.6L+.5S Max V 1,978 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Wall Moments F.S.. Load Comb Max pos. 5,269 ft-lb 1,2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 5,269 ft-lb 1.2D+1,6H+1.6L+.5S RetainCalcV2 02.xls 7/20/2015 -C_ G� �cAM RUCTION ALC RetainCaic ConstrnctionCa c, Inc. W i 7l niy o, TFb a ld u9 I n 9 1_n itn`Ki�V v2.01 Job Name (5}/ Wall I.D. 10'max cantilever, case 1 full gray. Other Info 7/20/2015 Soil Under Footing Soil Type class 5:Clay,sandy clay,silty clay,clayey slit,slit and sandy silt Soil bearing capacity,unfactored 1,500 psf i Soil coefficient of friction NA Soil lateral sliding resistance,CI,5 only. 130 psf Retained Soil Behind Wall Retained height,ft 10.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type Granlualr/clay mix,dense Moisture Content Motst V 111 Can top of wall move slightly? Yes V Unit weight,pcf! 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if any,ft - ! Backfill angle,degrees to horiz. 5 deg Resistin_ Conditions In Front Of Wall _ ConditionConcrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf i 1 Unit weight of material over top of toe,pcf ; 145 pcf ; Depth of resisting soil,Dbf,Inches. 0.0 in If asphalt or concrete on top of fig,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall '® If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top ® 400.0 plf 300.0 pit Loads From Conlin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? I No V Floor 3 Loads Top ♦ 0.0 plf 0.0 plf Floor 2 Loads 40,0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15,0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top ® 180.0 plf Other'psf load and trib width Top V 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'l: Top V 0.0 pit Other gravity loads,pit Descrip'n,opt'1: Top Subtotals,gravity loads,unfactored. 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: O ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic bad Reduce seismic loads? Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? No V RetainCalcV2_02.xls 7/20/2015 f i (1(b Horizontal seismic soli coefficient,kh 0.00 t I Vertical seismic soil coefficient,kv 0.00 1 Wall Type Wall Type: Cantilever(not restrained at top) 1 V 1 Wall and Footing Construction- Cantilever and Braced Stability Eccentricity,"e" 0.2 in Wall: Concrete,normal weight ® Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 B Toe Soil press 1,280 psf F.S.. Load Comb Okay? Compressive strength to use,psi 2,500 psi 1 Heel soil press 1,227 psf 1.17 D+L+S Okay Wall thickness,in. 18 ® I Overturning 8,484 ft-lb Wall thickness to use,in. 8.00 in Resisting 20,374 ft-lb 2.40 D+S Okay Footing: Footing width,ft 5.00 ft 60.0 in Sliding Force 2,337 lb Footing height,in 12.00 in Resisting NA NA D+L Okay Location of wall on footing I Input your own wall location I V 1 Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in. 40.0 in 12.0 in Max mom apld 10,291 ft-lb Footing compressive strength,fc 12,500 psi ® Moment allow 10,338 ft-lb 1.00 .9D+1 E+1.6H Okay Key height,in. 0.00 in Key width,In 0.00 in Shear appl'd . 3,090 lb • Shear allow 12,577 lb 0.20 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity, Wall rebar grade Grade 60 V Vert steel,min 0.44 sq-in 0.14 sq-in 0.33 Okay Vertical rebar size #6 ® Horiz stl,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G. Number of rebar layers(mats) 1 v Min Req'd Length llg' Layer 1,vertical rebar location(depth) Edge,earth side • Measured from Stub vertical embed in wall 36.0 In Layer 1,cover to use,in. 2.00 In Earth face Stub 90-degree bend in footing 9.0 in Layer 1,vertical rebar center-to-center spacing,in. 12.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,In. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 9,902 ft-lb Horizontal rebar size #5 ® Moment allow 9,954 ft-lb 0.99 0+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 5,327 lb Footing Reinforcement Shear allowed 6,750 lb 0.79 :D+1,6H+1.6L+. Okay Footing rebar grade Grade 60 Hook req'd? No Transverse rebar size #5 ® Heel Number of rebar layers(mats) I v Tension on Bottom Layer 1,transverse rebar location Centered in footing IF Moment appl'd 1,284 ft-lb Layer 1,cover to use,In. 4.19 in Moment allow 9,957 ft-lb 0.13 .9D+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 12.00 In Shear appl'd 2,554 lb Layer 2,transverse rebar location N/A,no 2nd layer ® Shear allowed 6,750 lb 0.38 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size I#5 f®I Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1.2D+1.6H+1.6L+.5S r Max V 3,090 lb 1 2D+1.6H+1.6L+5S Loc'n from top 10.00 ft Wall Moments F.S.. Load Comb Max pos. 10,291 ft-lb 1 2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Max neg. 0 ft-lb NA ' Loon from top NA Base wall M 10,291 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2 02.xls 7/20/2015 • 71,1 ■ etainCaic CAS RUCTIONCALC ConstructionCalc, Inc. yT.be hui,I,A,ng''htnalu's ;r:y', v2.01 Job Name t,L7 n 1 6 Wall I.D. 10'max cantilever, case 2, no gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,silt and sandy slit Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 10.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type Granivalr/clay mix,dense Moisture Content Moist V I Can top of wall move slightly? Yes NP Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if any,ft - 1 Backfill angle,degrees to horiz, 5 deg Resistin_ Conditions In FrontOf Wall • Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf !!!! i r Unit weight of material over top of toe,pcf j 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in • Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),In, Live.psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 0.00 ft ITop ® 0.0 plf 0.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 0.0 plf uous Members? _ No Floor 3 Loads Top 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 0.00 ft Top 0 0 plf 0 0 plf Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top ® 0.0 plf 0.0 plf Wall Dead Load 10.0 psf 0.00 ft Top 0 0 Of Other'psf load and trib width Top IT 0.0 plf 0.0 plf , Other gravity loads,Of Descrip'n,opt'I: Top W. 0.0 plf Other gravity loads,pll Descrip'n,opt'l: Top Subtotals,gravity loads,unfactored• 0 plf 0 pif 0 plf Additional Moments,ft-lb IClockwlse:opposite of ledger-applied moment. Subtotals,moments,unfactored O ft-lb O ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load'? Zero seismic load +® Reduce seismic loads? IT— I Use 1/3 increase to allowable soil bearing'? No e Include wall weight in seismic force? No RetainCalcV2 02.xls 7/20/2015 i Horizontal seismic soil coefficient,kh 0.00 = G I z- 1 Vertical seismic soil coefficient,kv 0.00 Wall Type Wall Type: [Cantilever(not restrained at top) I Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 7.9 in Wall: Concrete,normal weight ® Allow soli Ares; 1,500 psf Wall compressive strength,psi, fc= 2500 • Toe Soil press 1,456 psf F.S.. Load Comb Okay? Compressive strength to use,psi j 2,500 psi I Heel soil press 168 psf 1.03 D+L+S Okay Wall thickness,In. 18 V} Overturning 8,484 ft-lb Wall thickness to use,in. 8.00 in Resisting 15,956 ft-lb 1.88 D+L Okay Footing: Footing width,ft. 5.00 ft 60.0 in Sliding Force 2,337 lb Footing height,in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location V Heel prol'n Wall Design Unity Load Comb Okay? Wall location to use,in. 40.0 In 12.0 in Max mom apld 10,291 ft-lb Footing compressive strength,fc 2,500 psi Moment allow 10,246 ft-lb 1.00 .9D+1 E+1.6H N.G. Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 3,090 lb O id' °/ Shear allow 12,291 lb 0.23 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required unity Wall rebar grade Grade 60 ® Vert steel,min 0.44 sq-In 0.14 sq-in 0.33 Okay Vertical rebar size x 6 s Horiz stl,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G. I Number of rebar layers(mats) t v Min Req'd Length D I • L Layer 1,vertical rebar location(depth) Edge,earth side s Measured from Stub vertical embed In wall 36.0 In Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 9.0 in Layer 1,vertical rebar center-to-center spacing,in. 12.00 in Footing Design i Layer 2, vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? ! Layer 2,cover to use,in. Tension on Bottom • Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 9,233 ft-lb Horizontal rebar size I*5 ® Moment allow 9,954 ft-lb 0.93 'D+1.6H+1.6L+ Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 4,369 lb Footing Reinforcement Shear allowed 6,750 lb 0.65 0+1.6H+1,6L+. Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size *5 V Heel Number of rebar layers(mats) 1 I• Tension on Bottom Layer 1,transverse rebar location Centered In footing ® Moment appl'd 1,296 ft-lb Layer 1,cover to use,in. 4.19 In Moment allow 9,957 ft-lb 0.13 '.D+1.6H+1 6L+. Okay Layer 1,transverse rebar center-to-center spacing,in. 12.00 in Shear appl'd 2,593 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 6,750 lb 0.38 0+1.6H+1.6L+• Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required_ Unity Okay? Longitudinal rebar size #s ® Equiv.No of Bars• Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay • Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1 2D+1.6H+1.6L+.5S Max V 3,090 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Wall Moments F.S.. Load Comb Max pos. 10,291 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 10,291 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2 02,xls 7/20/2015 G/5 Cis RUCTION ALc RetainCalc ConstructeonCalc, Inc. We [mlpo wet-g" e u ' v2.01 Job Name t 15014 Wall ID. 4'max braced, Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,slit and sandy silt Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 4.00 ft Tot.wall ht Vertical distance from retained soil to top of wall,ft 0,50 ft 4.50 ft Soil Type Granivalr/clay mix,dense Nr Moisture Content Moist Can top of wall move slightly? Yes V 1 Unit weight,pcf 130 pcf t Angle of Internal friction,degrees 1 30 deg Depth to groundwater,If any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall _ Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,Inches 4.0 in • Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trlb Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft Top [e'_ 400.0 plf 300,0 plf Loads From Contin- Roof Snow(only) 25,0 psf 500.0 plf uous Members? No V Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top 147 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 plf Other'psf'load and trib width Top V 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'l: Top V 0.0 plf Other gravity loads,pis Descrip'n,opt'I: Top Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: O ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? f Zero selsmk load! ®J Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? No RetainCalcV2 02,xls 7/21/2015 I Horizontal seismic soil coefficient,kh 0.00 I I . Vertical seismic soil coefficient,kv 0.00 I Wall Type Wall Type: Braced,fixed(moment-resisting)at base Wall and Footing Construction -Cantilever and Braced Stability Eccentricity,"e" 0.0 in Wall: Concrete,normal weight V Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 U Toe Soil press 1,491 psf FPS. Load Comb Okay? Compressive strength to use,psi E 2,500 psi I Heel soil press 1,496 psf 1.00 D+L+S Okay Wall thickness,in. [6 w ® Overturning NA Wall thickness to use,in. 6,00 in Resisting NA NA NA Okay Footing: Footing width,ft. 2.30 ft 27.6 in Sliding Force 383 lb Footing height,In. 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location V Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.j 11.4 In 1 10.3 in Max mom apld -175 ft-lb Footing compressive strength,fc 2,500 psi ---1--;] Moment allow -3,817 ft-tb 0.05 .9D+1 E+1.6H Okay Key height,in 0.00 in Key width,in 0.00 in Shear appl'd 437 lb Shear allow 3,118 lb 0.01 9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.10 sq-in 0.09 sq-in 0.86 Okay Vertical rebar size #4 ® Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) i J Min Req'd Length Layer 1,vertical rebar location(depth) Centered In wall V Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,In. 3.63 in Toe face Stub 90-degree bend in footing 6.0 in Layer 1,vertical rebar center-to-center spacing,in. 24.00 in Max allowed per Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer v per AC1=18" Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 1,021 ft-lb Horizontal rebar size #4 V Moment allow 2,535 ft-lb 0.40 1D+1.6H+1.6L+. Okay I Horizontal rebar center-to-center spacing,In. 18.00 in Shear appl'd 2,449 lb Footing Reinforcement Shear allowed 5,175 lb 0.47 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 I' Hook req'd? Yes 6-in,min. Transverse rebar size #4 ® Heel ' Number of rebar layers(mats) It I® Tension on Top Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 415 ft-lb Layer 1,cover to use,in 3.00 in Moment allow 1,410 ft-lb 0.29 'D+1.6H+1.6L+ Okay Layer 1,transverse rebar center-to-center spacing,in. 24.00 in Shear appl'd 964 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 2,925 lb 0.33 '.D+1.6H+1.6L+. Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #4 ® Equiv.No of Bars: Area of steel 0.22 sq-in 0.22 sq-in 0.99 Okay Longitudinal rebar center-to-center spacing,max,in. 11 00 in 2 Ea. Spacing 11.0 in O.C. 12.1 in O.C. 0.91 Okay Wall Shear Forces F.S.. Load Comb Top wall V 58 lb 1.2D+1.6H+1.6L+.5S Base wall V 437 lb 1.2D+1.6H+1.6L+.5S Max V 437 lb 1.20+1,6H+1.6L+.5S Loc'n from top 3.20 ft Wall Moments F.S.. Load Comb Max pos. 178 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 3.10 ft Max neg. -175 ft-lb 1.2D+1 6H+1.6L+.5S Loc'n from top 4.00 ft Base wall M -175 ft-lb 1,2D+1.6H+1.6L+.5S RetainCalcV2_02.xls 7/21/2015 t✓ 15 5 RUCTION ALC ft�tainCaNc CanstructionCalc, Inc. uv.e,E,,,poW.r,:Lk J..'Oil Ltd j(-1.9 Vrau :try v2.01 Job Name kt4o16 Wall I.D. 6'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,silt and sandy slit •' Soil bearing capacity,unfactored = 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf i Retained Soil Behind Wall Retained height,ft 6.00 ft Tot.wall hi Vertical distance from retained soil to top of wall,ft 0.50 ft 6.50 ft Soil Type Granivair/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes Unit weight,pcf E 130 pcf Angle of internal friction,degrees i 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,Inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads. Ail gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top I l 400.0 plf 300.0 plf Loads From Contin Roof Snow(only) 25.0 psf 500.0 plf uous Members? No V I Floor 3 Loads Top ® 0.0 pif 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top ,V 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top v 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18,00 ft Top ® 180.0 plf Other'psf load and trib width Top s 0.0 Of 0.0 plf Other gravity loads,plf Descrip'n,opt'l Top ® 0.0 plf Other gravity loads,oil Descrip'n,opt'l: Top V Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. u Subtotals,moments,unfactored: O ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? No ®I Include wall weight in seismic force? No s RetainCalcV2_02.xls 7/21/2015 C,IG • Horizontal seismic soil coefficient,khj 0.00 I I - Vertical seismic soil coefficient,kvl 0.00 I Wall Type Wall Type: Braced,fixed(moment-resisting)at base V t Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.1 in Wall: Concrete,normal weight Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 ® Toe Soil press 1,491 psf F S. Load Comb Okay? Compressive strength to use,psi 2,500 psi Heel soil press 1,445 psf 1.01 D+L+S Okay Wall thickness,in. 16 • Overturning NA Wall thickness to use,in. 6.00 in Resisting NA NA NA Okay Footing: Footing width,ft. 2.83 ft 34.0 in Sliding Force 768 lb Footing height,in. 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.{ 16.0 in I 12.0 In Max mom apld 626 ft-lb Footing compressive strength,fc 2,50o psi ® Moment allow 1,310 ft-tb 0.48 .9D+1E+1.6H Okay Key height,in. 0.00 In Key width,in 0.00 in Shear appl'd 973 lb Shear allow 4,076 lb 0.14 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 • Vert steel,min 0.13 sq-in 0.09 sq•in 0.65 Okay Vertical rebar size #4 ® Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) a v Min Req'd Length Layer 1,vertical rebar location(depth) centered in wall • Measured from Stub vertical embed in wall 24.0 In Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend in footing 6.0 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer I•I Toe Unity Load Comb Okay? Layer 2,cover to use,In. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,In. Moment appl'd 1,993 ft-lb Horizontal rebar size l#4 I®I Moment allow 3,356 ft-lb 0.59 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 3,391 lb Footing Reinforcement Shear allowed 5,175 lb 0.66 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 • Hook req'd? Yes 6-in,min. Transverse rebar size a 4 • Heel Number of rebar layers(mats) 1 • Tension on Bottom . Layer 1,transverse rebar location Bottom,minimum cover,3" IF Moment appl'd 544 ft-lb Layer 1,cover to use,In. 3.00 in Moment allow 3,358 ft-lb 0.16 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in 18.00 in Shear appl'd 973 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 5,175 lb 0.19 .9D+1E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size 4 I7F1 Equiv.No of Bars: Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Lortgitudinal rebar center-to-center spacing,max,in. 10.00 in 3 Ea. Spacing 10.0 in O.C. 13.3 In O.C. 0.75 Okay Wall Shear Forces E. Load Comb Top wall V 139 lb 1.2D+1.6H+1.6L+.5S Base wall V 973 lb 1.20+1.6H+1.6L+.5S Max V • 973 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.65 ft Wall Moments F S. Load Comb Max pos. 626 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.50 ft Max neg. -812 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Base wall M -812 ft-lb 1.2D+1 6H+1.6L+.5S RetainCalcV2_02.xls 7/21/2015 C. I rn Retaifll aic • Inc. RUCTION ALc C CO11St1'1dCt1U)Q�.Z��Cy • Weat_,;,:pgw.crNheruu,[i:3r ny Yqtl±, st, J v2.O1 Job Name t,t b 1 (fp Wall I.D. 8'max braced. Other Info 7/21/2015 Soil Under Footing _ Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,slit and sandy slit V Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf • Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granlualr/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes Unit weight,pcf 130 pcf 3 Angle of internal friction,degrees 30 deg j i Depth to groundwater,if any,ft Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall n Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 3 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wail If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead.psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20 00 ft Top If 400.0 plf 300.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No I'V I Floor 3 Loads Top ® 0.0 plf 0.0 pit 1 Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top vr 300.0 plf 112.5 Of Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top r 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 plf Other'psf load and trib width Top ® 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'i: Top w 0.0 plf Other gravity loads,pH Descrip'n,opt'l: Top s' Subtotals,gravity loads,unfactored: • 1,000 pif 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: O ft-lb O ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft, Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? No RetainCalcV2_02.xls 7/21/2015 Horizontal seismic soil coefficient,khI 0.00 I I I Vertical seismic soil coefficient,kvi 0,00 3 Wall Type Wall Type: Braced,fixed(moment-resisting)at base Ni Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.1 in Wall: 'Concrete,normal weight ® Allow sod press 1,500 psf Wall compressive strength,psi, fc= 2500 ® Toe Soil press 1,497 psf F_S Load Comb Okay? Compressive strength to use,psi 2,500 psi I Heel soil press 1,438 psf 1.00 D+L+S Okay , Wall thickness,in. 8 ® Overturning NA Wall thickness to use,in 8.00 in Resisting NA NA NA Okay Footing: Footing width,ft. 3.50 ft 42.0 in Sliding Force 1,310 lb Footing height,in. 10.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? I Wall location to use,in.: 22.0 in 12.0 in Max mom apld -2,180 ft-lb Footing compressive strength,fc 2,50o psi s Moment allow -2,434 ft-lb 0.90 .9D+1 E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 1,721 lb Shear allow 4,218 lb 0.31 .9D+1 E+1,6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.13 sq-in 0.12 sq-in 0.86 Okay Vertical rebar size *4 ® Horiz stl,spcg 18.0 in O.C. 8.3 in O.C. 2.16 N.G. V Number of rebar layers(mats) a ♦ Min Rend Length Pr- Layer 1,vertical rebar location(depth) Centered In wall ' Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend in footing 6.0 in Layer 1,vertical rebar center-to-center spacing,In. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer VP Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in Moment appl'd 3,712 ft-lb Horizontal rebar size n 4 ® Moment allow 3,956 ft-lb 0.94 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 4,603 lb Footing Reinforcement Shear allowed 6,075 lb 0.76 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 ® Hook req'd? Yes 6-in,min. Transverse rebar size 4 4 ® Heel Number of rebar layers(mats) a ♦ Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 857 ft-lb Layer 1,cover to use,In, 3.00 in Moment allow 3,958 ft-lb 0.22 .90+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,610 lb Layer 2,transverse rebar location PA,no 2nd layer V' Shear allowed 6,075 lb 0.26 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size *5 ® Equiv.No of Bars: Area of steel 0.31 sq-in 0.30 sq-In 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 12.00 in 3 Ea. Spacing 12.0 in O.C. 12.4 in O.C. 0.97 Okay IWall Shear Forces F.S.. Load Comb Top wall V 257 lb 1.2D+1.6H+1 6L+.5S Base wall V 1,721 lb 1.2D+1.6H+1.6L+,5S Max V 1,721 lb • 1.2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Wall Moments E. Load Comb Max pos. 1,488 ft-lb 1,2D+1.6H+1.6L+.5S Loc'n from top 5.80 ft Max neg. -2,180 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Base wall M -2,180 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02.xls 7/21/2015 �'c s RUC7'i®r�CALc" RetainCalc ConstructionCalc, Inc. We iE powa5,- the. ElUlidin iu'A• 5.iirY v2.01 i Job Name 't(50/ to Wall I.D. 10'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,silt and sandy silt I 1 Soil bearing capacity,unfactored I 1,500 psi I Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. I 130 psi Retained Soil Behind Wall Retained height,ft 10.00 ft Tot.wall hi. Vertical distance from retained soil to top of wall,ft 0.50 ft 10 50 ft Soil Type Granivalr/clay mix,dense V Moisture Content Moist V Can top of wall move slightly? Yes V I Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg , Depth to groundwater,If any,ft - Backfili angle,degrees to horiz. 5 deg Resistinq_Conditions In Front Of Wall Condition 1 Concrete slab or asphalt on top of footing,against wall _� V • Soil lateral(passive)capacity,unfactored,psi/ft depth 0 psi Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,Inches 4.0 in Loads at To Of Wall Gravity loads: All gravity loads applied to top of wall I I If ledger,what is its width(eccentricity,horiz dim),in. • Live,psi Dead.psi Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psi 15.0 psi 20.00 ft .Top I♦I 400.0 plf 300.0 plf Loads From Contin Roof Snow(only) 25.0 psi 500,0 plf uous Members? No ♦ Floor 3 Loads Top ♦ 0.0 plf 0.0 plf Floor 2 Loads 40.0 psi 15.0 psi 7.50 ft Top 17 1 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7 50 ft Top ♦ 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top ♦ 180.0 plf Other'psf load and trib width Top ♦ 0.0 plf 0.0 plf Other gravity loads,pit Descrip'n,opt'I: Top IF 0.0 plf Other gravity loads,pis Descrip'n,opt'I: Top Subtotals,gravity loads,unfactored: 1,000 pit 705 plf 500 plf Additional Moments,ft-lb Clockwise;opposite of ledger:applied moment. (V Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? I Zero seismic load V Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? No V Include wall weight in seismic force? No RetainCalcV2_02.xls 7/21/2015 Horizontal seismic soil coefficient,kh 0.00 I G 1 Vertical seismic soil coefficient,kv 0.00 l Wall Type _ Wall Type: Braced,used(moment-resisting)at base er Wall and Footing Construction -Cantilever and Braced Stability Eccentricity,"e" -0.1 in Wall: Concrete,normal weight U Allow soil prey: 1,500 psf Wall compressive strength,psi, fc= 2500 ® Toe Soil press 1,435 psf F.S.. Load Comb Okay? i i Compressive strength to use,psi : 2,500 psi I Heel soil press 1,452 psf 1.03 O+L+S Okay Wall thickness,in. 8 V Overturning NA Wall thickness to use,in. 8.00 in Resisting NA NA NA Okay Footing: Footing width,ft. 5.00 ft 60.0 in Sliding Force 2,025 lb Footing height,in. 12.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location I®I Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in. 31.0 In 1 21.0 in Max mom apld -4,554 ft-lb , Footing compressive strength,fc 2,soo psi �U Moment allow -4,808 ft-lb 0.95 .9D+1E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 2,680 lb Shear allow 8,423 lb 0.26 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Vert steel,min 0.29 sq-in 0.14 sq-in 0.50 Okay Wall rebar grade [Grade 60 Vertical rebar size :r s r Horiz stl,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G. Number of rebar layers(mats) i ® Min Req'd Length Layer 1,vertical rebar location(depth) Centered In wail ® Measured from Stub vertical embed in wall 30.0 in Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend in footing 7.5 in Layer 1,vertical rebar center-to-center spacing,In, 13.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay?, Layer 2,cover to use,in, Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 6,702 ft-lb Horizontal rebar size A s w Moment allow 9,225 ft-lb 0.73 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 5,956 lb Footing Reinforcement Shear allowed 6,750 lb 0.88 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 ® Hook req'd? No Transverse rebar size #s ' Heel Number of rebar layers(mats) i v Tension on Bottom Layer 1,transverse rebar location Centered in footing U Moment appl'd 5,338 ft-lb Layer 1,cover to use,in. 4 19 in Moment allow 9,225 ft-lb 0.58 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 13.00 in Shear appl'd 5,838 lb Layer 2,transverse rebar location N/A,no 2nd layer ® Shear allowed 6,750 lb 0.86 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longltud'I Stee Provided Required Unity Okay? Longitudinal rebar size •5 ®► Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 410 lb 1.2D+1.6H+1.6L+.5S Base wall V 2,680 lb 1.2D+1 6H+1.6L+.5S Max V 2,680 lb 1.20+1.6H+1.6L+.5S Loc'n from top 7.25 ft Wall Moments F.S.. Load Comb Max pos. 2,869 ft-lb 1.20+1.6H+1.6L+.5S Loc'n from top 7.00 ft Max neg. -4,554 ft-lb • 1.2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Base wall M -4,554 ft-lb 1.2D+1,6H+1.6L+.5S • RetainCalcV2 02.xls 7/21/2015 } G247 Horizontal seismic soil coefficient,khl 0.00 I I Vertical seismic soil coefficient,kvl 0.00 I i Wall Tvge Wall Type: I Braced,fixed(moment•reslsting)at base V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" -0.1 in Wall: Concrete,normal weight V Allow soil press 1,500 psf Wall compressive strength,psi, fc= [250o U Toe Soil press 1,435 psf F.S.. Load Comb Okay? i Compressive strength to use,psi f 2,500 psi I Heel soil press 1,452 psf 1.03 D+L+S Okay Wall thickness,In. s s' Overturning NA Wall thickness to use,in. 8.00 in Resisting NA NA NA Okay Footing: Footing width,ft. 5.00 ft 60.0 in Sliding Force 2,025 lb Footing height,in. 12.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location i Heel prod n Wall Design Unity Load Comb Okay? Wall location to use,in.; 31.0 In 21.0 in Max mom apld -4,554 ft-lb 1 Footing compressive strength,fc 2,50o psi V v I Moment allow -4,808 ft-lb 0.95 .90+1 E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 2,680 lb Shear allow 8,4231b 0.26 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade (Grade 60 V Vert steel,min 0.29 sq-in 0.14 sq-in 0.50 Okay Vertical rebar size L #5 v Horiz stl,spcg 18.0 in O.C. 10.3 In O.C. 1.74 N.G. Number of rebar layers(mats) I V Min Req'd Length Layer 1,vertical rebar location(depth) Centered In wall V Measured from Stub vertical embed in wall 30.0 in Layer 1,cover to use,In. 3.63 in Toe face Stub 90-degree bend In footing 7.5 in Layer 1,vertical rebar center-to-center spacing,in. 13.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay?, Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical•rebar center-to-center spacing,in. Moment appl'd 6,702 ft-lb Horizontal rebar size #5 V Moment allow 9,225 ft-lb 0.73 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 In Shear appl'd 5,956 lb Footing Reinforcement Shear allowed 6,750 lb 0.88 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size #5 V Heel Number of rebar layers(mats) 1 V Tension on Bottom Layer 1,transverse rebar location centered In footing V I Moment appl'd 5,338 ft-lb Layer 1,cover to use, In. 4.19 in Moment allow 9,225 ft-lb 0.58 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 13.00 in Shear appl'd 5,838 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 6,750 lb 0.86 .90+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #5 V Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing, max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 410 lb 1.2D+1.6H+1.6L+.5S • Base wall V 2,680 lb 1.20+1.6H+1.6L+.5S Max V 2,680 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 7.25 ft Wall Moments F.S.. Load Comb Max pos. 2,869 ft-lb 1 2D+1.6H+1.6L+.5S Loc'n from top 7.00 ft Max neg. -4,554 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Base wall M -4,554 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02.xls 7/21/2015 ANACORTES PUBLIC WORKS DEPARTMENT SlY O ,•;•& Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 ;V E-MAIL:stevei@cityofanacortes.org FAX(360)293-1938 0.0 Memo Date: January 2, 2018 To: Paul Ingalls, Plans Examiner From:Steven Lange Subject:Site Plan Review#1 for 1414 Latitude Circle cc: Eric Shjarback, Justin Symonds The submitted site plan for 1414 Latitude Circle was reviewed by the Public Works Engineering Department on January 2, 2018. • 12-21-17: Submittal to Public Works Engineering • 01-02-18: Public Works review and memo back to Building Department The following comments are provided: • No frontage improvements required under this proposal. • Known subsurface flows in the area. Suggest installing perimeter drains along the easterly boundary. < �; • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste � � • Transportation •Equipment • Capital Projects • Development Services a�w . I - 1 tors i A-B Al ` . PLANNING,COMMUNITY,es EC NO.�tre EVELOPDENT DEPARTMENT . ��- �4. Mailing Address:14 Bea$47, :-,Ja;u' ies,WA 98221 c,,,,, Ph®n� ���o�99oi91 4,Fax:36Oo293 i938 voisii,, - ,_1-)43' �,co Storrs water rrequirrenrents are based on the 2W2 S rrwater Management Manual for Western Washington QSiNMMWMe A link is provided on the City of Awao vies Website,under Planning Department,Stormwater Regulations,as mil as usher the Engineering Division of Public Works, ResideOtiai construction Is exempt from additional stormwvater provisions if it involves no expansion of hard surfaces, no use beyond that previously existing,and resok in no significant adverse hydrological impact. Building permit applications for lots that are pan of a subdivision that was recorded no mom than 10 years pri I r to the date of the complete building permit application may coral= e to use the storrmwater codes in effect at the time the surhdWion appiicatic,n was snbmitteol,if stmriwater,ryas addressed at the sulo ivision/plat level. if construction has nil started as of Lamm/1,2022,the site will he subject to the 1 M2/W 14 manual. if your protect add less than 2,00D sq.ft.of w w plus replaced hard surface area,AM which disturbs less 0mm 7,009 square feet of lewd,you must consider all 13 Elements of the Construction Ste water Pollution Plan(SWPPP)..Fill out the SWPPP Checklist and explain how the elements are considered,or describe how site ct nditions render the Me ent unnecessary and the exemption from that element is clearly justified.YOU wiii not need to continue with this document. if your prrtject 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,Minimum a Requirements .,-,S of the SW Ev WW apply,and you can continue with this document. if adding 5,000 sq ft.or mono L f new hard surfaces/Off converting 32,670 sq.ft.or more of vegetation to lawn or landscaped area/OR converting 141,900 sq.ft.or mom of native vegetation to pasture a Minimum Requirremon 14 of the SWROINufW apply.If Minimum requirements 1-9 apply,please see the Large Scale Stot!mwater Plan Checklist for addit@cnnal submittal requirc•rnents. Omer f arced Site j d rresso.(4/4_ f r'= Brief f escrri Maids of the Project: az \N.\\,,\) Pro Developed Candito,ins Ra Runoff of the Site: �`� ' stye. ,C.1<,, Page /off 4 Q Q f.P March 22, 2017 0 Dc v elopd Conditi©ras of the NW Sao rf 2rIxe @ putt sit@ parr rnatto n,the natural drainage hem,and dralnage gc and from adjacent proporr ieso Including bypass&m ss ❑ aydr®[ogccal Site Nang Collect and analyze information on existing coraditioros to aid in determining w impact development feasibility e which locations are most appropriate to eevapt rate,transpire,and infiltrate,with the Mowing information: o away by end Sunneyoe,Enginaar9 or Ohm evustifiad professionalo Show egistiog public and private development,utility infrastructure,hydrological features(seeps, springs,closed depression areas,drainage swales,streartns,wetlands,and water body survey and classification report showing wetland and buffer boundaries),flood hazard areas,geological hazards, buffers,aquifer and wellhead protection areas,to i ngraphic Matures that may act as natural stormwater storage,infiltration,or conveyance. Include the natural receiving waters that stormwater rwnrnff will either directly or eventually discharge.Show topography,display acreage and outlines of all drainage basins;existing st4rmwater drainage to and from the site; routes to existing,construction,and future flows all discharge points;and the length of travel from the farthest upstream end cif a proposed storm drainage system to any proposed flow control and treatment fa ity. identify areas o f potential erosion problerras Show contoues as fonows a lip to 10%slopes P 2 ft.c:intours Over 10%to less than 20%slopes e a ft.contours 20%or greater slopes a flu ft.ci.ntours Elevations at 25 ft. intervals o S Report:Done by a it scientist certified by Soil Science Society of Arroerk , licensed sewage designer,or ither suitably trained persons working under the supervision of a professional engineer,geologist, hydri logist,or any other professional supervised by an engineering gaol•fist 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,erodibiiity, settleability,permeability,depth,texture,and soil structure. Testin should_occurbetween December lend 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 BMPs correlate with responses s to the 13 elements of the SWPPP,Pg.237,and preliminary location of stormwater 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 natiye'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,atborist,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 Vidnity Map:Clearly locate the property,identify all 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). 0 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 slit-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.261. 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 f1MPs 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. 0 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 0 Permanent Stormwater Contras Plan Drawing:Select BMPs based or the Preliminary Development Site Plan Layout from the Site Analysis Summary. Provide a scale drawing of the Page 3 of March 22,2017 Ws)and any public ROW that displays the location of On-Site Ws and the areas served by them.These documents be recorded and attached to o declaration oa covenant and gram of easement associated with each lot that includes®Fn-side Res.Provide design details,figwes, end mairitenaoCe instructions for each 1 MP. Provide a written summary of how it complies with the applicable requirements. FIcA ®6_anafl �r9a � 0 Opp ration I aintenaogo Gvbannal;:include a manual for each floor control and treatment facility,including any distributed binretention facilities that are used to help meet'HOW control and/or treatment requirements.The manual shall include a description of the facility,what Pk does,and how it works, it must also identify and describe the maintenance task,and the frequency of each tag.The tasks and frequencies must meet the standards of the SWhfiMWW. 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 Gin. ❑ Declaration of C-CIVonotft for Privately Maintained Novo Cont l&Treatment Facilities and©D- M top wo op Management 1 f 6W&Any floe^, control treatment facilities and on-Site Storrowater management Riffs for which the applicant identifies operation th finaintenence to ho the responsibility of a private paw mist have o declaration of covenant and grant of easement.After City approveal,the declaration of covenant and grant of easement most be signed and recorded. Design details,figures,and maintenance ingFE9cti000 for any IMP shall ho attached.A map showing the location of newly planted and retained trees claimed as flow reduction credits shall also be a .ached. • Q hocor l Document Record ti tol impervious strvace area of the site and their locations with the county auditor. %cif signing f e@oue,voo are ccr 0fy og that y.i have read and understand the otor watier rrgaukenecrrnt . sure that you have checked off all applicable bog es. Applicant Signature / Dat, / • • Page 4 of 4 March 22, 2017 EXHIBIT "A" 1414 LATITUDE CIRCLE LOT 5, PLAT OF 48 NORTH P133663 Responses to the "Complete Residential Stormwater Plan Checklist— Minimum Requirements 1-5". Brief Description of the Project: To construct one Single-Family Residence (SFR) on a single legal lot within the City of Anacortes. The existing property is located at 1414 Latitude Circle, which is Lot 5, 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 east to the west at a grade of approximately 11.0%. The property is bounded as follows: NORTH: Lot 4, 48 North. EAST: Port of Anacortes, P31664. SOUTH: Lot 6, 48 North WEST: Fully improved street of Latitude Circle. Developed Conditions & Runoff of The Site: The proposed improvements are as follows: Construct a SFR with an approximate lot coverage of 27.1%, and an impervious lot coverage of 40.4%. No detention was required for the Plat of 48 North, but there is an existing water quality bio-swale for the plat. All roof drains and footing drains will be hard lined to the existing stormwater collection system. The point of connection for Lot 5 is located in the southwest corner of the property. 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 east to the west 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 may receive is from Lot 6 and the Port of Anacortes property. Lot 6 will have its own drainage self contained so as not to impact Lot 5. Additionally retaining walls with drains will act as intercept drains along the high side of the property. 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 "Erosion Control & Site Plan" has been prepared by Landed Gentry Development, Inc., showing both the existing and proposed improvements as requested. 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 & Site Plan", attached. Construction Stormwater Pollution Prevention Plan (SWPPP): See attached. Other Permits: Building Permit for SFR. L.r 5 4f A r PCorumang, Comm m , & Economic Dvvloprrr eli D pA e ni PO Box 547, Armouries, WA 96221 l PH: 360o ���q!�YCfa1FJT n (c inisipmeicAt SiortamedicP Ponufion ProvunUctm vigHp Please check sff boxes t I show that each element has been read and understood.Provide&WIN where applicable and if certain aspects are tonnecessm or exempt,clearly lustily.Details of the 13 Elements and the correlating g BMPs are listed on Pg. 236 of the 2014 Stormwater Management cent Manual for Western Washington(SWMMiMWW).Q link is provided or the City of Aoac*4 es websfte,under Planning, Community,A Economic Develop ent Department,as well ll as under Storr iwitorr on the Engineering Division of Public W ork's page. r Site I ddtrss: f4/¢ P , ?; Aveepared By: Z-A Pe:,O (-4,.:,l,�4�/ F f',., t /l)r l The Stor},water checklist or building permit determined that: ❑ The 13 elemerots most be addressed for ❑ These elements past be addressed for c 4 nsgpacio ,activity adding under 2,+L i() construction activity Wing 2,000 5q.ft. sq.ft.of hard surface area, or more of hard surface oro2. This means that an a,Cached narrative and site plan are required with this dicaament. Under each eDQnbertn ex Cato tie best ona e eri4 e tees 1 j orr kgstif ,s pc a��u�o for those that WO ,•=ot he used.liff needed lease attach a narrative to further eE3 Min pians_orr jus repatim. / 64-6/44%/7S ELEMW4 L' Preserve Vegetation/Mark(Tearing Limits ❑ Before beginning tame/disturbing activities, including clearing and grading,clearly mar&all clearing limits,sensitive areas and their buffers,and trees that are to be preserved within the construction area. 0 Retain the %off layer, native top s•il,and natural vegetation in an undisturbed state to the maximum degree practical. Page 1 of a March, 2017 KLEMENT'20 Establish Constru clioo Access a Limit construction vehicle access and exit to one route, if possible. ❑ Stabilize access points with a pad of quarry spaiis,crushed rod,or other equivalent Ml1fif's,to minimize tracking onto roads. ❑ Locate wheel Wash or tire bathes on site,If the stabilized constr:,ction entrance is not effective in preventing tracking sediment onto roads. D iff sediment is tracked off site,dean the affected roadway th©roughiy at the end of each day,or Mare frequently as necessary(en:wet weather). Remove sediment from rnads 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 ereash wastewater by pumping hack on site or otherwise preventing it from discharging into systems tributary to graters of the State. E LERPi NT 3:Control Flow Rates D Protect properties and v eaterways downstream of development sites from erosion and the associated discharge of turbid waters clue to increases in the velocity and peak volumetric flow rate 'if st FramateF runoff from the prrkjoct site. ❑ Wherry unecessaiy to comply with the bullet above,construct stormwater retention ordetentien facilities as one of the first steps in grading. ,A;ssuurre that detention facilities function properly before c*rustructting site improvements g�.g.imp rvious suuFffaces). D If permanent infiltration p-finds are used for flow control during construction,protect these ffacilities from siltation during the cornstruuction phase. ELEMENT : lnstall Sediment Contr,.,ls O Design,install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ Construct sediment control EMPs(sediment ponds,traps,filters,etc.)as one of the first steps in grading.These L,MPs shall be ff.rnctional before other land disturbing activities take place. ❑ Mint r,;ize sediment discharges from the site.The design,installation and maintenance of erosion and sediment controls most 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 sun particle sizes expected to be present on the site. ❑ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal 8MP,before the run.ff leaves a construction site or before discharge to en Page 2 of g March, 20U infiltration facility.i uno fr© fully stabilized areas may be discharged without a sediment rrvt removal E MP,but must meet the ©w control pt v-f Pretancc ,t]rridard In Element 83,bulle.t 01. ❑ Locate i iktiPs intended to trap sediment on-site in a mariner t.,,ovoid interference with the movement of juvenile sal0000nid's attempting to enter off channel areas©r drainages. D Provide and maintain natural buffers around since waters,direct Mal-water to vegetated areas to increase sediment removal,and maximize,stoPiit1vd ter infiltration. 0 Where feasible,design outlet structures that withdraw impounded stemmata Mon the surface to avrid discharging sediment that is still suspended lower in the water caldron. ELEMENT 5: Stabilize Sails 0 Stabilizes exposed and uanworlaed soils by application of effective OM P that prevent erosion. Applicable include,but are not limited to:temporary and permanent sending,sodding, rununichin ,plastic covering,erosion control fabrics and spatting,soli application of polyacrylamide(PAM),the easy application of gravel base early on areas to be paved and dust control. D Contr!rl sororowaterr v©l,Jne and velocity within the site to minimize soil erosion. 0 Control stor uwater discharges,including both peak flow rotes and total stormwater vok me,t• minimize er©sii n at outlets and to minimize downstream channel and stream bank erosion. D Soils must not remain exposed and uoruworked for ,ore than the time periods seat flnh below to prevent erosion. o ,tiring the dry season fir,-ay 1—Sept 3 :7 days o During the wet season(Oct 1 Apr 30):2 days O Stabilize soils at the end of the shift bef:re a holiday or weekend if needed based on the weather forecast. ❑ Stabilize soil stockpiles from erosion,protect with sediment trapping measures,and where possible,be located away from storm drain inlets,waterways,and drainage channels. ❑ Minimize the am tint of soil exposed during construction activity. ❑ Minimize the disturbance of steep A!pes. O i inir,ixe soil compaction and,unless infeasible,preserve topsoil. ELEMENT ;.a Protect Slopes ❑ Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include,bit 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 6 Marren,2017 0 Divert off-site storrmrmiitev(rain-on)or ground water away from dopes and disturbed areas with interceptor dikes,pipes,and/or swabs. ' -site storinw ater should he managed separately from stormumwater 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 fultati handle the peak volumetric flow rite calculated using a m n to time step from a Type/A, 10-year,24-hoar frequency storm for the developed condition.Alterfn7 ltiv k,the 1O year,I-homer flow rate predicted/indicated by an approved continuous runoff model,Increased by a factor of Lot, may be amsmi The hydrologic rologic analysis must arose the vas jng sand cover condition for predicting flow rates from tributary areas outside the project limits.Vor tributary areas on the project site, the analysis mast use the temporary or permanent project band cover condition, whichever will produce time highest flow rates, if using the Western Washington Hydrology Model( d'iNiVd)to predict flows,pare soil areas should be moo veled as "landscaped"area. o Where 1S-minute time steps are available in an approved cootimous runoff model,they may be used directly without a correction factor. ❑ Pace excavator material on the uphill side of trenches,consistent with safety and space considerations. D Place check dams at regular intervals within constructed channels that are cunt down a slope. ❑ Consider soil types and its potential for erasion. • D Stabilize soils on slopes,as specified in Element 5. ❑ BMP combinations are the most effective method of protecting slopes emith disturbed s°iis.Ems: Use both muicbing and straw erosion control blankets. ELEMENT 7a protect Drain inlets 0 Protect all storm drain inlets made operable during construction so that stormwater runoff does noit enter the conveyance system witho ut first being filtered or tr ated to remove sediment. D 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), O Where possible,protect ail existing storm drain inlets so that stormweter runoff does not enter the conveyance system without first being filtered or treated to removes #.imeot. O i(eep all approach roads clear. r oo not avow sediment and street wash water to eater storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters o,f the State. O erdets should be inspected weekly et e minimum and daily during storm events. Page 4 of 8 March,2017 AlkilEOT ffia Stabilize Channels and Outlets O Design,construct,and stabilize all on-site conveyance channels to prevent erosion ffrc m the following IMpected ,earls`rilaws: o *Channels must handie same peak v©l©metric flow rate as temporanr pipe slope drains listed in Element 6, above. O Provide stabilizati©n,including armoring nriateroal,adequate t©prevent erosion off lutiets, adjacent stream banks,slopes,and downstream reaches at the outlets of all conveyance systems. ci The best method for stabilizing channels is to c©umpletdy Dine the channel with a blanket product first,then add check dams as necessary to ffun, ,ion as an anchor and to slow the flow of water. EiLIEiv1E9T Control Pollutants ❑ Design,install, implement,and maintain effective pollution prevention measures to minieyiim the discharge of pollutants. O Handle and disp se of all pollutants, including waste materials and demolition debris that occur on-site in a mariner that does not cause contamination of stormater. ❑ Provide c,ver,containment, and protection from vandalise for all ,icnis,liquid products, petroleum products,and other materials that have the potential t.,pose a threat to human health or the environment.On-site fueling tanks east include secondary contain ent. Secondary cintainment r neaps placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the larEnst tank within the containment structure.IDS.uble-walled tanks do not require additional secondary con,,Inment. ❑ Conduct maintenance,fueling,and repair,�f heavy equipment and vehicles using spill preventib n and control measures.Gear contaminated swims 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 recirculatik n or upland land application,or to the sanitary sewer,with local sewer district approval.Wheel wash or tire bath wastewater should not include wastewater firm concrete washout areas. ❑ ,apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater run t.ff. Follow manufacturer?label requirements for application rates and pr wcedures. n Use I8MPs to prevent contamination of stormwater runoff by pl-l-mi difying sources.The sources for this contamination include, but are not limited to:bulk cement,cement kiln dust,f{y ash, new concrete washing and curing waters,waste streams generated from concrete grinding and sawing,exposed aggregate prccnsses,dewatering concrete vaults,concrete pumping,and mixer washout waters.Adjust the pH of st(t rmwater if necessary to prevent violations ,f the water quality standards. Page 5 off g 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 AMR drains,open ditches, streets, or streams. Do not dump excess concrete on site,exc-pt in desIgnsted Claude washout areas.Concrete spiPage or concrete discharge to s©frace waters of the Stage is prohibited.D©riot use upland land applications for discharging Wastewater from concrete washout areas. D Obtain written approval from Ecology and provide t,t the City before using chemical treatment other than C O or dray ice W adjust pl�o Q Woody debris may be chopped and spread on site. ❑ Conduct oil changes,hydraulic systerrr drain down,solvent and de-greasing clearing operations, fuel tank drain down and removal,and other activities which may result in discharge or spillage of pollutants t9 the ground or into stormwater rrunt)fu tuft spill prevention measures,such as crap pans. a Olean contaminated surfaces immediately following any discharge or spill incident.Dnergency repairs may be performed on-site using temporary plastic placed beneath arid, if raining,over the vehicle. ELEMENT la: Control De-Watering Q Disehar a 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 prad. ❑ 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((i•r•fioodirag of receiving waters pr-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;ff©r example,a creek running WI ugh a site. D Handle highly turbid or c)rrtaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. infiltration 2. Trans..*rt off site in a vehicle,such as a vacau,rrr,flush truck,for legal disptsal in a manner that does not pollute state waters. 3. Ec•,I igy approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discha r: e with local sewer district approval,if there is no other option. 5. Use of a sedinraeeitati'n bag with oartffall to a ditch or swale for small volumes of localized dewatering. D Construction equipment operation,clannshell digging,concrete tremie pour,or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ lischarging sediment-laden(muddy}water into waters of the State likely constitutes a violation Page 0 rf ffi March.2017 water quality standards for turbnidbty.The easiest way to avoid discharging muddy gaiter is through infiltration and preserving vvgetatis n. El!ERIET ll% Maintain ntain BMPs O Maintain and repair all temporary and permanent erosion and sedi,-,ant control gbviPs as neede-d to assaare contiraued performance of their intended function in accordance with specifications. O !Remove all temporary erosion and sediment control PMPs within 30 days after achieving final site stabilization or after the temporary y i3MPs are no longer needed.SEM tempura erasion and sediment control LIl 1Ps are bio-degradable and designed to remain in place following coostrricti m such as compost socks. ❑ Provide pr.tectioo to all BMPs installed for the permanent control of st tr uwater from sediment end compaction.tali BiktiPs that are to remain orn place following completion of construction shall be examined and placed in full operating conditions, if sediment enters the DWI during construction, it shall be removed and the facility shall he returned to the conditions specified ien the c4nstrr cti*rn documents. O Renwe or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal off PR4Ps or vegetation. ELEMENT 22a ,'7an ige the Pr«Ject PrijectS subject to linirnum Requirements 1-9 must have a Certified Erosion and Sediment Controi Lead(CESCL)for site inspections. Projects subject to Minimum) Requirements 1-5 do not require the inspector ti be cerrtiffied.By the initiation t•,f c�nstrsction,the SWPPP Must identify the CCESCL or inspector,who shaii be present on-site or on-call at all times. Management details starting on t_•• =;ri. 0 Phase davelripr rent proles,s to the maximum degree practicable and taste into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction . ❑ Inspection and monitoring o inspect,maintain,and repair ail B'v'Ps as needed to assure c,intinued performance of their intended function. ❑ Maintain, update,and implement the SWPPP. ❑ Clearing and grading activities ff r developments shall be per—ittted only if conducted using am approved site development plan(e.g.,subdivision approval). O From Oct I 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,2O7L7 1. Site conditions including existing vegetative c verage,slope,soil type,and proximity to receiving graters. 2. Limit activities and Eh(ihe extent of disturbed a,za�. 3. Proposed ec.si®n and sedi rient control measures. eather cdnditi®ns can influence the seasonal limitation on site disturbance,The City of Anactrtes has the authority to take el kwwcement action per AMC 19.76£to Thwater. ❑ The following activities are except from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sedi},ent contrti BtAPso 2. Routine maintenance of public facilities ov existing utility star .ktrms that d®not expo se the soil or resent in the removal of the vegetative cover to soil 3. Activities where them is 100%inffiitratahn of surface water nrnoff within the site in appmved and installed erosion and sodimeM control facilities. EL :A;{ ilff 13:Protect Lew impact DeveB©pment I3MPS 0 If implementing any Normtention facilities or rein garden,gas r'r: .:`< for requirements. r47— .,- ) Applimnt Signature ®ate Page &ff S March, 2017 EXHIBIT "B" 1414 LATITUDE CIRCLE LOT 5, PLAT OF 48 NORTH P133663 Responses to the " Dements 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 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 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 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 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 C122: Nets and Blankets Nets and Blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so vegetation can become well established. C235: Straw Wattles 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€i: 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. However, should dewatering become necessary, it should be pumped and dispersed to a well vegetated area within the project site. 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 i2: 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. EXHIBIT"C" 1414 LATITUDE CIRCLE LOT 5,PLAT OF 48 NORTH P133663 PRIMARY BMPs damage from burying and smothering. Vegetative buffer zones for streams, lakes or other waterways shall be established by the local permitting authority or other state or federal permits or approvals. Maintenance Standacds Inspect the area frequently to make sure flagging remains in place and the area remains undisturbed. Replace all damaged flagging immediately. 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, exits, or internal roads. 4. Protect areas where marking with survey tape may not provide adequate pro- tection. Conditions of Use To establish clearing limits plastic, fabric, or metal fence may be used: o At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. o As necessary to control vehicle access to and on the site. Design and installation Specifications High visibility plastic fence shall be composed of a high-density polyethylene material and shall be at least four feet in height. Posts 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 long continuous lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sag- ging 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. If appropriate install fabric silt fence in accordance with BMP C233: Silt Fence (p.367) to act as high visibility fence. Silt fence shall be at least 3 feet high and must be highly vis- ible to meet the requirements of this BMP. 2014 Stormwafer Management Manual for Western Washington Volume II e Chapter 4 - Page 269 Metal fences shall be designed and installed according to the manufacturer's spe- cifications. Metal fences shall be at least 3 feet high and must be highly visible. Fences shall not be wired or stapled to trees. Maintenance Staand,rds If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. [AMP ( d ii)L D UircaMc d n rui©Unn Hati v rim c / rJ Kdq Purpose Stabilized Construction entrances are established to reduce the amount of sediment transported onto paved roads by vehicles or equipment. This is done by constructing a stabilized pad of quarry spalls at entrances and exits for construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be entering or leaving a construction site if paved roads or other paved areas are within 1,000 feet of the site. For residential construction provide stabilized construction entrances for each residence, rather than only at the main subdivision entrance. Stabilized surfaces shall be of suf- ficient length/width to provide vehicle access/parking, based on lot size/configuration. On large commercial, highway, and road projects, the 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 end lrrvstallationr Specoflcatio,;s See Figure II-4.1.1 Stabilized Construction Entrance (p.273) for details. Note: the 100' minimum length of the entrance shall be reduced to the maximum practicable size when the size or configuration of the site does not allow the full length (100'). Construct stabilized construction entrances with a 12-inch thick pad of 4-inch to 8-inch quarry spalls, a 4-inch course of asphalt treated base (ATB), or use existing pavement. Do not use crushed concrete, cement, or calcium chloride for construction entrance sta- bilization because these products raise pH levels in stormwater and concrete discharge to surface waters of the State is prohibited. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 270 Metal fences shall be designed and installed according to the manufacturer's spe- cifications. Metal fences shall be at least 3 feet high and must be highly visible. Fences shall not be wired or stapled to trees. Maintenance tenai'nce St:ndards If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. O St;i St;.,401Nrmed Coy stFr cEntrance, I Exit Purpose Stabilized Construction entrances are established to reduce the amount of sediment transported onto paved roads by vehicles or equipment. This is done by constructing a stabilized pad of quarry spalls at entrances and exits for construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be entering or leaving a construction site if paved roads or other paved areas are within 1,000 feet of the site. For residential construction provide stabilized construction entrances for each residence, rather than only at the main subdivision entrance. Stabilized surfaces shall be of suf- ficient length/width to provide vehicle access/parking, based on lot size/configuration. On large commercial, highway, and road projects, the 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 Installation Specifications See Figure II-4.1.1 Stabilized Construction Entrance (p.273) for details. Note: the 100' minimum length of the entrance shall be reduced to the maximum practicable size when the size or configuration of the site does not allow the full length (100'). Construct stabilized construction entrances with a 12-inch thick pad of 4-inch to 8-inch quarry spalls, a 4-inch course of asphalt treated base (ATB), or use existing pavement. Do not use crushed concrete, cement, or calcium chloride for construction entrance sta- bilization because these products raise pH levels in stormwater and concrete discharge to surface waters of the State is prohibited. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 - Page 270 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. J 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. • Fencing (see BMP C103: High Visibility Fence (p.269)) shall be installed as neces- sary to restrict traffic to the construction entrance. • Whenever possible, the entrance shall be constructed on a firm, compacted sub- grade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. ▪ Construction entrances should avoid crossing existing sidewalks and back of walk drains if at all possible. If a construction entrance must cross a sidewalk or back of walk drain, the full length of the sidewalk and back of walk drain must be covered and protected from sediment leaving the site. Mainteanance Standards Quarry spalls shall be added if the pad is no longer in accordance with the spe- cifications. • 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 replacement/cleaning of the existing quarry spalls, street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or sta- bilized on site. The pavement shall not be cleaned by washing down the street, except when high efficiency 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 to con- tain the wash water shall be considered. The sediment would then be washed into the sump where it can be controlled. Perform street sweeping by hand or with a high efficiency sweeper. Do not use a non-high efficiency mechanical sweeper because this creates dust and throws soils into storm systems or conveyance ditches. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 - Page 271 • 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 BMP C 103) 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. 2014 Stormwater Management Manual for Western Washington Volume II m Chapter 4 - Page 272 Figure 1I-4.1.1 Stabilized Construction Entrance NOT TO SCALE 2a •�st�rg Ro �0101- eY . ,f --40001:I / // lO:O...O.........• 100'min. Install driveway .: . .�4P rdlie culvert if there is a , �i roadside ditch present 4"_8"quarry spells . . . IPET (Pt Geotextile .011 Y ��"t k'N. 1•1 Vet i re"ref Ile Notes: j \ /15'min. 1. Driveway shall meet 12"minimum thickness r �/ the requirements of the permitting agency. 2. It is recommended that Provide full width the entrance be of ingress/egress crowned so that runoff area drains off the pad. 1\01 Figure 11-4.1 . 1 Stabilized Construction Entrance DEPARTMENT OF Revised June 2015 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume Il- Chapter 4 -Page 273 Approved as Equivalent Ecology has approved products as able to meet the requirements of BMP C105: Stab- ilized Construction Entrance / Exit. The products did not pass through the Technology Assessment Protocol — Ecology (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to con- sideration for local use. The products are available for review on Ecology's website at http://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html PS Rh ©1 C C ° Trate 4_ 'Mash Purpose Wheel washes reduce the amount of sediment transported onto paved roads by motor vehicles. Conditions of Use When a stabilized construction entrance (see BMP C105: Stabilized Construction Entrance/Exit (p.270)) is not preventing sediment from being tracked onto pavement. • Wheel washing is generally an effective BMP when installed with careful attention to topography. For example, a wheel wash can be detrimental if installed at the top of a slope abutting a right-of-way where the water from the dripping truck can run unimpeded into the street. • Pressure washing combined with an adequately sized and surfaced pad with dir- ect drainage to a large 10-foot x 10-foot sump can be very effective. • Discharge wheel wash or tire bath wastewater to a separate on-site treatment sys- tem 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. Design and installation Specifications Suggested details are shown in Figure II-4.1.2 Wheel Wash (p.276). The Local Per- mitting Authority may allow other designs. A minimum of 6 inches of asphalt treated base (ATB) over crushed base material or 8 inches over a good subgrade is recommended to pave the wheel wash. Use a low clearance truck to test the wheel wash before paving. Either a belly dump or lowboy will work well to test clearance. Keep the water level from 12 to 14 inches deep to avoid damage to truck hubs and filling the truck tongues with water. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 - Page 274 BFMs and MBFMs provide good alternatives to blankets in most areas requir- ing vegetation establishment. Advantages over blankets include: • BFM and MBFMs do not require surface preparation. • Helicopters can assist in installing BFM and MBFMs in remote areas. • On slopes steeper than 2.5H:1V, blanket installers may require ropes and harnesses for safety. • Installing BFM and MBFMs can save at least$1,000 per acre com- pared to blankets. Mainterivince Standards Reseed any seeded areas that fail to establish at least 80 percent cover (100 percent cover for areas that receive sheet or concentrated flows). If reseeding is ineffective, use an alternate method such as sodding, mulching, or nets/blankets. If winter weather pre- vents adequate grass growth, this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected. • Reseed and protect by mulch any areas that experience erosion after achieving adequate cover. Reseed and protect by mulch any eroded area. • Supply seeded areas with adequate moisture, but do not water to the extent that it causes runoff. Approved as Equivalent Ecology has approved products as able to meet the requirements of BMP C120: Tem- porary and Permanent Seeding. The products did not pass through the Technology Assessment Protocol ® Ecology (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to con- sideration for local use. The products are available for review on Ecology's website at http://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html. iI�!'I i_ Gd 0 a'id u ktiiJ[ffi qi� Purpose Mulching soils provides immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and top- soil in place, and moderating soil temperatures. There is an enormous variety of mulches that can be used. This section discusses only the most common types of mulch. Conditions o Use As a temporary cover measure, mulch should be used: 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 -Page 284 • For less than 30 days on disturbed areas that require cover. • At all times for seeded areas, especially during the wet season and during the hot summer months. • During the wet season on slopes steeper than 3H:1 V with more than 10 feet of ver- tical relief. Mulch may be applied at any time of the year and must be refreshed periodically. • For seeded areas mulch may be made up of 100 percent: cottonseed meal; fibers made of wood, recycled cellulose, hemp, kenaf; compost; or blends of these. Tack- ifier shall be plant-based, such as guar or alpha plantago, or chemical-based such as polyacrylamide or polymers. Any mulch or tackifier product used shall be installed per manufacturer's instructions. Generally, mulches come in 40-50 pound bags. Seed and fertilizer are added at time of application. Design and installation Specifications For mulch materials, application rates, and specifications, see Table II-4.1.8 Mulch Standards and Guidelines (p.286). Always use a 2-inch minimum mulch thickness; increase the thickness until the ground is 95% covered (i.e. not visible under the mulch layer). Note: Thickness may be increased for disturbed areas in or near sensitive areas or other areas highly susceptible to erosion. Where the option of"Compost" is selected, it should be a coarse compost that meets the following size gradations when tested in accordance with the U.S. Composting Council "Test Methods for the Examination of Compost and Composting" (TMECC) Test Method 02.02-B. Coarse Compost Minimum Percent passing 3" sieve openings 100% Minimum Percent passing 1" sieve openings 90% Minimum Percent passing %" sieve openings 70% Minimum Percent passing '/4" sieve openings 40% 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. Consult Hydraulic Permit Authority (HPA) for mulch mixes if applicable. Maintenance Standards • The thickness of the cover must be maintained. o Any areas that experience erosion shall be remulched and/or protected with a net 2014 Stormwater Management Manual for Western Washington Volume ll- Chapter 4 -Page 285 or blanket. If the erosion problem is drainage related, then the problem shall be fixed and the eroded area remulched. Table 11-4.1.8 Mulch Standards and Guidelines Mulch Quality Application Remarks Material Standards Rates Cost-effective protection when applied with adequate thickness. Hand-application generally requires greater thickness than blown straw. The thickness of straw may be reduced by half when used in conjunction with seeding. In windy areas Air-dried; „ straw must be held in place by crimping, using a free from 2 -3 thick; tackifier, or covering with netting. Blown straw 5 bales per Straw undesirable 1,000 sf or always has to be held in place with a tackifier as seed and 2-3 tons per even light winds will blow it away. Straw, how- coarse ever, has several deficiencies that should be con- material. acre sidered when selecting mulch materials. It often introduces and/or encourages the propagation of weed species and it has no significant long-term benefits It should also not be used within the ordinary high-water elevation of surface waters (due to flotation). Approx. 25- Shall be applied with hydromulcher. Shall not be No growth 301bs per used without seed and tackifier unless the applic- Hydromulch inhibiting 1,000 sf or ation rate is at least doubled. Fibers longer than 1,000 - factors. 2,000 lbs about 3/4 - 1 inch clog hydromulch equipment. per acre Fibers should be kept to less than 3/4 inch. No visible water or More effective control can be obtained by increas- dust during ing thickness to 3". Excellent mulch for protecting handling. 2" thick final grades until landscaping because it can be Must be pro-min.; directly seeded or tilled into soil as an amend- duced per approx. 100 ment. Compost used for mulch has a coarser size Compost WAC 173- tons per gradation than compost used for BMP C125: Top- 350, Solid acre soiling /Composting (p.297)or BMP T5.13: Post- Waste (approx. Construction Soil Quality and Depth (p.911). It is Handling 800 lbs per more stable and practical to use in wet areas and Standards, yard) during rainy weather conditions. Do not use near but may wetlands or near phosphorous impaired water have up to bodies. 35% 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 - Page 286 Table 11-4o1.8 Mulch Standards and Guidelines (contirr,edi) Mulch Quality Application — Remarks Material Standards Rates biosolids. Average size shall This is a cost-effective way to dispose of debris be several from clearing and grubbing, and it eliminates the inches. problems associated with burning. Generally, it Chipped Gradations should not be used on slopes above approx. 10% Site Veget- from fines 2" thick because of its tendency to be transported by run- ation to 6 inches min.; off. It is not recommended within 200 feet of sur- in length for face waters. If seeding is expected shortly after texture, vari mulch, the decomposition of the chipped veget- ation, and ation may tie up nutrients important to grass estab interlocking lishment. properties. No visible water or dust during handling. This material is often called "hog or hogged fuel". Must be pur 2" thick The use of mulch ultimately improves the organic Wood- chased min.; matter in the soil. Special caution is advised based from a sup- approx. 100 regarding the source and composition of wood- Mulch or plier with a tons per based mulches. Its preparation typically does not acre Wood Wasdte (approx. provide any weed seed control, so evidence of Straw Handling 800 lbs. per residual vegetation in its composition or known Permit or cubic yard) inclusion of weed plants or seeds should be mon- one exempt itored and prevented (or minimized). from solid waste reg- ulations. A blend of Cost-effective protection when applied with loose, long, adequate thickness. A minimum of 95-percent of thin wood the wood strand shall have lengths between 2 Wood pieces and 10-inches, with a width and thickness Strand derived 2" thick min. between 1/16 and 3/8-inches. The mulch shall not Mulch from native contain resin, tannin, or other compounds in conifer or quantities that would be detrimental to plant life. deciduous Sawdust or wood shavings shall not be used as trees with - mulch. (WSDOT specification (9-14.4(4)) 2014 Stormwater Management Manual for Western Washington Volume ll- Chapter 4 - Page 287 111-4.1.8 Mulch Starred 2a'ds and ee.odic iliirae5 (coo rdGaeoc'(9i) Mulch Quality Application — - Material Standards Rates Remarks high length- to-width ratio. 3MP G122: islets and Blankets Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established. In addition, some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows. Nets (commonly called matting) are strands of material woven into an open, but high-tensile strength net(for example, coconut fiber matting). Blankets are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting (for example, excelsior or straw blankets). They generally have lower tensile strength than nets, but cover the ground more completely. Coir (coconut fiber) fabric comes as both nets and blankets. Conditions •1 Use Erosion control nets and blankets should be used: To aid permanent vegetated stabilization of slopes 2H:1V or greater and with more than 10 feet of vertical relief. For drainage ditches and swales (highly recommended). The application of appro- priate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. Nets and blankets also can cap- ture a great deal of sediment due to their open, porous structure. Nets and blankets can be used to permanently stabilize channels and may provide a cost-effective, environmentally preferable alternative to riprap. 100 percent synthetic blankets manufactured for use in ditches may be easily reused as temporary ditch liners. Disadvantages of blankets include: • Surface preparation required. • On slopes steeper than 2.5H:1V, blanket installers may need to be roped and har- nessed for safety. • They cost at least$4,000-6,000 per acre installed. Advantages of blankets include: 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 - Page 288 Yob CG4.o1 o8 Glidmkh agandards grad Madeil n s (corafth ed1) Gil'i Pal Quality << piplicatkn k7iatetsial Standards Rates Remairks high length- to-width ratio. CGi.G' ©`f`A ' n ] ant Qts Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established. In addition, some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows. Nets (commonly called matting) are strands of material woven into an open, but high-tensile strength net(for example, coconut fiber matting). Blankets are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting (for example, excelsior or straw blankets). They generally have lower tensile strength than nets, but cover the ground more completely. Coir(coconut fiber) fabric comes as both nets and blankets. Conditions of Use Erosion control nets and blankets should be used: • To aid permanent vegetated stabilization of slopes 2H:IV or greater and with more than 10 feet of vertical relief. • For drainage ditches and swales (highly recommended). The application of appro- priate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. Nets and blankets also can cap- ture a great deal of sediment due to their open, porous structure. Nets and blankets can be used to permanently stabilize channels and may provide a cost-effective, environmentally preferable alternative to riprap. 100 percent synthetic blankets manufactured for use in ditches may be easily reused as temporary ditch liners. Disadvantages of blankets include: o Surface preparation required. o On slopes steeper than 2.5H:1V, blanket installers may need to be roped and har- nessed for safety. • They cost at least$4,000-6,000 per acre installed. Advantages of blankets include: 2014 Stormwater Management Manual for Western Washington Volume II tl Chapter 4 - Page 288 • Installation without mobilizing special equipment. • Installation by anyone with minimal training • Installation in stages or phases as the project progresses. ▪ Installers can hand place seed and fertilizer as they progress down the slope. • Installation in any weather. • There are numerous types of blankets that can be designed with various para- meters in mind. Those parameters include: fiber blend, mesh strength, longevity, biodegradability, cost, and availability. Design and installia on Specificatio, s • See Figure II-4.1.3 Channel Installation (p.292) and Figure 11-4.1.4 Slope Install- ation (p.293) for typical orientation and installation of blankets used in channels and as slope protection. Note: these are typical only; all blankets must be installed per manufacturer's installation instructions. o Installation is critical to the effectiveness of these products. If good ground contact is not achieved, runoff can concentrate under the product, resulting in significant erosion. • Installation of Blankets on Slopes: 1. Complete final grade and track walk up and down the slope. 2. Install hydromulch with seed and fertilizer. 3. Dig a small trench, approximately 12 inches wide by 6 inches deep along the top of the slope. 4. Install the leading edge of the blanket into the small trench and staple approx- imately every 18 inches. NOTE: Staples are metal, "U"-shaped, and a min- imum of 6 inches long. Longer staples are used in sandy soils. Biodegradable stakes are also available. 5. Roll the blanket slowly down the slope as installer walks backwards. NOTE: The blanket rests against the installer's legs. Staples are installed as the blanket is unrolled. It is critical that the proper staple pattern is used for the blanket being installed. The blanket is not to be allowed to roll down the slope on its own as this stretches the blanket making it impossible to main- tain soil contact. In addition, no one is allowed to walk on the blanket after it is in place. 6. If the blanket is not long enough to cover the entire slope length, the trailing edge of the upper blanket should overlap the leading edge of the lower 2014 Stormwater Management Manual for Western Washington Volume 1!- Chapter 4 - Page 289 blanket and be stapled. On steeper slopes, this overlap should be installed in a small trench, stapled, and covered with soil. With the variety of products available, it is impossible to cover all the details of appropriate use and installation. Therefore, it is critical that the design engineer consult the manufacturer's information and that a site visit takes place in order to ensure that the product specified is appropriate. Information is also available at the following web sites: 1. WSDOT (Section 3.2.4): http://www.wsdot.wa.gov/N R/rdonlyres/3B41 E087-FA86-4717-932D- D7A8556CC D57/0/ErosionTrainingManual.pdf 2. Texas Transportation.Institute: http://www.txdot.gov/business/doing__business/product evaluation/erosion_ control.htm • Use jute matting in conjunction with mulch (BMP C121: Mulching (p.284)). Excel- sior, woven straw blankets and coir(coconut fiber) blankets may be installed without mulch. There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances. • In general, most nets (e.g., jute matting) require mulch in order to prevent erosion because they have a fairly open structure. Blankets typically do not require mulch because they usually provide complete protection of the surface. • Extremely steep, unstable, wet, or rocky slopes are often appropriate candidates for use of synthetic blankets, as are riverbanks, beaches and other high-energy environments. If synthetic blankets are used, the soil should be hydromulched first. • 100-percent biodegradable blankets are available for use in sensitive areas. These organic blankets are usually held together with a paper or fiber mesh and stitching which may last up to a year. • Most netting used with blankets is photodegradable, meaning they break down under sunlight(not UV stabilized). However, this process can take months or years even under bright sun. Once vegetation is established, sunlight does not reach the mesh. It is not uncommon to find non-degraded netting still in place several years after installation. This can be a problem if maintenance requires the use of mowers or ditch cleaning equipment. In addition, birds and small animals can become trapped in the netting. Maintenance Standards Maintain good contact with the ground. Erosion must not occur beneath the net or blanket. 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 290 Repair and staple any areas of the net or blanket that are damaged or not in close contact with the ground. Fix and protect eroded areas if erosion occurs due to poorly controlled drainage. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 e Page 291 Figure 11-4.1.3 Channel Installation II NOT TO SCALE 4-!:',.:*.:;r.:/ , r # , ..,. .,.. , . , . # v. ((I: 1 c,..-7N:. ..,,,..:.,..e. • /\\\ / n v / \/\12a .ir..+' ,; /\/\ ".........>.. \\ \\ s \ \\i, ) ",e, vie i,..> LONGITUDINAL. ANCHOR TRENCH TERMINAL SLOPE AND CHANNEL arr� ANCHOR TRENCH 4 STAKE AT Y-5'P `/((t `` :```� : M: r INTERVALS. �J \ ;t • �r P P P r s. +4 P 40 05L P .41T r r P 13fl° P 7 r r�,./f// CHECK SLOT AT 25' INTERVALS P P /\// z ISOMETRIC VIEW P P c get AO r / :: /...�. :....,,; . : \` ...'}a,. \j%///•"' \ ;`� / 4rK * INITIAL CHANNEL ANCHOR TRENCH INTERMITTENT CHECK SLOT Source:Clackamas County 2009 Notes: Erosion Prevention Planning and 1. Check slots to be constructed per manufacturers specifications. Design Manual 2. Staking or stapling layout per manufacturers specifications. MI M'" Figure I1-4.1 .3 IViiill Channel Installation Revised June 2015 DEPARTMENT OF ECOLOGY Please see http.//www.ecy.wa.gov/copyright.htmf for copyright notice including permissions, State of Washington, limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4-Page 292 [F rieglLJJ['ci llpr4i O 11 A Sllopekil : Ni adi rra Anchor in 6"x 6" min. trench and staple at 12"intervals Mni . 2"overlap1r0..,. < 1I'1 -1111 �1�I =51=11=0..41- " .1=11=II=1I= 'ii=II IN�I ,li-11=1L= 11I :tl: �t 44 Il ll ,: .' , ,,_•,, : `'-- fittiil-I' Mni .6"overlap •'cam:�: _ c :.r ,1 511 ii=t ll illkie2.11. 1 o- ,�,f Y aYcs. ;,,. �- �. 4, u tt=1; 11-1 =11=II=1i. .11 11=1111.-11 n n _. <<: -;- `s�;. Ii II ii= '. Staple overlaps =R4=11- 11=11=11 114.ti (l. 11 n , .� is—►,=11=11.=11 II 11= — ;1lt-ll. .ii. : 1t. .11 ri. q i tti=11 1111 7:s:�:tt-tl-i1 11 max. 5"spacing 11l1=IIJ1=1111—Il.' Il--11=Q�li-�1.-11=I1�il= 11=/-11=11=11=11=11=1.=11—i1*11=11.=11.- 11-11=1= _ '� Bring material down to a level area, turn the end under 4" and staple at 12" intervals Notes: 1. Slope surface shall be smooth before placement for proper soil contact. 2. Stapling pattern as per manufacturer's recommendations. 3. Do not stretch blankets/mattings tight a allow the rolls to mold to any irregularities. 4. For slopes less than 3H:1V, rolls may be placed in horizontal strips. 5. if there is a berm at the top of the slope, anchor upslope of the berm. 6. Lime,fertilize,and seed before installation. Planting of shrubs, trees, etc. should occur after installation. NOT TO SCALE filikeeMill ' ll Figure 4 1 o4 I:Pia Slope lnstallatlon Revised June 2015 DEPARTMENT OF ECOLOGY - Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II U Chapter 4 e Page 293 BMP C123: Plastic Covering Purpose Plastic covering provides immediate, short-term erosion protection to slopes and dis- turbed areas. Conditions of Use Plastic covering may be used on disturbed areas that require cover measures for less than 30 days, except as stated below. • Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term (greater than six months) applications. • Due to rapid runoff caused by plastic covering, do not use this method upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. • Plastic sheeting may result in increased runoff volumes and velocities, requiring additional on-site measures to counteract the increases. Creating a trough with wattles or other material can convey clean water away from these areas. • To prevent undercutting, trench and backfill rolled plastic covering products. • While plastic is inexpensive to purchase, the added cost of installation, main- tenance, removal, and disposal make this an expensive material, up to $1.50-2.00 per square yard. • Whenever plastic is used to protect slopes install water collection measures 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. Do not mix clean runoff from a plastic covered slope with dirty runoff from a project. • Other uses for plastic include: 1. 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. 5. Temporary drainpipe ("elephant trunk") used to direct water. 2014 Stormwater Management Manual for Western Washington Volume ll- Chapter 4 - Page 294 Design and'instaa.11ati©n Specifications Plastic slope cover must be installed as follows: 1. Run plastic up and down slope, not across slope. 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, tape all seams. 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 tie them together with twine to hold them in place. 7. Inspect plastic for rips, tears, and open seams regularly and repair imme- diately. 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. © Plastic 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 pro- tection shall be installed at the toe of the slope in order to reduce the velocity of run- off. MallWenance Standards o Torn sheets must be replaced and open seams repaired. • Completely remove and replace the plastic if it begins to deteriorate due to ultra- violet radiation. • Completely remove plastic when no longer needed. • Dispose of old tires used to weight down plastic sheeting appropriately. Approved as Equivalent Ecology has approved products as able to meet the requirements of BMP C123: Plastic Covering. The products did not pass through the Technology Assessment Protocol Ecology (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's website at http:f/www.ecy.wa.govip roq ramsfwq/stormwaterinewtech/eq u ivalent.htmi 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 - Page 295 J CS C124: S• t fr 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 longterm cover. • Disturbed areas that require immediate vegetative cover. o All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design end Insteilletion Specifications Sod shall be free of weeds, of uniform thickness (approximately 1-inch thick), and shall have a dense root mat for mechanical strength. The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grad- ing plan. The swale needs to be overexcavated 4 to 6 inches below design elev- ation to allow room for placing soil amendment and sod. o Amend 4 inches (minimum) of compost into the top 8 inches of the soil if the organic content of the soil is less than ten percent or the permeability is less than 0.6 inches per hour. See http://www.ecy.wa.gov/programs/swfa/organics/soil.html for further information. • Fertilize according to the supplier's recommendations. o 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 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 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 the areas between the sod immediately after sodding. 2014 Stormwater Management Manual for Western Washington Volume II o Chapter 4 e Page 296 Maintenance Standards If the grass is unhealthy, the cause shall be determined and appropriate 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 appropriate mix, and protected with a net or blanket. C1252 IropsoMrdg 1 Cam s •.sthig Purpose Topsoiling and composting provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself, topsoiling and com- posting are an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Use this BMP in conjunction with other BMPs such as seeding, mulching, or sodding. Note that this BMP is functionally the same as BMP T5.13: Post-Construction Soil Quality and Depth (p.911) which is required for all disturbed areas that will be developed as lawn or landscaped areas at the completed project site. 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 pollutants and, by supporting more vigorous plant growth, reduce 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 Use • Permanent landscaped areas shall contain healthy topsoil that reduces the need for fertilizers, improves overall topsoil quality, provides for better vegetal health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. • Leave native soils and the duff layer undisturbed to the maximum extent prac- ticable. Stripping of existing, properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. Preserve existing soil systems in undisturbed and uncompacted conditions if functioning properly. • Areas that already have good topsoil, such as undisturbed areas, do not require soil amendments. • Restore, to the maximum extent practical, native soils disturbed during clearing and grading to a condition equal to or better than the original site condition's mois- ture-holding capacity. Use on-site native topsoil, incorporate amendments into on- site soil, or import blended topsoil to meet this requirement. • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH (high acid) levels. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 297 Maintenance Standards If the grass is unhealthy, the cause shall be determined and appropriate 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 appropriate mix, and protected with a net or blanket. BMP C125: Topsoiling / Composting Purpose Topsoiling and composting provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself, topsoiling and corn- posting are an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Use this BMP in conjunction with other BMPs such as seeding, mulching, or sodding. Note that this BMP is functionally the same as BMP T5.13: Post-Construction Soil Quality and Depth (p.911)which is required for all disturbed areas that will be developed as lawn or landscaped areas at the completed project site. 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 pollutants and, by supporting more vigorous plant growth, reduce 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 : f Use • Permanent landscaped areas shall contain healthy topsoil that reduces the need for fertilizers, improves overall topsoil quality, provides for better vegetal health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. • Leave native soils and the duff layer undisturbed to the maximum extent prac- ticable. Stripping of existing, properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. Preserve existing soil systems in undisturbed and uncompacted conditions if functioning properly. • Areas that already have good topsoil, such as undisturbed areas, do not require soil amendments. • Restore, to the maximum extent practical, native soils disturbed during clearing and grading to a condition equal to or better than the original site condition's mois- ture-holding capacity. Use on-site native topsoil, incorporate amendments into on- site soil, or import blended topsoil to meet this requirement. • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH (high acid) levels. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 0.Page 297 • Beware of where the topsoil comes from, and 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. Use com- mercially available mycorrhiza products when using off-site topsoil. Design and Installation Specifications Meet the following requirements for disturbed areas that will be developed as lawn or landscaped areas at the completed project site: • Maximize the depth of the topsoil wherever possible to provide the maximum pos- sible infiltration capacity and beneficial growth medium. Topsoil shall have: • A minimum depth of 8-inches. Scarify subsoils below the topsoil layer at least 4-inches with some incorporation of the upper material to avoid stratified lay- ers, where feasible. Ripping or re-structuring the subgrade may also provide additional benefits regarding the overall infiltration and interflow dynamics of the soil system. • A minimum organic content of 10%dry weight in planting beds, and 5% organic matter content in turf areas. Incorporate organic amendments to a minimum 8-inch depth except where tree roots or other natural features limit the depth of incorporation. o A pH between 6.0 and 8,0 or matching the pH of the undisturbed soil. • If blended topsoil is imported, then fines should be limited to 25 percent passing through a 200 sieve. • Mulch planting beds with 2 inches of organic material Accomplish the required organic content, depth, and pH by returning native topsoil to the site, importing topsoil of sufficient organic content, and/or incorporating organic amendments. When using the option of incorporating amendments to meet the organic content requirement, use compost that meets the compost specification for Bioretention (See BMP T7.30: Bioretention Cells, Swales, and Planter Boxes_ (p.959)), with the exception that the compost may have up to 35% biosolids or manure. Sections three through seven of the document entitled, Guidelines and Resources for Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Man- agement Manual for Western Washington, provides useful guidance for imple- menting whichever option is chosen. It includes guidance for pre-approved default strategies and guidance for custom strategies. Check with your local jurisdiction 2014 Stormwater Management Manual for Western Washington Volume ll- Chapter 4 -Page 298 concerning its acceptance of this guidance. It is available through the organization, Soils for Salmon. As of this printing the document may be found at: http://www.soils- forsalmon.org/pdf/Soil BMP Manual.pdf. • The final composition and construction of the soil system will result in a natural selection or favoring of certain plant species over time. For example, incorporation of topsoil may favor grasses, while layering with mildly acidic, high-carbon amend- ments may favor more woody vegetation. • Allow sufficient time in scheduling for topsoil spreading prior to seeding, sodding, or planting. • Take care when applying top soil to subsoils with contrasting textures. Sandy top- soil 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 bond- ing is to actually work the topsoil into the layer below for a depth of at least 6 inches. • Field exploration of the site shall be made to determine if there is surface soil of suf- ficient quantity and quality to justify stripping. Topsoil shall be friable and loamy (loam, sandy loam, silt loam, sandy clay loam, and clay loam). Avoid areas of nat- ural ground water recharge. • Stripping shall be confined to the immediate construction area.A 4-inch to 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. • Do not place topsoil 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. • 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. Stockpiled topsoil is to be reapplied to other portions of the site where feas- ible. • 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. Stockpiling of topsoil shall occur in the following manner: • Side slopes of the stockpile shall not exceed 2H:1V. • Between October 1 and April 30: 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 - Page 299 • An interceptor dike with gravel outlet and silt fence shall surround all topsoil. • Within 2 days complete erosion control seeding, or covering stockpiles with clear plastic, or other mulching materials. Between May 1 and September 30: • An interceptor dike with gravel outlet and silt fence shall surround all topsoil if the stockpile will remain in place for a longer period of time than active construction grading. • Within 7 days complete erosion control seeding, or covering stockpiles with clear plastic, or other mulching materials. 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. Re--install topsoil within 4 to 6 weeks. 2. Do not allow the saturation of topsoil with water. 3. Do not use plastic covering. allaii tenance Standards • Inspect stockpiles regularly, especially after large storm events. Stabilize any areas that have eroded. • Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. • Plant and mulch soil after installation. • Leave plant debris or its equivalent on the soil surface to replenish organic matter. • Reduce and adjust, where possible, the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. [33 Bir L 26a Po yaery n F ide (PAM) for Soil Er• sion Protecinon Purpose Polyacrylamide (PAM) is used on construction sites to prevent soil erosion. Applying PAM to bare soil in advance of a rain event significantly reduces erosion and controls sediment in two ways. First, PAM increases the soil's available pore volume, 2014 Stormwater Management Manual for Western Washington Volume II e Chapter 4 - Page 300 Ellie C16 % 'st C u t of Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions off 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 installation Specifications o Vegetate or mulch areas that will not receive vehicle traffic. In areas where plant- ing, mulching, or paving is impractical, apply gravel or 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. Maintain the ori- ginal ground cover as long as practical. o Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. o Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto street, refer to BMP C105: Stabilized Construction Entrance / Exit(p.270). 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. o Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is pro- hibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM (BMP C126: Polyacrylamide (PAM) for Soil Erosion Protection (p.300)) 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 increased infilt- ration 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. Use of PAM could be a cost-effective dust control method. Techniques that can be used for unpaved roads and lots include: 2014 Storrnwater Management Manual for Western Washington Volume II.- Chapter4 - Page 310 • 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. • Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm) 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 of paved roadways by tracked vehicles and heavy trucks to prevent damage to road surface and base. • 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 BMP. Maintenance Standards Respray area as necessary to keep dust to a minimum. Purpose Keep quantities of erosion prevention and sediment control materials on the project site at all times to be used for regular maintenance and emergency situations such as unex- pected heavy summer rains. Having these materials on-site reduces the time needed to implement BMPs when inspections indicate that existing BMPs are not meeting the Con- struction SWPPP requirements. In addition, contractors can save money by buying some materials in bulk and storing them at their office or yard. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 Page 311 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/or velocity checks are required. • Check dams may not be placed in streams unless approved by the State Depart- ment of Fish and Wildlife. Check dams may not be placed in wetlands without approval from a permitting agency. • Do not place check dams below the expected backwater from any salmonid bear- ing 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. • Construct rock check dams from appropriately sized rock. The rock used must be large enough to stay in place given the expected design flow through the channel. The rock must be placed by hand or by mechanical means (no dumping of rock to form dam) to achieve complete coverage of the ditch or sw•.le and to ensure that the center of the dam is lower than the edges. o Check dams may also 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. o Place check dams perpendicular to the flow of water. • The dam should form a triangle when viewed from the side. This prevents under- cutting as water flows over the face of the dam rather than falling directly onto the ditch bottom. o Before installing check dams impound and bypass upstream water flow away from the work area. Options for bypassing include pumps, siphons, or temporary chan- nels. • 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 per- manent installations with very minor regrading. They may be left as either spill- ways, in which case accumulated sediment would be graded and seeded, or as 2014 Stormwater Management Manual for Western Washington Volume II e Chapter 4 Page 352 check dams to prevent further sediment from leaving the site. • 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 2H:1 V 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. • Use filter fabric foundation under a rock or sand bag check dam. If a blanket ditch liner is used, filter fabric is not necessary. A piece of organic or synthetic blanket cut to fit will also work for this purpose. • 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 dam removal. • Ensure that channel appurtenances, such as culvert entrances below check dams, are not subject to damage or blockage from displaced stones. Figure 11-4.2.7 Rock Check Dam (p.354) depicts a typical rock check dam. Maintenance S tan lards Check dams shall be monitored for performance and sediment accumulation during and after each runoff producing rainfall. Sediment shall be removed when it reaches one half the sump depth. • Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. • If significant erosion occurs between dams, install a protective riprap liner in that portion of the channel. Approved as Equivalent Ecology has approved products as able to meet the requirements of BMP C207: Check Dams. The products did not pass through the Technology Assessment Protocol—Eco- logy (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's website at http://www.ecy.wa.gov- /programs/wq/stormwater/newtech/equivalent.html 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 353 Figure 11-4.2.7 Rock Check Dam View,Looking Upstream A ,8„ 12" {0.5m) (150mm) Cr• • Note: - ` /> +moo csA o° op • //A (0.6m) ✓i Key stone into channel banks and extend It beyond the abutments a minimum of 18" (0.5m)to prevent flow around dam. A Section A-A 24"(0.6m) 8'(2.4m) Spacing Between Check Dams 'L'=the distance such that points 'A'and'B'are of equal elevation. Point'A' Point'B' */\ \\ \ NOT TO SCALE UNARM" Figure 11-4.2.7 Rock Check Dam DEPARTMENT OF Revised July 2015 ECOLOGY Please see http://wwwecy.wa.gov/copyright.htmt for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. • 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4-Page 354 than If the discharge velocity at the outlet is less than 5 fps (pipe slope less th n 1 percent), use 2-inch to 8-inch riprap. Minimum thickness is 1-foot. 2. For 5 to 10 fps discharge velocity at the outlet(pipe slope less than 3 per- cent), use 24-inch to 48-inch riprap. Minimum thickness is 2 feet. 3. For outlets at the base of steep slope pipes (pipe slope greater than 10 per- cent), an engineered energy dissipater shall be used. • Filter fabric or erosion control blankets should always be used under riprap to pre- vent scour and channel erosion. • New pipe outfalls can provide an opportunity for low-cost fish habitat improve- ments. For example, an alcove of low-velocity water can be created by con- structing the pipe outfall and associated energy dissipater back from the stream edge and digging a channel, over-widened to the upstream side, from the outfall. Overwintering juvenile and migrating adult salmonids may use the alcove as shel- ter during high flows. Bank stabilization, bioengineering, and habitat features may be required for disturbed areas. This work may require a HPA. See Volume V (p.765)for more information on outfall system design. Maintenance Standards • Inspect and repair as needed. • Add rock as needed to maintain the intended function. • Clean energy dissipater if sediment builds up. BMP C220: Storm Drain Inlet Protection Purpose Storm drain inlet protection prevents coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area. Conditions of Use Use storm drain inlet protection at inlets that are operational before permanent sta- bilization of the disturbed drainage area. Provide protection for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless conveying run- off entering catch basins to a sediment pond or trap. Also consider inlet protection for lawn and yard drains on new home construction. These small and numerous drains coupled with lack of gutters in new home construction can add significant amounts of sediment into the roof drain system. If possible delay installing lawn and yard drains until just before landscaping or cap these drains to pre- 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4- Page 357 vent sediment from entering the system until completion of landscaping. Provide 18- inches of sod around each finished lawn and yard drain. Table 11-4.2.2 Storm Drain Inlet Protection (p.358) lists several options for inlet protection. All of the methods for storm drain inlet protection tend to plug and require a high fre- quency of maintenance. Limit drainage areas to one acre or less. Possibly provide emer- gency overflows with additional end-of-pipe treatment where stormwater ponding would cause a hazard. Table Il-4 2.2 Storm Drain Inlet Protection Type of inlet Emergency App�r�al�Ie for Protec#ran Q�er low. aaved!earthen C•onditrons of Use Surfaces Drop Inlet Protection Yes, tem- Applicable for heavy flows. Easy Excavated drop porary flood- Earthen to maintain. Large area Require- inlet protection ing will occur ment: 301x30'/acre Block and Applicable for heavy concentrated gravel drop inlet Yes Paved or Earthen flows. Will not pond. protection Gravel and wire Applicable for heavy concentrated drop inlet pro- No flows. Will pond. Can withstand tection traffic. Catch basin fil- Yes Paved or Earthen Frequent Maintenance required. ters urbinlet Protection Curb inlet pro- Small capacity Used for sturdy, more compact tection with overflow Paved installation. wooden weir Block and gravel curb inlet Yes Paved Sturdy, but limited filtration. protection Culvert Inlet Protection . Culvert inlet Sed 18 month expected life. invent trap Design and installl tg!on Specifications Excavated Drop Inlet Protection-An excavated impoundment around the storm drain. Sediment settles out of the stormwater prior to entering the storm drain. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 - Page 358 ® Provide a depth of 1-2 ft as measured from the crest of the inlet structure. ® Slope sides of excavation no steeper than 2H:1V. © Minimum volume of excavation 35 cubic yards. • Shape basin to fit site with longest dimension oriented toward the longest inflow area. • Install provisions for draining to prevent standing water problems. • Clear the area of all debris. 6 Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. O Protect weep holes with screen wire and washed aggregate. • Seal weep holes when removing structure and stabilizing area. ® Build a temporary dike, if necessary, to the down slope side of the structure to pre- vent bypass flow. Block and Gravel Filter-A barrier formed around the storm drain inlet with standard con- crete blocks and gravel. See Figure II-4.2.8 Block and Gravel Filter(p.360). • Provide a height of 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 opening. ▪ Do not use mortar. • 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 2H:1V or flatter. • An alternative design is a gravel donut. ® Provide an inlet slope of 3H:1V. © Provide an outlet slope of 2H:1V. • Provide al-foot wide level stone area between the structure and the inlet. • Use inlet slope stones 3 inches in diameter or larger. E Use gravel 1/2-to 3/-inch at a minimum thickness of 1-foot for the outlet slope. 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 - Page 359 A Drain grate __ 'AN)er �qb pgb Oob&Ooa„ •ac �o .CG4),;i c Concrete block � C o &00'1A-1' _..O al .p0 Qo Q Gravel backfill ,: ,,.9 poo _ p�; oG� Q , a ,, .„o � ad ° bp1 O):Q p\o 9 ,7. p pp • �° .a:16!�-,,,4),fi - ppa fpact"'4'odJ Uo Qo �Sr�o ,au .an c , Dian View Concrete block Wire screen or filter fabric Gravel backfill _Overflow °e water ,� Ponding height „err "fie. e \\\\\\V nn\\\\... „o o �-�., -K;c ) o ` z[�;6u , MI Water N= -� ° ,.�oio., VV\ \i ` \ r\/\ \\ \/\/\'�\\•\\ f��//i�//\//\�\/\i`% Drop inlet / %� /�\/\/i �� Section A—A 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 well below the ground elevation downslope to prevent runoff from bypassing the inlet.A temporary dike may be necessary on the downslope side of the structure. NOT TO SCALE ilisialla. Figure H 4.2.8 Block and Gravel 'i@ter • DEPARTMENT OF Revised August 2015 E C 0 L OD G Y Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 360 Gravel and Wire Mesh Filter-A gravel barrier placed over the top of the inlet. This struc- ture does not provide an overflow. • Use a hardware cloth or comparable wire mesh with 1/2-inch openings. • Use coarse aggregate. o Provide a 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. • Overlap the strips if more than one strip of mesh is necessary. • Place coarse aggregate over the wire mesh. • Provide at least a 12-inch depth of gravel over the entire inlet opening and extend at least 18-inches on all sides. Catchbasin Filters— Use inserts designed by manufacturers for construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. To reduce maintenance require- ments combine 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-way. • Provides 5 cubic feet of storage. • Requires dewatering provisions. • Provides a high-flow bypass that will not clog under normal use at a construction site. • Insert the catchbasin filter 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. • Use wire mesh with 1/2-inch openings. • Use 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 a curb inlet with concrete blocks and gravel. See Figure 11-4.2.9 Block and Gravel Curb Inlet Protection (p.363). 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 361 • Use wire mesh with 1/2-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 11-4.2.10 Curb and Gutter Barrier (p.364). • 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 for protecting a culvert inlet. iilb'ain an {nce Standards • Inspect catch basin filters frequently, especially after storm events. Clean and replace clogged inserts. For systems with clogged stone filters: pull away the stones from the inlet and clean or replace. An alternative approach would be to use the clogged stone as fill and put fresh 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 and stabilize as appro- priate. Approved as Equivalent Ecology has approved products as able to meet the requirements of BMP C220: Storm Drain Inlet Protection. The products did not pass through the Technology Assessment Protocol — Ecology (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's website at http://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4-Page 362 ii ,, iotre U114.2.9 Bliocdz ©mc ©valuer) Curb b Cla C}rcu >>©don Catch basin Back of sidewalk 2x4 Wood stud Back of curb Curb inlet Concrete block : k�lr !Xit�cs7`t` 4.di 1--ov e y,.o• ;zrg.; '60;.•�. a•• ChCnW'�:o Wire screen or •; �`i�= -.i�='� rs..� aji �it�:x o' h14 •': • 1+',. filter fabric pb. •" ,,. .�♦ �,.,•�� Q r oQ' .a42 4 » S *R i..f I �.�.'�, 6'. i oY3 y�'0)•�� S o'�.il 0-�-'� G 34 inch (20 mm) A Concrete block Drain gravel Plan View Ponding height 3/4 inch (20 mm) Drain gravel Overflow pli Curb inlet \\`' Wire screen or �/%///\j,\ filter fabric 2x4 Wood stud >�\/' >/ (100x50 Timber stud) - Catch basin \j Concrete block Section A-A Notes: 1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment,where water can pond and allow sediment to separate from runoff. 2. Barrier shall allow for overflow from severe storm event. 3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. NOT TO SCALE Figure I I-4.2.9 UMW" Block and Gravel Curb Inlet Protection DEPARTMENT OF Revised August 2015 ECOLOGY Please see http://wwwecy.wa.gov/copyright.hfml for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume ll A Chapter 4 - Page 363 L iao af.ilre 11U-4.2.: 0 Curro 2nd l vine r C onir'r©rr Back of sidewalk Burlap sacks to 2(_ overlap onto curb Back of curb 7N1 Runoff \ ,-- Curb inlet N Runoff Spillway t I - / Catch basin . it ' Plan View itlk Gravel filled sandbags stacked tightly Notes: 1. Place curb type sediment barriers on gently sloping street segments, where water can pond and allow sediment to separate from runoff. 2. Sandbags of either burlap or woven 'geotextile'fabric, are filled with gravel, layered and packed tightly. 3. Leave a one sandbag gap in the top row to provide a spillway for overflow. 4. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. NOT TO SCALE amia Figure 1I-4.2. 10 MO" Curb and Gutter Barrier DEPARTMENT OF Revised September 2015 ECOLOGY - Please see http://www.ecy.wa.gov/copyrrght.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume Il - Chapter 4 G Page 364 BMP C232: Gravel Filter Berm Purpose A gravel filter berm is constructed on rights-of-way or traffic areas within a construction site to retain sediment by using a filter berm of gravel or crushed rock. Conditions of Use Where a temporary measure is needed to retain sediment from rights-of-way or in traffic areas on construction sites. Design and Installation Specifications • Berm material shall be 3/to 3 inches in size, washed well-grade gravel or crushed rock with less than 5 percent fines. • Spacing of berms: o Every 300 feet on slopes less than 5 percent o Every 200 feet on slopes between 5 percent and 10 percent o Every 100 feet on slopes greater than 10 percent • Berm dimensions: • 1 foot high with 3H:1 V side slopes o 8 linear feet per 1 cfs runoff based on the 10-year, 24-hour design storm Maintenance Standards • Regular inspection is required. Sediment shall be removed and filter material g p replaced as needed. MP 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 II-4.2.12 Silt Fence (p.369)for details on silt fence con- struction. Conditions of Use Silt fence may be used downslope of all disturbed areas. 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 -Page 367 Purpose A gravel filter berm is constructed on rights-of-way or traffic areas within a construction site to retain sediment by using a filter berm of gravel or crushed rock. Conditions of Use Where a temporary measure is needed to retain sediment from rights-of-way or in traffic areas on construction sites. D-sign and install i Lion Specifications • Berm material shall be 3/to 3 inches in size, washed well-grade gravel or crushed rock with less than 5 percent fines. o Spacing of berms: • Every 300 feet on slopes less than 5 percent o Every 200 feet on slopes between 5 percent and 10 percent o Every 100 feet on slopes greater than 10 percent o Berm dimensions: • 1 foot high with 3H:1 V side slopes • 8 linear feet per 1 cfs runoff based on the 10-year, 24-hour design storm Maintenance Standards Regular inspection is required. Sediment shall be removed and filter material replaced as needed. BbgET, C233: Silt Fence Purpse 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 11-4.2.12 Silt Fence (p.369)for details on silt fence con- struction. Conditions of Use Silt fence may be used downslope of all disturbed areas. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 367 ® Silt fence shall prevent soil carried by runoff water from going beneath, through, or over the top of the silt fence, but shall allow the water to pass through the fence. ® Silt fence is not intended to treat concentrated flows, nor is it intended to treat sub- stantial amounts of overland flow. Convey any concentrated flows through the drainage system to a sediment pond. • Do not construct silt fences in streams or use in V-shaped ditches. Silt fences do not provide an adequate method of silt control for anything deeper than sheet or overland flow. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 368 Figure Fill=4D2D12 Sift Fence Joints in filter fabric shall be spliced at posts. 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All geotextile properties lis- ted 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 11-4.2.3 Geotextile Stand- ards (p.370)): Table 11-4.2.3 Geotextile Standards 0.60 mm maximum for slit film woven (#30 sieve). Polymeric Mesh AOS 0.30 mm maximum for all other geotextile types (#50 sieve). (ASTM D4751) 0.15 mm minimum for all fabric types (#100 sieve). Water Permittivity 0.02 sec-1 minimum (ASTM D4491) Grab Tensile Strength 180 lbs. Minimum for extra strength fabric. (ASTM D4632) 100 lbs minimum for standard strength fabric. Grab Tensile Strength 30% maximum (ASTM D4632) Ultraviolet Resistance 70% minimum (ASTM D4355) ▪ Support standard strength fabrics with wire mesh, chicken wire, 2-inch x 2-inch wire, safety fence, or jute mesh to increase the strength of the fabric. Silt fence materials are available that have synthetic mesh backing attached. • Filter fabric material shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range of 0°F. to 120°F. • One-hundred percent biodegradable silt fence is available that is strong, long last- ing, and can be left in place after the project is completed, if permitted by local reg- ulations. • Refer to Figure 11-4.2.12 Silt Fence (p.369) for standard silt fence details. Include the following standard Notes for silt fence on construction plans and specifications: 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 - Page 370 1. The contractor shall install and maintain temporary sift fences at the locations shown in the Plans. 2. Construct silt fences in areas of clearing, grading, or drainage prior to starting those activities. 3. The silt fence shall have a 2-feet min. and a 2'/2-feet max. height above the original ground surface. 4. The filter fabric shall be sewn together at the point of manufacture to form fil- ter fabric lengths as required. Locate all sewn seams at support posts. Altern- atively, two sections of silt fence can be overlapped, provided the Contractor can demonstrate, to the satisfaction of the Engineer, that the overlap is long enough and that the adjacent fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap. 5. Attach the filter fabric on the up-slope side of the posts and secure with staples,wire, or in accordance with the manufacturer's recommendations. Attach the filter fabric to the posts in a manner that reduces the potential for tearing. 6. Support the filter fabric with wire or plastic mesh, dependent on the properties of the geotextile selected for use. If wire or plastic mesh is used, fasten the mesh securely to the up-slope side of the posts with the filter fabric up-slope of the mesh. 7. Mesh support, if used, shall consist of steel wire with a maximum mesh spa- cing of 2-inches, or a prefabricated polymeric mesh. The strength of the wire or polymeric mesh shall be equivalent to or greater than 180 lbs. grab tensile strength. The polymeric mesh must be as resistant to the same level of ultra- violet radiation as the filter fabric it supports. 8. Bury the bottom of the filter fabric 4-inches min. below the ground surface. Backfill and tamp soil in place over the buried portion of the filter fabric, so that no flow can pass beneath the fence and scouring cannot occur.When wire or polymeric back-up support mesh is used, the wire or polymeric mesh shall extend into the ground 3-inches min. 9. Drive or place the fence posts into the ground 18-inches min.A 12—inch min. depth is allowed if topsoil or other soft subgrade soil is not present and 18- inches cannot be reached. Increase fence post min. depths by 6 inches if the fence is located on slopes of 3H:1 V or steeper and the slope is perpendicular to the fence. If required post depths cannot be obtained, the posts shall be adequately secured by bracing or guying to prevent overturning of the fence due to sediment loading. 10. Use wood, steel or equivalent posts. The spacing of the support posts shall 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 -Page 371 be a maximum of 6-feet. Posts shall consist of either: • Wood with dimensions of 2-inches by 2-inches wide min. and a 3-feet min. length. Wood posts shall be free of defects such as knots, splits, or gouges. • No. 6 steel rebar or larger. • ASTM A 120 steel pipe with a minimum diameter of 1-inch. • U, T, L, or C shape steel posts with a minimum weight of 1.35 lbs./ft. • Other steel posts having equivalent strength and bending resistance to the post sizes listed above. 11. Locate silt fences on contour as much as possible, except at the ends of the fence, where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence. 12. If the fence must cross contours, with the exception of the ends of the fence, place gravel check dams perpendicular to the back of the fence to minimize concentrated flow and erosion. The slope of the fence line where contours must be crossed shall not be steeper than 3H:1V. • Gravel check dams shall be approximately 1-foot deep at the back of the fence. Gravel check dams shall be continued perpendicular to the fence at the same elevation until the top of the check dam intercepts the ground surface behind the fence. • Gravel check dams shall consist of crushed surfacing base course, gravel backfill for walls, or shoulder ballast. Gravel check dams shall be located every 10 feet along the fence where the fence must cross con- tours. Refer to Figure II-4.2.13 Silt Fence Installation by Slicing Method (p.374)for slicing method details. Silt fence installation using the slicing method specifications: 1. The base of both end posts must be at least 2- to 4-inches above the top of the filter fabric on the middle posts for ditch checks to drain properly. Use a hand level or string level, if necessary, to mark base points before install- ation. 2. Install posts 3-to 4-feet apart in critical retention areas and 6-to 7-feet apart in standard applications. 3. Install posts 24-inches deep on the downstream side of the silt fence, and as close as possible to the filter fabric, enabling posts to support the filter fabric from upstream water pressure. 4. Install posts with the nipples facing away from the filter fabric. 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 -Page 372 5. Attach the filter fabric to each post with three ties, all spaced within the top 8- inches of the filter fabric. Attach each tie diagonally 45 degrees through the fil- ter fabric, with each puncture at least 1-inch vertically apart. Each tie should be positioned to hang on a post nipple when tightening to prevent sagging. 6. Wrap approximately 6-inches of fabric around the end posts and secure with 3 ties. 7. No more than 24-inches of a 36-inch filter fabric is allowed above ground level. Compact the soil immediately next to the filter fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch. Compact the upstream side first and then each side twice for a total of four trips. Check and correct the silt fence installation for any deviation before compaction. Use a flat-bladed shovel to tuck fabric deeper into the ground if necessary. 2014 Stormwater Management Manual for Western Washington Volume Il- Chapter 4 - Page 373 L[iciviif ) 111[1-61,20q1 3 7,1l]' Forfilcc9 [1ns allilatinon by Sfirichilp WidceMo I Ponding height max. 24" POST SPACING: 4 4: 7' max. on open runs Attach fabric to 4' max. on pooling areas - Top of Fabric 4 upstream side of post `� - t h ri..ri,zzio � Ar Belt FLOW it POST DEPTH: \RC top 8" Drive over each side of lilt As much below ground `s. silt fence 2 to 4 times } as fabric above ground with device exerting 60 p.s.i. or greater Diagonal attachment 100% compaction !J 100% compaction doubles strength =111=1 11=1 I I-I I II_' `I 11=1 I I-I I I=i 11=1 I I=1 11=111=1 I H 11=1 1=1 I E I 1=1 I I=1 I I-1T =1 II II-1 I I I— —III_ III—III-111=1 I I—III--1= I ""''::: 1=III-III=III-I , =1 I=I — I=III—III ''; -III-111—II=II N III-III- II=I I— II 1=iII1= -1 I= 0EII— Ii=ft- II- I I=1 1— II=1i . III—III= 1 —IIIEME I-i11=1iiaII 0 12-111E-111=111=111-111I Attachment Details: 111E-1I 1=111-;;'4 a.11 I-1 I IE-i l a 11=1 I I— o Gather fabric at posts, if needed. —Ili=111=Ili., g f= —111=IIIII I=III=11' Utilize three ties per post, all within top 8" —II111E-111= � LE-1=T1=111E-11I- ° —111E-111=I I I-1 I I 0 1-111-111—I I I=111=11 of fabric. 11=111—I hall= 111E-111E111=111=111_ e Position each tie diagonally, puncturing 1 i111111111i111111 III II I I=:111 .WE1111111 ,1 holes vertically a minimum of "apart. III-111-111=III 1-i 1I-III-111-('' 0 Hang each tie on a post nipple and tighten No more than 24" of a 36" securely. Use cable ties (50 Ibs) or soft fabric is allowed above ground wire. — Operation Roll of silt fence .� 1 I Post �� - Fabric installed after «`�o01 above 1 compaction � �� ground Silt Fence 1 17 1E— 1 1=I ET-TI f-m.„—{ 1=I I I- r111111-- 1- 1= 1 1 1E-1 1=_III I I IIIIIII11111F_—_-H111 III111111111 ' ll l 200- 'I I-111_111 I-111 111 I III I III—I I11 I—III-1 I I11I 1=I 111 I , v I—I i 300mm 11=1 I1 11=11 r ►I►1-1 11 ►11-1►1i11 r_ `11�111'�lllllll1111111111_I ,11 0 1 ►-' :=III,-111-111-111-,11—�-,11 ,-,ill,', 11�11, I111�� �,_—_ 111 A EllinI I Horizontal chisel point Slicing blade I (76 mm width) (18 mm width) Completed Installation Vibratory plow is not acceptable because of horizontal compaction NOT TO SCALE V► 3111 Figure I L. .2. 13 Silt Fence Installation by Slicing Method DEPARTMENT OF Revised November 2015 E C 0 L 0 G 1A Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II o Chapter 4 - Page 374 Maintenance Standards Repair any damage immediately. ▪ Intercept and convey all evident concentrated flows uphill of the silt fence to a sed- iment pond. • Check the uphill side of the fen ce nce for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. • Remove sediment deposits when the deposit reaches approximately one-third the height of the silt fence, or install a second silt fence. • Replace filter fabric that has deteriorated due to ultraviolet breakdown. ©f 3 Vegetated Strip Vegetated strips reduce 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. Conditions of Use • Vegetated strips may be used downslope of all disturbed areas. • Vegetated strips are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be con- veyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a strip, rather than by a sediment pond, is when the following criteria are met(see Table II-4.2.4 Contributing Drain- age Area for Vegetated Strips (p.375)): Table 11-4.2.4 Contributing Drainage Area for Vegetated Strips Average Contributing' Average.Contributing Area Max Contributing area :Area;Slope Percent Slope : towpath Ler gth 1.5H : 1 V or flatter 67% or flatter 100 feet 2H : 1 V or flatter 50% or flatter 115 feet 4H : 1 V or flatter 25% or flatter 150 feet 6H : 1 V or flatter 16.7% or flatter 200 feet 10H : 1 V or flatter 10% or flatter 250 feet 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 375 Design ,end installation Spocffaceations © The vegetated strip shall consist of a minimum of a 25-foot flowpath length con- tinuous strip of dense vegetation with topsoil. Grass-covered, landscaped areas are generally not adequate because the volume of sediment overwhelms the grass. Ideally, vegetated strips shall consist of undisturbed native growth with a well-developed soil that allows for infiltration of runoff. a The slope within the strip shall not exceed 4H:1V. The uphill boundary of the vegetated strip shall be delineated with clearing limits. MreaintennncStandards a Any areas damaged by erosion or construction activity shall be seeded imme- diately and protected by mulch. a If more than 5 feet of the original vegetated strip width has had vegetation removed or is being eroded, sod must be installed. a If there are indications that concentrated flows are traveling across the buffer, sur- face water controls must be installed to reduce the flows entering the buffer, or addi- tional perimeter protection must be installed. U\dattl- s Puip.se Wattles are temporary erosion and sediment control barriers consisting of straw, com- post, or other material that is wrapped in biodegradable tubular plastic or similar encas- ing material. They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. Wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes. See Figure 11-4.2.14 Wattles (p.378)for typical construction details. WSDOT Standard Plan I-30.30-00 also provides information on Wattles (http://www.wsdot.wa.gov/Design/Standards/Plans.htm#Sectionl) Conditions *f Use Use wattles: a In disturbed areas that require immediate erosion protection. a On exposed soils during the period of short construction delays, or over winter months, a On slopes requiring stabilization until permanent vegetation can be estab- lished. 2014 Stormwater Management Manual for Western Washington Volume Il- Chapter 4 -Page 376 • The material used dictates the effectiveness period of the wattle. Generally, Wattles are typically effective for one to two seasons. • Prevent rilling beneath wattles by properly entrenching and abutting wattles together to prevent water from passing between them. estgn Criteria • Install wattles 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 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 and work up. Spread excavated material evenly along the uphill slope and compacted using hand tamping or other methods. • Construct trenches at intervals of 10-to 25-feet 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 over- lap 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. • Wooden stakes should be approximately 3/4 x 3/4 x 24 inches min. Willow cuttings or 3/8-inch rebar can also be used for stakes. • Stakes should be driven through the middle of the wattle, leaving 2 to 3 inches of the stake protruding above the wattle. Maintenance Sanclards • Wattles may require maintenance to ensure they are in contact with soil and thor- oughly entrenched, especially after significant rainfall on steep sandy soils. 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 - Page 377 Figure Q1- o2.14 Wattles 3'-4' \.t (1.2m) i I '\tfli <,• t, .* ,,t, \it, ..:. : ifi\V" \, ,\\ N. w - /:. . • /)-- \ \ � ,.er /\.: /// Straw rolls must be /// placed along slope / 4 k�`0 t 0/ Adjacent rolls contours - >\` shall tightly abut 4 , :\,/s. ' \if , \ r',\ , / 4'lly, :,,erfr 41/ .l \, it' 1 \ \ \ 3911 10'-25' (3-8m) \\I .., ,/ . \ \ \iv ,,,,/,,, \ Spacing depends ��%'"4 on soil type and / % slope steepness /,*'•. �y Sediment, organic matter, /4 , and native seeds are t , captured behind the rolls. ,‘,to 1 ( - 3" 5"(75-125mm) ' ' / ? \ ����\ / 8"- 10"Dia. / -,/ , tir -- �Pi (200-250mm) rilLive Stake , /MI U' "`\ r7 �// \ ,, // 1"x 1" Stake ��%- . \ (25 x 25mm) 1 t �` NOTE: 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. NOT TO SCALE `.► Figure II-4 2e 4 ligiWill Wattles DEPARTMENT OF Revised November 2015 ECOF Please see http://www.ecy.wa.gov/copyright.hfml for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II a Chapter 4 Page 378 Inspect the slope after significant storms and repair any areas where wattles are not tightly abutted or water has scoured beneath the wattles. Approv,-c1 as Equivalent Ecology has approved products as able to meet the requirements of BMP C235: Wattles. The products did not pass through the Technology Assessment Protocol — Ecology (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's website at http:Uwww.ecy.wa.gov- /programs/wq/stormwater/newtech/equivalent.html t' v P C2362 Ve et:itly Filtrati.0; Purpose Vegetative Filtration may be used in conjunction with BMP C241: Temporary Sediment Pond (p.388), BMP C206: Level Spreader(p.348) and a pumping system with surface intake to improve turbidity levels of stormwater discharges by filtering through existing vegetation where undisturbed forest floor duff layer or established lawn with thatch layer are present. Vegetative Filtration can also be used to infiltrate dewatering waste from foundations, vaults, and trenches as long as runoff does not occur. Conditions of Use • For every five acre of disturbed soil use one acre of grass field, farm pasture, or wooded area. Reduce or increase this area depending on project size, ground water table height, and other site conditions. • Wetlands shall not be used for filtration. • Do not use this BMP in areas with a high ground water table, or in areas that will have a high seasonal ground water table during the use of this BMP. • This BMP may be less effective on soils that prevent the infiltration of the water, such as hard till. • Using other effective source control measures throughout a construction site will prevent the generation of additional highly turbid water and may reduce the time period or area need for this BMP. • Stop distributing water into the vegetated area if standing water or erosion results. Design Creteria • Find land adjacent to the project that has a vegetated field, preferably a farm field, or wooded area. • If the project site does not contain enough vegetated field area consider obtaining 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 d Page 379 F L[I-3 1 e1 Dow spout F N0 Wnfirltratroe S (EAMP VE.19A) 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. Appilco !on Projects subject to 1-2.5.5 Minimum Requirement*5: On-site Stormwater 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 Pownspowt 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 EveIueibong FeesiIlllly 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 N RCS 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 considered feasible on lots or sites that meet all of the fol- 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. D-sign Critoria for Infiltration Trenches Figure III-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 i 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 III-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 III- 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- ated within 200 feet of the top of slope steeper 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 aor infiltration Drywells Figure III-3.1.4 Typical Downspout Infiltration Drywell (p.457) shows a typical downspout infiltration drywell system. These systems are designed as specified below. Gen ral 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 Figure III-3.1.2 Typical Downspout Infiltration Trench Plan View 4"rigid or 6"flexible roof perforated pipe drain sump w/solid lid infiltration trench roof drain / z overflow Profile View 4"rigid or 6"flexible splash block A perforated pipe CB sump w/solid lid I 6„ y 6„ 1 3.Ts 12" 1- washed rock 1 Y2"-%"MiSSajj1 min 1'min fine mesh screen T varies 10'min. - 5'min. -.- Section A-A filter fabric compacted backfill 6" 1:11Nii; f II:I 24" t`j=' 4"rigid or 6"flexible perforated pipe 12" n-1,=u=ci=u=ir al/awashed rock 1 Y"-/4 24" NOT TO SCALE `2111311 Figure ure III-3.1 .2 Typical Downspout Infiltration Trench DEPARTMENT OF Revised November 2015 ECOLOGY Please see http.//www.ecy.wa.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 455 a.�/ 1I ;v .1 c'_ (-u s'';;)su.srxwy) Purpose and Definition Sheet flow dispersion is the simplest method of runoff control. This BMP can be used for any impervious or pervious surface that is graded to avoid concentrating flows ). Because flows are already dispersed as they leave the surface, they need only traverse a narrow band of adjacent vegetation for effective attenuation and treatment. Applications and Limitations Use this BMP for flat or moderately sloping (< 15% slope) surfaces such as driveways, sports courts, patios, roofs without gutters, lawns, pastures; or any situation where con- centration of flows can be avoided. Design Guidelines • See Figure V-5.3.2 Sheet Flow Dispersion for Driveways (p.910) for details for driveways. • Provide a 2-foot-wide transition zone to discourage channeling between the edge of the impervious surface (or building eaves) and the downslope vegetation. This transition zone may consist of an extension of subgrade material (crushed rock), modular pavement, drain rock, or other material acceptable to the Local Plan Approval Authority. • Provide a 10-foot-wide vegetated buffer for up to 20 feet of width of paved or imper- vious surface. Provide an additional 10 feet of vegetated buffer width for each addi- tional 20 feet of impervious surface width or fraction thereof. (For example, if a driveway is 30 feet wide and 60 feet long provide a 20-foot wide by 60-foot long vegetated buffer, with a 2-foot by 60-foot transition zone.) ✓ No erosion or flooding of downstream properties may result. • Runoff discharge toward landslide hazard areas must be evaluated by a geo- technical engineer or a qualified geologist. Do not allow sheet flow on or above slopes greater than 20%, or above erosion hazard areas, without evaluation by a geotechnical engineer or qualified geologist and approval by the Local Plan Approval Authority. • For sites with septic systems, the discharge area must be ten feet downgradient of the drainfield primary and reserve areas (WAC 246-272A-0210). A Local Plan Approval Authority may waive this requirement if site topography clearly prohibits flows from intersecting the drainfield. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 908 Runoff Modeling Where BMP T5.12: Sheet Flow Dispersion is used to disperse runoff into an undisturbed native landscape area or an area that meets BMP T5.13: Post-Construction Soil Quality and Depth (p.911), and the vegetated flow path is 50 feet or more, the impervious area may be modeled as landscaped area. Where the vegetated flowpath is 25 to 50 feet, use of a dispersion trench (see BMP T5.10B: Downspout Dispersion Systems (p.905)) allows modeling the impervious area as 50% impervious/50% landscape. This is done in the WWHM3 on the Mitigation Scenario screen by entering the dispersed impervious area into one of the entry options for dispersal of impervious area runoff. For procedures in WWHM 2012, see Appendix III-C: Washington State Department of Ecology Low Impact Development Flow Modeling Guidance (p.587). 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 909 Fiisjure V-5U3U2 S 'e': rlk w Misp rrsgora 'iioir r ovev y 9a cotn cj co co 1 Locate drain 25' from : i I ROW if driveway 6 gy slopes toward street I c 700 sq. ft. max. between berms 6 t�11 I I. _t_ \ i • Dr)veway Iji-----\ . 2-4" Slope i 1� 6' min —c� , " ) ,:::.;.---4--.z; ,:-:: Derr Detail - -...., - Diagonal " '-- 25'vegetated berm with 25 � flowpath dispersion 1 • / trench / 0 .. Plan Driveway Dispersion Trench Driveway Slope Varies and Slopes Toward Street i/ i g// o / h10/ jjai-' / /7 1' V) ,77 / / / Max 2% r,.. Driveway _ cross:stope Sioi dYs' ' / / 1_E 7F:, , 25' 1 Plan / 9�1 ,__�_��; 0 '..,A--,-,.....,__. / iOa arm ., Sheet Flow Dispersion from a Driveway 6G�0, a6�0,. a Flat to Moderately Sloping Driveways NOT TO SCALE ''" (_)` j --- Figure V-5.3.2 Sheet Flow Dispersion for Driveways DEPARTMENT OF Revised January 2016 ECOLOGY Please see http://www.ecywa.govicopyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer, 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 5 - Page 910 MP T5.13: Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwater func- tions including: water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration; water interflow storage and transmission; and pollutant decom- position. These functions are largely lost when development strips away native 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 devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. 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, corn- posted 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. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines • Soil retention. Retain, in an undisturbed state, the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile 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 struc- tural fill or slope shall, at project completion, demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10%dry weight in planting beds, and 5% organic matter content in turf areas, and a pH from 6.0 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 911 to 8.0 or matching the pH of the undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit 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. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved"amendment rates can be met only using compost meeting the compost specification for BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959), with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40% to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.) above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved" rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved" rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 912 More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not com- pacted, does not need to be amended. Ph nning/PFtrmitting/lnspectionNerriffk tlon Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http://www.soilsforsalmon.orq/pdf/Soil BMP Manual.pdf Maintenance • Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. • Plant vegetation and mulch the amended soil area after installation. • Leave plant debris or its equivalent on the soil surface to replenish organic matter. • Reduce and adjust, where possible, the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Kure•if Modell Hepresen ailon Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: • BMP T5.10B: Downspout Dispersion Systems (p.905) • BMP T5.11: Concentrated Flow Dispersion(p.905) • BMP T5.12: Sheet Flow Dispersion (p.908) BMP T5.18: Reverse Slope Sidewalks (p.937) • BMP T5.30: Full Dispersion (p.939) (for public road projects) 2014 Stormwater Management Manual for Western Washington Volume V e Chapter 5 m Page 913 ( ri uiv V-5,,`> o3 g zrii)tarr c, bed url CVr SS-Sectnon=D • Pr ,:. x^ Ko , f .. . 'Y' ', 0,- yii2` F r �' .54v, a l�" is t` M `-Y >F a�} "- .,j� F A Mulch • • : T • ' i. Ch ;tea 3d F.' .t '.a 7 i t �: �r ...tr d'• d r f Loose soil with �faf, ;0' _ • 1M1 , 1 , y a visible dark s ,R,i�. T ,t /- '' ,. organic matter # 'f � _ r 4i % 3 �N. }aT y£ v r t - / • J II�`" � l �y Y •= t ,i. • k ry Yr . '�.i, `f;,... .T fr�,,rn? ..,lr� %q}5.. r;<;'.j�l".:v�. .;Jm _ _ _ �' Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Storm water Management Manual for Western NOT TO SCALE Washington,2010, Washington Organic Recycling Council Figure V 5 3.3 wilnall Planting Bed Cross-Section DEPARTMENT OF Revised January 2016 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V -. Chapter 5 - Page 914 Purpose end P)ef'2Yno !on 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 impact of smaller development projects on the natural 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- 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. Appllicatitns end i Umi edons 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 For amending the native soil within the rain garden, Ecology recommends use of come 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 1-2.5.5 Minimum Requirement#5: On-site Stormwater Management (p.55), and choosing to use List#1 of that requirement, rain gardens shall have a horizontally projected surface area below the overflow which is at least 5% 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. Uudderdrains 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. 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 runoff flow 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 1 • ,. , - tr &te Address / /z_i_ Z._.ML/P-1-Lic,‘ 4- - f Project 2-0/ 7 -- ,...1Building Permit # stp:.. __ ..„_.,,,,,,,,,,,,„:„..„.:.,,.,_„:„.„.;_::.i.„.,,,,,,..,.,„„,,,,:,„,,,„:„.„.„,„:„.„:„::,.,,,,,„-„,,,,,,,,,„.„.,.._,,„ ,..1,"44i., ;:::„.„:.,,,:.,..?7 ; 1.:...,1:.„.!!r:;;; ...,,::: -n - "17.7,7,!ii:::i.t. i:5-i:.:.:,?:,:,.;,..t.,.1:i,,. :.:,-::.;.7,2. ,:,.::.,:--,;,..:.,:,,:.. Building -C4e- APQA teltzlj 07 6 F 51err4e-J- R--" 11/114-PP rAit-0// 15 I . IY' YtiltdiC41Rfoi - , 21/17 . 1 5'4--VC-- kag C' Y`-t-vt-se--4-.1+-/ 01:412-ft)iYe._ cuppilyvtd F 1., 4/0o 1 Re14,1inUg rP-0 \,k,,,.2n .-,. ‘(..c v c celik\c„0. , 1.• \LC WI Pc-V__1)) 1%,/,efildgrrr-itLivi-fr ,,,,,( 14) C r epic d 1 f Fire 'I liel'<ve2in71-- -id/ , 111°0 C t ''' P' 9-I --(/4 , " 2/I 9/I r 4)A/ -- 27(),. ' (1 '741\e e Project Inter-Departmental Plan Review Tracking Cricchio, Kevin From: Cricchio, Kevin Sent: Friday, December 29, 2017 2:44 PM To: Jamie@landedgentry.com'; 'Jack Reinstra' Cc: Fyrrce, Groc Subject: tree fencing for 1414 Latitude Circle` 12-29-17 Hi Jamie and Jack. Just an FYI. There is tree fencing(drip line +6 feet) required for several trees designated for retention on lot#5 of 48 North. Please let me know when this is done and ready for inspection.Thanks. 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@citvofanacortes.orq I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 BUILDING PERMIT APPLICATION REVIEW: DATE: 1a—r� —\n-- PERMIT#:Ibt? 0(EL(?) SITE ADDRESS: I�k\4 \___:^\--V, � 0.,((0 e PARCEL#: e i ..53 SURVEYED SITE PLAN: yes Do • Does site plan&dimensions match survey yes ❑no cN c, p LA b ZONING DISTRICT: Q 1 i �• Is the land use permitted in zone IVes ❑no CRITICAL AREAS: • Is any critical areas located either on the subject property or within 300 feet ❑yes /no SHORELINE J • oyes no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment 0 yes 0 no 7 IMPERVIOUS SURFACE MAXIMUM: (\ jMINIMUMSETBACI<S: (';;iT,` c -_-• \C� J �(� s j 5) i MINIMUM LANDSCAPING: a(l�1 Iv 2_v c__-=-: v 0 j MINIMUM#OF TREES: - - e„c w v MAX LOT COVERAGE: �'- -• ]b ee C (\v 1 MAX PERMITTED HEIGHT: (6 \ c ee, nnc I OFF-STREET PARKING: ` lQ EASEMENTS: \v 1���1 1L 0� \I -\ QNUI rII Print Window Page 1 of 1 Details for Parcel: P133663 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 P133663 6042-000-005-0000 SE 22 35 01 Owner Information Site Address(es) Map Links 48 NORTH ANACORTES LLC 1414 LATITUDE CIRCLE Open in iMap 504 E FAIRHAVEN AVENUE Anacortes, WA (Jurisdiction, State) Assessor's Parcel Map: BURLINGTON, WA 98233 Zip Code Lookup I Site Address Information PDF I DVVF Current Legal Description Abbreviation Definitions (0.1858 AC) LOT 5, 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/SearchlProperty/ 12/29/2017 Cricchio, Kevin From: Cricchio, Kevin Sent: Tuesday, February 13, 2018 3:54 PM To: 'Jack Reinstra' Cc: 'Jamie Daut'; Fyrrce, Groc; Ingalls, Paul Subject: RE:Tree fencing for Lot#14 and #5 2-13-18 Jack and Jaime, Did the 1414 Latitude tree fencing ever get adjusted. I was just out there& it does not appear to be have been since I was inspected it several weeks ago. The fencing needs to be placed at dripline+6 feet. Let me know when ready for re- inspection.We can't issue until the fencing is copacetic. The 1514 is tree fencing appeared to be good to go.Thanks. 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.orq i www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From: Cricchio, Kevin Sent: Monday, February 12, 2018 9:00 AM To: 'Jack Reinstra' <jackr@landedgentry.com> Cc:Jamie Daut<jamie@landedgentry.com> Subject: RE:Tree fencing for Lot#14 and #5 Awesome. Thanks Jack! 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.orq I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. ................. . . From:Jack Reinstra imailto:iackr@landedgentry.com] Sent: Monday, February 12, 2018 8:59 AM To:Cricchio, Kevin<kevinc@cityofanacortes.org> Cc:Jamie Daut<jamie@landedgentry.com> Subject: RE:Tree fencing for Lot#14 and #5 Kevin, Here are addresses and P#'s: Lot 4: 1410 Latitude Circle; P133662 Lot 5: 1414 Latitude Circle; P133663 i Lot 12: 1510 Latitude Circle; P133670 (no plan submitted yet; coming soon) Lot 13: 1512 Latitude Circle: P133671 Lot 14: 1514 Latitude Circle: P133672 Lot 15: 1516 Latitude Circle; P133673 Jack From: Cricchio, Kevin [mailto:kevinc@cityofanacortes.org] Sent: Monday, February 12, 2018 8:50 AM To:Jack Reinstra <jackr@landedgentrv.com> Cc:Jamie Daut<jamie@landedgentry.com> Subject: RE:Tree fencing for Lot#14 and #5 Okay, addresses would help.Thanks Jack. 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.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From:Jack Reinstra [mailto:jackr@landedgentry.com] Sent: Monday, February 12, 2018 8:46 AM To:Cricchio, Kevin<kevinc@cityofanacortes.org> Cc:Jamie Daut<iamie@landedgentry.com> Subject: RE:Tree fencing for Lot#14 and#5 If you need addresses, I can provide you with that, but we have no permit numbers. From: Cricchio, Kevin [mailto:kevinc@cityofanacortes.org] Sent: Monday, February 12, 2018 8:35 AM To:Jack Reinstra <jackr@landedgentry.com>;Jamie Daut<iamie@landedgentrv.com> Cc: Art Shaw<art@landedgentry.com> Subject: RE:Tree fencing for Lot#14 and#5 Hey Jaime. Thanks for the email. Do you have building permits application numbers associated with these? Thanks. 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.orq I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From:Jack Reinstra [mailto:jackr@landedgentry.com] Sent: Friday, February 9, 2018 1:27 PM To:Jamie Daut<jamie@landedgentry.com> Cc:Cricchio, Kevin<kevinc@cityofanacortes.org>;Art Shaw<art@landedgentry.com> Subject: RE:Tree fencing for Lot#14 and#5 Thanks Jamie 2 From:Jamie Daut Sent: Friday, February 9, 2018 1:23 PM To: Cricchio, Kevin <kevinc@cityofanacortes.org>;Jack Reinstra <iackr@landedgentry.com> Cc: Art Shaw<art@landedgentry.com> Subject: Re:Tree fencing for Lot#14 and#5 Kevin, All tree fencing has been completed to date. 02-09-2018 @ 48* North, Latitude Circle. Lots 12, 13, 14, 15, 05, 04 I am requesting a site inspection for Monday Feb 12, 2018 Thank you. Jamie Daut Site Superintendent Landed Gentry Development Jamie@landedgentry.com 360-982-8862 From: Cricchio, Kevin<kevinc@citvofanacortes.org> Sent:Thursday, February 8, 2018 4:19:10 PM To:Jack Reinstra;Jamie Daut Cc:Art Shaw Subject: RE:Tree fencing for Lot#14 and#5 For a tree fence inspection, please call me at the phone number below. Thanks. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1 904 61"Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.org I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From:Jack Reinstra [mailto:iackr@landedgentry.com] Sent: Thursday, February 8, 2018 4:05 PM To:Jamie Daut<jamie@landedgentry.com> Cc: Cricchio, Kevin <kevinc@cityofanacortes.org>; Art Shaw<art@landedgentry.com> Subject: Tree fencing for Lot#14 and #5 Hey Jamie, The plan revisions for 48 North Lot #14 have been completed today and will go to the building dept. tomorrow. To receive the permit we need tree fencing installed around existing trees at the drip line plus 6' and an inspection called in. Also, if Lot #5 has not been re-inspected for tree fencing, please make the required adjustments and call for inspection so we can get the permit for it also. Thanks you! Jack R 3 dINNIENBNN01111 201705020028 AUDITORS CE' :T!FICATE 4:' R T JJ Jj\ T ^�^�/[�w- J) UD Skagit County Auditor St68.00 5/212017 Page 1 of 311:40AM . RECORD OF SURVEY AT THEE itiI gg OF DALE K. HERRIGSTAD dy: SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. • ° :``= ` CITY OF ANACORTES, WASHINGTON ( .`% . ' i. 44.;; silA iFf1"...,i.„, '',.. -1/4.ii. I P 1 i'UDI •R GENERAL INFORMATION .' •-.r:; SKAGIT COUNTY TREASURERS CERTIFICATE DEDICATION •��' "_--, _ . 1. Assessor's Account No.s 350122-4-004-0000, P31681.. I certify that all taxes heretofore levied and which hove become a lien upon the Know All Men by these Present thst ='SK:,r>1f1 STAJrf, BAIX:t 'mortgage li'ofder, and 2. Description and exception information is from the 3rd lands herein described have been fully paid and discharged accordin° . 48 NORTH ON FIDALGO ISLAND, LX, pibperty;r Wner of the trand hereby platted, Revision to Subdivision Guarantee, Order No: 153377-OA, records of myoffice, upto and includingtheyear of 20 / pC•S 8 declare this plat and dedicatir:to trr•? t 4e� tWS' public fr&ev fr, streets and 7 • t $i dated March 7, 2017. Sys? OFFICIALP�� avenues shown hereon and-;tie=..use "€lertleofi,_,ror all pj is {s `rposes consistent 3. This property is SUBJECT TO and TOGETHER WITH lid ® c. with the use thereof for ublic .}.4.0.4,purposes .toget r with the right to make easements, reservations, restrictions, covenants and other Certifies this1 dayof , 20 4. F= 7�■, ,, all necessary slope for cut' • did f'f!:fs upkn '«;ae l6'ts_Oa blocks shown hereon in instruments of record including but not limited to those the original reasorld le rain ``Lf at suck stlhets dnd avenues shown hereon. ® 'Hilt g g instruments referred to in the Subdivision Guarantee �` The Owners an �thOF''psi 1-kAb litlaivekaR laims for damages against referenced under Note 2 above. Said report lists documents Skagi Coun y�frea per eg m r�, which maybe cca'' ne(3�::;,o'':'*i'te;ci aeent rz�`erties bythe construction, 9 .,. �= z � P-...� recorded under Auditors File Number AF 732440 (Avigation wee SEAL drainage ,�€ ra4,mairtt '-tv,e of.- ai , rcd `tnd or area. Easement), AF 200807220033 (Record of Survey), AF CITY OF ANACORTES APPROVALS ofvvasvio 201607050142 (10' wide Puget Sound Easement over new The Planning om is ion of h City of Anacortes meeting in regular _ utilities), AF 201612060089 (10' wide Puget Sound Easement session on - - ZOI did find that the 48 North Plat & �' - PUD serves thepublic use & interest & has authorized the Subdivision ;=,` ti "~•y , over new utilities), AF 201612190147 (Covenants, Conditons -z. and Restrictions on adjoining property) and AF 201702240096 Administrator to execute its written approval. ' $ ifRTH ON `•'RD -- 1 AND, LLC (access and utility easement over Lot 17 as shown on the >---- :• sr. Plat). Deed of Trust recorded under AF 201605130083 ''' - :'� Signature of Planning Director �'''` rs''' :-,9 _ (Skagit State Bank). A prov I by the ncil of the city of Anacortes, WA, this 4. Residential Low Density (R2). j in. 20 'i = SIO IT'S`i 'rTE- tSANK ` 5. Water Supply: City of Anacortes. • day of � _ - 6. Sewer Disposal: City of Anacortes ATTEST: City Clerk /.IC JJ�' y,,:�.--.-%::;,;•- • " Sat&&:of Washington 7. Storm Sewer City of Anacortes _ _.w`ou .y of Skagit pp Z s day of Aw 1L-}'rr -' 20 I- -Est. N. 14-; ftify that I know of hove satisfactory evidence that NV-AS c�tS Gt_nJ o'.9 Examined a approved this _ ,.-,,; tined this instrument, on oath stated that Cei /she/) wa /are) authorized to execute the instrument and acknowledged it as the rv\e .1'D9{ of City • e' .,;: :,,, - i` 48 NORTH ON FIDALGO ISLAND, LLC to be the free and fit, _ .:;r` voluntary act of such party for the uses and purposes mentioned in the instrument. '`' t''' "=-�'=-"' Given under my hand and official seal this 2 day of I , 20 I`! ''o. ,,,• - `?_ `''`= ='''' Notary Public in and for the State of Washington ',., 1. _ Name printed Pi Ann V)f_ 1lJCL li VE-E- `.�` p WET ''', y; "r. Residing at 1Y1�e_&.4Ls l�A •.\ae�.\�S,aN£ Lc�9 'v., 'ie. Grp` e /ZOt =7.7: i NOTES _ My commissions expires 4 f S +u.::::::::_Ft:Y.:2:0:....cl•,..::-Li 1. Subject to Declaration of Covenants, Conditions, ,F-''''. :.Restrictions, (CC&R's), recorded under; 4 -=``� %`n� = OF WINS,;., -,,.-. �., �" FND MONUMENT IN AFN r::'=+ :� : CASE WITH COVER 2. This plot is subject to the Tree •Preservation Plan dated 2 2 '`'-:5 88 2� �, ::::�_ 2610 39' j 2-19-2009 August 12, 2015 and recorded under, /// �}}gg :• 652.6�' ' = 5: :�' � �''`'- .•O 652.60' State of Washington ti;_r: AM a0nof o0 = ';-" Countyof Skagit •; I certify that [ know of hove satisfactory evi ence that 1`�4G{t1IYedlLLt.. : Gtc- '�, A O c}. Lu 0 signed this instrument, on oath stated that she/) a /are) authorized to execute the 3. The PUD reference number PUD-2015--0003 and date 'of,.- " ^ ti % - �y cp S 88°39 46 E O CO j O instrument and acknowledged it as the VILE. i r. iAe of approval shall be included in all deeds and contracts. i *'�' 655.36 655 36 Q N- SKAGIT STATE BANK to be the free and _ _ 1�i• o GOO LOT 2 r W p voluntary act of such party for the uses and purposes mentioned in the instrument. `L- --1 c 0 Given under my hand and official seal this 2- � day of April 20 ri 4. View Protection Covenant under Auditor's; ''.. ' •d: ' - _ .4, N(0 CO- 0 Notary Public in and for the State of Washington File No. _',: -• •r. x jl '�!- SITE printed0.`W EL44, To b�recorded 0.4- Lake ciast.C° -`' �;,� ,,•,,: ,„: k to 0 ^ Nome eL i rlrn L. l L L i dea- �. 4�! t. 6s, '.'4 to / •�� . Co LO Residing at Ah •ex c Or4t S L OA .:=••.$ zpits. ; ;: :'t> 2�/ 504. 1`'' 13' O My commissions expires 4.�� 2D1Q, Sint! JA=Y �•,o= 1/40 - ' _ , S 88`59'17" E � 812. 14' - / `\' :`r'9.4aRrLo�¢,{•t'� =i:: 13 J 6.26 - o�w Psi,. } • 1316.26' `,. ::, 4 ::R� h p \k.:.NRRi�ts SURVEYOR CERT I ;iaTE�:: CORNER o v aF wasH. , ,z. . .., ... .. I h„ by ca tify that the 44. N .girth Prat & PUD is based upon "*- N ) ` : /!t an,.acthal sTirvey,.;and subdOisii5n performed by me or under my FND MONUMENT IN Q .- supetvisi n c Se(4ion 22Fs�`To->ti�nship 35 North, Range 1 East, (c �� ` z76o7tl •" ' W.M.;''.'the''' Iat''s a`'`t' 'e ar.1- correct representation of the land O CASE WITH COVER _ "Fss Fee, ,� =` ""' ually.,sui'eyect;-;,: �,� CALCULATED CORNER 2-19-2009 awiL LAB tk.ta+ •t "'courses and distances are shownO ::porrretl,(,on' be ground; and that I hove complied with the / 132727' 132727' 22 23 OWNER/DEVELOPER LAND SURVEYOR ` nrrrrrrrrarrrrrr rrrrrrrrrrrrurrrarrrrrr rnu� -prrvi5ion '•:taf statutes and platting regulations and that ���� `'1 =5. ` _. p'ormaricl:it_,,control monuments have been established at each S 89 37'49" E 265?.53' 27 26 48 NORTH ON EIDALGO ISLAND LLC DALE HERRIGSTAD PLS :. :.an .every coca'rolling corner of the parcel of land beingPO BOX 319 4320 WHISTLE LAKE ROAD - kibi3datided. N. "', _ ->;, $je/AteW S E C T I O 22 TOW \ SHIP ANACORTES, WA 98221 ANACORTES, WA 98221 SHEET 1 OF 3 ' : DALE' K. HERRIGSTAD P.L_S.q;), 35 �A�GE 1 EAST Y , Certificate o W v rt'f t N 27807 PUD � .�. <:.:r= DateAPL DWN BY: DKN SCALE: NOTED SCALE: N (\ E HERRIGSTAD ENGINEERING & SURVEYING DATE: APRIL 2017 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 JOB 2015-53 48 NORTH PLAT & P U D ti�u������i�� � 5 .11 8�19111 2 1 SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. Skagit CouciA`>'udit:i¢, -4515. S188.00 Si2129 7 ?. 2 Os,.. 311:40AM CITY OF ANACORTES, WASHINGTON 4;;,_ ...:r,' --,_ EASEMENT NOTE Lore ! LOT 3 P31682 II -_ _ - s P31583 SHORT PLAT ANA-98-002 AF#9806220012 . _l ;s ; - 0 PSE EASEMENTS UNDER CURVE TABLE_ _ •"�3...gin•_. "'"'..t, s,` AUDITORS FILE NUMBERS - 0 N 88°39'46 - _ '- -' 201607050142 & A / 35.23' 75.12' •• Nx - •� 75.59 201612060089. �,� / ��,.' o 20` SETBACK Q _133_34' NUMBER RADIUS ARC LENGTH DELTA ANGLE;: '' NUMB -.:RADIOS - ,RC LENGTH DELTA ANGLE r e , , _ -' _ , . . , �'° �/ S �� 10` PRIVATE 3 l0' SETBACK Cl 670,00 83,10 7 06 23 ., '-;;:; -:,CO.:r-� 80.00 _ ,y 30,43 2I 47 32 •,, �c� �% ��, SL- c, .� 30' SETBACK 4 C2 67,50' 165.72' 140°40`,�? '- �'C28s�' 9. 9' 5,15' 3°16'54' c, h ��� SD ESMT 2" 3 :° C3 57,50' 89,13' 88°4 4I°; ''1Z:, ..Ce9 J0.Q ' 52.06' 33°08'26' `� �1,- /0 2 o __ 10,690 SF C4 57,50' 90.09' _, 89°46Y,1'lb, 1S' ti�;;,,,i"``"- .,„9610' 29,15' 18'33'35' 7861 SF '-�� '. �4` 2 1 , ` - ° , '` , o C5 67.50 64.77:,r. ''-"'54•°58 5,S C: 647,50 39.20 3 28 07 o, o / s� 8007 SF - 1'1408 - N 88 39 46 W C6 670.00' 83.10' • :,7'>''?4"� C32=:"'' `~ 20,00' 10,06' 28°48'20' 3 / row r, 11406 C7 687,50' 1. ;i$.-' f 0 '2'w>'Y_ ''I 33 20.00' 22,64' 64°50'58' C -N ° 10 PRIVATE .6 S 10' PUBLIC 3 112.28 , Z, : . • , ° , Py ro "SS ESMT '� F — UTILITY ESMT C8 687,50 7.6T ,• 3 0 2-4 '"C34 20.00 26,36 75 3121 Q� ��� r G?� A / / 1 �~ --- A 0 5 , l ° r a `' ' o r ' � G / � � Q -- I _ C9 50.OQ, 12�76"`�„ 1�D �?;_00'=�:.,�.T:° C35 20.00' 6.33 18 07 56 ��t' �F, C15 C16 , M n �' -r:,_ F i ° , �� P �l s 7755 SF/ t 8092 SF �; C10 4Qtf�' 62.Gt;. 8$, 8 C36 647,50 39,Qi 3 27 06 t�F-S y�P�,'"\ cr^ \ 5'' , 11404`c ' /°,k \� �„ ! Cl1 40, : • 62.674. "'-._89° lfs C37 522.50' 69.86' 7°39'39' `� ���' ro •P �'�\ 99 r� $/' GG _ c�j\ 1414 I C12 •- 5.0,06%. , 18.11' tr20°45'08' C38 522.50' 20,00' 2°11'35' SQ�� E�`�_, 'G51 S� \ A) C9��•�'.,. ✓?\\'o sa oi` ��F, C2 \L2 N 87.47'58'1 W C1<- :,,„„.,....:..5 .'00' :' 9,87' r 34413'48' C39 522.50' 125.40' 13°00'15' �, �K>i �25 \r� G� .��, \ F j �� ��\r C9 \ c. 86.60' f :�14. "' ``-90.00' ;_ 35 2•''`' coo' 22°24'53° C40 552.50' 80,82 8°22'54' �F, �2� ., P `� �+'\ \\lI c F " G."),`" d'\ L3 0 `C1 90,00` I•:P >`4•�`"•� 19°06'00' C41 552.50' 44.58' 4°37'21' S�P�C- Pc �`3-' tb j `l 99 JO. 0 Sp. • ROW 17.5+;: SETBACK _ 6 Ir -C1 90:0( 65.57' 41°44'31' C42 670.00' 34.52' 2°57'07' C34 22 • fr- F ti° RO i` `° 7682 SF i -="'_'�' �`":=- 7'�> 90,00 ' 30,00� 19�06�00� �P� °'I''- � �,sq \\ °° ° C1 %V zi 30 1 as '`A,• _ 9Q,DcT 30.16 19 12 00 LINE TABLE of , , F, 7 22 ° 1416 f: :n,; < :.: ° , , ��' M I Q1 F r7 ti °' / 8155 SF • �i ": 19`-';;., ' O.Q 30,02 19 06 36 NUMBER BEARING DISTANCE ���� �2°'2� P�� s� 7558 SF �. , /�, JW o in ( M + �'= Cto - ,.-.=1i;O0' 39.50' . 28°17'27• 29°29'13' ' g a/�� r° /�� ,1 P. ,:.; 1417 J 1�, 22.50' °:l J Ll N E 21.20 5 s� /* �/ h 610 : r c °�'; / 42 J R I� 7.50 ROW N s7.47' r ' L2 N 29°29'13' E 17,30' � _ •�••C� 80.00 33,75 24 10 07 / NO LEGAL FOUND (:� 20 21 �r� `�S_ Ski 5` �� -`- / S 88°59`17" E 1 i OW I -_,�100,00"= ? C22 80,00' 34,21' 24°30'00' ! ' L3 N 34 4617 E 34,11 �I 8129 SF / 22.50' 'CS �;:i/ �y ll3.3T 1 J lit- _ - "';.4 _,, =- 3 80.00 16,55 11 5116 L4 N 60 3311 W 20.02 �1 /.o ROW/ .:�/Cy/Fs,'9? o l0' PRIVATE 1 crook.ffl,', :,yri,:, _:. , ° ° , h 608 C, /17.50' / IfT �SS & SD ESMT ,. -r;; .. ..--:�V\- • "'" ..'C24 80,00 23,74 17 00 00 L5 N 39 30 43 E 22,27 10' PUBLIC / - Ro i i I CO - ^#� 7500'`k:$F"; o C25 80,00` 30,02' 21'30'00' L6 N 39°30'43° E 22.22' UTILITY SMT / S- i 7T R A C T C z 2 9 I 1 h :_I x° l C26 80,00' 41.16' 29°28'39' L7 S 88°59'17' E 40.64' 1418 '- N 6e. 1 / /R r! ' I 7936 SF I X;_ ..a, ifs L8 S 54°30'43' W 16.82' liee'o, 1 / c' /� ,�,/V 6552 SF h419j I I ri`, .:,:5` -iw • NOTES J 1�- ! / �,I V, S 88'S9'1T E J S 88'59'17' E 1 1 `= '""` ;, P56562 '�' + o r `s'/ I16,27 • ll3,37'. '`'''., j I • 10 I Ed 1.r- SET CONCRETE MON WITH BRASS CAP IN CASE WITH COVER. 20 1606I N I :';: M L/ 10' PUBLIC I " 2.• SET RE-BAR AND RED CAP PLS. #27817. s` ©7500 SF I" 1 1 f UTILITY 23 I = I, in 8 J 3.0 FOUND EXISTING REBAR AND CAP MARKED PLS #9569 OR AS NOTED. ^I ESMT ?u 2 8 ``'ru, `sy o N o o VISITED 1-4-2017. 10' PRIVATE' 8287 SF a 7501000.00S, F o ni J o �" N I u; w 4. EQUIPMENT USED: CARLSON CR2 2" TOTAL STATION. SS & sD.ESMT J Q r' ;� ;, SF L I ' 'V ^ 1605 T-- -,. _;,, = :;,i' '�' 1420 `� 5. ALL CONCRETE MONUMENTS WERE VISITED ON 2-1-2017. 6�a•<'7 r*-: _=` }1r�01 , ` { -z ; .``" I o 6. ERROR OF CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS. I 11 �' `° n • I S 88'59'17' E �1a• I I N 87.47'S8'IW RI 7. SURVEY METHOD: STANDARD FIELD TRAVERSE. o I Op. 1✓ _ •__I S '51 7Z' E'.:-;4 , ,.I "" "I -�-- •.-. AF 200104030063. I I8. BASIS OF BEARINGS: Record of Survey, 13 ;0 117,78 17$ ° n "a L_. '"`.,,. '' cU 9.1 1ADDRESSES SHOWN ON PLAT. 19 �Q'�:. 'ik.0 -ii:'14 10' PUBLIC 1 • 1 - I �i "' 24 i'•st' 't,., of UTILITY ESMT 2 10 SEE SHEET 3, PUO AND PLAT CONDITIONS #2 FOR BUILDING SETBACK z I 7500 SF of "-„ iu• I ''1,1 ?^<: I ,�ni Q 9 REQUIREMENTS. 4 El a 818 `5�=:. :,_,,: n '::1_ 7g� IF 7500 SF ,a'o k 1604 _,Al 4 N. I 1Z03' Ix I`' .. ik I I + ,• • 0 6e. a n r I ._t 1502 3 ru II e.jo, x I • .r: f i)A.. C9 z I c?p, !✓ 22.50'17.5 `==:S 88'59'44' E 1 1. 88'59'17' E J ' ° OFFSET PROPERTY CORNER NOTES Z Q ROW ROW .,,. F 6.07 i:, a• 113.37 N 87 47'S8 W —+ _ 1' '�-+' I 100.00' I 10 REBAR & CAP SET 1.00' S 32'20'58" W OF at'° �, J D 18 .-.�1` , 2 -1 .,_�,-° ' 2 6 I c o ! TRUE CORNER DUE TO FENCE. to QD cti �' :0 1r i !:' n i -ti I ,ri w 7781 SF v21,: " � 10 o Q REBAR & CAP SET 1.00 S 1'20'14" W OF - I`_. -_ I .. ' Sri,:-,:,.-' al • 18175 SF M J v o TRUE CORNER DUE TO FENCE. �, 1602 ��. '`••<'''-r ST xJ^ J I 1 �� 7518 SF o Q REBAR & CAP SET 0.75' N 1'0'43" E OF I 1.•�-'• � 'Ilk _?;,..-"4, 20J'=sSEEI ACK Z 1505 I / o f x 1504 !A to ^ TRUE CORNER DUE TO FENCE. _ - L]0' SETBACK c> �;/ i.I ® REBAR & CAP SET 0.50' N 13'21'22 W OF �:HERRI� I N 88.5917.:''1d ✓rself, ' ez / N 87°47'58' W QO TRUE CORNER DUE TO FENCE. \v••;of wnsy f ` ./. 74.19 9216f ?i'' .d ' - ss, • / t Q REBAR & CAP SET 1.00' S 62'27'00" E OF FND REBAR &-/ PRIVATE 20' SHRED/ C 8 '6' '� , LATITUDE CIRCLE ,� A'r I Q' TRUE CORNER DUE TO FENCE. ^� / = , 'V CAP HERRIGSTAD- c, �� - r 14 oti/� © REBAR & CAP SET 1.00' N 58'29'41" E OF '•/. i �' o,Y '/' l? UTIUI)1,5s dl_„AF 2•X70 24QOs6 \ c N 88 5917 V 148.54 S 11 ' ;.. / � o 1111 TRUE CORNER DUE TO FENCE. �o''s veo� '�° 1 . , ., `1, L•�\ 4 .* • G`�ti� ���� 8054 SF' o VO REBAR & CAP SET 1.00' S 2'12'02" W OF �s, °LTo` g'� _,.` _ ;t �_ _ 39.18 80A0' 29,36' C2_L rod �'�,'�o. 1506 J . - CORNER DUE TO WATER METER BOX. %a r'"0 • '.v ::; ",,,i;:.; 10' SETBACK 10' PUBLIC \ �- ,. Il c� _ • ,� 17 y UTILITY ESMT Q s,� ere •,y\ 551� "9'mur,rranrrrarr,ar,urru,urrrn,urr,uuaid $c '' ` 16 w 15 14 ) 13 4,6- c., N 87°47'58' WI P56573 ` :�_-�F 441 ,. 0 8092 SF r' N 7617 SF F ). 94.51' '`-" N 7930 SF _ 8000 SF o N OWNER/DEVELOPER LAND SURVEYOR ".'`J:. `_ =• °' 'c IT, 1� J GRAPHIC SCALE 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS;, 'Y .;�. ...- =.,.-,y.,_,,..,.=�'� z h 518 �"- �, �1516 1514 � (1512 +-I .:.,:..,_ 'Y; , 1 • r, W r, IW 8849 SF1 ' :;^:,.•. -.::,_, ,• T ,. , j �, 25 0 25 50 100 PO BOX 319 4320 WHISTLE LAKE ROAD -•,�,,,_ -.,t 30' SETBACK I�'' N m �: _, "` = ,, ,ti 31Q Flo h510 ` `° ( IN FEET ) ANACORTES, WA 98221 ANACORTES, WA 98221 TF' 75.00' ' 0 .1 10' WA ESMT J _ 89.08 1 inch 50 ft. ' 80.00` 80.00' 76.06' o 103.98' - 34 0' wog SHEET 2 OF 3 �t/16TH •3 S 88°5917' E •-ra, I _ `'- :, It CORNER * NO STRUCTURE ON / "� _=3, - LOT 15 SHALL BE CLEARIDGE DIV. II ('� j�j ' '' P82597 P82596 PUD - 2015 - 0003 P If # 16 - 005 —DEV AF#8204220013 / Y �, �', TALLER THAN 25' I FROM THE NE / P82593 / CORNER. P82595 P82594 / DWN BY: DKH HERRIGSTAD ENGINEERING & SURVEYING SCALE: NOTED I / DATE: APRIL 2017 4320 Whistle Lake Road, Anocortes, WA 98221 (360) 299-8804 JOB 2015-53 f ' 1===M=MM=W 4111MOMMEMINIMINV ...... 48 .,...„. ����u �j L8 1111��I1�lt � • ,0 NORTH PLAT & PUTS 20028 Skagit e'{Eunty�Aii�1?�?r `'�,. sti6e,na SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. k• Q1 ntage �:� b, 311:40AM CITY OF ANACORTES, WASHINGTON ,;:. .{• ':Y:;, PUD AND PLAT CONDITIONS LEGAL DESCRIPTION 1J:_ �."" -;: UTILITY and ACCESS EASEMENTS & DEDICATIONS '. 7 ` 'e " `'i 48 NORTH PLAT & PUD 'r(' ..,;,,` •:, PUD-2015-0003 1. An easement is hereby reserved for and conveyed to the CITY OF ANACORTES, That portion of the South 1/2 of itteNftheast 17` ,, or the Soiftio,t,,.jrr4, of Section 22, Township } l PUGET SOUND ENERGY INC.(A.F. No. 201607050142 & 201612060089), FRONTIER 35 North, Range I East, W.M.�•�°lyina 6uthea ly of to ' URROWS BA 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 East`tine t,ereof,_-AtdDD EXCEPT tffi,foff wing described tracts: Conclusion of Law" as adopted by the Anacortes City Council on the 21st COlv1CAST CABLE TELEVISION COMPANY and their respective successors and ! t``r t `�' day of March, following • 2016. The Conditions were required to be assigns under and upon the front ten (10) feet, or as shown on the plat, of o.) Beginning of t� ''•Southeast'utrner fir,fhe Southal`' of the 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; :�r • ;•s'' and adjoining all public street(s), as shown on the plat, in which to construct, thence North 88'5 ':467A4esf long`t e Sar,4ki'lines( 'said South % of the Northeast 1/4 of the } , 1. (FF #10) The lots in this subdivision are subject to applicable water, operate, maintain, repair, replace and enlarge underground pipes, conduits. Southers� 4, 30.64 fc f-';to the We i:line of4e COPPER MINE ROAD"; sewer, and storrnwoter general facility and hookup fees and transportation, cables and wires all necessary or convenient underground or ground mounted them, continua✓ti NortFi°.88159'46'West 7131(,8t'feet; fire, and park impact fees. These fees are payable at levels in effect at appurtenances thereto for the purpose of serving this subdivision and other rence tl.lo►iff`:,Z;11 24",�� as ,6ff 134''-'€eet to the North line of the Southwest 1/4 of the Northeast the time of building permit issuance and may differ from those fee levels property with electric, gas, telephone and other utility service, together with the .:t,r''j^;r} of • ens thiheosf`�/4''= onl;thttrue 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 at all times for the p g g p i g P ��"sdhe`�orthw�,.t c'��t.ner�-:Of thaf_certtiin tract conveyed to the Port of Anacortes, a municipal purposes herein stated. iuerpor ion, de• revrtaof"Ju 22, 1968, under Auditor's File No. 716164; 2. (FF #i 1) ZONING INFORMATION: i s theh^e fi`om sar<:trg1 point of beginning run South 211'29' West along the West line of said Port Underlying Zone: Residential District (R2) 2, A 10 foot private storm drainage easement across the North boundary of'i: . of y ho y td .trr>"`8istanco of 15 feet; Zone's Minimum Lot Size: 7,500 Square Feet Lots 2, 3 and Tract B os shown on the plot is hereby reserved for and `(•(,. -, �, '1 �;, thence'iNes�r arallel 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) conveyed to Lots 2, 3 & 4 for storm drainage to service lots 2, 3 8•c,;<r.r..4 (:;,,.. •:?, ;; P ''s: Southe t k//4 to the Easterly line of the 'BURROWS BAY ROAD"; Net Acreage: 7.20 Acres which to construct, operate, maintain, repair, replace and enlarge u�'ergrguncf�=' `'c,. ;:- r� r pipes, thereto for the purpose of serving the lots herein. The mcrllter:r.nce �3f "•'t., io e ft1ptheriy along said Easterly line to the North line of said Southwest 1/4 of the Northeast Zone's Maximum Density: 4 Dwelling Units (DU) per Gross Acre the improvements to the easement will be the responsibility of argil dared b y;;: 1 4 Qf fie Southeast 1/4; Density Calculation: 4 DU 7.48 Acres = 29.92, rounded to 30 DU the benefiting lots. P Y Y ,• �„ Fig i3 t Il ,+'"'}, Hence East along said North line to the true point of beginning, Proposed Lots: 30 Lots +1 Community Park SETBACKS: 3. A 10 foot private sanitary sewer easement acros ,..4-1i t**};thw '.�,t ri'kundory of b,) Beginning at the Southeast corner of the South 1/2 of the Northeast 1/4 of the Southeast 1/4; Front Yard: Lot 1 and Tract B as shown on the plat is hereby reseryeC_ fdrirand:,•,cditveyed,t; ' j`'' thence North 88'59'46° West along the South tine 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 ?`in,::4Vhich`'t .c ,,str i',ct, the 'COPPER MINE ROAD", and the true point of beginning; feet for garages, operate, maintain, repair, replace and enlarge unf��errtlound pipe f thu%p##r_. �s thence continue North 88'59'46" West 781.88 feet; of serving lot 2. The maintenance of the impro er-rjents to the';easment will be All other lots must meet the 20 foot front yard setback for the R2 Zone, the responsibility of lot 2. a-z e thence North 2'11'29" East 669.34 feet to the North line of said subdivision; �,;,,:•�,;;. '; ,;, , thence South 88'40'23' East along the North line of said subdivision 760,00 feet to the West line of Rear Yard: • "-& ' li the "COPPER MINE ROAD% 4. A 10 foot private sanitary sewer &,- tgrrri` rarYtage%asem �ross the For lots 3-17 only, the rear setback is increased from 20 feet to 30 West boundary of Lots 27, 28, 2;l'&:=$0 a 'gt:shotfn'lie,thej'�lot`,,i)''hereby thence South O'18'59" West along said road a distance of 664.96 feet to the true point of feet. reserved for and conveyed tof,�bts.t�6 27, 2ts;: 29'�,& '�'•r::;#;p;'r.:.�bhitary sewer & beginning. All other lots must meet the 20 foot rear yard setback for the R2 Zone, storm drainage pipes to service`':1ots;26, 27, 2k 21 & 30 in which to Side Yard: construct, operate, maintain, repair, re•Wace and ii;enNrge underground pipes for Situate in the City of Anacortes, County of Skagit, State of Washington. All lots shall meet the R2 side yard setback requirements for the R2 the purpose of serving the lots hef in.\The mfmt`fiance of the improvements Zone. to the easement wilt be the respansi' ilitAgf.s ri"d tared by the benefiting lots. 5. A 10 fog :orivate sanitary sewer &y'' ,tor 'jn!�drainage easement across the 3. (FF #15) A homeowner's association shall be established and be West bounds df, Lots 18, 19, 20, 21 &''' Sact A as shown on the plat is responsible for the maintenance of the bioretention swaie (Tract A , ?i conveyedsanitary IMPERVIOUS COVERAGE LIMITATIONS p ) hereby reserv��l f�r, and to Lots 17, 18, 19, 20 & 21 for landscaping buffer (Tract B) and community park (Tract C). sewer & storm ldraftlage 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%. colfiftl,ct, opera ar., ri' intain,;f epi c, replace and enlarge underground pipes for 4. (FF #19) Pursuant to AMC 16.50.120 (D), the applicant shall record Yee. ur gage of see'uing'l:J h 1otg•'A therein. The maintenance of the improvements notice with the Skagit County Auditor's Office which provides a public t t ''e,.,eas' sT;ient w+f3?,be''the: responsibility of and shared by the benefiting lots. record of any approved tree preservation plan and conservation areas; the `i`c, 4,..• application of this title to the property; and that limitations on actions ikf� 6. A'-:20 ;f rot &'''-!kp fadt public water main easement on and across Lots 12 & or affecting the property may exist. See recording number on sheet ls., '.:�;,, 13': s`s.,;;a iwn}:.art,.:th. ��plot is hereby reserved for and conveyed to the City of •s., Anocartes,.,iii which to construct, operate, maintain, repair, replace and enlarge IjY, h,;v 5. (FF #20) This Subdivision is subject to the Tree Preservatio fjrik„r.;, undeigro�,f'nd pipes for the purpose of serving this subdivision and other property Dated August 12, 2015. Retained Trees shall be maintained 'by,rtk ;:Iert"' °t;,_ ''Ayith 'ir!ateT service, together with the right to enter upon the streets, lots, tracts owners, unless approved for removal by the City of Anacor.•ir`'es_:`' did s'7oc• *s at ail times for the purposes herein stated. 6. (FF #21) The maximum permitted height for Lcit, 15 s iatl'•rbe restrict '' _.,,_.-`� access and utility easement on and across Lot 17 is described in to twenty—five (25) feet from the high point of sate .kopet ty 8f. existing it Auditors File No. 201702240096. grade. °''=; :„ •e- '(; -iiJ?i` f( 8. Tract A is hereby dedicated to the City of Anocortes as a storm drainage 7. (FF Modifications) Lot coverage is m'2iif•' 'from f'2 Z-ianin D,tstrict?"' conveyance and water quality treatment facility. Tract A will be maintained by $ g !' ��,� the 48 North Home Owners Association and the City of Anacortes, The 48 maximum of thirty—five (35) percent-:to a,Ofnaxirntfrq of`tiirk.seven and North Home Owners Association maintenance and upkeep requirements are �,., 'f:i Sic. • one half (37,5%). •1,., a,. _,(p" ,cs• •'�s:: ''•':: l,( ,; .v, identified in the recorded Declaration of Covenants, Conditions, & Restrictions. ;,1- • ttk. • '. ;• See Note #1 on sheet 1 of 3. All other maintenance and upkeep is the ,egn�= . '." ';.. 1/4,,,. responsibility of the City of Anacortes. •ti>' =1:; r r •;3„ 's.• i,It. 9- Tract B is hereby dedicated to the 48 North Homeowners Association for the ,,,, ,:,fi:� •ram 1i,; "•.l, ,,, purposes of landscaping and landscape maintenance. ,.,gin 21,mn,:'„:. :.• ` }, ,' ;,. ''');.1., "4-., 10. Tract C is hereby dedicated to the 48 North Homeowners Association for the F4._•: c! •7 4 u f' _.,.p fun»»»mn»numinnmi nnnnn ii." <: s,,{:N, s4� purposes of a Community Park to be maintained by the Homeowners Association. __ tji. s,; • t f: ~ `v `Let., ,e• 11. All common walls will be the res onsibilit and owned the 48 �F `aF Y`"Sy:' '.� retaining P Y by .� 4, .• ii€ I I `L ``� North Homeowners Association. A 5 foot wide easement across Tract C and Lot s' (,, ;:. " f, ' ,'•5,' 30 for the length of the wall as shown on the plat map is granted to the �, � I L 1 ' /11# t'�, 'Y>€y '-, ".' ?) Homeowners Association for upkeep as identified in the recorded Declaration of ,I-. ► ,If ' 1s�. `(;,: :: �( •_r„a . Covenants, Conditions, & Restrictions. See Note #1 on sheet 1 of 3. Css•.•Q.15T ., _ Z . -'=0:,,:1_, (. :'' LAND SURVEYOEl R �. ",:�: ,:,;:,;.r OWNER/DEVELOPER - aYq� �A� ;t"''MI 4!£`, :'.1-:,„,,�• _ `if ;._ • 48 NORTH ON FIDALGO ISLAND LLC DALE I-IERRIGSTAD PLS qffllfff/[lftl[!!f!0!(Iff(((I(f(((Iff(((f((l(Il ,: .,� '`;f: 4320 WHISTLE LAKE ROAD t i, eC;, ' :,,h.:i:..-r='.• PO BOX 319 * ANACORTES, WA 98221 ANACORTES, WA 98221SHEET 3 OF 3 .,.1-. , ti,,_ _ • -r iF''� PUD - 2015 - 0003 PW # 16 - 005 -DEV I'':{.,,r ' ,r.:s,:,s5' ',.�:'t� SCAM: l}flT D - a-.. 'f OWN BY: DKH HERRIGSTAD ENGINEERING & SURVEYING DATE: APRIL 2017 4320 Whistle Lake Rood, Anacortes, WA 98221 (360) 299-8804 JOB 2015-53 4 / ( V ! // I / / / I --- I / � MOM I / / r. LOT 4ammimmave / ;/ ABBREVIATED LEGAL DESCRIPTION: LANDED GENTRY LOT 5, 48 NORTH PLAT do PUD, SECTION 22, amememe ! / I TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY HOMES AND COMMUNITIES I / / / OF ANACORTES, SKAGIT COUNTY, STATE OF / I / / i WASHINGTON, A.F. 201705020028. GENERAL NOTES I I // OWNER: I I =_____,,.. LANDED 504 AN E N/ I I / ED GENTRY N LOT 9998U2R3L3 NGTON, WA .I / J / i I i \\r 14360-755-9021 BUILDING: PROPOSED PERIMETER SILT /, a UPPER FLOOR AREA- 1,1Oh ( FENCING(TYP)PER BMP C233 / �� \` q MAIN FLOOR AREA- 1,D&u •- t I 044�it FL OR AR A- 01 SF ` / - _- _ I `� f-•DOTAL F7 OOR ARA-3,595 SF / / — — — — — - — - — — — / — - i -- -- — LOT LINE �1 � y`a 777"` J GARAGE AREA- 541 SF 190.5 A0.50' / 12.28' r-�. 511E: I / BOS•E _ TYPICAL / 40.00' / 202.0 �� 78 GRADE Cr� ZONING: s / r ` P.U,D (UNDERLYING R2) 1 ' • LL.I �x�x��x-...,x� x�,x�x�x-...x-�x--�x�' x��,�x--..x--.x�x x f' xs�x�x��x.�x��x��.x��x�•x+�i�rx�,: x..�,x-�x--.x�.x•�(��.x�x x-.�x SETBACKS; O PROPOSED 4'SCH f / ALL SETBACKS IN COMPLIANCE INLET PROTECTION PER (.4® (<� �� / �/ LLD C220,BLOCK8 GRAVEL / r ��c,S\� 40PVC DRAIN LINE WITH CITY GLIIDUNES C220, TYPE I : N.," ZOO ` - ' ' h • i o SIDEYARD MIN 5', t5' COMBINED y 38.QQ J ��e G, C~r ; , REAR YARD MIN 20' I r _ — /�• -0r / Dy - I /, ,,, FRONT YARD MIN 20' I/ • NEIGHT: I � I ; F B1/PROPOSED 4•SCH I / 's / PROPO ALLOWED: UNdER5' J ( 40 PVG DRAIN LINE / `C4ECK DAM PER BMP; • • ( I �� / . C207:CHECK DAMS, t PARKING: / l PROP SEDPE)PIER BMP C293 / ��� �4 ! r /• rAS NEEDED• 2ANKGAaAGEC2S/N AR YEDWAY FE 'ING kr, , I � I / I ,a / ) 1 SI1IL STOCKPILE I L O T COVERAGE LOCATON / PROPOSED 4'DIA. / o G ON DOWN STREAM SIDE OF (COVER WITH P STIC SANITARY SEWER BUILDING AREA: STOCK PILE,PER BMP C233 DURING STORM I / , / 2,188 S.F. 4 •,` PER BMP 123) O I / = LOT 5FENCINGAROUND o LOT AREA:PLACE CONSTRUCTION 8,092 S.F. / K LO In 1 + y UNCOVEREDS TREES AT DRIP LINE ISTING LUS fi. O l ( I `�1 �� '� FF ul:214.14 PATIO I PERCENT COVERAGE: / V: x I I / FFMAIN.204,04 I / c 2,188/8,092 27.1% Ir + r FF LL:193,95 MAXIMUM ALLOWED:37.5% o .. IMPERVIOUS COVERAGE • ��`a LANDING PORCH o o BUILDING. 2,004 S.F. !,' N /' t:', + o ! STEPS/WALKWAY57 SF.O / �i ` � K. FRONT PORCH. 47 SF. 1 OS I t FRONT DECK. 87 SF \, INLET PROTECTION P I I3 } `� C220,BLOCK 8 GRAVEL 1 OHO SC 1 ! �. / 0 O BACK PATIO: 98 S.F. \ C220, LOCK 1 1. ' 9 tt U Q05� • �jfiG� � (gyp DRIVEWAY: 980 S.F, TYPE I jr s ���ca`5o�� I TOTAL 3,271 S.F. 1 / t a 1 / I LOT AREA: \\ 1 I I _s ' I 8,092 S.F. \\� \ N / 1 /' I/ I / / .. , /, I PERCENT COVERAGE: :" 0 3,271 /8,092 = 40,4% N. (.; \\ LOT LINE \ i / 4 • I / Irips° MAXIMUM ALLOWED:48.0% !'� \ 192,2 ` frilli �9 ; / I PROPOSED PERIMETER jr.f 1; ROPOSED PERIMETER LT EXIST DRIVEWAY N '/ / ; r CONSTRUCTION FENCE PER BMP FENCING(TYP)PER BME• 33 i C143 1 \ 1 + I N J GE:193.20 GARAGE GF•193.70;• , j6 1 \ \ I I I / / t / I -/:... TEMPORARYCONSTRUCTIO 1II + / / NTRANCrE PER BMP C105 \ 1; / I ik......_ CHECK DAM PFR 9MP I-- f (SIZE �� \ / 1, I I / 'r I 0207:CHECK-DAMS, 0 \ Construction Control rot.Notes fornacort ldenlle1 • AS NEEDED. s CONCRETE A) SIDEWALK JQ \\ 1� 1 I I I i t' I r/ O �\ Z } 1 I - ! / A Erosion Control Bast Management Practices /� I — — — — ': �• 1f I CE CONSTRUCTION shall beln place per the accepted site plan I _ _\ 47 \' \'`"''f ;1 I r +r r�ra ra r�ar r r�r r _ LOT LINE \ 2 t P•*POSED 4'Dl0. ,® • yi Ta..�__ r` + -I �r FENCING AROUND EXISTING • prior to any construction start. �_'r 1 SANITARY SEWER 9 -_ — — •— TREESATDRIPLINEPLUS6t \ ` / I^.- r. , / -% OS B. The erosion control shall be Inspected once a 11 r, ,f•\ __ s C� , \, t t i 197.E day and modlficd to meet the surrounding p conditions as need 1 %%\ \. ',, ' �..". , GRADEST ,, PROPOSED 40 0OO5�U GRAPHIC SCALE F \ ,_, \r , l 00 1�03 ��+ ,CHECK DAM PER BMP C. Sectlonn7-07.3)All drainage draln system systems be cleaned dTgll clay iQ 5 3 LO ?. -.'t- ' ..�� ;_' �, p180 3 ;e:.r/: ; ; L '\ # SO / MS, r EXIST i ` • ;GRAD' / Anacorlas prior to acceptance of the project.. A r • D. Stablllzed construction entrances aril roads INLET PROTECTION PER ` 1 = ti \_; I r / ( IN FEET ) 0220,CATCHBASIN \ �; -; + •- It. EXIST.SD 7 LOT LINE g hTo�'iz. Scale: 1 Inch = 10 Feet shall be Installed at the Innin of :�: w CONNEGTtON 5.7Jr~ \ �% construction and malntainad during the FlLTERTYPE ' ,, ; ` 1 :- e :..../ _s/ IJ 1 (LOT 6) 4 .00 o duration of the protect.Additional measures CONCRETE, t `' • / i 40 88 x may be required such as wash pads to I \ 86.6Q' ensure that all paved areas are kept clean. \UR68Gt1rrER = + ,__ _ _ I/\ 48 NORTH ri ;;. ( \ I / `-- / / No mud Is allowed to enter City streets i' 1 \ I • / PROPOSED PERT 1vf-t7ER _ __ _ I \ E. Any soils exposed that will not be disturbed \ \'' > f ., _ �I�EJOI pp I / CONSTRUCTION FENCE PERBMP % - — _T fortwo(2)daysduringthewetseasonor SHARPE (-1.0) l` _ t. �STORMOTtAIN • I +i / C10)3 / ( seven(7)days In the dry season shall be /7 c 6ERVlCE�JNE INLET PROTECTION PER i ImmedlatefystabilizedwiththeapprovedESC 2-CAR GARAGE RIGHT I ' (TYPICAL)\ I I C220/BLOCK&GRAVEL / i i I methods(seeding,mulching,plastic covering, .i i \ I , � Sv�\\ LOT LINE 6 \\4y4 • Ir\O "TER TYPE / etc,) I \,- ' /f` •�o.\ RIGHT-OF-WAY ti• I / / I F. Two(2)weeks prior to the beginning of the EROSION CONTROL&SITE PLAN I �.r \JOy 1+��V.' ' LINE it • \ , ` i wet.season(October 1),all disturbed areas y 4)I 1 A i / I shall be reviewed to Identify which ones can LOT 5 (P133663) T I I ) \• ; / be seeded In preparation for the winter reins, SEWS.SANITARY t- ,LC5 I i Disturbed areas shall be seeded within one \,:LINE SERVICE I\ ;I o \\ I;OTLINE /} ;" 1414 LATITUDE CIRCLE `4 (1)weak of the beginning of the wet season. X t • \ I I / / I j A sketch map of those areas to be seeded ANACORTES WA / ` ,` 1 \ I / 11, 1 /i �� submitted to the Protect Menagerand those areas to remain .The erad shall be r 1 I /1 j additional areas In order to protect surface JOB N0: PLAT OF"48 NORTH" �' \ • I S \ I / i� I Project Manager can require seeding In 1 1 % \ (Ail: IatS 11 1 I t /• 7 waters,adjacent properties or drainage �l �..) II ; �I \ / I % facilities. DESIGNED: LG • I / G. Penalties for an Erosion Control vlolaUon are -/ 1 F% \ I j G subject to a$300 to$1000fine under Laurimenommomu�' , \ i \ I' 1` i LOT V Chapter 17.66-Penalties for Vlolatlon.Eachr12/1�12t)S7 • • / �T1ISTl I / Iday is considered a dlfferentvlolation.\ (Lo16) RARE _ = I 1 I �' j ro` l / x / cm'w%) -)t• ‘' / I / / /,% , % j / Si I ,,� i" LOT 4 I, / 1 / %/ ABBREVIATED NORTH PLAT k PUDRSECOON 22,Nz L A �i D E D GENTRY I // / // / / TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY 1 r O M E S AND COMMUNITIES • , / / / / J WASHINGTONOF ,ANACORTES, F. K20f170502 02T 8. STATE OF / I / ,/ GENERAL NOTES I / , / /i OWNER: / I i LANDED GENTRY j' / / +I 504 E. FAIRHAVEN LOT 3i ': I / /I /' // / / i t� 1�8(360)T I RHw9021 \ 4/ y BUILDING: . MAIN FLOOR AREA- 1,988 SF i I / I / i' __ UPPER FLOOR AREA- 1, 106 SF / PROPOSE (METER SILT I o : I I FENCING P PER BMP C233 / - ! AREA- 50 _ S / I % / ��� � �' LOWER FLOOR AREA- 3,595 SF / I / L — - _ / % LOT LINE / I if /� GARAGE AREA- 541 SF 190,5 ' EXIS /��. .5�' / � 2. 28' - / r� Sl7YPICAL 1 i G .E / f % �, 40. 00' . / 4 9. 78 ' eicisr '� ZONING: j 1 . , GRADE P.U,D (UNDERLYING R2) I rx�.. x.x�x.-/(x. x�x�x�x�.x�x-L�x�,�.x�x. .�x� 111...���... ' ` (��b • " SETBACKS i , / x x ' x�O x��x�.x.�x�.x�x—.x-�z.- -x�z•�x+� x-�x�x--x�.x� �x-max z �x ALL SETBACKS IN COMPLIANCE PROPOSED4' SCN INLET PROTECTION PER x / (`� ��•� 40 PVC DRAIN LINE % '� "� W17HC/TY GU/DLiNESI , C22o, BLOCK& GRAVEL I �v�lege g �� o e® s ' SIDEYARD MIN 5; 15' COMBINED I / N 2. 00 —�- ' / in 0 > REAR YARD MIN 20 7. / FILTER TYPE 5 58. 00 N� !: / 0 S ��\ FRONT YARD MIN 2011 /1 i — / r -o— �° y \ i I l I I • ,r ,. • HEIGHT: ittj N I MAX. ALLOWED: 35 1 / ��, PROPOSED:UNDER I J / PROPOSED 4' SCH � ,i CIiECK DAM PER 8MP ' IPNG:40 PVGIs DRAIN LINE f / C207: CHECK DAMS, / V PARKING SPACES PROVIDED= PROP�SEDPERItdETERSILT ��� � �` /I / j' ASNEEDEO. I a� ° FE •' ING (TYP)PER BMP C233 2 !N GARAGE, 2 !N DRIVEWAY �' s s I t x pr SCJIL STOCKPILE,/ / LOT COVERAGE PLACE SILT FENCING ON / ! fI LOCATON / • BUILDING AREA: / / PROPOSED 4' DIA / DOWN STREAM SIDE OF (COVER WITH PL 'STIC SANITARY SEWER , s • I BUILDING S.F. I STOCK PILE, PER BMP C233 DURING STORM)VENTS I / / / / PER BMP g123) I / 's• 0 LOT AREA: r I / ' % , 't• LOT 5 PROPOSED I FENCING AROUNPPLACE TEXISTING ION 8,092 S.F. I p 1 / (9 -- _, i i UNCOVERED I TREES AT GRIP LiNE PLUS 8'. PERCENT COVERAGE: / 0 I ` / FF UL; 214.14 PATIO / j la 0 2, 188 / 8,092 = 27, 1% % x FF MAIN: 204 04 s I • i I I ! 1 - ?' FF LL 193.95 . MAXIMUM ALLOWED: 37.5X • 1 i , 1 o i / i �� - _ J 1 IMPERVIOUS COVERAGE I I ;i c, L---) \ • \ \` f / r ! M ; N LANDING / FOR w BUILDING. 2,004 S.F. b I / r o o I STEPS/WALKWAY: 57 S.F. Oyu+ 1 • j / t h i // FRONT D PORCH*: 87 S.F. N. \ INLET PROTECTION PR I l G�yip ( >� % ,� /+ �L QOyrGO 1 /� oed BACK DRIVEWAY 0. 980 S.F, C220, BLOCK&GRAV L x vv yo I j (I ( —,-, r yf I 0 TOTAL: 3 2711 S.F \ • FILTER TYPE I ; CZ I I • t• ��\.0. V / \ ` x ` f I I _ / I 0 LOT AREA: \ I rr " 8,092 S.F. x �5 PERCENT COVERAGE: Nv I �� o is I / / E� 3,271 / 8,092 = 40.4% x i I I �Ppy MAXIMUM ALLOWED: 48.0% LOT LINE s s \ � �\ I f k iI / O % :5 % i �J\G�yp�� o \ 192.2 \ I i 1/ PROPOSED PERIMETER ILT GRADE \ , i' I I DRIVEWAY (\N I/ '. CONSTRUCTION ON FENCE PER BMP I C103 FENCING (TYP) PER BMR • 3 t\J j GF: 193.20 / GARAGE GF: 193.70 + o / TEMPORARY CONSTRUCTIO i I � 9 :1 '/' I _ ENTRANCE PER UP C145 \ d t CHECK DAM PER.BMP ° F— TO FIT) I I r / •, I Erosion Control Notes for Residential (SIZE \ , �, j I AS N EDECJEDAMS, IM \ % • AS NEEDED. Construction - City of Anarx rtns O • CONCRETE \\ S. I z. I / • I O Z SIDEWALK • M ' ! A. Eroslon Control Best Management Practices yO \ ` I - / / I PLACE CONSTRUCTION LOT LINE shall be In place per the accepted site plan n — — — _ „ = i " " .- • •• FENCING AROUND EXISTING . prior to any construction sled. \• _ I .` � P• .POSED4' DIA. 0 /:}'•-� 'rr.-� r. s �.r �.� � r. � �ir•.� � r � r � � � s �'� r. � __ -� ' \ I \ I S' - TREES •AT GRIP LINE PLUS 6. SANITARY SEWER 0 °S - B The erosion control shell be Inspected once a ! ♦ '_ r day and modified to meet thn surrounding / ( ? EXIST 18L4 I • 40 00 V •• conditions as needed. c \ ` I GRADE O j*lbws PROPOSED 4'SCH �? ,� / C. The storm drain system shall be cleaned daily GRAPHIC SCALE I ' \ � I rSt. ♦` CHECK DAM PER BMP / \ 0 A ,i ' 40 PVC DRAIN LIN• ,A•GtSO�� C207: CHECK GAMS, r p(jir) • (Section 7-07.3). All drainage systems shall 10 0 6 10 20 188.3 �, f . !A AS NEEDED. r • • be cleaned to the acceptance of the City of EXIST �* • • • • i t • _ _ GRADill \ :xissitlisID • • • • • / Anacortns pdnr to acceptance of the proJecL\ , • - _ • D. Slablilzed constructionentrancesandroads INLET PROTECTION PER + \ yrd ♦ / shallboInstalledatthebeginningofIN FEET }• I 1 �_ Horiz. Scale: rich, = f0 Feet C220, CATCHBASIN LOT LINE \,// construction and malnlalned du ing the CONNECTION FILTER TYPE ' I• ;i l I (LOT 5) I 4 0' 0� duration of the protect. AddiBonai measures // D ' / _, c may be required such as wash pads to CONCRETE , " '., 1 • :/ i 86. 60 / 40' 88 �' ensure that all paved areas are ke t dean. CURB&GUTTER I' . I ' - \ No mud is allowed !o enter onto Cilt streets, \ I 1 / - - - - - - - I — % _- — ; E. Any soils exposed that will not be disturbed H r ) I \ PROPOSED PERIMETER -' - — — — 48 NORTH — — - for two (2) days during the wet season or \ I \ 'I 11 / CONSTRUCTION FENCE PER BMP SHARPE ('� 0 !EXISTING seven (7) days In the dry season shall be ,STORMDRAIN , , ;'' / Immediately stabilized vrith the approved ESC 2-CAR GARAGE RIGHT \ I I SERVICE EINE INLET PROTECTION PER % • ( methods (seeding, mulching, plastic covering, (TYPICAL) \ ' • ` I C220 $LOCKS GRAVEL •• \ I \\ LOT LINE & \ ' • I�Q FILTER TYPE ` F. Two (2) weeks prior to the beginning of the j RIGHT- F-WAY \'' / • wet season (October 1), all disturbed areas EROSION CONTROL & SITE PLAN No ��o LINE \ ^j ' I/' LOT 5 (P133663) i shall be reviewed to identify which ones can Oy � . I / be seeded In preparation for the winter rains, EXIST. SANITARY �. , kk Disturbed areas shall be seeded within one �I \ LOT LINE ! I .'� i"� 1414 LATITUDE CIRCLE SEWER SERVICE o g- i / LINE y . , / 1 1 / (1) week of the beginning of the wet season \ l i I and those reas toA sketch map of rema n unse areas covered shallbe ANACORTES, WA \\ 1 er.The / ' 1 / / Project I ted t Manager can o the erequict re seeding In I \ '1 1 / i � ' eddlllonal areas In order to protect surface JOB NO: PLAT OF "48 NORTH" \\ ' �1 l 0 5) \,/ I ll ` waters, adjacent properties or drainage 1 facllitiea. DESIGNED: LG I // G. Penalties for an Erosion Control violation am s I \\ II I ,/ y � ' subject to a $300 to $1000 line under DRAW' • �, . I \ LOT 6 i910 j . / I Chapter 17.86 - Penalties for VlolaOon Each DATE: 12i1512017 (Lot GRADE ` I doy Is considered a different violation. SHEET \ Lets 1 1 of 2 I I NI% I X I ?\‘ ..—_____ COED GO II IIMMOIS GIMMIlli OMNI MIMI CININIMINIIID 1=1M/ MMIP Cz:sto LANDED GENTRY HOMES AND CONIMUNITIns 1. sc:= 1 •!.i.' :‘............ .11.-1 1,9:12 0: r....... E,-,----- 4.-- . 0 tie, c_:) ...-. n c- / -----c L.L0 LI_ 0 CZ1, aril r--- --,r-----i rr, ,..: ,„„i • 0 c t 3iii St l lovric'sSea Cid(0 el 15111', . , 7 ,, 0 a ..; Sharman Paull i T., 40 Inn St 1 's, 14St 0 . ,:,. , l'Ic'e'S' tautSI Shannon Point - (,5-) ti Marine Center 65‘ S` f_l I ,.:i.4‘). 11,0 /.7101` 0 9 a., , t oso 0) •:1 I` . ., 1. SITE LOCATION 4.. ..* „. 0 ° 4ii owl to 4. - , Ship Harbor Inn' 0 -4464t .." Cranberry -- , •k .A Pe i' Lf ..;'• ' .kt' Safi Juan vth S Airlinesig . Sunhat Avr4 Siintlet Avei Fit , . = cfltia.rtuarN', .g." •ts• :t.--' Mill ScI- 4119,..4_ eCs Anacortes , ,oinvioy •?..,:- it Airport . - .,. AI co." --?...i%• 4 , . - ." 31c,r' 6 . ,IS Stritif IQ DT .,- ;'+‘ d, 0 o — De - ortiv,, .,, 9, Old Salt's Dell II Minkel CD 'ri f. .5- 14 ..• le• ,, ,. .3i. T' l'• i, :"; ANACORTES, WA Skyline Marine Center IT.Muov.i I t) '4 4),(4.,, -. to • e n ,, 48 NORTH .... ,I . . Skylillf)MElliflii 0• Owners Association -- 0( %,,,,v 7.1 c. SHARPE (-1.0') , ; 4 3?;,, ,.. ' 2-CAR GARAGE RIGHT .0 4.. • y\•.- ,... ?,„,cori,, --!0, • Si,4.1' ADO Hutton,1,),-.. N;InY if-.• , .1,. Queen/ow co EROSION CONTROL &SITE PLAN LOT 5 (P133663) Map data©2017 Goo& 1000 ft L . 1414 LATITUDE CIRCLE VICINITY MAP ANACORTES, WA LOT 5 (P133663) 1414 LATITUDE CIRCLE _ JOB NO: PLAT OF"48 NORTH" ANACORTES, WA DESIGNED. LG DRAWN: DATE: 12/15/2017 SHEET 2 of 2 __ _ i / I " x17 " aaa FLOOR PLAN NOTES 52'-0°/ / I. ALL DIMENSIONS ARE TO FACE OF STUDS UNLESS NOTED 16. MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS / 21'-1115" / 3'-915" �9"� 5'-0" /2'-2 "� 8'-i�" / 9'-TI5" la OTHERWISE (U,N,O,), VERIFY DIMENSIONS SHOWN ON PLANS. (CALCULATED • I/300th OF ATTIC AREA): DO NOT SCALE OFF DRAWINGS GARAGE ROOF / 6'-O" / 10'-215" / 5'-9" / / 2'-6" st, 2'-6" / 5'-i" 5'-319" / 3'-615" ,2'-415" �, 3'-815" / LANDED GENTRY MINIMUM REQUIRED, 11.52 SQ, IN. 10'-255" f2'-0" I 29'-915" 2. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8° 2x6 STUDS ACTUAL PROVIDED, 56,55 SQ. IN. / / / HOMES AND COMMUNITIES • 16" O.C. TYPICAL. FRAME LOWER FLR. EXTERIOR WALLS W/ VENTED SLKG.: 56.55 SQ. IN. (6 • 9.425 SQ. IN. EACH) 7104 5/8" 2x6 STUDS • 16" O.C. (FULL HEIGHT WALLS), VERIFY UPPER ROOF STUD LENGTHS AT STEPPED FOUNDATIONS PER AS-BUILT FON. MN. REQ'P: 361.92 SQ. IN. \ I \ NOTES: FRAME UPPER FLR. EXTERIOR WALLS WI 92 5/8" 2x6 STUDS • ACTUAL PROVIDED: 1,165.50 SQ. IN. 1. APPLICABLE CODES ARE AS FOLLOWS: 16" O,G. TYP, (VERIFY RAKE WALLS ABV. ROOFS ON-SITE) VENTED BLKG.: 565.50 SQ, IN. (60 • S.425 SQ. IN. EACH) ' 2015 UNIFORM PLUMBING CODE RIDGE VENT: 600.00 SQ. IN, (50 L/F • 12 SQ. IN, PLF) PATIO I 2015 WASHINGTON STATE ENERGY CODE 3. FRAME MAN FLR. INTERIOR WALLS W/ 104 5/8" 2x STUDS (PER 4" CONC. SLAB 2015 INTERNATIONAL RESIDENTIAL CODE. PLAN) • 16" O.C. FRAME LOWER FLR. INTERIOR WALLS WI Ii, SEE ELECTRICAL PLAN ON SHEET E-I,I FOR LOCATIONS t SIZES 104 5/8" 2x STUDS (PER PLAN) • 16" O.C. FRAME UPPER FLR, OF EXHAUST FANS. LOCATIONS I SIZES REQ'D TO COMPLY W/ inI a INTERIOR WALLS W/ 92 5/8" 2x STUDS (PER PLAN) • 16" O.C. THE WASHINGTON STATE VENTILATION 4 INDOOR AIR QUALITY ' TYP. INSTALL 1/2" GYPSUM WALLBOARD (GWB) BOTH SIDES OF CODE ARE AS FOLLOWS: 6x6 POST " I 6x6 POST INTERIOR WALLS TYP, U.N.O. (USE PRIMER/SEALER ON GLUE KITCHEN: 100 CFM RANGE WOOD (MIN.) / V,T,O. BEFORE AND AFTER TEXTURING) LAUNDRY: 50 CFM (SO CFM RECOMMENDED) 4x8 HF'2 • 4046 XO 60610 FR CH DO 4010 XO 4050 XO (EGRESS) (V2020 PIC, BATHROOMS: 50 CFM (80 CFM RECOMMENDED) \ \ \ 0 I .�aI Wei . m;�r i �I, %, \ s � , l I 4. FRAME GARAGE/HOUSE WALL W/ 104 5/8" 2x6 STUDS a IS" O.G, NOTE, ALL FANS ON 20-MINUTE TIMER 4 SHALL VENT TO OUTSIDE I 5 I/8xi2 GLB HDR. Ir r 4x8 HF 2 S t R u F�a ill I 11 2'-6" ° Ul u 1 r 9 • sn-�:ct -vaco� (REFER TO NOTE '11 BELOW) AIR TYP, ELECTRICIAN TO VERIFY INSTALLATION OF GEC! OUTLETS r - - . o I -I (24F-V4 DF/DF) W i •, 60 lUB{ �" IN ALL WET AREAS. VERIFY TYPES ANp LOCATIONS OF ALL ELEGT. I DW I I , ; SHOWER? ) Us I I WALK-IN I 'a 5, PLUMBING WALLS TO BE FRAMED W/ 2x6 STUDS • 16" O.C. SEE FIXTURES W/ OWNER AND/OR BUILDER I 0 w ? .aror� q�.r y PLANS FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND 1 a -rj 't 1 1- �? CLOSET I *,� Q� BELOW FOR PROPER PIPE CLEARANCES). VERIFY PLUMBING 18. 24"xl8" CRAWLSPACE ACCESS (LOCATE HERE IF BS111. LOCATION IS I 0 ? r ." I la o `Ky. I ( .1 FIXTURE LOCATIONS ON-SITE NOT POSSIBLE-SEE SHEET A-3.2), INSULATE ALL ACCESS DOORS/ I R I ? (DI _ la ^` 0fr I KITCHEN to /✓f BATH ,"2 I' I . lki HATCHES TO CRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF fl // STUDY/ b I r f 4 1 SEE NOTE 'lS I � ' 6. ANGLED WALLS TO BE 45 DEGREES TYPICAL U,N.O. THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY DIY 4 I BDRM, 'B n I ? - } i+� Z PENETRATE - i. DIMENSIONAL LUMBER TO BE HET!-FIR "2 TYPICAL U.N.O. B O r� a DINING a E * a \ \ 1 •� ' �, IS, MOUNT NWT OW PLATFORM IS" ABOVE GARAGE SLAB. STRAP ai _ d' I I O = w > I w 2'14" 3'-lui" 3'-8"1 11 ,, I �) 3 Q I I 'Q w K cv r Jv ! i i p .� U,r 8, UNLESS NOTED OTHERWISE ON FLOOR PLAN INSTALL 4x6 HP*2 NWT TO WALL PER IRC SECTION 508,2. PROVIDE OVERFLOW I Q Dr ) M I I A +n X -I t I n Gj I ? 0 HEADER IN 2x6 EXTERIOR WALLS ABV. DOORS 4 WINDOWS W/ PAN 4 PIPING PER IRC SEC. 508.4. INSTALL T t P VALVE I 0' 0 �1);. �y ? I = �4 0 \ o I "' \ O. " i0 I « a R-iO (MIN,) INSUL. • INTERIOR SIDE OF HEADER. BEAMS AND AND PIPE TO EXTERIOR TERMINATION. INSTALL A VACUUM I r in ? I = p/ , n 'AI tp O I a aj I r^1 HEADERS TO HAVE 1 1/2" MIN. BEARING TYP, U.N.O. (BEAMS RELIEF DEVICE PER MFR. SPECS. TO HOT WATER TANK PER I IL i I - a _Y N! 1 r i0 I - \ {r-~ SHOWN ARE MN. REQ'D OR BETTER. SIZE AND GRADE MAY UPC 504.6 I 3 I t =" 0 2x4 WALL W/ HOWD, 1A15' : O e4 I r V I. -ii0_ d �2 te 151 BE INCREASED PER BUILDER'S DISCRETION) I Y 11 N CAP MIN, 36" ABV, \ '� -- \ \ \_ ��, D T e m ' 20. VERIFY WHOLE-HOUSE VENTILATION METHOD W/ HVAC CON- < I I VOSINGS _ _ _ _ 1 ? 1 - 2 {,' 111 _ 9. VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS TRACTOR (PER IRO MI50i.3, LOCATE FAN IN LAUNDRY at I I - al :9 d OF GIRDER TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET ROOM CEILING-VERIFY W/ BUILDER) I I UFl 3 R . i I el - 1pit al A 4,1 21. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL TO BE COY- j '-1 " _� � po10. PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL ERED W/ 5/8" TYPE-X GWB AND PROVIDED W/ WEATHER =ALSE BEAM ABOVE I _ - - I 2'_S" /3' 8 �n BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC., STRIPPING GASKET (MIN.) \ \ . I - „ cr r - i4 I r " BTWN. STUDS, COORDINATE W/ BLDR./OWNER FOR LOCATIONS INSTALL 1/2" MIN. FIBERGLASS-FACED GWB BACKER AT TUB/ -al 2_?15 k / 19'-5' 4 �, '� -9f'i O -' MASTER "h 3' j15" 6 -215 ' 10'_9 5_8 - I in I ° ____ A \ \ Q 22, Q BATH i.° 3 -8 I b -3 3'-115' 29 II. INSTALL 1/2" HIGH-DENSITY GWB Al GARAGE/HOUSE WALL AND SHOWER SURROUND 9 M v a, / 9�3' '-10 ° I B L UNDRY / Q --\ _ z Cam O GARAGE BEARING WALLS, 4 5/8 TYPE-X GWB • GARAGE CLG. 1 ) I > r n v TYP, (SCREWS • 6" O.C. EDGES 4 FIELD GARAGE CLG. GWB 23. PROVIDE MIN. 22" x 30" ATTIC ACCESS W/ MIN. 30" CLEAR- Y " j. \ r cWHERE LIVING SPACE OCCURS ABOVE) ANCE TO FRAMING ABOVE. USE PLWD. DAMS TO CONTROL rp \ 5 \ [ II?Q e O 0.CEILING INSULATION • OPENING EDGES a' n M 5 aNY 12. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/ SELF-CLOSING Q GUEST _ O N HARDWARE 24. PROVIDE PARTICLE BOARD UNDERLAYMENT • VINYL AREAS. `^ N (.4: v \mot COORDINATE THICKNESS W/ OTHER FLOOR FINISHES TO PRO- \ \ FIREPLACE W/ HEARTH HMI 'I 13. REQUIRED STAIR RAILINGS TO COMPLY W/ IRC SECTION 311 VIDE SMOOTH I LEVEL TRANSITIONS - - 4 MANTEL 48' ABOVE ni n 1 , , (MINIMUM HEIGHT 34", MAX, 38" ABV. NOSING PLANE: ENDS (SEE NOTE '25) �4 h i'-3 6 4 ' 9 RETURNED TO WALL, MIN. 11/2" CLEARANCE WALL TO RAIL), 25. FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR 6'-1" 3'-4" 12'-1" f' `A DECK/PATIO RAILINGS TO COMPLY WITH IRC SECTION 3)2 IF DUCT WI MIN, 6 SQ. IN. SIZE 4 PROVIDE READILY OPERABLE Q OO GREAT ROOM _ " w = \ DECK/PATIO SURFACE IS 30" OR MORE ABV. FINISH GRADE DAMPER. INSTALL GAS FIREPLACE W/ CLEARANCES 4 MIN. m WITHIN 36" MEASURED HORIZONTALLY Al THE OPEN SIPE COMBUSTION AIR PER MANUFACTURER'S RECOMMENDATIONS 0 p `j (VERIFY ON-SITE) AND/OR PER CODE (VERIFY TYPE OF FIREPLACE W/ BUILDER) \-\ _ Q I`� nes 030. 7I� . - - - - BEDROOM2O \ 14. EGRESS WINDOW DIMENSIONS, CLEAR OPENING t SILL HEIGHT 26. USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING a U �� n` TO COMPLY W/ IRC SECTION 310,1 (VERIFY UV WOW. SUPPLIER PI m �' AND/OR MANUFACTURER) 21. WHERE 12" NOMINAL DEPTH HEADER REQ'D USE SINGLE PLATE '� I 3 itENTRY ASV, CONT, FROM CORNER TO CORNER OF WALL, VERIFY GWB O \ _ 2 9 t c 4 0.1 0 `� 15. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY NAILER INSTALLED • T.O, WINDOW CPNG. IF NECESSARY , iv 0 'v x12 DF-L 2 V I �` CODE IS AS FOLLOWS: r 2 v 3 F . BM. A W. HEADER FLOOR: R-38 . I I JIB P _1 _ 'r SLAB ON OR BELOW GRADE: R-10 RIGID • PERIMETER t UNDER V Q• 1050 PIC 1050 PIC • _ _ in ENTIRE SLAB &xIO HF'2 a I (TEMP.) (TEMP.) rST r r WALLS: R-21 (R-IO MIN. • HEADERS, TYPICAL) \ \ \ {� ",Ir�I'= r_.I�I�: CEILING: R-49 (R-38 IF INSULATION DEPTH IS MAINTAINED TO n. 3060 PIC 3060 FfIC ' PORCH I I 3060 PIC, • 13060 PIC. I OUTSIDE FACE OF EXTERIOR WALL) ;� 4 GONG, eLa= 4 6089 FRE CH POO ' / I - ' WALL LINE BELOW ? m °' DOORS: U•,200 MAX- (ONE DOOR UP TO 24 S.F. DXEMPT \ \ / �/ r - - - . -_ _ I��I \ a \ PER R402.3.4) Rh Q 6x8 POST 6X6 HF'2 8M, A' sit RO •F BF1CW� 6060 XO (EGRESS) WINDOWS, U•.280 MAX. (UP TO 15 S.F. EXEMPT PER R402.3.3) Q M ' l C - - - - - ° IM: - -- - - - _..r.. -- - - - - - - - - - - - - - - - - - - - _-kt --\ GLAZING: 546,0 S.F. • 1542% OF FLOOR AREA m DECDEG 1' Z •^� L rY FURNACE TYPE: NATURAL GAS FORCED-AIR (SEE 3a BELOW) \ \ I i O p ■ P.T. bhb POST WRAPP� PER PER WSEG SECTION R406 ADDITIONAL ENERGY EFFICIENCY RE- F Z BUILDER WI 16" x I6 MASTIG- QUIREME:NTS: MEDIUM DWELLING UNIT (MORE THAN 1,500 S.F., LESS 42" HIGH PAINTED ALUMINUM z APPLIED STONE COLUMN BELOW THAN 5,000 S.F.) REQUIRES 3.5 ENERGY CREDITS AS FOLLOWS, RAILING W/ TEMP. GLASS - (SEE E_EYATIONS, 2 Tr°ICAL) OPTION la (.5 CREDITS): EFFICIENT BUILDING ENVELOPE (SEE PANELS (PER BUILDER) I . m�• Qyy R-VALUE FOR FLOOR 4 WINDOW U-VALUE LISTED ABOVE) 70 OUTSIDE EDGE`�' � � Ssi RAILINS PER BUILDER , OPTION 3a (I.0 CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT: OF RAILINGS POST I '4� (SEE NOTE *13) GAS-FIRED FURNACE W/ MIN, 94% AFUE I 244141 . kA 81315„ LH OPTION 5e (,5 CREDITS): EFFICIENT WATER HEATING: ALL SHOWERHEAD AND KITCHEN SINK FAUCETS SHALL BE RATED -61:�'' 19'-O" I i/'-0Y, 8'• II" 21'1615" / AT 1.i5 GPM OR LESS OPTION 5c (1,6 CREDITS), EFFICIENT WATER HEATING, WATER 4'-6" 2'-6" 41-0" 41-O" 2'-115" 7y4" 3'-9fr" '-515 5' I" -0 5 ' 3'-6" 2'-6" 5'-0" 5' " 21-6" 31-6" HEATING SYSTEM SHALL INCLUDE GAS WATER HEATER W/ A / / ! / / F / / / / / / 1 .0" / 8'-0" / i _0" I'-i15'>2,_4W' /2'-q15, _iy5,' 6.-0:' 1O'-0" / 6''.0° / MIN. EF OF 0,91. USE HAVEN NPE-!BOA (OR EQ. - VERIFY W/ .f BLDR.). UNIFORM ENERGY FACTOR OF .96, RECOVERY OF 994. / 22'-D" r 8'-O" 22'-0" EFFICIENCY / , REFER TO 2015 WSEG CHAP. 4 RESIDENTIAL ENERGY EFFICIENCY / 52'-0" / (CLIMATE ZONE 4C) TO VERIFY THESE VALUES 48 NORTH - SHARPE MAIN FLOOR FLAN SCALE I/4" = I'-0" I,988 SO. FT. TOTAL: 3,59E SQUARE FEET MAIN FLOOR PLAN GARAGE: 541 S.F. FRONT PORCH: 41 S.F. COASTAL 1 FRONT DECK: S S.F. I BACK PATIO: 96 S.F. JOB No: SHARPE DESIGNED. LG DRAWN: JR,BJ DATE: 12/15/2017 SHEET A- 3 . 1 WA \it iti. 1 7 M fi ► en SP 521-0" IMISMINII 12" ea i. i LANDED GENTRY ' IIUMES AND COMMUNITIES _ . r- \ ,. ♦ p ♦ . . - ,. ♦ p ♦ . e• a ! s , d ! ♦ • . e a ! a • . d a . D ♦ . ♦ ! a . e ♦ • pd , . . •. a \ S 1 fA 0 PM v o 11 r r v v V `1 T T n T r it rj - _- 4' T T T T 1' T TT T TT 1T T T—T —T —T � 1 r . 1 1 , 1 , , 1 , , , 1 • , , . 1 . ., If1 -1 1 all , , 1 1 1 1 , 1 1 II II OOOOO AIIIIIIIIIIIIIIIIB1LI IWI # I I_ IIII I I I I III III III II IV t I w OOOOO , OOOOOOOOOOO ' 16 11 I — '— -' 11 . . 1 1 , „ 1 1 1 1 1 , . 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T P. , 1 1 , ,2x12.HF • FDJ. , 16, O, P. M 1 i 1 Q' I at I —III I I III I III I I I I I I I I a1 WALK-1NLosET I M I i ntb HF'2 xb HF 6x8 POST BOTH 111111111111 11 �..L. 1 — - - - = ENDS OF BEAM 1 ' ° 4 6 H °2 i p 2xI2 HF°2 I I I I I I , I I I I I I I AP\ 4x6 HP12 BM _ �'6a z �! I t i 1 I r l I I I ! " 1 ,GL� 1 ! \ — — m A 3 • NG JST-• 1 , , 1 3/ XI 1/2' (24 V4 CF/ F) _ 4x6 HF"2 , L 6 3/4' xl9 I/2' GLB (24F-V4 DF/DFJ I I I I I l p l I I I _ I I I IR I \ i I l l l III l i l l i i l l 4 _,o" 4'-915" STOR. CI 0 - _ q G. OP. • I I I I I I I I I I I I I I I I " �� a '1, GARAGE f-115 9'--1s5 2 a -0 III ! ! ! ! ! ! I lid I I I > IN III I I I I I I I I I I I o o\ _ 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I I _ BEDROOM "4 4TH "4 — I lfl I I p.T. 1 2 }IF•2;F.J. I I6' Tl{P I I I 1 I - - �' I I I I I I I I I I I I I I I IB (� IN _I If I Jp —4► a-- _ _ . _ . O in r 1Y1 1 I 1 1 1 9p till ' �,, = 4. vI I- 1 1 1 1 I 1 1 I - ' LL 1 I I 1 h I 1 I I I d I I 1 $: I , - —,0 d~r^ - — - — - +' I , 1 . -8,3/41 21" ALB, (241�-V4 IF/f F, FANG, JBTt,) I HOW). GAP ON 2x6 -- , 1 �n 0 r , , , 1 , , , 1 1 , . NI A FURRING BELOW - " I I I I I I I I I I I I I I � i ,.11 1 I 1 I I I I I I I I I I I I ffO 60 TUB/ I6'-on x -0" ,H, RAGE DOOR e f 6x10 DF•L+2 HDR.— `N SHOWER F ,, 4 ' 8 3/4"x21" (24F-V4 F, HANG JSTS,y , . 1 1 Q ( 1 1_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 \ 'l 1 _ C. - - S— L - - I --T _ _ - - - - - - . — . - —- _—l. \ �, , , , Q ` \ T T T T TT \ —' 1046 OX (EGRESS) r 6x10 POST BOTH — 1 \`' ', 4 , 0 I s = I ENpB OF BEAM ) FLR. LINE ABV. ; Qi ! ! lo ` —TWA LI1 E�! B MI o L�_ _ _ L a-1 � _ J \ N\ I J� - - - 5 1/8x12 GLB (24F-V4 DF/DFJ \ \ c �- I I I I B�E I (oTEI'S I I I I Xj I FLR. LINE ABV, HEADERI (MN.) N I I its . ea 1 1 , 1 1 1 N I 1 L. J-- .1_L__ —L L__.J_. ..._.... J--- L--i y L IDECK LINE ABV, 1'-0" / 8'-O" / T-0" / I'—IIs3" i �, 6'-III" �,1'-Ili4° ���' loco" 1'-5� �, 8'-0" / 6'-0" 10'-0" 6' O" r / II'-0" / 4'-9" / 1'-Us" 14•-115" 61-3" 2'-101t" 16.-3" R.O. 2'-101 / / / / / / / 5" / MAIN FLOOR FRAMING PLAN / 22'-0" / a'-0" / 221-o" / SCALE: 1/4u • 11-011 / 521-0" / NOTE: LOWER FLOOR PLAN ONLY BEARING WALLS AND P.T. PLATES ON FOUNDATIONS SHOWN SCALE: 1/4" • 1.-0" SO1 S.F. FOR DRAWING CLARITY FLOOR FRAMING NOTES : 1. ONLY BEARING WALLS (4 PLATE ON FOUNDATION WALL BELOW) SHOWN 2. INSTALL 2x12 BLOCKING BTWN. FLR. JSTS. BELOW INTERIOR BRACED WALL (VERIFY LOCATION AND EXTENT WI BRACED WALL PLAN ON SHEET A-3.5) 3. VERIFY BRACED WALL LOCATION(S) ABV, WI PLAN ON SHEET A-3,5 4, MINIMUM JOIST SIZES I GRADES SHOWN (VERIFY ANY UPGRADES W/ BUILDER) 5. NOTCH P.T. 2xI2 JOISTS w CANTILEVERED DECK 1 1/4" (VERIFY) SO TOP OF 48 NORTH — SHARPE DECKING IS I/2" BELOW MAIN FLOOR LEVEL VERIFY Z-METAL FLASHING o • T.O. DECK BLKG./WALL AND CAULKING • BLKG,/JOIST. INSTALL SELF-ADHESIVE RUBBER MEMBRANE OR G.I. FLASHING BTWN, FLOOR JST, BLKG, 4 DECK BLKG. EXTEND I/2" (MIN,) BELOW SOFFIT • CANTILEVER FLR, 4 OVER LOWER WALL SIDING LOWER FLOOR PLAN 2x FLOOR JOIST MAX. CLE4RSPANS MAIN FLOOR FRAMING L/480, SIMPLE SPAN, 40*LL, 50* IL COASTAL 1 & 2 JOIST TYPE 12" O,G, SPACING 16" O.C. SPACING JOB NO: SHARPE 2x10 HF•2 15'-2" (.38" DEFL.) 13'-1 1/2" (.33" DEFL.) DESIGNED. LG 2x10 DF-L412 15'-11 1/2" (,38" DE'FL.) 14'-0 I/2" (SI" (EFL.) DRAWN. JR,BJ DATE: 12/15/2017 2x12 IHF•2 I1'-11 I/2" (.41" DEFL.) 151-8 1/2" (.33" DEFL,) SHEET 2x12 DF-L•2 18'-8" (.41" DEFL.) 16'-4" (.30" DEFL.) A- 3 . 2 WA n f / XIS il 52•-0" see es / / / taco" ---/ e'-2 Jll / 25' 91g" --, Ma 12' S" 5'-3" 4'-fy4l' 4•-j14" 1'- 11S" 5' S" 121-5"/ / / / / / / LANDED GENTRY ir___--2xI2 END JOIST 7 sc\ WALL LINE BELOW R A YP.) ti�ry 501�� \ \-4 HOMES AND COMMUNITIES Ir - - - - - - - , - - - a - — - Ill I G 9 2xf2PLATE 1 1 = sat CA — . 2 � m ;t \ III I r - - - - • - - - - I II-' - - 1 ... - - - - - - - - - -4II III bo 0 0' Q °" ATTIC ?I Ilk - - - --(1 % 11- - - • — • - - - • -III IQ . (sr 1 a 1- all 1 �� =I I�. _ — _ _ � _ — _ — _ — _ — _ III Ili Q EDGE OF ATTIC-FRAME Q� '+ �k 4 U TRUSS OPENING o L _ — . — . — . — . N o --l1O 1-- 1I - - . �, z - _ . — . — . - - II 1• 4 \ SHELF 1 ROD i d I A x ( Z I$1 510R GE I LINEN I J SHELF 1 ROD �\ all Ida - — - R '— — — —Till I CLOSET N Oj �7 _� 3 y 1 CLOSET• I I II." - — " -1 O L • — • 0 2x12 BI5TERED \ —� -;c— 6 �� - - = Jj �7 - - /_ - _ CxD_ E}`i=A°t9_®_ bD_ BYPA°e;3_ \ _6.0_ BYPASS _ _ -60_ ESTPASS _ �1 In IL ' THIS SIDE �Q '�C 3 _I 60" BI-FOLD 48' BbFOLD = 1 1 5'-$1�nor 31�11 L t�-11� L ij� �11 61 QII 3'- i5" 0; _,,{ • 1Ir. n 1 / / F Y A / .r 9 l' �" _p - - - _ I N— „p •\ —F i rir co 0 1 1'T' - - - - - - - - q - - - TII . W X ?ajg W 7I I� - - - - . — . — . — . --d — . — . a�II I Q Q srN- o BEDROOM a2 w 14 BEDROOM "3 _\ Q 4L CI •1 - - - - - - - - - - - - - - - - X ` O + " x30" ATTIC •P .tII - - +AI I — �jBATH3 LL , °23 ON 9HT. A-3.0 It- • — • — • - - - - - • - - - . ill FAMILY ROOM —max es a: I I - - • - - - - - _ - - .a —. - - . II0 • I lug r 1 a • 1 I 60" TUB/ �c Q Cn1 SHOWER crl W N I I� - - _ — _ — • — • — _ — , — _ — ' 4II W NI ! I Ij U 1 / 1 ' `., E 1 IN 1 \ \ \ ' \ 'C N No 1 Y 1 11� - - - - - - - - - - - - • - - - - '111 � I 22" x 30" (MIN.) "' 1 la .11 'L , ATTIC ACCESS r Q O I I� — _ — _ - - - _ . — . — _ - - III as 4 OI DOOR (5 tYP.) IL 21 07 I iI - - - - - - - - - - - - - - - - - .Ili In•ct -CO 1 . I IL • - ' - - - - - - - - - • - - - - mill U -I o O 1 In ■II 1 8 in ZII " — _ IZ (� to 2x12 END JOIST all 1 T WALL LINE �046 )CO 5046 O WALL LINE 1 M El I \ \ BELOW (TYP.) BELOW (TYP.) Q \ \ UPPER FLOOR FRAMING FLAN I2'_9" 5'_3" 5'-0" 61O" 5'-0„ 4'-10" g f 12'_5' / / / / 4' / / / SCALE: I/4" = 11-0" 18'-0" 16'-O" Isb" / ,r / / 521-0" / / UPPER FLOOR PLAN SCALE: I/4" a II-On I,10S SQ. FT. _v— ADDITIONAL FRAMING FULL HEIGHT BLOCKING CONTINUOUS RIM JOIST MEMBER DIRECTLY ABOVE @ 16'o.c ALONG BRACED WALL PANEL BRACED WALL PANEL tt ,f I I 2-16d PLATE TO STUD 1 I 4*7 I '{jyj MIN. 24 INCH WOOD - _- - STRUCTURAL PANEL C... a TOE NAIL 3-8d BLOCKING 8d @ 6'o.c. ALONG ` 8d @ 6'o.c. ALONG "-----` NAILS AT EACH BRACED WALL PANEL BRACED WALL PANEL MEMBER —'� ORIENTATION OF STUD 16d NAIL ©12•o.c. MAY VARY AS ALT. � BRACED WALL PANEL BRACED WALL PANEL BRACED WALL PANEL 4 GYPSUM WALLBOARD 8 NORTH - SHARP E OPTIONAL le�l. 3-16d @ 16'o.c,ALONG 3-16d @ 16'o,c, ALONG 3-16d AT EACH +I, ``� BRACED WALL PANEL _' BRACED WALL PANEL BLOCKING MEMBERNONSTRUCTURAL FILLER PANEL I�I'I�1I CONTINOUS WOOD _ UPPER FLOOR PLAN II 6dC"-1/2' STRUCTURAL NEL 4 UPPER FLR . FRAMING 6d COMMON(SUBFLOOR,WALL) BRACED WALL LINE .S} 8d COMMON NAIL (ROOF) I `07 7 EDGE SPACING 6" o.c. ' - '_ INTERMEDIATE SUPPORT 12•o.c. ( ' PIC\ ' COASTAL 1 & 2 ALT STUD or CORNER DETAIL ` CONTINUOUS RIM JOIST ADDITIONAL FRADIRECTLY GB FULL b c. ALONG BLOCKING Joe No. SHARPE MEMBER DIRECTLY BELOW 1 J 3/4" = 1'-O" BRACED WALL PANEL BRACED WALL PANEL DESIGNED. LG �� WHEN PARALLEL TO FLOOR/CEILING FRAMING DRAWN: JR,BJ DATE 12/15/2017 BRACED WALL PANEL CONNECTION SHEET ®,..) 3/411 = 11-011 A- 3a3 WA h IIMMIN % / // / IIMEMMI I / Sea / /// I / LOT 4 j I / ABBREVIATED LEGAL DESCRIPTION: I / LOT 5, 48 NORTH PLAT do PUD, SECTION 22, LANDED G F. N T RY I / TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY I / OF ANACORTES, SKAGIT COUNTY, STATE OF HOMES AND COMMUNITIES / , / / WASHINGTON, A.F. 201705020028. GENERAL NOTES OWNER: I I // / w - - - LANDED GENTRY 504 E. FGENT GENTRY i _ BURLINGTON, WA LOT 3 / Cic:: -='�j 98233 / / / / r . �1 LU 1-(360)-755-9021 / % • *� /� 1 / ` ` -_ _.- _ 8 UPPER FLOOR AREA- 1, 106 SF / PROPOSED PERIMETER SILT �I c) --- ` MAIN FLOOR AREA- 1,988 SF f I // FENCING (TYP) PER BMP C233 - C �w3;,, r� , \ LO{y�R FLDOR AREA- 550011 ,� I % / 1/ / LOT LINE // + TOTAL FLOOR AREA- 3,59 I / - — / - — - - - - - - — — — — r ' GARAGE AREA- 541 SF GXIS•E j/30. 50 ' i 192. 28 L / � c'V SITE: i • f 40. 00 ' / f / , / 41, 78' EXIST l^ ZONING: I GRADE .� E, P.U.D (UNDERLYING R2) r•+x+x��z�x•��'��x-�x+x�.x�x�-x�x ' x„� x x x��x�x x1.z 0p x�x�.z.�x��x�x�x--�x��x�z�.x•�x--.x+x--x�.x.� �x-�z x x • ) SETBACKS: /' O / 0% PROPOSED 4• SCH / \\ // x ALL SETBACKS IN COMPLIANCE INLET PROTECTION I / cry (B / / `` �/L- / C220, BLOCKC IONGRA PER % , Lt _ 0 . 7 6�� JAG Sp\v 40 PVC DRAIN LINE ?�.m o , r WITH CITY GUIDLINES 4/ FILTER TYPE o / 2. 00 --` 38. 00 ' —/ C� rto : ' COMBINED / - S o = ' \ rt�- t1 "� FRONTREAR YYARDARD MMJNIN 220' r HEIGHT MAX. ALLOWED: 35' PROPOSED:UNDER I / Ix / PROPOSED 4' SCH I l , CHECK DAM PER BMP• t. % ' 40 PVC DRAIN LINE AI/ C207: CHECK DAMS, PARKING: ] 0 / ' AS NEEDED, I PROP•SED PERIMETER SILT 1 / �� % PARKING SPACES PROVIDED= FE ING (TYP)PER BMP C233 „i �� : \` I 2 !N GARAGE, 2 !N DRIVEWAY . ``� / / / LOT COVERAGE SOIL STOCKPILE • BUILDING AREA: PLACE SILT FENCING ON LOCATON / / I PROPOSED 4- DIA. / DOWN STREAM SIDE OF ;/ i 1 (CO tER WITH PLASTIC O SANITARY SEWER • I i / STOCK PILE, PER BMP C233 DURING STORM,EVENTS I / . I 2, 188 S F. PER BMP 123) O I / ' / LOT 5 / LOT AREA: I O I / PROPOSED PLACE 8092 S.F. Y FENCING AROUND EXISTING / IN I I / VG .... �� /r in : UNCOVERED TREES AT DRIP LINE PLUS 6'. PERCENT COVERAGE: O q FF UL: 214.14 • PATIO I / Iil FF MAIN: 204.04 / s / 2, 188 / 8,092 27. 1% 1 / U I I ! FF LL: 193.95 / ? _1 j MAXIMUM ALLOWED: 37.5% I / ( �CI •/ C� I x i' I - 'i / IMPERVIOUS COVERAGE I \ � �� r' I IrI I I BUILDING. 2,004 S.F. K �, ' LANDING pOR•H / p I • / \ `\� O I1Ni - I I / c4 F ON1 PORCM4Y 47 S.F. F N. x S g � ' / FRONT DECK.: 87 S F. INLET PROTECTION P R 1 QU - / 9 I / if , �p � /� • BACK PATIO: 96 SF; C220, BLOCK& GRAVEL x od I �V\GtSp\\' / ` Qp5 / 9RIVEWAY.• 9 0 S F, FILTER TYPE I - � '� • T i F 1 / i / Illl /, I �V\�S\b • TOTAL: 3,2 S . \ j I I r r / ,5 // LOT AREA: I i 8,092 S.F. 1 \ \ \ \\ I i !` / PERCENT COVERAGE: I I %/ / (' p • 3,271 / 8,092 = 40.4% • x 9 / I I / SQ' \ \ LOT LINE \ I 1 i t r I / s � Qp MAXIMUM ALLOWED: 48.0% \ \ 192,2 ` ' I / 1 o. O I '" / , F PROPOSED PERIMETER \+, ' �ROPOSEO PERIMETER LT EXIST I` DRIVEWAY (\f / / �' CONSTRUCTION FENCE PER BMP FENCING (TYP) PER BMR\ 33 `'�E I ; ' I N J GE: 193 20 fir' GARAGE GF: 193.70 (. ;/• C103 •',• x I I s / lI, TEMPORARY CONSTRUCTIO I I / I // J ENTRANCE PER BMP Q \ 1 1 I / 't K 1K, CHECK DAM PER BMP I-- (SIZE TO FC� \ I•, I / I C207: CHECK DAMS, Erosion Control Notes for Residential_ \ , ` AS NEEDED, Construction - City ofAnacades Ni / . - ---' , % \ 1 '' / 7 / CONCRETE , \ } `•, I ', I I r ra Z SIDEWALK ,yO \ 1 I i J I 1 1} I i A. Erosion Control Best Management PraGices ' H_,./ •- . •• r. _ ,; .••. •t�,., ,. „ + •PLACE CONSTRUCTION LOT LINE shell be In place per the accepted site plan ^• 1 O . — — rr r rrrrrr.r a r rr.r r ar r rt• r r i / FENCING AROUND FYISTING prior to an consfmdlon sled, ( 1 + P' •POSED4' DIAys . . / , $ANtTARY SEWERso ® — ---_ . I TREES AT DRIP LINE PLUS 6'.y j'~ g B. Theerosioncontrol shellbeinspectedonceat� day and modlOed to meet the surrounding' \'. , 197.6 f , 40, 00 'GRADE •, rPROPOSED 4' SCH QpSwcondl0ons as needed. GRAPHIC SCALE " � \ 1 1 'n , K•' �� tem CHEC<DAM PER BMP I / C, The storm drain system shall be cleaned daily l \, 0 ,'� I 40 PVC DRAIN UN Or \v (Section 7-07.3). All drainage systems shall 10 5 10 20 188 3 \ 1 \)v # �/C207•CHECK DAMS, r Oj EXIST - / \ 1 I • "'•-�'�•r�-•— •- . AS NEEDED. / be cleaned to the acceptance of the City of GRAD' / ir. r \ 1 l r•` i `�~ • • •• • r Anecortes prior to acceptance of 1hn project. . \:\ /• r ' ' it ® 0 / D. Stablilzed consUuctlon entrances and roads INLET PROTECTION PER ` / shall be Installed at the beginning of ( !N FEET ) C220, CATCHBASIN ` EXIST. $D • 5. 73' -� / LOT LINE �" \ r Honz. Scale: 1 Inch = 10 Feet ,/ construction and maintained during the \ . CONNECTION + / \ 9 EVER TYPE {LOT 6) I 40, 00 ; -- - - duration of the project. Additional measures / _• 1 • • / 40. 88' -_ — , may be required such as wash pads to NONCRETE 86. 60' + ensure that all paved areas are kept clean. 48 NORTH URB &GUTTER \ : / ‘, No mud Is allowed to enter onto City streets. 1 \ /! 1' \ . I \ , PROPOSED PERIMETER -- - — — — - - - - - - _— __ - E. Any soils exposed that will not be disturbed SHARPE (-1 .0'} \\ / CONSTRUCTION FENCE PER BMP - for two (2) days during the wet season or EXISTINGG ', I C703" seven (7) days In the dry season shall be 'STORMD'RAIN i Immediately stabilized with the approved ESC 2-CAR GARAGE RIGHT \, SERVICE LLINE • INLET P OTECTION PER �� � (TYPICAL) \ I I C22O BLOCK 8 GRAVEL I methods (seeding, mulching, plastic covering, L etc.) \ : O FILTER TYPE \ end\\ LOT LINE & • r\ F. Two (2) weeks prior to the beginning of the o W RIGHT-OF-WAY \' �. / I wet season (October 1), all disturbed arms EROSION CONTROL & SITE PLAN �o� ono LINE ,\ 5 I , , ` shall be reviewed to Identify which ones can LOT 5 (P133663) Z • r I be seeded in preparation for the winter rains. EXIST. SANITARY 745). ' SEWER SERVICE ® { \ LOT LINE / I \ Disturbed areas shall ba seeded within one 1414 LATITUDE CIRCLE I (1) week of the beginning of the wet season. LINE I \ :I I • A sketch mapof those areas to be seeded ,4 ' \ \ / \ % iANACORTES, WA 4 / I and those areas to remain uncovered shall be I y \ \ submitted to the Project Manager.The n 4 \ 1 IProject Manager can require seeding In \ �% \ /lit 11 1 / I -` additional areas In order to protect surface JOB NO: PLAT OF "48 NORTH" \ ' , (Lo 5 \'/ 1 I 1 / waters, adjacent properties or drainage - I I I ` I % facilities DESIGNED: LG ` I `� I 1 \ 11 ` J G. Penalties for an Erosion Control violation am subject to a $300 to $1000 One under DRAWN: f Chapter 17.66 - Penalties for Violation. Each Wh1 EXIST 1} I I LOT 6 711 day is considered a different violation. DATE: 12/15/2017 SHEET 1 of ^ \ (Lot 6) GRADE I T L 000 F--------1 G=11 tliNiM9 691!11 oill . LANDED GENTRY --:.1 c.1 , r.' -. . \),, ,,,\ . ii ONIRS AND COMMON1TIES ‘‘,0 1 )\ ,,,- \ i\LF° . 0 , 1 31/. Lowic's Sea Crait 6.) Nie 1.Ith St 006 • '/ 15111 st 's: • to Shari/ION POUN i -;: Irlt('‘C'‘ 0 11$‘6•C' r, SildtitiOITPOInt 0 Marine Center e . .00 5% .. CoSA 11,6'‘‘C 12 ‘'.:'‘ o,,_ 4" •Zs 2.. .4.mv• k7. ins\ ti ‘Ii ... . I'D ' 'reni,,,,l0 , '•."- c, • , ,, :... SITE LOCATION , 2611i Si . %Ship I.larbor at;4 ® ,.0" i."-.6 ., '.. 9, - Son Juan AiiI .4.? il ' 02 : 1 Sunset A7.7 SL111$10 Ave StrO.,74e .1 „ - 7911,-. . a ii 0,-c` ..?...1, . l,101001 NI 1)4b.„ ti- Anacirrt•,-. aalli St -o ift c, AIN),, ,voso way v- it. 40.• ' 3 12t ST -. 0 Ei1....,. . ,, , e, tf,.-• .<- to ce .-- T, Dow,1.4. . ., .$ Oki Sall's Dell it Markel co ,"1- sl., •,, 47 i ,,,, ' . , . ANACORTES, WA Skyline Marine Center I 0' it. d q ., 474,4, 6,0 &• r f4 R 48 NORTH Skyline Marina A %. .' ' 4; I• "(Or ,,. CIY//e Owners Association' 4. i . 11,„, SHARPE (-1.0') '';,?, .3, 1 i 0 !., 2-CAR GARAGE RIGHT ,. „,, ,-,-.-. ..r< bo, ii , ,.., i -‘ 4s r..% .01 ,-- i ,,isiv /Gdogle eurtnn Pail5 l' Oueohnt"- - 40 EROSION CONTROL & SITE PLAN I . LOT 5 (P133663) Map data©2017 Google 1000 ft L . 1414 LATITUDE CIRCLE VICINITY MAP ANACORTES,WA LOT 5 (P133663) 1414 LATITUDE CIRCLE JOB NO PLAT OF"48 NORTH" ANACORTES, WA DESIGNED: LG DRAWN: DATE: 12/15/2017 SHEET 2 of 2 y , • • LANDSCAPE NOTES: / IMUllell i ammo OMB IMMO PROVIDE (1) TREE (EXISTING OR ADDED) PER 1,000 SO, FT, OF LOT (S TREES LOT 4 MIN. - VERIFY LOCATION W/ BUILDER) W/ A MINIMUM 2" CALIPER (PER CODE. j ABBREVIATED LEGAL DESCRIPAlowN, LANDED GENTRY TREES PROVIDED WILL BE A COMBINATION OF DOGWOOD, ALASKAN CEDAR, j LOT 5, 48 NORTH PLAT 6c PUD, SEC 22, ' TOWNSHIP 35 NORTH, RANGE 1 _El AST, M., CITY HOMES AND COMMUNITIES VINE MAPLE 4 WESTERN HEMLOCK (VERIFY LOCATIONS W/ BUILDER). VERIFY / OF HINGTO , A.F.SKAGIT COUNTY STAOF WASHfNGTON, A 201705020028. TREES TO BE REMOVED IN FIELD WI BLDR, IF APPLICABLE, GENERAL NOTES 1 OWNER: LANDED GENTRY PROVIDE LANDSCAPING IN A COMBINATION OF SOD LAWN AND PERENNIAL / 504 E. FAIRHAVEN BURUNGTON, WA 98233 PLANTING BEDS TO COVER A MINIMUM OF 20% OF THE LOT (I,61S SQ. FT.), 1-{36o)-7ss-so21 VERIFY LAYOUT W/ BUILDER, _ 1 _ BUILDING: F�PR* CING(TYP)PER 8MP C233 I7/ MAIN FLOOR AREA- 1,988 SF o _ UPPER FLOOR AREA- 1,106 SF \�\ 4 LOWER FLOOR AKA- 5'�/ I LOT UNE I \ rT , TOTAL FLOOR AREA- 3, F I - - — - — — — - — - - - -- - -- — -^ GARAGE AREA- 541 SF • t00.5 1/2.28' `•' - — • - -- --- T an T SITE:TYPICAL 40,00 _ 41.78' EXIST •'-' V ZONING: T- , GRADE P.U.D (UNDERLYING R2) rx—x-X-x.�,�Y��X•••X�YX�%6x k-)•'�X�. x�X�X X Y O Y�X�X�x�__x�x�x.+e 1 Y�.X-y,(X kk 2 Tez..�x-.x�Y� .._x x—.x SETBACKS INLET PROTECTION PER O ?Og�c PROPOSED 4'SCH f �, / �� ALL SETBACKS !N COMPLfANCE I çç r �G SO\ ORhfM LINE ,t(� oC220,BLOCK 8 GRAVEL _. _ ' O5 • ' , ('tom • c J REARAYARDRD lMIN 205' COMBINED FILTER TYPE �0 0� h 1 I • r'iT►� _'=- �5 Z ' �� ��--••yy FRONT YARD MIN 20' I I . . i • IF IJ� 4./ HEIGHT: I I PRO 04' I I L}_cza PROPOSED.UNDERS 40 PVC D LINE CHECK DAM PER 8MP; 1� I ASNEEDECKDAMS, PARKING: SPACES PRONDEO= I PROPOSED PERIMETER SILT I ��„� I AS NEEDED. I 2 IN GARAGE, 2 IN DRIVEWAY ' FE •'ING(NP)PER BMP C233 / _ p r I pI • I • i ' 1 S6IL STOCKPILE 1 - --► ) L 0 T COVERA GE PLACE SILT FENCING ON LOCATON r PROPOSED 4'OIA • D . I DOWN STREAM SIDE OF p (COVER WITH P STIC O SANITARY SEWER BUILDING AREA: STOCK PILE,PER BMP C233 ! DURING STORM VENTS o 2,188 S.F. I O ; Ft ER BMP 23) ci I q LOT 5 PLACE CONSTRUCTIONo I 7LOT AREA: r ++ y1 r Q y PROPOSED I FENCING AROUND 8,092 S.F. �1 /.... I , C UNCOVEREDITREES AT DRIP INE PLUS 6'. PERCENT COVERAGE:I F MAIN. 4,14 PATIOO 2,188/8,092 = 27.1% ( + FFF U.:193.95 I MAX/MUM ALLOWED. 37.5% � / !1 �� o I i' 1 IMPERVIOUS COVERAGE % BUILDING: 2,004 S.F. O li LANDING �ORCN b O \\ ,..„..4 N +, J o )� -_ S7EPS/WALKWAY: 57 S.F47 S.F.. ��\ INLET PROTECTION P ?9 I j u� �9 + + ` FRONT DECK: 87 S.F. `\ \\ C220,BLOCK 8 GRA L I II \G� p\V ! S;^{� QOS�O I /°'� O06 BACK AAY O: �6 S.F. FILTER TYPE 1 0 9 JL • / pp 3,1V p 5F _ / ! •\o •\ \\ li J J I LOT AREA I I 8,092 S.F. \ i. \ \\ x I I II �' PERCENT COVERAGE: \\•\� \� t �� LOT LINE rr ' I 05�0 3,271 /8,092 = 40.4% �� \� I i ! r j I G� � 114 MAXIMUM ALLOWED:48,0% d ? \ \ 192.2 I O ' :1 �J\ 50 0 (, 1 EXIST PROPOSED PERIMETER PROPOSED PERIMETER LT ` DRIVEWAY / / CONSTRUCTION FENCE PER BMP `• 11 �'/ FEJGING(TYP)PER BM9•\3 GRADE I lit I! N II I GF:193.20 GARAGE ' ' 9 C103 1 ' TEMPORARYCONSTRUCTIO t , / ENTRANCE PER BMP C105 I • (SIZE TO R \ �I f / I {9 + + CHECK DAM PER BMP 9 II\ 4 i /• C207:CHECK-DAMS, Erosion Control Notes for Residential %NNN aN ' \\\ ,. ' II\ I • I J / a AS NEEDED. Conslrucllon-CINofAnamrtes O 5 CONCRETE \ / �> SIDEWp\LK O \ 1;+ 1 1 s / 0 o Z / + r } L- - y — — _ _ / ! /� A Erosion Control Best Management Practices (-" r I 1. I — :). I, PLACE CONSTRUCTION shall be In lace er the ecce led site ten 1 s / LOTUNE P P P P i _ \ r\ + \ �. l PROPOSED 4'DIA FENCING AROUND EXISTING prior to an wnstrudlon start. ty jr� 'SANITARY SEWER i. __`__. x j t -7- — ___ AS AT GRIP LINE PLUS6'. Y �/ ?!. rti 11 / ' J I ,I j �, �•eGb u �- �S B. The erosion control shell be Inspected once a i ` \ It ( {� ! 197.E j clay end modl0ed to meal lha surtounding �G \\:\? c,,,_ \; _t; ', �a)% j EXIST �� •.� rc� conditlonsasneeded.I 11 +I \q,.I i ` GRADE♦ �F. PROPOSED4'SCH os GRAPHIC SCALE �,i�. ' �• 1 r f` HE:KDAMPER6MPr C.The storm drain system shell be cleaned daily 188 3 t r l 1 , 40 PVC DRAW LIN JAG\)sp\� C207;CHECK DAfdS, Itr) / (Section 7 07.3).All drainage systems shall10 O ur �0 $0 in MI MI `~' �` - ?\ r I �•..'+... • . .. - yASNEEDED. ' • • be cleaned to the acceptance of the City of — `' I I :' �- \ I / J+ • Anacortos prior to acceptance of the project.INLET PE �_ , i �'� / .�" r� 1� I • • • • . • D. Stabilized construction entrances and roads ( IN FEET ) C220,CATCHB PROTECTIONj 1`, , 111 EXIST.SD •. , shall be Installed at the beginning of \ LT,CATCH SI \• \, .+ ;!'•- \-',47; 5.73 LOTLINE fdoriz. Scale: 1 Inch = 10 Feet Fl, , - CONNECTION r / construction and maintained during the • J r (LOT 5) / 4 00 �`o ----- MI duration eof quir project.sAdditfonal measures \CONCRETES .., r _c / - - - - _ 40.88 ~ ES ' may be required such as wash pads to CURB 8 GUTTER \ ' I J \ I , ,ffiriaWANIIIIIIIIensure that all paved areas are kept clean. 48 NORTH 4 \ I // No mud Is allowed to enter onto City streets. \ �' ' } \`` • f/ PROPOSED PERIMETER``- I.;�- — o/�J E. Any soils exposed that will not be disturbed SHARPE '�.dr '� .----A: :�' / -�EXISTIN ! CONSTRUCTION FENCE PER BMP T for two(2)days during the wet season or { } GG I If C103' I seven(7)days In the dry season shall be $TORMDRAIN / h Immediate) stabilized wllh the a roved ESC2-CAR GARAGE RIGHT / fSERVICE FINE • ' INLET PROTECTION PER j r y sh PICAL \ k�N ' Hj� 7C, Q y methods(seeding,mulching,PlesUcoovering, C4 �r (T1 ) C220/BLOCK 8 GRAVEL1 \.• ° 66i y � t t:\ f ' u�\\ LOT LI E 8 \ r\O FILTER TYPE -�'b l Via. t`sa �T s etc.) OP()\ �' RIGHT F•WAY ty• I v F. Two(2)weeks prior to the beginning of the 1 .1 � �,r p w r .-- \'''' .i % wet season(October 1),all disturbed areas L��(l1 (r! LAN( N 90 20 LINE 4 I .l r� tit f + U, shall be reviewed to Identify which ones can O_ • \ I/ 1 �•r � v be seeded In preparation for the winter rains. LOT 5 (P 133663) EXIST.SANITARY k� L� 5 Disturbed areas shall be seeded within one .:G cc1 ��WER SERVICE- , O 5' 2��+ 1 LIIOT LINE .' I r`, 4y _ {{ ( � 1414 LATITUDE CIRCLE �� 11 •. \ i1 / �I 1 E R IVl I T t : _l (1)week of the beginning of the wet season. • v f A sketch map of those areas to be seeded ANACORTES,WA ` f I` and(hose areas to remain uncovered shall be \' I % ` �• " 4 `I �'11 \I ADDRESS// I Project Manager can require ed to the Project Manager. peeding In Pro act } �' ii, WM 1 additional areas In order to protect surface J06 N0: - (1015) I l / I ( waters,adjacent properties or drainage PLAT OF"48 NORTH" ` i , (C/ �_ facilities DESIGNED: LG \• / \ 1 II ' r \ — ,� G. Ponaillos for an Erosion Control vlolaUon are x` ` N,, 1 I 1 II \ V ..�� \ r` coubject to a$300 to$100D tine under Dom ' (.. �`•WM 91.0 :-‘; LOT6 1 ` ) DATE, 1211512017 Chapter 17.66-Penalties for Vlolatlon.Each1 (l016) XRAOE _ _ ti+ ) S U E CT 10 I=1 E L D I N S D F CTI O N � �,� l day Is oonsldered a different violation. ' SHEET 1 of 2 �_, _:•., ;- 1 I i 1 ] RQ V t:0 PL>�tNS ca ni ( NOT DE �ILT[-f{C!� vvi ( iuu ► AUTHORIZATION. 4;- see MIMS LOT 4 ABBREVIATED LEGAL DESCRIPTION: LANDED GENTRY 4 LOT 5, 48 NORTH PLAT de PUD, SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY OF WASHINGTON8. ,EA.F. 20G17000UNTY, OUNT , STATE OF HOMES AND COMMUNITIES GENERAL NOTES T) ��� OWNER: z a LANDED GENTRY W z p ,� to 504 E. FAIRHAVEN LOT -!o ,y W ® a RtZ /. BURLINGTON, WA iVJ 1 98233 E P i-- o ti C 1-(360)-755-9021 e ; Z z ) w� j ' Q Ga Wit(:' BUILDING: PROPOSED PERIMETER SILT U • N- 4 �� UPPER FLOOR AREA- 1,706 SF 9 FENCING(TYP) PER BMP C233 j Q , MAIN FLOOR AREA- 1,988 SF tt �� LOWER FLOOR AREA- 501 SF z o o C) TOTAL FLOOR AREA- 3,595 SF 4 LOT LINE Q V a 0 Lu _ . _ j u GARAGE AREA- 541 SF \ !L 190.5 • SITE: EXIST GR .E 30. 50' O. 001 112. 28 202.0 Z Q-.�4:21 � o TYPICAL —� ��� 78 GRADE Z P ro Ec m ZONING: P.U.D (UNDERLYING R2) x-"�x�X��x��x� ,�. --"x�x� x�.x�x_�x��x.�.x_�>.._x�.x��x�.x x��x��x�.x�, Q 0 t-. xT'x O x� A-x��x�.x,-.�x��x�.x��x�..x� �x�x x-max / a ti v" > r SETBACKS: ` I C} ,e0 \ , cc Ex w ALL SETBACKS IN COMPLIANCE PROPOSED 4"SCH I cc o a m WITH CITY GUIDLINES �� 40 PVC DRAIN LINE INLET PROTECTION PER �`"" l(} �'F� �,.G Sp\V t a Lo • Q I 15 SIDEYARD MIN 5', COMBINED C22Q BLOCK&GRAVEL f (� 2. 00 —►- 38. 00' _,_ _..___ �,,•• r REAR YARD MIN 20 0 FILTER TYPE -- MI I. �mow 05 FRONT YARD MIN 20' T F — " HEIGHT I MAX. ALLOWED: 35 i I PROPOSED 4"SCH CHECK DAM • 1 T S. % 3 PROPOSED:UNDER 40 PVC;DRAIN LINE PER BMP L�l x C207: CHECK DAMS, S _x._x A8 NEEDED, a� ( < _ PROPOSED PERIMETER SILT i • PARKING. &idss Lt _ Pfrsk �b4U`4' ck.\ akck� 2AINKGARAGECE2 1N DRIIVEWAY FEN,1NG (TYP)PER BMP C233 (�� i • • -- tk,va Ar ) ISOIL STOCKPILEr /�y[ LOT COVERAGE PLACE SILT FENCING ON • LOCATON PROPOSED 4"DIA. • - U DOWN STREAM SIDE OF —_ '' i ( , o SANITARY SEWER o J BUILDING S.F.AREA: COVER WITH PLASTIC /�����'�j DURING STORM EVENT 0 STOCK PILE, PER BMP C233 t I' 1 ( PLACE CONSTRUCTION LOT AREA: PER BMP 0123) PROPOSED 8,092 S.F. 1 o FENCING AROUND EXISTING �0 UNCOVERED TREES AT DRIP LINE PLUS 6'. �� �. PERCENT COVERAGE FF UL: 214.14 I. PATIO C/o 2,188 8,092 = 27.1% I Pj,�Q 20 6ca-s s h\--e� FF MAIN:204.04 Ip FF LL: 193.95 ', MAXIMUM ALLOWED: 37.5% I �\ � ; 1 �� fl C O ,t�l ? IMPERVIOUS COVERAGE o o �— —�Knj LANDING PORCH o �e} � r BUILDING: 2,004 S.F. \. ti . r, STEPS/WALKWAY: 57 S.F. I N T x 1 �pSF I I " �° `� FRONT DECIG 87 �F_ INLET PROTECTION PER GA O �� pc��0 IN X,e, �� 0 BACK PA770: 96 S.F. C220, BLOCK&GRAVEL x 1 �vv spy �yQ �} PRIt/EWAY' 980 S.F FILTER TYPE �VGASpA� d. c504 TOTAL: 3,271 S.F. T AREA: \N� I �n "' _`� 08,092 S.F. �' / I I PERCENT COVERAGE. % I 1 i p V 3,271 8,092 = 40.4% j �� LOT LINE �tiIQ° MAXIMUM ALLOWED: 48.0% � , N I 0 / �VA.G sp0 192 2 ( — PROPOSED PERIMETER 7. N. PROPOSED PERIMETER ' ITT EXIST x 1 / DRIVEWAY �1 I CONSTRUCTION FENCE PER BMP GRADE 1 C103 ,\ FENCING(TYP)PER BMP 33 ( 1 �I GE. 193.20 GARAGE GF: 193.70 A x \� A 1 V___TEMPORARY CONSTRUCTIO 1 I T 'N ENTRANCE PER BMP C105 1CHECK DAM PER BMP }— (SIZE TO FIT) \ ,• C207: CHECK DAMS, Ct Erosion Control Notes for Residential + 1 AS NEEDED. Construction - City of Anacortes 1 CONCRETE , �� 1 i ;' • z SIDEWALK 0 / I • I A. Erosion Control Best Management Practices ��, 1 � �� �-� sa � a �..i � ®.ww. � w ®_ � � � s �'® s � LOT LINE in lace he site plan N P'♦POSED 4'DIA. p CHFENCING CE OAROUND EI�STING ♦ prior)oeany consructer ion start.pted a laffIYSANITARY SEWER r► "' S — ---- ._ S AT DRIP LINE PLUS 6'. B. The erosion control shall be inspected once a • / /1 ; 197'8 �,' 40. 00' V O • day and modified to meet the surrounding conditions as needed. \ / i EXIST N t_ p5� C. The storm drain system shall be cleaned daily GRAPHIC SCALE ' :I \ GRADE PROPOSED4'SCH Q } : I 40 PVC DRAIN LIN G\a� \\ �♦� CHECCHAM PER BMPLc) • (Section 7-07.3 . All drainage s stems shall 10 0 5 10 20 OC207:CHECKDAMS, i ) y 188.3 y l� ► ♦ • • 4J� 5 _l AS NEEDED. • • • be cleaned to the acceptance of the City of EXIST \` i ' • • • wi��—• • • • ' GRAD- / I • • • • •i Anacortes prior to acceptance of the project. �, 6; ®� " • • • a • •• • D. Stabilized construction entrances and roads FILE TYPE ON PER �� EXIST. SD • shall be installed at the beginning of I FEET ' LOT LINE �' Hor%z. ScctLe: "'MTh = 10 Feet C220, CATCHIN 5• 73 -. , construction and maintained during the CONNECTION FILTER TYPE p `�0. 00 duration of the project. Additional measures 7' /� (LOT 5) -+ ..• ,, 40 88 ' 1 - may be required such as wash pads to • ' = ensure that all paved areas are kept clean. Q //�� CONCRETE.', %, 86. 6O % 48 NORTH CURB&GUTTER � ....__ ._...._. ___ . No mud is allowed to enter onto City streets. V ._, �` \ E. Any soils exposed that will not be disturbed SHARPE //fi�r �. V • PROPOSED PERIMETER (-1 .0') CONSTRUCTION FENCE PER BMP for two (2)days during the wet season or EXISTI C103 seven (7) days in the dry season shall be 2-CAR GARAGE A R q G E RIGHT STORMD IN • L (Z V/ IIZYiV SERVICE LINE INLET PROTECTION PER th d ( ed g ulch g, p stic cover g, (TYPICAL) A C2200./BLOCK&GRAVEL im ed(7) d stabilized with the approved ESC o s se n m in la n I ITY OF ANACO me LOT LINE& \ • \� FILTERTYPE fi RT�� etc.) EROSION CONTRtaL TANNING & BUILDING DEPT: F. Two that weeks Octob e to the dwith heap rovedthe SITE PLAN �/ 151-5),Th-A1131\LE, RIGHT-OF-WAY \ �• wet season (October 1), all disturbed areas4 LINE J\ Nse O, O � • ',\ APPROVEQ P ANS be seeded nprepaora6ont for the winter rains. 5 (P 63) LOT 133G EXIST. SANITARY \ , v 9�� \ PERMIT#: ` ` ^'' ` 1�: Disturbed areas shall be seeded wdhinone 1414 LATITUDE CIRCLE SEWER SERVICE -� \ LOT LINE (1)week of the beginning of the wet season. f_INF ��' l ,i ADDRESS: p ANACORTES, WA \ APPROVED$�; y ���� A sketch ma of those areas to be seeded - and those areas to remain uncovered shall be \ • \ SUBJECT TO FIELD INSPECTION. APPROVEDsubmitted to the Project Manager.The • \ PLANS Project Manager can require seeding in additional areasorder to protect surface JOB NO: PLATNORTH" /'0. in F c WM \ / ; SHALL NOT BE ALTERED WITHOUT AUTHORVZATION. waters, adjacent properties or drainage OF "48 II \ ' t ' � \ (Lot 5) \ i facilities. DESIGNED: LG \ : y G. Penalties for an Erosion Control violation are DRAWN: \ subject to a $300 to $1000 fine under �� � 191.0 V LOT ! 9T !2 Chapter 17.66 - Penalties for Violation. Each DATE: 12/15/2017 WM EXIST L1 9 I C7 day is considered a different violation. SHEET t //"�� \ (Lot 6) GRADE ) �J� �` N . ,;: ,.,,a 40IRM MIMS MIS MIMS OINIMINIO SI LANDED GENTRY HOMES AND COMMUNITIES 1 v ,-k., . arts "-",- .:' : 47. r ) 1, • . e a 6 hem i LL - - - - x -act - 1 ittioll' IN\ ; SITE LOCATION �a IE 11/40 " .. e 3"z La8h �4 N .. I L. e tonto z ri I I ANACORTES , WA 1 48 NORTH SHARPE (-1 .0') g 2-CAR GARAGE RIGHT EROSION CONTROL & SITE PLAN • LOT 5 (P133663) Map data ©2017 Googie 1000 it „,„,,,,.... 1414 LATITUDE CIRCLE VICINITY MAP ANACORTES, WA t 4. LOT 5 (P133663) a 1414 LATITUDE CIRCLE JOB NO: PLAT OF "48 NORTH" ANACORTES, WA DESIGNED: LO 1 DRAWN: DATE: 12/15/2017 SHEET 2of2 IF FLR.SHEATHING CONNECTED DIRECTLY TO 52'-0" see P.T.2x PLT. INSTALL NAILS OR SCREWS @ 2"O.C. / NO SURCHARGE OR WHEEL STAGGERED 10'-21a" 12'-0" 29' 9i2" ammo LOADS WITHIN 5'-0" "E" / 2x F.J. (PARALLEL / / / / Immo TO FDN.)PER FLR. S FRAMING PLAN 11111111 WHERE FLOOR JOISTS ARE -4\---- PERPENDICULAR INSTALL 2x FLOOR JOIST A35 EACH JOIST TYPICAL (PERPENDICULAR WHEN"A"EXCEEDS 4'-0"; TO FDN.)PER FLR. \ \- LANDED T�7 T� WHERE F.J.ARE PARALLEL FRAMING PLAN L A lv D E D GENTRY INSTALL ML26 W/SDS 1/4x1 1/2 \ \ , , I EACH BLOCK TYP. i s I I HOMES AND COMMUNITIES 1111 -- 1111 oaa 1111 SEE FOUNDATION NOTE#1 ' 1111 -- 1111 o 6 tt IN K� " \ ° O 0 I REVISIONS BY: \ n Car WHERE F.J. PARALLEL TO ' 6" MIN. '° • 7 FDN. INSTALL 2x BLOCKING W I I 2 - 15 - IS JR \ III=Ill=111-111=111' 0 0 ° • (MATCH JST. DEPTH)FIRST $ 32"&SCREW OR NAIL SHTH'G 1 © I gg ... ° I. 7 INTO BLKG. @ 3"O.C.TYPICAL I I NOTES: 5 DEGREE MAX.SLOPE $(1,)`a°• °c . "F„ (SEE COLUMN"G" IN BRACED I I 1. COORDINATE W/MECH. &ELEC. g ° RETAINING WALL SPECS. r t , , , ' ' ��jjo ° i \ \ \ �, ° \. ° - � \ FOR LOCATIONS&SIZES OF CONC. FDN. DAMP-PROOFING oo ,. In FOR O.C. SPACING OF BLKG.) I "C I-=�� n Fes.° a "a "n "n 'n a n a I--I"° n " n n �� FOUNDATION/SLAB BLOCKOUTS. TO BE WATERPROOFED, FDN. (g o I ' 1 2. 30x24 CRAWL SPACE ACCESS WALLS THAT RETAIN EARTH& o�, ° •a I °° I PANEL(24x30 MIN)-PROVIDE METAL OR ENCLOSE INTERIOR SPACES Q ,- i, . 0 FIBERGLASS WELL AS NECESSARY. INSTALL AND FLOORS BELOW GRADE 0 0 , ''� 0 SHALL BE DAMPPROOFED A,•° .a I I r I O SOLID COVER SLOPED AWAY FROM BUILDING- I NOTE: I I INSTALL 4x8 MIN. BEAM SET ON WALL PLATE FROM THE TOP OF THE FTC. i64 •• 9� . ° I ® I ° I TO SUPPORT WALL ABOVE(OR INSTALL TO THE FINISHED GRADE og a DO NOT BACKFILL FOUNDATION I r - r - I I INTERIOR CRAWL SPACE ACCESS-VERIFY W/ g/o7d ° / UNTIL FLOOR DIAPHRAGM IS P 1 I ® -F - } I - - - I I BUILDER&SEE PLAN) MIRA WASHED DRAIN 2,000 OR " P. I o . 0 ° ° �g -_ J L J - 1 3. 16x8 POUR-IN-PLACE FOUNDATION VENTS (OR WASHED GRAVEL(OR SIM.) g a CONNECTED TO WALL I I L _ gc o •o °• / O O �* I 16x6 VENTS IN FLOOR DIAPHRAGM(VERIFY W/ A oPo,. c . 1 $ 1 „ „ „ Q „ 14 I BUILDER). NUMBER PER PLAN. f c=2500 psi goo a° a 1 1 4-7 5'-O 5-0" 5'-O 2-6� �, 3'-- / 3'-10,4 "in 22'-5 1 4. 12"WIDE THICKENED SLAB EDGE. EXTEND fy=60 ksi, grade 60 $�''° / "W" // 8" BELOW GRADE. EQUAL g o . O O O O O O O 5. VENTS TO BE LOCATED WITHIN 2'-0"OF CORNERS. MIN. SOIL BEARING _ _ = 1,500 PSF : ° r t , r t , r t , r t , r r , r -r 0� >r - J-, � I ® I I ® I I D I 1 D 1 10 I 1 0 I I ®+ - \ o�P 0 1 'z 1 FLOOR JOISTS: MAX. NO.OF STORIES o ° N 'X' L _ J L - J L _ J L _ J L ! J L ! J L - J SUPPORTED=2 STICK og a 1 I = I ' I FRAME RESIDENTIAL IF STUB BARS MINIMUM 1 ° I T T �, I I g as ° LAYOUT SHOWN HERE IS FOR 2x FRAMING. IF FLOORS+ ROOF W/ $p,P• ` LAP SPLICE=24" I 'O O1 m 'C ENGINEERED JOISTS ARE USED, MANU- 25 PSF SNOW MAX. „B„g0�e°' a/ DIRECT FLOOR 'v r -I- r T 1 I FACTURER SHALL PROVIDE AND SUBMIT c I 4"(MIN.)CONC. DIAPHRAGM CONN. I. O I _ J - + -_ I- - - - - I ENGINEERED DESIGN TO THE BUILDING 20p o°Ir ' SLAB 12'-0"WIDE(MIN.) I L - J L - J I OU DEPARTMENT FOR APPROVAL PRIOR TO g a FABRICATION AND INSTALLATION. ‘:�`r �b' • I _'"-i'-1_,*' \ �_'� � o% o� ° da0•o .a0•n .• a la .• a0•° .• a0•n SCREWS OR 1 P ' I ° W I \ � FLOOR SHEATHING: sl �° . p0 •° .a0•n �0.° .a0•° ." NAILS@2"O.C. ° I © o , ° �Or�•�- �I P . USE 3/4 CDX OR OSB STURDI-FLOOR T "D" ;���• o .' 8 ' D D I STAGGERED '' © °�_07. © °° I GLUE AND NAIL W/RING SHANK 8d's AT ^ • a 30'-6" r, 211-6"r , '° I EDGES& 12" IN THE FIELD. FACE GRAIN 6" M =Th:a-ern_III=111= I=111 °v/'� �° J P O PERPENDICULAR TO SUPPORTS. 4"DIA. PERF. PIPE "Y" n 4 \° ''° °° , 2. PROVIDE SOLID BLOCKING IN THE JOIST IN FREE-DRAINING clll 0' "a a• Q a a a 4 4 a a a 4 ' ° 0 CAVITY BENEATH ALL POST LOCATIONS GRAVEL BASE "C" Og' ° ' BEAMS OR vv 10 P AND BETWEEN UPPER AND LOWER STUDS HEEL/ i TOE 0. n. I ' ° Ih I ° I AT FLOOR TO FLOOR HOLDOWN LOCATIONS. FLOOR JOISTS 1 r J , PER PLAN ° _ BETWEEN i„, ) BRACED RETAINING WALL DETAIL 3. NTOVORBEARINGGOCATONSWHERETH 1 ,,° I � 7 I I I INTERIOR BEARING LOCATIONS WHERE THERE 1 1 ti r IS A LOAD BEARING WALL ABOVE. ® N © r O I 4. IF ENGINEERED FLOOR JOISTS ARE USED, SCALE: 3/4" = 1'-0" - I - - I [ E I �" . I PROVIDE TIMBERSTRAND RIMS WHERE FLOOR ° - _ - 04 ° J r o° I BRACED RETAINING WALL SPECIFICATIONS Gil _ O \ 1 ° JOISTS BEAR AT EXTERIOR WALLS.1 5. CONNECTIONS:SIMPSON COMPANY OR EQ. (TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM) 6. FIELD CUT ENDS, NOTCHES,AND DRILLED ° II'-3 4-O II'-2 4'-1 1 P HOLES OF PERSCRIPTIVE TREATED WOOD j / / / J Z I °o SHALL BE TREATED IN THE FIELD IN ACCORDANCE A B C D E F G W X Y Z ti ,J 21'-9%a" �, 4'-2 " 4'-6" / 0 ° I WITH AWPAM4. MASA BLOCK I '° 1 1 RETAINED WALL FTG. FTG. WALL VERTICAL 10RIZONTAL FOOTING FOOTING \ r I , 1 SEE» a_ STEP FOUNDATION I °, I SPACING SPACING I FOUNDATION NOTES: HEIGHT POSITION WIDTH HGT. THICKNESS ) (MAX.) REBAR REBAR -RANSVERSE CONTINUOUS NOTE 5 (MAX I a 11 I I W (VERIFY LOCATIONS '•A I THESE DETAILS REFLECT 0'-4' 10" 28" 9" 6" RNOTEQ'D @ 24" #4 @ 24" #4 @ 24" (air I ,.o N r - O. + - PER SITE CONDITIONS) 1 I -� A GENERAL HIGHER STANDARD THAN THAT - m L. n , r ALLOWED BY THE IRC. THESE DETAILS 4.1'-6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" .13 ` I © B H I I ''° I INDICATE THE FOUNDATION AND REIN- - O - © N0 I . I FORCEMENT REQUIREMENTS FOR THIS 6.1'-8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4)#4 I I 9 m ri - "L _ _ _ _ _ _ _ - 7 V ® Si °, I END OF PROJECT. THE CONTRACTOR MAY NOT I a' (0 1- _ I I I AD USE THE IRC MINIMUMS WITHOUTWRITTEN I ° 8.1'- 10.2' 12" 50" 12" 8" 24" 24" #5 @ 14" #5 @ 12" #5 @ 14" (5)#5 I r P. tiP F\� PERMISSION OF THE DESIGNER. \ ° L \--4 ° I _ 10.3'-12' 12" 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" (6)#5 i °° I A/ �Io°r ; ° iO I , ° I FASTENERS: NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. ° ° ° ° ° ° ° r 1 ', 1 N METAL ELEMENTS INCLUDING, V °° n a " nA 4 A A "S ' nV n n , I I- - -- O 0 °° 17 - -s CONNECTORS, MUST USE HOT-DIPPED NO SURCHARGE OR WHEEL = L ., OI "E" LOADS WITHIN 5'-0" O _ SIMILAR Q t ° O GALVANIZED METAL WHEN IN CONTACT a I J V WITH ACZA PRESSURE TREATED MATERIALS. / r \ \ m F 4 I '\ \ °° [R319.3]-SEE 37/SP1 NO FLOOR FOR �r r © o ° sv - -1+ U )- © +I i \ \ � ` �� t AT LEAST 12" I Ie-- FRAMED WALL OPTIONAL \ _ \ _ J - ' _ \ \ .o- 5 DEGREE MAX.SLOPE NOTE: rop mI -� 1 O j O �.r''wL REVISE._9 CY ' //� ] 8" MIN. e•° ,p / SLAB OR SOIL OKAY '4 '�� // EDGE OF TURN-DOWN ENTRY PORCHTO GRADE STEPS DN, t \ f'c=2500 psi o,eT •oog Ill=111 III=111=Ill III k SLAB 3" BACK FROM FACE OF SLAB , fy=60 ksi,grade 60 ',✓� AT TOP FOR MASTIC-APPLIED STONE // "W" P' o .p�o`J MIRA DRAIN 2,000 OR TO BE INSTALLED PER ELEVATIONS 3', I 2ze3' MIN.SOIL BEARING °° a trO WASHED GRAVEL(OR SIM.) = 1,500 PSF 1 ° t 5O 2" CLR. 2'-2�'� I 5'-6" j -2 ' '=EB 2 , 2018 MAX. NO.OF STORIES „ „ a°°.n ���o° 8 �_/ S'-5�" :21//-10441: SUPPORTED=2 STICK a , IdFRAMED RESIDENTIAL a' aI .era " "FLOORS+ROOF W/ 00(1B / 21 -01r2 / _ 9'-1I 21'-0S`1 /25 PSF SNOW MAX. ,•° ,W/�66' BUILDER TO VERIFY ALL DIMENSIONS. » �70 16'-3 2-10 "c °•n oo0IF STUB BARS, MIN. �� „ / / / CONSTRUCTION TO COMPLY WITH THE 4"(MIN.)CONC. ,•° ,���o LAP SPLICE=30" / 22'-O / 8'-O / 22'-0 / 2015 INTERNATIONAL RESIDENTIAL CODE, SLAB 12'-0"WIDE(MIN.) at. �S 52'-O" 2015 UNIFORM PLUMBINfa CODE, a aJ-• _k0-•19c�I 3"DIA.(MIN.) * �}'''� � I � I / / a a a a a 'o •' iC1t'4�{�� PERF. DRAIN FOUNDATION OTES - 2015 WASHINGTON STATE ENERGY CODE •, ,•. .•. .•. .•. io . TO DAYLIGHT FOUNDATION � � I ALL APPLICABLE LOCAL, STATE I`l •n .a0•:. .a0•° .a0•° .ata .a0a 8110•n ' AND "D" J a .'P' a a .'P' a a c .'# 1. INSTALL PRESSURE-TREATED 2x6 SILL W/ I/2" DIAMETER x 10' ANCHOR BOLT 4 FEDERAL 'BUILDING CODES. --c0�\ ° S a °�� » `�° a a < 3"x3"xl/4" PLATE WASHER g 4-O" O.C. ATOP FOUNDATION WALLS PARALLELSCALE: = 1 -0" \ \ n 0n 0 n 0 ° 0n 0 n 0n TO FLOOR JOISTS. WHERE FLR. JSTS. ARE HUNG FROM FDN. INSTALL P.T. 2x5 1/4" II1�111-111_III_111_111_111=111_III_ =111 " „ „ „ „Z„ SILL RIPPED TO 6" W/ I/2 DIA. x 10" A.B. 4 3 x3 xl/4 PLT. WASHER e 4-0 O.C.. MINIMUM 2 BOLTS PER PIECE 3,5" TO 12" FROM END TYPICAL THROUGHOUT O 6" CONC. FOUNDATION WALL W/ REBAR PER IRC SECTION R403.1.3.2 4 TABLE O 4" CONC. SLAB W/ FIBER REINFORCEMENT THROUGHOUT (VERIFY TYPE W/ CONC. 404.1.2(1) - 404.1.2(S) 4 »4 REBAR CONT. 9 TOP. IF UNBALANCED BACKFILL SUPPLIER) 4 R-IO RIGID INSUL, UNDER ENTIRE SLAB (SEE NOTE »15, SHT. A3,1). 48 NORTH - SHARPE "C" TOE i ',HEEL 2. INSTALL 4" PVC DRAIN PIPE BELOW FOOTING g LOW POINT FOR POSITIVE EXCEEDS 4'-0" USE WALL DIMENSIONS 4 REINFORCEMENT PER CANTILEVERED THICKEN EDGE ADJOINING GARAGE SLAB TO 12" WIDE MIN. 12" DEEP 4 INSTALL DRAINAGE DURING CONSTRUCTION, VERIFY PLACEMENT OF 4" PERFORATED RETAINING WALL DETAIL OR BRACED RETAINING WALL DETAIL THIS SHEET R-10 RIGID INSUL. FLUSH W/ GARAGE FACE OF ADJACENT FOUNDATIONS FOOTING DRAIN PIPE IN FREE-DRAINING GRAVEL BASE C2� CANTILEVERED RETAINING WALL DETAIL O GONG, FDN. WALL (THICKNESS PER PLAN) W/ REBAR PER CANTILEVERED O 4" CONC. SLAB W/ FIBER REINFORCEMENT THROUGHOUT (VERIFY TYPE W/ CONC. SCALE: 3/4" = 1'-0" 3, 4x4 POST ON 90* FELT, USE 4x6 POST AT BEAM SPLICE. CONNECT POST TO RETAINING WALL DETAIL 4 SCHEDULE THIS SHEET (VERIFY WALL HGT, PER SITE SUPPLIER). SLOPE 1/6" PLF MN, TOWARD GARAGE DOOR OPNG. WHERE SHOWN FOUNDATION PLAN BEAM W/ Ix4x16 GUSSET BOTH SIDES OR SIMPSON BC POST CAP (VERIFY SIZE). CONDI'IONS AND/OR BACKFILL DEPTH) CONNECT POST TO FTG, W/ SIMPSON A33 (OR EQ.) NAILED TO POST AND O 4" CONC. PATIO SLAB (VERIFY FNISH WI BUILDER) W/ FIBER REINFORCEMENT CANTILEVER RETAINING WALL SPECIFICATIONS POSITIVELY CONNECTED TO CONC. FOOTING BELOW O S" CONE. FDN, WALL W/ REBAR PER BRACED RETAINING WALL DETAIL 4 SCHED. THROUGHOUT (VERIFY TYPE WI CONC. SUPPLIER). SLOPE AWAY FROM HOUSE COASTAL 1 & 2 (WITH SLAB AT BASE TO RESIST SLIDING. NO FLOOR DIAPHRAGM CONNECTION AT THIS SHT, (VERIFY WALL HGT. PER SITE CONDITIONS AND/OR BACKFILL DEPTH) 1/4 PLF 4 TURN-DOWN EXTERIOR EDGE TO EXTEND 12" BELOW FINISH GRADE, TOP OF WALL.) 4. FOOTING SIZES CALCULATED USING ASSUMED MAXIMUM SOIL BEARING OF 1,500 MINIMUM 6" WIDE AT SASE A B C D E W X Y Z POUNDS PER SQUARE FOOT O I'-0" x I'-0" x '1" CONC, PAD FTG. (BELOW SLAB) O OPTIONAL (VERIFY W/ BUILDER): STUB S" LONG »4 REBAR INTO CONC. SLAB RETAINED WALL FTG. FTG. WALL VERTICAL HORIZONTAL FOOTING FOOTING 5, R-10 RIGID INSUL. TO BOTTOM OF THICKENED SLAB (REFER TO FDN. NOTE 'N') O 2'-0" x 2'-0" x S" GONG, PAD FTG. W/ (2)*4 REBAR B07H WAYS FROM FOUNDATION WALL • 24" OC, TYP, THICKEN SLAB EDGE (IF NECESSARY) JOB NO: SHARPE S" THICKNESS REBAR REBAR TRANSVERSE CONTINUOUS HEIGHT OS5" WIDTH HGT. O 4'-0" x 4'-0" x 12" CONC. PAD FTG, W/ (4)*4 REBAR BOTH WAYS O POUR SLAB THROUGH GARAGE DOOR OPNG., THICKEN TO 6" A EDGE 4 INSTALL 0'-4' 18" 9DESIGNED: LG O 1'-4 x 1" (MIN.) GONG, FOOTING W/ (2)*4 REBAR CONTINUOUS 8" #4 @ 18" #4 @ 12" #4 @ 18" (2)#4 *4 REBAR CONT. DRAWN: JR,BJ CONC. FTG.-SIZE 4 REINFORCING PER CANTILEVER RETAINING WALL DETAIL 4 O 21-4" *5'-4" (MIN.) x 12" CONC. PAD FTG. W/ (4)*4 REBAR LONGITUDINALLY 4 4.1'-6' 7" 30" 9" 8" #4 @ 16" #4 @ 12" #4 @ 16' (3)ft4 O SPECIFICATIONS THIS SHEET (DIMENSIONS PER FDN, WALL HGt, ABV, BASED J(5)»4 REBAR LATERALLY (USE FOOTING ' ' IF FDN. LESS THAN 4'-0" TALL) TO 1'-6" x 1'-6" x 5CONC. PAD FTG. W/ 4x POST ON 901 FELT (OR EQ.) PER NOTE *3 DATE: 12/15/2017 6.1'-8' 10" 40" 10" 8" #5 @ 18" #5 @ 18" #5 @ 18" (4)#5 ON BACKFILL DEPTH PER SITE CONDITIONS AND/OR FINISH GRADE) ABOVE SHEET O 12" x 12" CONC. PIER BELOW POST TO BOTTOM OF TURN-DOWN PORCH SLAB W/ A 2 , 1 8.1'-10' 10" 52" 12" 8" #5 @ 9" #5 @ 12" #5 @ 9" (5)#5 O GONG. FTG.--SIZE 4 REINFORCING PER BRACED RETAINING WALL DETAIL 4 SIMPSONR CBSQ66-SDS2 (OR EQ.) FOR P.T. 6x6 PORCH SUPPORT POST ABV. UO 16" x 6" (MIN.) SCREENED FOUNDATION VENT WHERE SHOWN (9 TYPICAL) 1o.r- 12' 12" 64" 12'' 10" #6 @ to" #5 @ 12^ #6 @ 10 (6)#5 SPECIFICATIONS THIS SHEET (DIMENSIONS PER FDN. WALL HGT. ASV, BASED ON BACKFILL DEPTH PER SITE CONDITIONS AND/OR FINISH GRADE) O 1'-2" x -" CONC. FIG. BELOW SLAB W/ (2)*4 REBAR CONT. NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. WA I IF FLR.SHEATHING CONNECTED DIRECTLY TO 52'-O" see P.T.2x PLT. INSTALL NAILS OR SCREWS @ 2"O.C. / / a NO SURCHARGE OR WHEEL / STAGGERED 10'-2Ia" 12'-0" 29'-9 " � / / / LOADS WITHIN 5'-0" "E" 2x F.J. (PARALLEL / / TO FDN.)PER FLR. / rio WHERE FLOOR JOISTS ARE FRAMING PLAN PERPENDICULAR INSTALL 2x FLOOR JOIST A35 EACH JOIST TYPICAL / (PERPENDICULAR WHEN"A"EXCEEDS 4'-0", r TO FDN.)PER FLR. \ `c WHERE F.J.ARE PARALLEL FRAMING PLAN r LANDED GENTRY INSTALL ML26 W/SDS 1/4x1 1/2 \ \ I EACH BLOCK TYP. tc - I SEE FOUNDATION NOTE#1 ( / i (II NI III, IIII IIII 8 p IIII - HOMES AND COMMUNITIES 9 I 0 I O REVISIONS BY: 6" MIN. ' .° '.a WHERE F.J. PARALLEL TO FDN. INSTALL 2x BLOCKING ro I I c0 111 It, =III=)11=III=)1 o4'a A, . (MATCH JST.DEPTH)FIRST Q © 2 - 14 - 18 JR / og 32"&SCREW OR NAIL SHTH'G NOTES: OoO; ° �' INTO BLKG.@ 3"O.C.TYPICAL I I 5 DEGREE MAX.SLOPE p o . "F" g�a. , (SEE COLUMN"G"IN BRACED I - 1. COORDINATE W/MECH.& ELEC. p ° RETAINING WALL SPECS. \ \ \ r ° ° ' ' ' ' ° ° ° ° ° ° „\ ° 'cam FOR LOCATIONS&SIZES OF 8 r F V' � l IV° IV° n CON(. FDN:DAMP-PROOFING oo p. I FOR O.C. SPACING OF BLKG.) FOUNDATION/SLAB BLOCKOUTS. TO BE WATERPROOFED, FDN. co a, .. I '•� r - -- 7 ° I 2. 30x24 CRAWL SPACE ACCESS WALLS THAT RETAIN EARTH& 8�1•° ,° A I o _ ° PANEL(24x30 MIN)-PROVIDE METAL OR ENCLOSE INTERIOR SPACES ok,• Jo _ 1 0at I FIBERGLASS WELL AS NECESSARY, INSTALL AND FLOORS BELOW GRADE 00q0,a I ''/ I r 0 SOLID COVER SLOPED AWAY FROM BUILDING- SHALL BE DAMPPROOFED o , •° . ° •p �I OID FROM THE TOP OF THE FTG. Oo G A . NOTE: I a ° INSTALL 4x8 MIN. BEAM SET ON WALL PLATE 3TO SUPPORT WALL ABOVE(OR INSTALL TO THE FINISHED GRADE F" °• 4 DO NOT BACKFILL FOUNDATION - I '' r - i r - r O gc0 I I INTERIOR CRAWL SPACE ACCESS-VERIFY W/ MIRA DRAIN 2,000 OR .00d .° UNTIL FLOOR DIAPHRAGM IS 0 I 0 -+ - - + -�I- - - - - - - BUILDER&SEE PLAN) J L J I 3. 16x8 POUR-IN-PLACE FOUNDATION VENTS (OR WASHED GRAVEL(OR SIM.) 8°. ° CONNECTED TO WALL ` ,O O al- 16x6 VENTS IN FLOOR DIAPHRAGM (VERIFY W/ „ o n . ° I '•� A p 0 . +r I I I c4 BUILDER). NUMBER PER PLAN. f c=2500 psi 000 a,1 4'-1" 5' O" 5'-O" 5' O" 2'-61114" 3'-1I•�" 3'-101/a" Al 22'-5" 4 4. 12"WIDE THICKENED SLAB EDGE. EXTEND fy=60 ksi,grade 60 0�,•° ,� „W„ I 'r 'r 'r 'r ( y� � 'r l I 8"BELOW GRADE. EQUAL A . IO O ® ®I O it 1 O 5. VENTS TO BE LOCATED WITHIN 2'-0"OF CORNERS. MIN.SOIL BEARING 0•, I �/ = 1,500 PSF o0� I v r t 1 r t 1 r t r r -I- 1 r ' 1 r I 1 r t r r Oop ° Sc - - - - -, 0 10 I I D I I D I I D I I I 10 I I 0--H - --\ MAX. NO.OF STORIES Of-?„. SUPPORTED=2 STICK `�'8°• a - O •� FLOOR JOISTS: I L _ J L - J L _ J L - J L ! J L ! J L _ J FRAME RESIDENTIAL Oo0°'° 4 IF STUB BARS MINIMUM a o FLOORS+ROOF W/ • o a IO O' ' I C I ENGINEAYOUT SHOWN HERE AREI FOR FRAMING. IF oW a G LAP SPLICE=24" I ,,,, I r -1- t r T 1 in I I FACTURER SHALL PROVIDE AND SUBMIT FLOORS 25 SNOW MAX. Op a DIRECT FLOOR ENGINEEREDJO, T - / 1 B' .2(`k° 4"(MIN.)CON(. Or © ENGINEERED DESIGN TO THE BUILDING gyp. f DIAPHRAGM CONN. ., u 1 ® + - + �I - - - 0p0 a ppa' SLAB 12'-0"WIDE(MIN.) ` - J ` _ J FABRICATION AND INSTALLATION.DEPARTMENT FOR APPROVAL TO Po''° I a a r. a a . . a a a , e v oV`,�` - ° �•o A•° � ° �•° �•° SCREWS OR Ip p , ° i FLOOR SHEATHING: &I �� a a �° a I © ; o I 1. USE 3/4"CDX OR OSB STURDI-FLOOR T&G, d -�"4 ;.0 •° p•° p•° A . •. SAILS E 2"O.C. 0 ,.°- 0 ° I GLUE AND NAIL W/RING SHANK Sd's AT 6" „D„ igS4•0 en ..-r 8 > . ° >p. ° STAGGERED ,•� I ° �tM��� a T ° a"p�„Z° ►_ p A I 30'-6" I p r 21'-6" , '•° I EDGES& 12" IN THE FIELD. FACE GRAIN 0 for° Q•° Q•° �•° , I I I 1 =1)1=III-)»-c- 1= I=III ° ,I ro L J p/ I O PERPENDICULAR TO SUPPORTS. 4"DIA. PERF.PIPE "y" Q M \ ° a, I , 2. PROVIDE SOLID BLOCKING IN THE JOIST IN FREE-DRAINING =111 O pa a O a a a ° ° a ° ° I 0 CAVITY BENEATH ALL POST LOCATIONS GRAVEL BASE HEEL/ "C /TOE 0g' ° • ' BEAMS OR v I ° CO 1 „ L I AND BETWEEN UPPER AND LOWER STUDS O P o• FLOOR JOISTS I r y J I o° AT FLOOR TO FLOOR HOLDOWN LOCATIONS. PER PLAN p - I 0 '° I 3. PROVIDE BLOCKING BETWEEN I-JOISTS AT BRACED RETAINING WALL DETAIL _ �a 'A I © _ I L INTERIOR BEARING LOCATIONS WHERE THERE CL ti 1 IS A LOAD BEARING WALL ABOVE. p I © O 1 4. IF ENGINEERED FLOOR JOISTS ARE USED, SCALE: 3/4" = 1'-0" © I as I - 1- - - I O PROVIDE TIMBERSTRAND RIMS WHERE FLOOR BRACED RETAINING WALL SPECIFICATIONS I " _ _ I JOISTS BEAR AT EXTERIOR WALLS. © r 'O - I a° 5. CONNECTIONS: SIMPSON COMPANY OR EQ. o r © - _ I 'A I 6. FIELD CUT ENDS, NOTCHES,AND DRILLED (TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM) ° II'-3" 4'-O" II'-2" 4'-1" I I I d HOLES OF PERSCRIPTIVE TREATED WOOD / 1 / / '' - / J Z I a< 1 ' SHALL BE TREATED IN THE FIELD IN ACCORDANCE A B C D E F G W X Y Z ti �- 21'-914" y 4'-2%." 4'-6" , E O ''° I WITH AWPAM4. MASA BLOCK '° 'I SEE J p I RETAINED WALL FTG. FTG. WALL VERTICAL iORIZONTAL FOOTING FOOTING I 0. STEP FOUNDATION I a° I FOUNDATION NOTES: SPACING SPACING I , . I \ HEIGHT POSITION WIDTH HGT. THICKNESS REBAR REBAR -RANSVERSE CONTINUOUS r - ' NOTE •5 (MAX.) (MAX.) I o°j I � I ro (VERIFY LOCATIONS ,,A I THESE DETAILS REFLECT NOT v PER SITE CONDITIONS) A GENERAL HIGHER STANDARD THAN THAT 0'-4' 10„ 28" 9" 6" 72" REQ'D #4 @ 24' #4 @ 24" #4 @ 24" (3) ,,° I N - - - - - - - - -' 111 L r r ,_ 1 , _ , I al ° ALLOWED BY THE IRC. THESE DETAILS 4.1'-6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" (3)#4 © o° - © Q © O ,•° INDICATE THE FOUNDATION AND REIN- Li I • . I FORCEMENT REQUIREMENTS FOR THIS ° �a �, a END OF PROJECT. THE CONTRACTOR MAY NOT 6.1'-8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4)♦i4 1 p. 9 T f - L - - - - - - - - '- , ° a d _ I ° I PAD F G. USE THE IRC MINIMUMS WITHOUT WRITTEN 8.1'- 10.2' 12" 50" 12" 8" 24" 24" #5 @ 14" #5 @ 12" #5 @ 14" (505 •o ti PERMISSION OF THE DESIGNER. I _ \ _ , \ \ a° �i : 10.3'- 12' 12. 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" (6)#5 o 0 ® "1-3‘°r O_ _ _ _ _ r A .(+ ,‘A FASTENERS. L -cc J IO r _ I 'p `�' METAL ELEMENTS INCLUDING, NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. .,3'A ° ° , A I- - - _ \ a , V ` ' n\ `° AQ I o° - CONNECTORS, MUST USE HOT-DIPPED NO SURCHARGE OR WHEEL = ` I I J ®I I V I ,,° lO C GALVANIZED METAL WHEN IN CONTACT "E" LOADS WITHIN 5'-0" O = SIMILAR Q L _ _ _ y J I <t WITH ACZA PRESSURE TREATED MATERIALS. / I I \ N\ m I I ,O `• - ^ ° \ \ a �+ [R319.3]-SEE 37/SP1 �/! E� /l „� I ° I \ \ ' NO FLOOR FOR T1r r © O L 0. © r AT LEAST 12" I 1~- FRAMED WALL OPTIONAL �\ - \ _ +-` - - H- J � O ��...✓ Pr" �+, !�re'w^"""s, 'D ,Q, n 5 DEGREE MAX. SLOPE dry `n -. ' 0 0 O r W ,A t . 8" MIN. ,:a° 14 p� SLAB OR SOIL OKAY NOTE: STEPS ON. �d 'a 'p• o�Ill=III III=III=III=Ill EDGE OF TURN-DOWN ENTRY PORCH 70 GRADE f'c=2500 psi SLAB 3" BACK FROM FACE OF SLAB fy=60 ksi, grade 60 ° oo AT TOP FOR MASTIC-APPLIED STONE // if "W"---- .0 ,91_MIRA DRAIN 2,000 OR TO BE INSTALLED PER ELEVATIONS 3 , 2 MIN, SOIL BEARING a.° ° o WASHED GRAVEL(OR SIM.) I // p = 1,500 PSF ''° Co i E 2'-2la" 5'-6" /2'-2'a" FEB 1 5 A • 'ee• 2"CLR. ( / MAX. NO.OF STORIES /a. I i%o(� " " " SUPPORTED=2 STICK X" •° , . i,6 Sga/ S'-5�z ire /0% "A" FRAMED RESIDENTIAL bp' (po „ „ „ of ' ,o 21-0 9-Il 21 01� FLOORS+ROOFW! o• d po0Q„B„ / / / 25 PSF SNOW MAX. I•° • / BUILDER TO VERIFY ALL DIMENSIONS. • �o / 2'-IOh" 16'-3" 2'-10W • D, 00 / / / CONSTRUCTION TO COMPLY WITH THE a ° QUO IF STUB BARS,MIN. „ „ „ 4"(MIN.)CONC. ,•° . /U"o LAP SPLICE=30" / 22'-O / 8'-O / 22-O / 2018 INTERNATIONAL RESIDENTIAL CODE, SLAB 12'-0"WIDE(MIN.) Q Q. A.• ° �` •--�- -�- 3"DIA.(MIN.) FOUNDATION NOTE - / 52 O / 2015 UNIFORM PLUMBING, CODE, a a a a ° . .° • {��.-�`: .- I PERF. DRAIN I� I `� - •° • p• ; Q• Q• Q• 1 Alifttri � TO DAYLIGHT I I * I * I 2015 WASHINGTON STATE ENERGY CODE a- s 4 9 4 o 4 s, 4 � ° a FOUNDATION FL ICI AND ALL APPLICABLE LOCAL, STATE ° 0'° D ° ,� ° 0 ° 8„ 0 ° 0p a „ „ "D" J D D D D D n . d o� $ 1. INSTALL PRESSURE-TREATED 2x6 SILL W/ I/2 DIAMETER x 10 ANCHOR BOLT 4 FEDERAL BUILDING CODES. M\ o,S-° ads O. ,? t°. a a ° ( 00 u u n u 4 3 x3 xI/4 PLATE WASHER • 4-O O.G. ATOP FOUNDATION WALLS PARALLEL SCALE: I/4" = 1'-0" x, n n n 0 n n 0 n n 0 00 TO FLOOR JOISTS. WHERE FLR. JSTS, ARE HUNG FROM FDN. INSTALL P.T. 2x& Ii1-111=111=III=ill=1(1=111=Ii1=111- =Ill SILL RIPPED TO 6" W/ I/2 DIA. x 10" A.B. 4 3 x3 xl/4 PLT. WASHER • 4-0 O.C.. MINIMUM 2 BOLTS PER PIECE 3.5 TO 12" FROM END TYPICAL THROUGHOUT OD 6" CONC. FOUNDATION WALL W/ REBAR PER IRC SECTION R403.1,3,2 4 TABLE ON 4" CONC. SLAB W/ FIBER REINFORCEMENT THROUGHOUT (VERIFY TYPE WI CONC. Q NORTH SHARPE 404.1,2(1) - 404.1.2(5) 4 •4 REBAR 48 CONT. • TOP. IF UNBALANCED BACKFILL SUPPLIER) 4 R-IO RIGID INSUL. UNDER ENTIRE SLAB (SEE NOTE •15, SHT. A3.1). TOE / C" /HEEL 2. INSTALL 4" PVC DRAIN PIPE BELOW FOOTING • LOW POINT FOR POSITIVE EXCEEDS 4'-0" USE WALL DIMENSIONS 4 REINFORCEMENT PER CANTILEVERED THICKEN EDGE ADJOINING GARAGE SLAB TO 12" WIDE MIN. 12" DEEP 4 INSTALL DRAINAGE DURING CONSTRUCTION, VERIFY PLACEMENT OF 4" PERFORATED RETAINING WALL DETAIL OR BRACED RETAINING WALL DETAIL THIS SHEET R-10 RIGID INSUL. FLUSH W/ GARAGE FACE OF ADJACENT FOUNDATIONS CJ2\ CANTILEVERED RETAINING WALL DETAIL FOOTING DRAIN PIPE IN FREE-DRAINING GRAVEL BASE O CONC. FDN. WALL (THICKNESS PER PLAN) W/ REBAR PER CANTILEVERED OP 4" CONC. SLAB W/ FIBER REINFORCEMENT THROUGHOUT (VERIFY TYPE W/ CONC. SCALE: 3/4" = 1'-0" 3. 4x4 POST ON 90• FELT, USE 4x6 POST AT BEAM SPLICE, CONNECT POST TO RETAINING WALL DETAIL 4 SCHEDULE THIS SHEET (VERIFY WALL HGT, PER SITE SUPPLIER). SLOPE I/S" PLF MIN, TOWARD GARAGE DOOR OPNG. WHERE SHOWN FOUNDATION PLAN BEAM W/ Ix4x16 GUSSET BOTH SIDES OR SIMPSON BC POST CAP (VERIFY SIZE). CONDITIONS AND/OR BACKFILL DEPTH) 3 CONNECT POST TO FTG, WI SIMPSON A33 (OR EQ.) NAILED TO POST AND O 4" CONC. PATIO SLAB (VERIFY FINISH WI BUILDER) W/ FIBER REINFORCEMENT CANTILEVER RETAINING WALL SPECIFICATIONS POSITIVELY CONNECTED TO CONC. FOOTING BELOW O S" CONC. FDN, WALL W/ REBAR PER BRACED RETAINING WALL DETAIL 4 SCHED. THROUGHOUT (VERIFY TYPE W/ CONC. SUPPLIER), SLOPE AWAY FROM HOUSE COASTAL 1 & 2 (WITH SLAB AT BASE TO RESIST SLIDING. NO FLOOR DIAPHRAGM CONNECTION AT THIS SW, (VERIFY WALL HGT. PER SITE CONDITIONS AND/OR BACKFILL DEPTH) I/4" PLF 4 TURN-DOWN EXTERIOR EDGE TO EXTEND 12" BELOW FINISH GRADE, TOP OF WALL.) 4. FOOTING SIZES CALCULATED USING ASSUMED MAXIMUM SOIL BEARING OF 1,500 MINIMUM 6" WIDE AT BASE POUNDS PER SQUARE FOOT O 1'-0" x I'-0" x 7" CONC. PAD FTG. (BELOW SLAB) /f(///V /chtA Of? /gyp A B C D E W X Y Z ® OPTIONAL (VERIFY W/ BUILDER): STUB S" LONG *4 REBAR INTO CONC. SLAB I RETAINED WALL FTG. FTG. WALL VERTICAL HORIZONTAL FOOTING FOOTING 5. R-10 RIGID 'Nat, TO BOTTOM OF THICKENED SLAB (REFER TO FDN. NOTE IN') O 2'-O" x 2'-O" x S" CONC. PAD FTG. W/ (2)04 REBAR BOTH WAYS FROM FOUNDATION WALL • 24" O.C. TYP, THICKEN SLAB EDGE (IF NECESSARY) JOB NO: SHARPE HEIGHT POSITION WIDTH HGT. THICKNESS REBAR REBAR -RANSVERSE CONTINUOUS 0'-4' 5" 18" 9" 8" #4 @ 18" #4 @ 12" #4 @ 18" (2)#4 O I' 4" x 1" (MIN.) CONC. FOOTING WI (2)4.4 REBAR CONTINUOUS 04'-0" x 4'-0" x 12" CONC. PAD FTG. WI (4)"4 REBAR BOTH WAYS OS POUR SLAB THROUGH GARAGE DOOR OPNG., THICKEN TO 6" • EDGE 4 INSTALL DESIGNED: LG *4 REBAR CONT. DRAWN: JR,BJ 4.1'-6' 7" 30" 9" 8" #4 @ 16" #4 @ 12" #4 @ 16" (3)#4 OB CONC. FTG.--SIZE 4 REINFORCING PER CANTILEVER RETAINING WALL DETAIL 4 O 2'-4" x 5'-4" (MIN.) x 12" CONC. PAD FTG. WI (4)*4 REBAR LONGITUDINALLY 4 SPECIFICATIONS THIS SHEET (DIMENSIONS PER FDN, WALL HGT. ABV. BASED (3)•4 REBAR LATERALLY (USE FOOTING 'J' IF FDN. LESS THAN 4'-0" TALL) TO 1'-6" x 11-6" x S" CONC. PAD FTG, WI 4x POST ON SO* FELT (OR EQ.) PER NOTE *3 DATE: 12/15/2017 6.1'-8' 10" 40" 10" 8" #5 @ 18" #5 @ 18" #5 @ 18" (4)#5 ON BACKFILL DEPTH PER SITE CONDITIONS AND/OR FINISH GRADE) ABOVE SHEET - O. 12" x 12" CONC. PIER BELOW POST TO BOTTOM OF TURN-DOWN PORCH SLAB W/ Ak - ^ ■8.1'- 10' 10" 52" 12" 8" #5 @ 9" #5 @ 12" #5 @ 9" (5)f/8 O CONC. FTG.--SIZE 4 REINFORCING PER BRACED RETAININGWALL DETAIL 4 SIMPSON CBSQ66-SDS2 (OR EQ.) FOR P.T. 6x6 PORCH SUPPORT POST ABV. O16" x 6" (MIN.) SCREENED FOUNDATION VENT WHERE SHOWN (9 TYPICAL) L) 10.1'-12' 12" 64" 12" 10^ #6 @ 10" #5 @ 12" #6 @ 10 (6)#5 SPECIFICATIONS THIS SHEET (DIMENSIONS PER FDN, WALL HGT. ABV, BASED ON BACKFILL DEPTH PER SITE CONDITIONS AND/OR FINISH GRADE) O 1'-2" x 1" CONC. FTG, BELOW SLAB W/ (2)•4 REBAR CONT. NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. WA , sin IF FLR. SHEATHING CONNECTED DIRECTLY TO / 52-0 / FOE ® IE \R/ R� ` = NO SURCHARGE OR WHEEL P.T. 2x PLT. INSTALL NAILS OR SCREWS @ 2" O.C. / 10'-2Ia" / 121-0" / 29' 9%a" LOADS WITHIN 5'-0" "E" / STAGGERED iiii / g11111110 WHERE FLOOR JOISTS ARE �� 2x F.J. (PARALLEL TO FDIC) PER FLR. DEC 2 2017 PERPENDICULAR INSTALL FRAMING PLAN \ OF aNACORTES LANDED A35 EACH JOIST TYPICAL / 2x FLOOR JOIST(PERPENDICULAR r GENTRY WHEN "A" EXCEEDS 4'-0"; TO FDN.) PER FLR. FRAMING PLAN WHERE F.J. ARE PARALLEL INSTALL ML26 W/SDS 1/4x1 1/2 � HOMES AND COMMUNITIES>----- , , EACH BLOCK TYP. ' n n 7 nn IIII VWHEREF.J. PARALLELTOFDL. INSTALL2X III III I0 I NOTES: SEE FOUNDATION NOTE#1N1(4; - I 1. COORDINATE W/MECH. &ELEC. CO ° / I Q FOR LOCATIONS&SIZES OF 6" MIN. LOCKING (MATCH JST. DEPTH) FIRST 32" & I © FOUNDATION/SLABACCESS BLOCKOUTS. I =1 I =) I =) I=III=III 0i a . SCREW OR NAIL SHTH'G INTO BLKG. @ 3" O.C. 2. PANE CRAWL MIN)- ROVIDE og ° i / P. (SEE COLUMN "G" IN BRACED RETAINING PANEL FIBERGLASS MIN)-PROVIDESARY. OR \ \ N \ r r ' ' � ' 1, r WELL AS NECESSARY. INSTALL CON(. FDN. DAMP-PROOFING TO BE 000, ° • „F„ WALL SPECS. FOR O.C. SPACING OF BLKG.) �`� �� �' `^ n \ N SOLID COVER SLOPED AWAY FROM BUILDING- INSTALL 4x8 MIN. BEAM SET ON WALL PLATE WATERPROOFED, FDN. WALLS THAT g' o, °°4' I " I TO SUPPORT WALL ABOVE (OR INSTALL RETAIN EARTH & ENCLOSE INTERIOR 0 ° / I ° = INTERIOR CRAWL SPACE ACCESS-VERIFY W/ I SPACES & FLRS. BELOW GRADE SHALL o �°'. I NOTE: Q �a BUILDER&SEE PLAN) BE DAMPPROOFED FROM THE TOP OF Og '°° o D ' DO NOT BACKFILL FOUNDATION I o • O ® ~ 3. 16x8 POUR-IN-PLACE FOUNDATION VENTS(OR THE FTG. TO THE FINISHED GRADE o / UNTIL FLOOR DIAPHRAGM IS I ° I I ° 16x6 VENTS IN FLOOR DIAPHRAGM (VERIFY W/ rj II. BUILDER). NUMBER PER PLAN. CONNECTED TO WALL °� r r — r I 4. 12"WIDE THICKENED SLAB EDGE. EXTEND MIRA DRAIN 2,000 OR WASHED a - ; . p I a I I 0 -I- - — + -e-I- — - — - — - I ° I 8"BELOW GRADE. GRAVEL (OR SIMILAR) op 4 IL O O� J I I 5. VENTS TO BE LOCATED WITHIN 2'-0"OF CORNERS. W a u I „ O I A f'c= 2500 psi ®� ' e 1 f 60ksi, grade60 EQUAL or '. 4-1 5'-0 5'-O 5'-O 2'-6Y 3-7Fz as-IO�a m 22-5 FLOOR JOISTS: th 0 LAYOUT SHOWN HERE IS FOR 2x FRAMING. IF MIN. SOIL BEARING = 1,500 PSF 0n "X" IO O O O ,O -O O ENGINEERED JOISTS ARE USED, MANU- ovOV c0 I I r t r r t r r t r r t 1 r r r 1 r t 1 I ' FACTURER SHALL PROVIDE AND SUBMIT MAX. NO. OF STORIES SUPPORTED Oc0' IF STUB BARS MINIMUM O �c — — )-, ® ® I ® I ® I 0 + I ENGINEERED DESIGN TO THE BUILDING < I L — J L _ J L _ J L — J L ! J L J_ J L — J O DEPARTMENT FOR APPROVAL PRIOR TO = 2 STICK FRAME RESIDENTIAL FLOORS �00 LAP SPLICE = 24" a I a FABRICATION AND INSTALLATION. + ROOF W/25 PSF SNOW MAX. „ „oo� a / B o 4„ (MIN.)CON(. ® O 00� ; • ' SLAB 12'-0"WIDE (MIN.) I �.I r T , FLOOR SHEATHING: 0 -+ - - + -G-I- -I- - - _-\ ,), ° I O L _ J L — J ma I -"I I O 1. USE 3/4"CDX OR OSB STURDI-FLOOR T&G, 1 =:. a a a a ti GLUE AND NAIL W/RING SHANK 8d's AT 6" V10A�o� oA� ', . ' •�'. A' I'. I'. �'. < 1 I '° =V ° ° °V ° ° ° . ° ° ° . ° . . \ EDGES& 12" IN THE FIELD. FACE GRAIN \ Oo :° ' a ° ' a ° ' a • I PERPENDICULAR TO SUPPORTS. D, �Op 0 �pgy0' ° n ° 8„ ° • A ° 'D o �° 2. PROVIDE SOLID BLOCKING IN THE JOIST I 0 at ';V? °•°D^ ,°0 c D °^ "Z" _ I 'y O ° ° a © 1 °4 O ° I ANDCAVITY BETWEENTH ALL POST LOCATIONS UPPER AND LOWER STUDS I)I=I)I=III_1)I= I ))) O r 30'-6 0 21'-6 ° AT FLOOR TO FLOOR HOEDOWN LOCATIONS. -JOISTS AT 4" DIA. PERF. PIPE "Y" m I \ '° I i °° I 31NTEORIOR BEVIDE OARING LOCATIONS CKING EEN IWHERE THERE IN FREE-DRAINING „ „ O a a Vn \ \ ° O IS A LOAD BEARING WALL ABOVE. GRAVEL BASE HEEL / C TOE tY \ I° V° �p I I�1 I 'p " 4. IF ENGINEERED FLOOR JOISTS ARE USED, ,o .✓ °, I PROVIDE TIMBERSTRAND RIMS WHERE FLOOR - BRACED RETAINING WALL DETAIL -a ® JOISTS BEAR AT EXTERIOR WALLS. ° (I) Q j 5. CONNECTIONS:SIMPSON COMPANY OR EQ. SCALE: 3/4" = �' O° ® N I 0• ti a FIELD CUT ENDS, NOTCHES,AND DRILLED GO I HOLES OF PERSCRIPTIVE TREATED WOOD 4. I ° L 7 " 1 p- I SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPAM4. BRACED RETAINING WALL SPECIFICATIONS OE ; p ;® 8" CvERIFY PER H�s7,) FOUNDATION NOTES: j° I I'-3 4'-O / II-2 / 4-1I / J = Z . I N. • I `f, THESE DETAILS REFLECT A B C D E F G W X Y Z F '3 A GENERAL HIGHER STANDARD THAN THAT 0 21,-914" 4'-24" 4'-6" ® N r° I cv I 'r 'r / IL I ALLOWED BY THE IRC. THESE DETAILS RETAINED WALL FTG. FTG. WALL MASA BLOCK VERTICAL HORIZONTAL FOOTING FOOTING `- I ° „ I SEE STEP FOUNDATION a INDICATE THE FOUNDATION AND REIN- HEIGHT POSITION WIDTH HGT. THICKNESS SPACING SPACING REBAR REBAR TRANSVERSE CONTINUOUS - I 1 \ r - r NOTE *5 = FORCEMENT REQUIREMENTS FOR THIS ('VERIFY LOCATIONS ,•• II °, 11 I I O PROJECT. THE CONTRACTOR MAY NOT NOTI N I I PER SITE CONDITIONS) USE THE IRC MINIMUMS WITHOUT WRITTEN 0'_q, 10„ 28„ 9" 6" 72„ #4 @ 24" #4 @ 24" #4 @ 24" (3) 'A 'c - — - - - - — - —1 - MI REQ'D 6 0- H PERMISSION OF THE DESIGNER. - a- I © 1 Q I 0 I .° I 4' -6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 18" #4 @ 18" (3)#4 O o = , @ B a I © I N o FASTENERS: I Q m r °+ I END OF METAL ELEMENTS INCLUDING, 6' -8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4)#4 I °° I m v I . B I 1'° PAD F G. CONNECTORS, MUST USE HOT-DIPPED _ O a GALVANIZED METAL WHEN IN CONTACT MATERIALS. f ° WITH ACZA PRESSURETREATED MATER . 8' - 10' 21" 60" 12" 8" 26" 29" #5 @ 13" #5 @ 18" #ti @ 13" 6)#5 _ \ A , \ \ ro C & ° p ® w '�--�> ° Iv [R319.3]-SEE 37/SP1 - ° L R J c r ° I® r _ 1 ,o- 11 1- - - = 9 I °, I NO SURCHARGE OR WHEEL O = II SIMILAR Q _ _ ° NO FLOOR FOR "E" LOADS WITHIN 5' 0" - =41 _�a im AT LEAST 12" 1 I , , I1 0 m U 0. L _ i _,:„.,,_,_O Tr 111- - O \ a 5 DEGREE MAX. SLOPE v — - — + ` )-- 4 + I N 6" MIN. S•° •I / / \ _ \ _ \ o °° •'000111=111_III�III_Ill�lll �a -� I O CO O f c= 2500 psi ° �0po EDGE OF TURN-DOWN ENTRY PORCH STEPS DN. fY = 60 ksi, grade 60 �o MIRA DRAIN 2,000 OR TO GRADE 1 s "W" > n D .QU8 WASHED GRAVEL (OR SIM.) SLAB 3" BACK FROM FACE OF SLAB 1 MIN. SOIL BEARING °° o(Jo AT TOP FOR MASTIC-APPLIED STONE iJ = 1,500 PSF ° /0 2" CLR. TO BE INSTALLED PER ELEVATIONS 3'A ' /2 MAX. NO. OF STORIES „X„ �, lio 2'-2�'` 5' 6" I i'-21" SUPPORTED = 2 STICK ° , (o(vo�( , A„ FRAMED RESIDENTIAL D . 0 8 / ( 8'-51h" }' /S�a" 3 FLOORS + ROOF W/ °, °. 'B" 21' Ore" 9'-11" 21'-0'h" 25 PSF SNOW MAX. ° i / / / / / BUILDER TO VERIFY ALL DIMENSIONS. n P P °.D . 0 0 2'-IO�s° 16'-3" 2'-10 " 0 040 IF STUB BARS, MIN. / / / / CONSTRUCTION TO COMPLY WITH THE 4" (MIN.) CONC. ° °/00o LAP SPLICE =24" f SLAB 12'-0" WIDE (MIN.) D .OI " " / 22'-0° / 8 0 / 22'-0 / 2015 INTERNATIONAL RESIDENTIAL CODE, 0 I I I}''� * I NOTES : 52'-0" / 2015 UNIFORM PLUMBING CODE, v° �. °° °"■a eej _a/- _ 4" DIA. PERF. FOUNDATION RIOT �J : / ( . '° • a 9 a 4v9 a 4'9 a 0'9 - "9' I `' ZS� DRAIN LINE 2015 WASHINGTON STATE ENERGY CODE t sr �c> /o s o �-�•,eo J� *I AND ALL APPLICABLE LOCAL, STATE ° a a`, ° . a A • a`, ° . ais ° 8" ° r0rppp! '0$ J INSTALL PRESSURE-TREATED 2x6 SILL W/ I/2" DIAMETER x 10" ANCHOR BOLT FOUNDATION PLAN�l 4 FEDERAL BUILDING CODES, D' 0 a •D . °D . : ° D . °D . : °A . o A D . °D�0�0 4 3"x3"xl/4" PLATE WASHER O 4'-0" O,C, ATOP FOUNDATION WALLS PARALLEL = ' • �,p Oo SCALE: 1/4" I -O ch\ ° �4 ° 4 4'�a�'° 4'° a 4'. a 4 ° �pV O�0is 0 TO FLOOR JOISTS, WHERE FLR. JSTS, ARE HUNG FROM FDN, INSTALL P.T. 2x8 \ \ Ill=11 =111=111�111=111_111=111- 11-= 111 111 SILL RIPPED TO 6" W/ 1/2" DIA. x 10" A.B. 4 3"x3"xl/4" PLT, WASHER 'S 4'-0" or "Z„ O-G.. MINIMUM 2 BOLTS PER PIECE 3,5" 70 12" FROM END TYPICAL THROUGHOUT O 6" CONC, FOUNDATION WALL W/ REBAR PER IRC SECTION R403,1,3,2 4 TABLE ON 4" CONC, SLAB W/ FIBER REINFORCEMENT THROUGHOUT (VERIFY TYPE W/ GONG, /� NORTH SHARPE v, 404,L2(I) - 404.1.2(8) 4 *4 REBARe CONT. TOP. IF UNBALANCED BACKFILL SUPPLIER) 4 R-10 RIGID INSUL. UNDER ENTIRE SLAB (SEE NOTE *15, SH 4 T. A3,I). (j TOE / „C, /HEEL 2. INSTALL 4" PVC DRAIN PIPE BELOW FOOTING ' LOW POINT FOR POSITIVE EXCEEDS 4'-0" USE WALL DIMENSIONS 4 REINFORCEMENT PER CANTILEVERED THICKEN EDGE ADJOINING GARAGE SLAB TO 12" WIDE MIN, 12" DEEP 4 INSTALL DRAINAGE DURING CONSTRUCTION, VERIFY PLACEMENT OF 4" PERFORATED RETAINNG WALL DETAIL OR BRACED RETAINING WALL DETAIL THIS SHEET R-10 RIGID INSUL. FLUSH WI GARAGE FACE OF ADJACENT FOUNDATIONS CANTILEVERED FOOTING DRAIN PIPE IN FREE-DRAINING GRAVEL BASE RETAINING WALL DETAIL * O LONG, FDN, WALL (THICKNESS PER PLAN) W/ REBAR PER CANTILEVERED ® 4" CONC. SLAB W/ FIBER REINFORCEMENT THROUGHOUT (VERIFY TYPE W/ CONC, 3, 4x4 POST ON 90 FELT. USE 4x6 POST AT BEAM SPLICE. CONNECT POST TO RETAINING WALL DETAIL 4 SCHEDULE THIS SHEET (VERIFY WALL HGT, PER SITE SUPPLIER), SLOPE 1/8" PLF MIN, TOWARD GARAGE DOOR OPNG. WHERE SHOWN FOUNDATION PLAN / SCALE: 3/4" = 1'-0" BEAM W/ Ix4x16 GUSSET BOTH SIDES OR SIMPSON BC POST CAP (VERIFY SIZE). CONDITIONS AND/OR BACKFILL DEPTH) CONNECT POST TO FIG. WI SIMPSON 433 (OR EQ.) NAILED TO POST AND 4" CONC. PATIO SLAB (VERIFY FINISH WI BUILDER) W/ FIBER REINFORCEMENT POSITIVELY CONNECTED TO CONC, FOOTING BELOW ® 8" GONG, FDN, WALL W/ REBAR PER BRACED RETAINING WALL DETAIL 4 SCHED. THROUGHOUT (VERIFY TYPE W/ CONC, SUPPLIER). SLOPE AWAY FROM HOUSE COASTAL 1 & 2 CANTILEVER RETAINING WALL SPECIFICATIONS 4. FOOTING SIZES CALCULATED USING ASSUMED MAXIMUM SOIL BEARING OF 1,500 THIS SI-H. (VERIFY WALL HGT, PER SITE CONDITIONS AND/OR BACKFILL DEPTH) I/4" PLF 4 TURN-DOWN EXTERIOR EDGE TO EXTEND 12" BELOW FINISH GRADE, MINIMUM 6" WIDE AT BASE A B C D E W X Y Z POUNDS PER SQUARE FOOT O I'-0" x I-0" x 1" CONC. PAD FTG. (BELOW SLAB) ® OPTIONAL (VERIFY W/ BUILDER): STUB 8" LONG *4 REBAR INTO CONC, SLAB RETAINED WALL FTG. FTG. WALL VERTICAL HORIZONTAL FOOTING FOOTING 5, R-10 RIGID INSUL. 70 BOTTOM OF THICKENED SLAB (REFER TO FDN, NOTE 'N') O 2'-0" x 2'-0" x 8" CONC, PAD FIG, W/ (2)*4 REBAR BOTH WAYS FROM FOUNDATION WALL 9 24" O.G, TYP, THICKEN SLAB EDGE (IF NECESSARY) JOB NO: SHARPE HEIGHT POSITION WIDTH HGT. THICKNESS REBAR REBAR TRANSVERSE CONTINUOUS DESIGNED: LG OA 1'-4" x 7" (MIN.) LONG, FOOTING W/ (2)*4 REBAR CONTINUOUS O 4' 0" x 4'-0" x 12" LONG, PAD FTG, W/ (4)*4 REBAR BOTH WAYS OS POUR SLAB THROUGH GARAGE DOOR OPNG„ THICKEN TO 6" ® EDGE 4 INSTALL 0' -4' 10" 28" 9" 6" #4 @ 24" #4 @ 24" #4 @ 24" (3)#4 *4 REBAR CONT. DRAWN: JR,BJ - © CONC. FTG.--SIZE 4 REINFORCING PER CANTILEVER RETAINING WALL DETAIL 4 O 2'-4" x 5'-4" (MIN.) x 12" CONC. PAD FTG. W/ (4)*4 REBAR LONGITUDINALLY 4 4'-6' 12" 36" 9" 6" #4 @ 18" #4 @ 18" #4 @ 18" (3)#4 SPECIFICATIONS THIS SHEET (DIMENSIONS PER FDN, WALL HGT. ABV, BASED J'(8)*4 REBAR LATERALLY (USE FOOTING ' IF FDN, LESS THAN 4'-0" TALL) ® 1'-6" x I'-6" x 8" CONC. PAD FTG, W/ 4x POST ON SO* FELT (OR EQ.) PER NOTE *3 DATE: 12/15/2017 ON BACKFILL DEPTH PER SITE CONDITIONS AND/OR FINISH GRADE) ABOVE SHEET 6' - 8' 9" 45" 12" 8" #5 @ 18" #4 @ 18" #5 @ 18" (4)#5 O 12" x 12" CONC. PIER BELOW POST TO BOTTOM OF TURN-DOWN PORCH SLAB WI ® CONC. FTG.--SIZE 4 REINFORCING PER BRACED RETAINING WALL DETAIL 4 SIMPSON CBSQ66-SDS2 (OR EQ.) FOR F.T. 6x6 PORCH SUPPORT POST ABV. O 16 x 6 (MIN,) SCREENED FOUNDATION VENT WHERE SHOWN (9 TYPICAL) A-2 . 1 8'- 10' 12" 60" 12" 8" #6 @ 12" #4 @ 18" #5 @ 12" (6)#5 SPECIFICATIONS THIS SHEET (DIMENSIONS PER FDN. WALL HGT, ABV, BASED ON BACKFILL DEPTH PER SITE CONDITIONS AND/OR FINISH GRADE) O 1'-2" x Z" CONC. FTG. BELOW SLAB W/ (2)*4 REBAR CONT. WA ass ia SEE FOUNDATION PLAN FOR �� GRADE NOTE: JOIST SIZE&SPACING SIDING PER ELEVATION Li 1/2"GWB 3/4"T&G SHEATHING GLUE SLOPE GRADE AWAY FROM BUILDING AT 6 INCHES IN THE FIRST 10 FEET. ammo 3/4"T&G SHEATHING -GLUE& 2x RIM JOIST &NAIL TO FLOOR JOISTS 2x6 PLATE AT SIDE YARDS SLOPE AT 5%TO DRAIN OR SWALE THAT DIVERTS WATER. iamo NAIL TO FLOOR JOISTS \ P.T. 2x6 MUD SILL1`. 2x6 P.T. SILL �< 1/2"EXPANSION JOINT BLOCK OUT GARAGE SLAB TO 1/2"GWB LANDED A J 1/2"x10"EEEtZY2h1 ED 7I 4"CONCRETE SLAB ON 2"C 1 \r\ // \\ /\ C . „ �������� I\ I1 1 1 CONCRT BET31/2" GRAVEL BEDS6STWALL �� P.T.2LLCT.J `J `J / J - AND 12H 3 x 3 x 1/4 DOOR SO DRIVEWAY SLAB CAN HOMES AND COMMUNITIES ►,�1 ) SLOPE RUN INTO SPACE ✓� • o } a _ \ THICK WASHERS. MIN. (2)A.B.'S PER BOARD r 1/2"EXPANSION BOARD RC SEC. R403.1.6.1 o I 4"CONCRETE SLAB ON 2" [ 1 L SLOPE GARAGE SLAB / (I)#4 BAR CONT.AT TOP 12" D- CONTINUOUS FOR POSITIVE z // GRAVEL BED w 8"MIN. (12"W/FOUNDATION VENTS) o° _ ° ¢ I—III— —III- ) STRUCTUREDRAINAGE WAY FROM \ Q oFINAL GRADE o P i 6"CONC. FOUNDATION A D �- 1/8" PLF MIN. SLOPE—� , z (MAX. HGT. OF "0. W/ GRADE \ \ o° III ! III—III— ° ° �°k I"rr YY ° q°V p #4 REBAR @ 48"O.C. HORIZ. "* - ° °I°l-14 1—"°I 1 I 1 ! III I°I ° &#4 REBAR @ 48"O.C. VERT. - 4" RIGID TIGHTLINE DOWNSPOUT DRAIN o s r r� w air: z SEE GRADE— . -I a /��- 6-MIL BLACK VAPOR NOTE: DETAIL IS DRAWN @HIGH . .. .�. .3. .j.j. .� Z_ VERIFY W/BUILDER)TIE TO STORM D I1-III-I I -III I I-III ! NOTE —o o -III 1/2"x 10"ANCHOR BOLT iv �'° : ( POINT OF SLAB _ - T ' d0 BELOWA SEE DETAIL 1 -I BARRIER -IIII -I -III I ' T SEWER UNLESS NOTED OTHERWISE ° - I ' pp 6-� O o f FILL TO BE GRANULAR MATERIAL o a a - L HI II-III-I ( ° rop� _ FILL TO BE GRANULAR J° SEE DETAIL 1 FOR & �' COMPACTED TO 95/0 ° .'.. ° ° o FILTER FABRIC ,-° •.Yy� , MATERIAL COMPACTED TO 95/o �/ � d I. d �Q: �+ I��I I I I I OO D o D ❑ o ° 4 p co FOUNDATION CALL-OUTS I- • 6-MIL BLACK VAPOR / `._��- Vet SEE DETAIL 1 FOR \ BARRIER 4"PERFORATED FOOTING DRAIN,W/ ° A 0. A T �� iota- FOUNDATION CALL-OUTS SEE DETAIL 1 FOR \ // 12"MIN. OF DRAIN ROCK COVER,TIE - • - - •. • ❑• -VOW • a CONCRETE FOOTING(SIZE / I TO STORM SEWER FOUNDATION CALL-OUTS & REINFORCING PER FDN. GARAGE WALL PLAN &NOTES ON SHT.A-2.1 5" 6" 15" I 3"CLEAR TYP. _ • / r � GARAGE/RESIDENCE r N GARAGE O. H . DOOR c 3/4" = 1'-0" FOUNDATION DETAIL WHEN 3/4" = 1'-0" 2� 3/4" = 1'-0" PERPENDICULAR FLOOR JOISTS \3/F-3/4" = 1'-0" C1! JOISTS BEAR ON FOUNDATION 2x WALL STUDS BLOCK OUT FOR W/H PIPING 3/4"T&G PLYWOOD OR OSB SHEATHING - - 2x P.T. SILL RIPPED TO 1\/ /1/ /1 (VERIFY W/BUILDER) ii SEE FOUNDATION PLAN FOR �/� THICKNEATCH FOUNDATION WALL \ ) / / SPAFLOCR JOISTS (SIZE&ING NG PER FDN. PLAN) , JOIST SIZE AND LOCATION J J J S ` l 1 R-30 INSULATION 2x6 SILL PLATE 3/4"T&G SHEATHING-GLUE& 1/2"x10"ANCHOR BOLT, EMBEDDED 7" INTO J ?_SiS C S iI NAIL TO SUPPORTING MEMBERS CONCRETE,AT 4'-0"O.C.AND SET BTWN. 3 1/2" " 4x BEAM PER PLAN JJJ\\\ I i3 ( 3 FLOOR SHEATHING \ AND 12"FROM BOARD ENDS WITH 3"x 3"x 1/4" #4 REBAR CONT. AT TOP PLT. WASHER MIN. (2)A.B.'S PER BOARD 1x4x12(MIN.)GUSSET BOTH SIDES SEE FOUNDATION PLAN FOR LA11 2x SOLE PLATEMJOIST SIZE AND LOCATIONrn \o [IRC SEC. R403.1.6.1] 4x4 POST(4x6 POST @BEAM4x BEAM PER PLAN - POSITIVE CONNECTIONI -mow S \r GRADE POST TO PAD FOOTING SPLICE TYP.) z 4x4 POST SPACED PER PLAN PERPENDICULAR JOIST — - (HOT-DIPPED GALV.) I W(4)16d NAILS @ BASE BLOCK OUT FOR r A. di :�' 4" RIGID TIGHTLINE 90#FELT &IAPPLICATION: FLOOR N > • FOUNDATION STEM WALL HOT-DIPPED GALVANIZED s' - I DOWNSPOUT DRAIN, .II BASE WITH COMP. JOIST BEYOND W/TOP FAU DUCTS TOP-FLANGE HANGER z TIE TO STORM SEWER POSITIVE CONNECTION ROOF SHINGLE TAB. FLANGE HANGER- \ _ \ POST TO PAD FOOTING 6" CONC. FOUNDATION ° ° ° .� 1/2"ANCHOR BOLT @ 72"O.C.W/ PROVIDE P.T. 2x6 HANGER- 2 FILTER FABRIC (HOT-DIPPED GALV.) BLOCK UNDER HANGER \ (MAX. HGT. OF 4'-6")W/ o \ NUT AND 3"x3"x1/4" PLT.WASHER FOOTING #4 REBAR @ 48'O.0 HORIZ. r's� 5"' i f`"'�"' ' oo • . 16" 8" r° ° 4"PERFORATED FOOTING DRAIN,W/ ' - &#4 REBAR @ 48"O.C.VERT. c0 ° (2)#4 REBAR HORIZ. MIN. (TYPICAL) / / APPLICATION: PARALLEL JOIST CAT cY� 12"MIN. OF DRAIN ROCK COVER,TIE 54" MAL (NOT SHOWN) 6-MIL BLACK VAPOR Y o Q ° TO STORM SEWER \ / / SPACE FIRST FLOOR JOIST MIN 12"OFF BARRIER �� ° \ ❑ CONC. PAD FTG. PER , PER PLAN I CONCRETE SLAB NOT SHOWN FOR DETAIL CLARITY PARALLEL FOUNDATION WALL. 16"WIDE x 8"DEEP CONC. 3"CLEAR PER PLAN FOUNDATION PLAN &NOTES XXX FOOTING W/(2)#4 REBAR / / CONT. "T , 5„ / 6" / - �8� UTILITY BLOCK OUT TYPICAL FOOTING CONT. FOOTING DETAIL FOUNDATION DETAIL WHEN 3/4" = 1'-0" ' �A 3/4" = 1'-0° \�� 3/4" = 1 U" (TYPI AL)y GARAGE SIDE ELEVATION NOTE: DOES NOT APPLY IF JOISTS (-- "� BEAR ON FNDN WALL. 52 JOISTS DROPPED DOWN . OVER CONCRETE OR MASONRY BLOCK FOUNDATION �. SHEATHING 1/2"OR 7/16' SIDING PER ELEVATIONS / EXTENT OF HEADER(TWO BRACED WALL SEGMENTS) / ABU66(OR EQ., HOT- MIN. 1000 LB TENSION STRAPI. DIPPED GALVANIZED) GALVANIZED FLASHING STRAP SHALL BE CENTERED AT P.T. 2x LEDGER. ATTACH TO END EXTENT OF HEADER(ONE BRACED WALL SEGMENT) BOTTOM OF HEADER. JOIST& 1/2"SHEATHING W/1/2"DIA. LAG SCREWS @ 23"O.C. (2 ROWS, / o 0 0 0 0 9 J o 0 0 0 0 0 ,'/ 'I STAGGERED). REFER TO IRC SEC. o 0 0 0 0 0. _ 0 0 0 0 0 ° ° c o 4 R507.2&TABLES R507.2&R507.2.1, PONY 1 AND FIGURES R507.2.1(1)&R507.2.1(2) WALL o c 0 HEIGHTI ° c 0 LcP.T. DECK JOIST(SEE FRAMING PLAN) o p \ GRADE El GRADE PROVIDE HOLDOWN OR SIMILAR / 0 0 0 0 0 d c o 0 0 0 ° z TENSION DEVICE PER IRC SECTION o 0 0 0 0 a c o 0 0 0 0 HOT-DIPPED GALVANIZED R507.2.4&FIGURE R507.2.3(1) NOT o 0 0 0 0 / co 0 0 0 o SHEATHING FILLER IF NEEDED o HANGER TYP. EA. DECK JST. MIN. 3"X 11-1/4"NET HEADER / GRADE LESS THAN TWO LOCATIONS PER o 0 0 00 0 0 0 0 0 0 �\ I— DECK, 2'-0"MIN. FROM EA. END OF o 0 0 0 0 o c,o 0 0 0 0 0, 0 0 o c o 0 0 00: I—) I I DECK. EACH DEVICE SHALL HAVE �. CONC. FTG. PER FDN. PLAN _ 1,500#MIN. STRESS CAPACITY 0 0 o c HEADER SHALL BE FASTENED TO THE KING °o 0 0 1 ER PLA &NOTES, BOTTOM 12"MIN. a II 0 0 0 STUD WITH 6-16D SINKER NAILS TOP PLATE CONTINUITY IS 0 0 0 0 / / BELOW FINISHED GRADE REQUIRED PER R602.3.2 16D SINKER NAILS IN 2 oo oo 1 00 0o ROWS@3"O.C. FASTEN SHEATHING TO HEADER WITH HD COMMON NAILS IN � 12 °° °° 3-IN. GRID PATTERN AS SHOWN AND 3 IN. O.C. IN ALL FRAMING 0 0 0 0 9 COLUMN DETAIL _\, •4 `: ❑c•q° MAX. ` TOTAL o o a (STUDS AND SILLS)TYP. c o 0 0 ' WALL 00 00 00 co c:, HEIGHT 0 o 0'T;N o0 00 / °o° °0 0° BE CO OD K� 0 DECK\ LEDGER DETAIL co 0° MINIMUM 2,550 LB HEADER-TO-JACK-STUD STRAP BE CO STRUCTURAL PANEL MUST NTINUOUS FROM TOP OF 0 0 0 0 SHALL BE CENTERED AT BOTTOM OF HEADER AND 0 0 0 0 WALL TO BOTTOM OF WALL,OR 3/4" = 1'-0" 0 0 0 0 INSTALLED ON BACKSIDE AS SHOWN ON SIDE o 0 0 0 FROM TOP OF WALL TO \ ELEVATION PERMITTED SPLICE AREA 00 00 / 00 00 00 D O O 00 0o 00° -° ° 10' 00 0 0 00 00 0 0 0 00 f4 SHEATHING 1/2"OR 7/16" MAX. FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE 0° NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN. OF WAL.. c 0 0 0 SIDING PER ELEVATIONS HEIGHT °° [I tl GALVANIZED FLASHING 0 0 0 o HEIGHT. ONE ROW OF 3 IN.O.C. NAILING IS REQUIRED AT EACH PANEL EDGE. o 0 0 0 00 00 00 00 °O °°/ 2'T018'(FINISHEDWIDTH) °° °° 48 NORTH - SHARPE 00 00 00 00 MIN. LENGTH BASED ON 6:1 HEIGHT-TO-WIDTH RATIO. FOR o 0 0 o EXAMPLE: 16 IN. MIN. FOR 8 FT. HEIGHT. 0 0 0 0 a CONC. PATIO SLAB PER /° � BRACED WALL LIN o 0 0 0 I!iiI,1 o . .4,,,:_ . WITH CONTINUOUS FULL-LENGTH KING STUDS FDN. PLAN ON SHEET A-2.1 c o 0 o MIN. NUMBER OF STUDS SHOWN SHEATHING o 0 0 0 D o 0 0 0 0 0 0 0 a COA STU 0 0 0 0 0 0 0 0 I� ° lel FILLMP BELOW CTED 6-MILR VAPORCTURAL o 0 0 o NO. OF JACK STUDS PEE o 0 0 o FOUNDATION DETAILS I•-� RETARDER FULL-LENGTH KING STUD- TABLE R502.5 1&2 a o o ( ) o 0 0 0 �� 7/16"MIN.THICKNESS WOOD III_ 0 0 0 0 0 0 0 0 STRUCTURAL PANEL COASTAL 1 & 2 o _ OPTIONAL 8"LONG#4 REBAR / / o j o 0 co _a_ 0 0 0 o a o 1 SHEATHING �' -yI I EMBED 3" INTO FDN. @ 24"O.C. L �I (VERIFY W/BUILDER) _ _ _ - I JOB NO: SHARPE • DESIGNED: LG TEM SIDE ELEVATION 'act- rip is o= 2 ANCHOR BOLTS PER R403.1.6 REQUIRED FOUNDATION PER CODE DRAWN: SD/JR/BJ DATE: 12/14/2017 PATIO/FLOOR DETAIL CONTINUOUS SHEETED PORTAL FRAME SHEET ER) 3/4" = 1'-0" 12) 1/2" = 1'-0" A 2 . 2 WA see FLOOR PLAN NOTES: IIMMIM 52'-0" iit ye S / I. ALL DIMENSIONS ARE TO FACE OF STUDS UNLESS NOTED 16, MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS / 21'-IIIa" / 3'-9�" `9'" 5'-o" /2' 2%a" , 8'-lea° / 9'-1 5" / ial OTHERWISE (U,N.O-). VERIFY DIMENSIONS SHOWN ON PLANS. (CALCULATED 6 I/3OOth OF ATTIC AREA): LANDED / DO NOT SCALE OFF DRAWINGS GARAGE ROOF / 6'-0" / 10'-2Ia€" / 5' 9„ / / 2,-6„ / 2'-6" / '5'-1" / 5'_3�" / 3' 6�" /2'-4 "/ 3' 8S�„ / L t, N D E D GENTRY MINIMUM REQUIRED: IL52 SQ. IN, 10'-2Ia" 12'-O° 29'-9 " 2. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS ACTUAL PROVIDED: 56.55 SQ. IN. / K / e 16" O.C, TYPICAL, FRAME LOWER FLR, EXTERIOR WALLS WI VENTED BLKG,: 56,55 SQ. IN. (6 6 9.425 SQ. IN, EACH) le HOMES AND COMMUNITIES 104 5/8" 2x6 STUDS a 16" O,C. (FULL HEIGHT WALLS), VERIFY UPPER ROOF STUD LENGTHS AT STEPPED FOUNDATIONS PER AS-BUILT FDN, MIN, REQ'D: 961,92 SQ, IN. \ FRAME UPPER FLR, EXTERIOR WALLS WI 92 5/8" 2x6 STUDS 9 ACTUAL PROVIDED: 1,165.50 SQ, IN. \ NOTES: 16" O.C. TYP. (VERIFY RAKE WALLS ABV, ROOFS ON-SITE) VENTED BLKG.: 565.50 SQ. IN, (60 'a 9,425 SQ, IN, EACH) 1. APPLICABLE CODES ARE AS FOLLOWS: RIDGE VENT: 600,00 SQ. IN. (50 L/F e 12 SQ, IN, PLF) PATIO 2015 UNIFORM PLUMBING CODE 3- FRAME MAIN FLR, INTERIOR WALLS W/ 104 5/8" 2x STUDS (PER 4" CONC. SLAB 2015 WASHINGTON STATE ENERGY CODE PLAN) m 16" O.C. FRAME LOWER FLR, INTERIOR WALLS W/ ll, SEE ELECTRICAL PLAN ON SHEET E-1.1 FOR LOCATIONS 4 SIZES O 2015 INTERNATIONAL RESIDENTIAL CODE. 104 5/8" 2x STUDS (PER PLAN) m 16" O,C. FRAME UPPER FLR, OF EXHAUST FANS, LOCATIONS 4 SIZES REQ'D TO COMPLY W/ m O en INTERIOR WALLS W/ 92 5/8" 2x STUDS (PER PLAN) * 16" O,C, THE WASHINGTON STATE VENTILATION 4 INDOOR AIR QUALITY ' TYP. INSTALL I/2" GYPSUM WALLBOARD (GWB) BOTH SIDES OF CODE ARE AS FOLLOWS: 6x6 POST �p V.T.O. 6x6 POST INTERIOR WALLS TYP. U,N,O, (USE PRIMER/SEALER ON GWB KITCHEN: 100 CFM RANGE HOOD (MIN.) 4x8 HF»2 I BEFORE AND AFTER TEXTURING) LAUNDRY: 50 CFM (80 CFM RECOMMENDED) 4046 XO 60610 FR CH DOC- m 4010 XO 4050 XO (EGRESS) 2)2020 PIG, BATHROOMS: 50 CFM (80 CFM RECOMMENDED) \ \ \ 14: == :.>I ' ,kll l.ut i" o- „IIr,Rfi 7: „• ...III ::I-N2 ,;'1' 6.'" l :lit :: 2IP_c.: \ \ \ 4- FRAME GARAGE/NOUSE WALL W/ 104 5/0" 2x6 STUDS m 16" O.C. NOTE: ALL FANS ON 20-MINUTE TIMER 4 SHALL VENT TO OUTSIDE I 5 I/8x12 GLB HDR. ' � 4x8 HF*2 S 4 R (REFER TO NOTE *11 BELOW) AIR TYP, ELECTRICIAN TO VERIFY INSTALLATION OF GFCI OUTLETS - - i� (24F-V4 DF/DF) 2 6 0 W 6 60" TUB( r - IN ALL WET AREAS, VERIFY TYPES AND LOCATIONS OF ALL ELECT, ow 1 > SHOWE(y' I 5, PLUMBING WALLS TO BE FRAMED W/ 2x6 STUDS 6 16" O.C. SEE FIXTURES W/ OWNER AND/OR BUILDER I - O W € 1 WALK—IN I PLANS FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND I `A N N \ W CLOSET i Q BELOW FOR PROPER PIPE CLEARANCES), VERIFY PLUMBING 18. 24"x18" CRAWLSPACE ACCESS (LOCATE HERE IF BSMT, LOCATION IS I r FIXTURE LOCATIONS ON-SITE NOT POSSIBLE--SEE SHEET A-3,2), INSULATE ALL ACCESS DOORS/ I It m I I O KITCHEN w ATH 1"2 I I ty HATCHES TO GRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF q S STUDY/ r 6, ANGLED WALLS TO BE 45 DEGREES TYPICAL U.N.O. THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY Q el I p ? '' N' �_ BDRM N5 CV it SEE NOTE •IS w PENETRATE „ —� v Z I x 1, DIMENSIONAL LUMBER TO BE HEM-FIR *2 TYPICAL U.N.O, = I O 01 ft 11 3 DINING 4 I \ \ —V 1N U z V J Y ��JJ _ a, m 3'_1t" 31 8,' 1 19, MOUNT HWT ON PLATFORM IS ABOVE GARAGE SLAB. STRAP n 8, UNLESS NOTED OTHERWISE ON FLOOR PLAN INSTALL 4x6 HF"2 NWT TO WALL PER IRC SECTION 508,2, PROVIDE OVERFLOW Q OR Q Ca .0 a N 4' I / I i HEADER IN 2x6 EXTERIOR WALLS ASV, DOORS 4 WINDOWS W/ PAN 4 PIPING PER IRC SEC, 508,4, INSTALL T 4 P VALVE I R Uii I 0. \ m �� `a 1 , I R-10 (MIN,) INSUL- 9 INTERIOR SIDE OF HEADER, SEAMS AND AND PIPE TO EXTERIOR TERMINATION. INSTALL A VACUUM > 1 I = I = 0 0 ro 'n = m 9 1 m HEADERS TO HAVE I I/2" MIN, BEARING TYP. U.N.O. (BEAMS RELIEF DEVICE PER MFR, SPECS, TO HOT WATER TANK PER I C I I 3 N I- - U I SHOWN ARE MIN, REQ'D OR BETTER. WE AND GRADE MAY UPC 504,6 I 3` I I g -2x4 WALL WI HDWD, IO ° �� O\ v I "' i v� I r = \ BE INCREASED PER BUILDER'S DISCRETION) I 0 I I m N CAP MIN, 36" ABV, / \" 'N. I -an \ \" L \ D T 6' 20, VERIFY WHOLE-HOUSE VENTILATION METHOD W/ HVAC CON- I q I 1 ) NOSINGS _ _ _ p y'-6" _\ N- IC 19, VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS TRACTOR (PER IRC M15O1.3, LOCATE FAN IN LAUNDRY 1� - - in OF GIRDER TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET ROOM CEILING--VERIFY WI BUILDER) - n --i ri ! N 1 1 = N W I 'U \ CUt� 3ECJ2, R A-4,1 I - Al 21, DISAPPEARING STAIRS OR ATTIC ACCESS PANEL TO BE COV- I Ot °6,'� I I 3'-11%" v r\ \ m O° 10. PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL ERED W/ 5/8" TYPE-X GWB AND PROVIDED W/ WEATHER ''_ =ALSE BEAM ABOVE I 4 „ —� /\ W §x6 '_I T ; 2'_8 3'-8 BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC., STRIPPING GASKET (MIN,) \ �\ '�" 6'-2i�" 10'-9" 5'-8" '-9' " CI `� MASTER BTWN, STUDS, COORDINATE W/ BLDR./OWNER FOR LOCATIONS Q f 3 '� / '' / I `n ° • I O BATH A \ , - „ u " s u „ } s; 'lx& .� _ _ 22. INSTALL 1/2" MIN, FIBERGLASS-FACED GWB BACKER AT TUB/ Q c0m m / 19'-5 / 4'-4 / 3'-8 6'-3 3'-- Z °p° DI m O 11, INSTALL 1/2" HIGH-DENSITY GWB AT GARAGE/HOUSE WALL AND SHOWER SURROUND O m NT 9 " '-10F." - LAUNDRY _, GARAGE BEARING WALLS, 4 5/8" TYPE-X GWB 6 GARAGE CLG, f - - I > - Ql t W n O TYP. (SCREWS 9 6" O.C. EDGES 4 FIELD GARAGE CLG. GWB 23, PROVIDE MIN. 22" x 30" ATTIC ACCESS W/ MIN, 30" CLEAR- v \ 01 O t d 3- m WHERE LIVING SPACE OCCURS ABOVE) ANCE TO FRAMING ABOVE. USE PLWD. DAMS TO CONTROL r- 0 0 I x q - O \ r. m \ :' r=� c0 O d X in CEILING INSULATION o OPENING EDGES' GUEST C qlr' J r+ N v 12, INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/ SELF-CLOSING I _ 2O a CY t t. HARDWARE 24. PROVIDE PARTICLE BOARD UNDERLAYMENT 6 VINYL AREAS, " ,4- xi \ N COORDINATE THICKNESS W/ OTHER FLOOR FINISHES TO PRO- FIREPLACE WI HEARTH S 4 R \ \ \ 4 MANTEL 48" ABOVE \ �\ 13, REQUIRED STAIR RAILINGS TO COMPLY W/ IRC SECTION 311 VIDE SMOOTH 4 LEVEL TRANSITIONS • (SEE NOTE *25) Oa / 1'-3" 5'-4" , 9 (MINIMUM HEIGHT 34", MAX, 38" ABV, NOSING PLANE ENDS W 0. RETURNED TO WALL, MIN. I I/2" CLEARANCE WALL TO RAIL). 25. FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR = _ 6'-I" 3'-4" 12-1" n DECK/PATIO RAILINGS TO COMPLY WITH IRC SECTION 312 IF DUCT W/ MIN, 6 SQ. IN, SIZE 4 PROVIDE READILY OPERABLE GREAT ROOM al _ /, m�a / / \ DECK/PATIO SURFACE IS 30" OR MORE ASV, FINISH GRADE DAMPER, INSTALL GAS FIREPLACE W/ CLEARANCES 4 MIN, L 111 r '_ in Ul � ' `C WITHIN 36" MEASURED HORIZONTALLY AT THE OPEN SIDE COMBUSTION AIR PER MANUFACTURER'S RECOMMENDATIONS � W 2 'n _= v (VERIFY ON-SITE) AND/OR PER CODE (VERIFY TYPE OF FIREPLACE W/ BUILDER) \ \ 4 W n O m Q - \ \ \ MASTER BEDROOM 0 \ 14, EGRESS WINDOW DIMENSIONS, CLEAR OPENING 4 SILL HEIGHT 26, USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING ar x O m TO COMPLY W/ IRC SECTION 310,1 (VERIFY W/ WDW, SUPPLIER aS w = Q ENTRY = = m AND/OR MANUFACTURER) 21, WHERE 12" NOMINAL DEPTH HEADER REQ'D USE SINGLE PLATE in i- �7 Q * C my m ABV, CONT, FROM CORNER TO CORNER OF WALL. VERIFY GWB O \ O 2 9 O O 15. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY NAILER INSTALLED 6 T.O. WINDOW OPNG, IF NECESSARY r �O m v xl2 DF L}2 '1 in 7 m N CODE IS AS FOLLOWS: S _ F R. BM, A3V, FLOOR: R-38 ;At 5 I/8x12 GLB HEADER \ �0 (24F-V4 DF/DF) W/ 4x6 °' SLAB ON OR BELOW GRADE: R-10 RIGID 9 PERIMETER 4 UNDER 'V Q 1050 PIC 1050 PIC p ENTIRE SLAB 6x10 HF*2 "" (TEMP.) (TEMP.) ' POST BELOW EA, END 4x12 HF•2 ; 1' H.:;IIaL_ :;;,, r!a,;:1— WALLS: R-21 (R-10 MIN, m HEADERS, TYPICAL) \ N N „4 N \ N CEILING: R-49 (R-38 IF INSULATION DEPTH IS MAINTAINED TO iv 3060 FDIC 3060 fi�IC PORCH 3060 PIC, (SEE NOTE •21) 3060 PIG, \ 4 CON(, SLAB 4x12 HF*2 I =p OUTSIDE FACE OF EXTERIOR WALL) , -DSO FRE. CH DOO I a DOORS: U=,200 MAX, (ONE DOOR UP TO 24 S.F. EXEMPT f I 0 I tL;ai WALL LINE BELOW m v\ \ PER R402.3.4) b 6x% POST 6x6 HF*2 BM, ABV. i-/ ROOF BELCW--�6060 XO (EGRESS) -on+ - - - - - - - ;3� - - - - - - - - - - — - - - - - - - - - - - - - - - - - WINDOWS: U=,280 MAX, (UP TO 15 S.F. EXEMPT PER R402,3.3) DEC ��z _ ^\ GLAZING: 546,0 S.F. = 15,2% OF FLOOR AREA "� ,�T Z °gyp FURNACE TYPE: NATURAL GAS FORCED-AIR (SEE 3a BELOW) \ \ O Q ' P.T. 6x6 POST WRAPPED PER "' PER WSEC SECTION R Z _1 APPLIED STONE COLUMN BELOW ADDITIONAL ENERGY EFFICIENCY RE- 42" HIGH PAINTED ALUMINUM t Z BUILDER W/ 16" x 16" MASTIC- QUIREMENTS: MEDIUM DWELLING UNIT (MORE THAN 1,500 S.F„ LESS 0 al THAN 5,000 S.F.) REQUIRES 3,5 ENERGY CREDITS AS FOLLOWS: RAILING W/ TEMP. GLASS w� (SEE E_EVATIONS, 2 TYPICAL) OPTION la (.5 CREDITS): EFFICIENT BUILDING ENVELOPE (SEE PANELS (PER BUILDER) U 4 R-VALUE FOR FLOOR 4 WINDOW U-VALUE LISTED ABOVE) 0 OUTSIDEF EDGE ' _ I• ' RAILING PER BUILDER OPTION 3a (1,0 CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT: OF RAILING POST _ (SEE NOTE *13) GAS-FIRED FURNACE W/ MIN, 94% AFUE „ „ OPTION 5a (,5 CREDITS): EFFICIENT WATER HEATING: ALL 2 .Sk 8 5�z SHOWERHEAD AND KITCHEN SINK FAUCETS SHALL BE RATED �1-614" 19'-0" 1' 0i" 8'-II" 21'-6Ia" / AT 1,15 GPM OR LESS / 4' 6" / 2'-6" / 4'-0„ / 4-0" 2'_1�,' `4" 3'-9i" I''-5 ' 5'-1" I'-5%a" 3,-6„ / 2' 6" / 5' 0" / 5'-0" / 2' 6" / 3,-6„ / OPTION Sc (1.5 CREDITS): EFFICIENT WATER HEATING, WATER HEATING SYSTEM SHALL INCLUDE GAS WATER HEATER W/ A 1'-0" 8'-O" l'-O" l i" 2'-4�s° 2'_q II-lam" 6'-O" 10'-O" 6'-0" MIN. EF OF 0.91, USE NAVEN NPE-180A (OR EQ. - VERIFY WI / / / / / / / / / BLDR.), UNIFORM ENERGY FACTOR OF ,96, RECOVERY / 22'-0" / 8'-O" / 22'—O" / EFFICIENCY OF 99%. REFER TO 2015 WSEC CHAP. 4 RESIDENTIAL ENERGY EFFICIENC' / 52'-0" / (CLIMATE ZONE 4C) TO VERIFY THESE VALUES MAIN FLOOR FLAN 48 NORTH — SHARPE SCALE: 1/4" = 1'-O" 1,988 SQ, FT, TOTAL: 3,595 SQUARE FEET GARAGE: 541 S.F. MAIN FLOOR PLAN FRONT PORCH: 47 S.F. COASTAL 1 FRONT DECK: 81 S.F. BACK PATIO: 96 S.F. i it JOB NO: SHARPE DESIGNED: LG 4 DRAWN: JR,BJ tab DATE: 12/15/2017 SHEET A- 3 • 1 WA men S S S / 52'-O" III 1121/ / a LANDED GENTRY i \ \ \ < ° . \ \ HOMES AND COMMUNITIES i lr it lr ir in it in it lr lr lr lr lr it In it lr 1 rii = -_ = 'r1l if lr - if lr in lririr it In lnr lr lr ir lr it Si ° I II , , I I I I I , , , I , , , , I , q 1 I I I , II I I , I , , I , , , , , , , , 1 , , I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6 I I WII �� 1 1 II1 1 1 1 I 1 1 1 111 III 11 1 1 " , ~ I 'I_- I I 11 I I , I , I I I I 1 1 1 1 I 1 1 1 1 II I I I I I I I I I I I I I I I Ixl I ° Ij �r-t fi l l I I I I III III III I I I I 11 1 , 1 , 1 1 1 , 1 1 1 1 1 1 1 .N 1 1 L. 1, I I1 ,, 1 1 1 1 1 1 1 , I 11 III , I II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I4 NJr_ "1 I I�I I I I I I I�I I �I I I I� I I I I I o ( I I I I I"I I I I I I IRII III I I" I I I I I CRAWLSPACE - II IIIIIIIIIIIIII 11 1 MM I , 1 1 I I 1 I 1 1 1 I I 1 I , 1 1 1 , 1 1 1 �� " " ' �� 11 „ „ �„ in 8 a 3'-10/a 5'-O 5'-O 5'-O 5'-O 5'-O �.. 2x12 HF {aL•OR OIS S g 16" �.G. 7YP C / / I I r 1 1 4x8 'HF*2 BEAM TYP.' ' ECI II I I t4x8IHF*i BEAM T� P. 1 I 11 I I I II 1 I I 1 I 1 I I 111 III 1 I 1 I O — �— — �— - - - 2 - - - - - �— - - - 22'-2 I I , 1 1 1 1 1 1 I , I , 1 , , , 1 1 I I II I I I I I I I I I I I I I I 11 1 I 11I I I I III I I I I III 1 I1 III I I I I J'-lia" 10' � " 4' O" 14'-1" 8" I 1 W - / / REFER TO IRG MI305 OV RL P F R. STS 3" 1 I Q 3'-Sh 2'-6h 4'-I3i ® 3'-814" T " /2" II I I I f I I I I I � " NI I �, I III ( I I I I I h'" E',1 I I I I I II} t -t a / .� FOR LOCATING FURNACE WALL/B AM BE RIN a s ' I , ' , t , ' , , , II I = 2'-O" 1'-8�" NAI T ET ER / 1)10,4 � X o 1 k I F O / / / 11 ( I �S C 50 .6.1 1 1 x , O I I I I I i 1 I I 1 I I ' h i I , Ii; Q T 24"x18° (MIN.) GRAWLSPACE v " ° v \ NAILS ER � I ' Z * PLATFORM 18 MIN. GAS SAS `�— r—�'—�� 'k I ' I - ACCESS (SEE NOTE 18 ON TYf'ICA 1 1 1 I. �1 I W I I SEI NG�TE *i � r1 I I 1 ISEEINO IE *2I 1 I 111I ,I 1 2" CDX PLWD. OR ABOVE GARAGE FURN. HWT S SHEET A-3.1) OPT. LOCATION � 11 11 I I 1 1 I ( 11 1 1 1 1 W' ' , 1 I ,III I (VERIFY ON-SITE W/ BUILDER) 1/16 OSB SHEATHING ° p SLAB (SEE NOTE *19 0 ;`:..It . II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' I I I' �I I I I I I 1 11 I III I I I I I I 1 iJ (VERIFY W/ BUILDER) I; SHT, A-3.1) lt FURR-DN. GLG, 5 I/2" CRAWL SIDE OF WALL II 9 SEE NOTE 12 O III I III VERIFY II O SHEET A-3.1 / O I I I SHELF a ROD „ INSTALL BOLLARD ( L 11 I I I I I I I I *a I �" I I 112 IHF*2I F I �� 16I' 0. . T,� I I I I I �� , 2-8 2'-8 = 1::: ` - 2x12 HF Fie I 0. . T P, x12, P. ` I -r C IN FRONT OF FURN, b 1 , I I 1 I %� WALK-IN LOSETIIIL IIIIII I K6HLI IIIIIIIIIIIII N' �I _ J��_ I II1 0 �M ' _ NDz �� -46H211 III I III I I f '. "v =="' '�+'"�,.•.,wre a>re'u. * 1 1 1 1 I IA JST% , 1 I , ' , 3/4"x19, 1/2" ,GLSI (24F-V4,DF/IiF) , , , \ 4x6 HF*2 `� 6 0 z `� a,;. `t 6 3/4"x19 1/2" GzLB (24F-V4 DF/DF) ! i I1 II Ii 1ii I \ I I III I III I I I I I I I I m 7Ul � — I II I I I I I I I � , I III ST. - 4'_IO" 4 9h" ,r STOR. U o � ' — - - - _ - _ - _ - - - - - - „ '1� , IT OP I I I I I I I I I I I I I I I I " f 9 , / 4 -O / z co �v N GARAGE si 4 N I, II I I I �� I I I I II 1 a ; J ill 1 II I I I I1aI I I I I II I I I III E _IO I I I I I I I I I I I I I I I I x ei I, I I ' I I . I I I I _ _— - ; BEDROOM *4 BOTH *4 \ \ \ 1 I I p.T.112x12 }4F*2F.J. g 161 O.C. t, I �q _ _ I o I I I I I I 1` On `I'm � �Y O 6 . I I , , , , , , 1 I , _ I 0.1 " — I 1 I I 1 83/4" 2�" IGLBI (24� V4 F/ F, HI NGI JST J HDWI7. CAP ON 2x6 \ ; II 11 I I I I' I I I I I I I 11 — �, ill O x ? �, I I Iirl I I I I I I I I I " „ I I I I I1 I 11 I N FURRING BELOW O 60 TUB/ 16-O x T'-O •, . RAGE DOOR V 6x10 DF-L*2 HDR. w SHOWER O \ \ p I 1 II I I I 1 Q JIL .IL JIL JIL JIL JIL JIL it IL AL JIL JIL JIL JIL JIL JIL �\ y 2x6 8 3/4"x2l" W_ _ - - B C24F-V4 �F, HANG JSTS.)� ( .. 1 �' O - -� T �.. : `. w i _-�_ - - - - - - - - - - - - - - -1' - rt = \ lnlr 1pr llr lr llr llr llnlr i \ 4~' 1046 XOX (EGRESS) .I , , , I , I , I , , , �Y O - 6x10 POST BOTH N FLR. LINE ABV. i O �r 1 , + O = ENDS OF BEAM I II I I I —Tw>A L LI E YT I I 1 I� I I " 1 I I 1 ,t _- \ �\ \ \ I' 0 I FLR, LINE ABV. I 5 I/Sx12 GLB (24F-V4 DF/DF) - I I SrE 9OTEI*5 1 11 1 �I HEADER (MIN.) Li_ J�_,.-_, _J-- ,L-tl, s ____�I_._1. _.Ji \ ic DECK LINE ASV. 64 19'-0 1'-53fa S'-O 6-O 10'- " / 6' O" , / Ili-Cu / 4' 9" , / ,I-1 tt 14'-7h 22-o / 6 3 / 8 O 2'-10it / 16 22 R.O. / 2'-10 t" , MAIN FLOOR FRAMING PLAN " 1 , SCALE: I/411 = II-OH / 52-0" / NOTE: LOWER FLOOR PLAN ONLY BEARING WALLS AND P.T. PLATES ON FOUNDATIONS SHOWN SCALE: 1/4" - 1 -0" 501 S.F. FOR DRAWING CLARITY FLOOR FRAMING NOTES : I. ONLY BEARING WALLS (4 PLATE ON FOUNDATION WALL BELOW) SHOWN 2. INSTALL 2xI2 BLOCKING STUN. FLR, JSTS. BELOW INTERIOR BRACED WALL (VERIFY LOCATION AND EXTENT W/ BRACED WALL PLAN ON SHEET A-3.5) 3. VERIFY BRACED WALL LOCATION(S) ABV. W/ PLAN ON SHEET A-3.5 4. MINIMUM JOIST SIZES a GRADES SHOWN (VERIFY ANY UPGRADES W/ BUILDER) 5, NOTCH P.T. 2x12 JOISTS 41 CANTILEVERED DECK 11/4" (VERIFY) SO TOP OF DECKING IS I/2" BELOW MAIN FLOOR LEVEL. VERIFY Z-METAL FLASHING A 48 NORTH — SHARPE T.O. DECK BLKG./WALL AND CAULKING m BLKG./JOIST. INSTALL SELF-ADHESIVE RUBBER MEMBRANE OR G.I. FLASHING BTWN, FLOOR JST. BLKG, 4 DECK BLKG, EXTEND 1/2" (MIN.) BELOW SOFFIT 9 CANTILEVER FLR, 4 OVER LOWER WALL SIDING LOWER FLOOR PLAN 1 2x FLOOR JOIST MAX, CLEARSPANS MAIN FLOOR FRAMING 1 L/400, SIMPLE SPAN, 40*LL, 50* IL COASTAL 1 & 2 JOIST TYPE 12" O.C. SPACING 16" O.C. SPACING JOB NO: SHARPE 2x1O HF*2 I5' 2" ( 38" DEFL.) 13'-7 1/2" (-33" DEFL.) DESIGNED: LG 2x10 DF-L*2 151-11 1/2" ( 38" DEFL.) 141-0 1/2" (.31" DEFL.) DRAWN: JR,BJ 2x12 14F*2 IZ'-Il 1/2" (.41" DEFL.) 15'-8 1/2" (.33" DEFL.) DATE: 12/15/2017 SHEET 2x12 DF-L*2 1S'-8" (.41" DEFL-) 16' 4" (.30" DEFL-) A-3 . 2 WA ass / 520 / a / is-0" / s'_2 ' / 25'-9%�" / / 12-el / 5, 3n / 4' 1/4u / 4' I/Qu / Tl-1�" / 5'-s' / 12'-5" a Y LANDED GENTRY t___.-2x12 END JOIST WALL LINE BELOW (TYF J 5040 XO HOMES AND COMMUNITIES z 1 1I iI11 1 z ri at 2x12 PLATE 1 - 2x12 - - - iIII 1 1 - _ _ _ _ _ _ - - III I N1 1I - 3 Ili g — ATTIC ill or - — - -; (Y - - - - - - - - III IQrci Ct :I T1 11r N i11 IU i 4 EDGE OF ATTIC-FRAME 4 L Q U 4 rISSOPENING a1 11— — — — - - — NQ w - — III I 2x6 . U Z — — - — — �I \ \ SHELF d ROD \ z Q _° \ \—mac ~ Z �111 1 a STORI�CsE LINEN i 1 SHELF E ROD �� 41 1I _ — - — - - — - — ' CLOSET n (LO �a Q N CLOSET O 4 2x12 SISTERED r "I N ` U J \ 60" BYPGSS - _ 60' BYPAI —N U _ - l a.S.S- - - !20" BYPA66_ \ Ilk — - — — �1I I 7NIS SIDE T - - t N q a - - - - -'\ t � 60" el-FOLD 48 BI-FOLD ? v - - � — = = ' Ill I 8 U 5-84 / 3-6 j, 4-I i, 3-9 / e s / 3-Ih al IF s _ III „ i I 11l -- III I o * 1 1 R � � BEDROOM "' \ o O BEDROOM 2 O � I rl : I : I : I : I : CII I � r o > � ren -63 9 r SW"k O 0 22" x 30" ATTIC - Q -0- to x r �O 1 III _ — _ — _ — _ — . — _ —p — - - - III 1 OS. ACCESS (SEE NCTE u� iv BATH *3 O - - - - - - - - - II- - - - 1 "23 ON SHT, A-3,1' `� IIr — — y - - - —a IIII I p FAMILY ROOM ! co N IIL �� n IL 1 ,,r - - - - - - - - - - - - - - - _III ' -. a 60 TUB, r -- W. ~ — — — - — — - — 4111 ~I o _ \ SPOWER , \ m "y ,,, d, III — — 0 1 IF - - - - - - - - - - - - - - - - - -�1III i �I 44 22" x 30° (MIN.) = u — — — — — — — it 0 it ATTIC ACCESS r P O 11� 1 t� 01 DOOR (5 TYP ) LI ./ 11I /III w k/1 DQ . „,� - - - - - - - - - - - - - - - - - ,'.' n4, IA 0 III - - - - - - - - - - 4III5I o =p a C 11f — .� _ - - - - - - — - — - I11 F J 1 111 1111 / 5046 X0 5046 XO Il _x12 END JOIST 1 Q WALL LINE WALL LINE Q 01 ; 1 - Illl ;. L \ \ �V BELOW CTYPJ BELOW CTYPJ 1,4r \ \ t L UPPER I /� UPPER FLOOR FRA1"IIN& PLANIL 12, 5 3 / 5' O" 6' / 5-0" 4 10" 2 5 /SCALE: I/4" = 1'-0" / ls'-o" / 16'-0" / Isb" / 52' 0 / I UPPER FLOOR FLAN SCALE: 1/4" = I'-O" 1,106 SQ, Ft, ADDITIONAL FRAMING FULL HEIGHT BLOCKING a —V— CONTINUOUS RIM JOIST MEMBER DIRECTLY ABOVE @ 16"o.c.ALONG BRACED WALL PANEL BRACED WALL PANEL � 11 9 sl 2-16d PLATE TO STUD i W Ii MIN. 24 INCH WOOD s STRUCTURAL PANEL - = TOE NAIL 3-8d BLOCKING 8d @ 6"o.c.ALONG 8d @ 6"o.c.ALONG NAILS AT EACH BRACED WALL PANEL BRACED WALL PANEL MEMBER ORIENTATION OF STUD MAY VARY AS ALT. —v 16d NAIL @12"o.c. a BRACED WALL PANEL -"II— BRACED WALL PANEL BRACED WALL PANEL GYPSUM WALLBOARD 48 NORTH - SHARPE is 3-16d @ 16"o.c.ALONG 3-16d @ 16"o.c.ALONG 3-16d AT EACH OPTIONAL Iirt-- , BRACED WALL PANEL BRACED WALL PANEL BLOCKING MEMBER NON-STRUCTURAL l ,1I1�1I � FILLER PANEL �'''- '' /f 5/16"-1/2" CONTINOUS WOODir , 999JJJ UPPER FLOOR PLAN 6d COMMON (SUBFLOOR, WALL) gRACED WALL LINESTRUCTURAL L 1 j , ,�1N__C' - yy p I",�' 8d COMMON NAIL(ROOF) t UPPER FLR. FRAMING EDGE SPACING 6"o.c. + , . _ ,_ :....4., ALT STUD INTERMEDIATE SUPPORT 12"o.c. COASTAL 1 & 2 NTINUOUS RIM JOIST ADDITIONAL FRAMING FULL HEIGHT BLOCKING CORNER DETAIL CO MEMBER DIRECTLY BELOW @ 16"o.c.ALONG JOB NO: SHARPE 3/4 1'-0" BRACED WALL PANEL BRACED WALL PANEL DESIGNED: LG WHEN PARALLEL TO FLOOR/CEILING FRAMING �\_ DRAWN: JR,BJ BRACED WALL PANEL CONNECTION DATE:SHEET 12/15/2017 A g A- 3 . 3 WA A 0 a enM MINI WIND CALCULATIONS: IRC TABLE R602,10,3(2) FOOTNOTES / ' 52'-0" / NUMBERED WALL LINES LETTERED WALL LINES 41100 / 3'-0" / 23'-0" /, 22'-0" 4'-0" / EXPOSURE CATEGORY 1.0 t0 I I LANllED GENTRY ROOF EAVE-TO-RIDGE I-IEIGWT 1.11 1.0 I [I O M L S AND COMMUNITIES WALL HEIGHT 1.0 1.0 ' I I NUMBER OF BRACED WALL LINES LO L30 WIND FACTOR TOTAL 1.11 1.30 I I BRACED WALL LINE: WIND SPEED COMPLIANCE (SECTION R602) I I I BRACED BRACING BRACED REQ'D BRACING: WIND GYPSUM PANELS WALL LINE METHOD: WALL LINE RATIO TABLE FACTOR FACTOR WI HOLD- TOTAL BRACING ACTUAL BRACED LENGTH REQ'D WALL PROVIDED INDICATOR TABLE R602.10.4 SPACING R602.10.3(1) TOTAL TOTAL DOWNS -% 1 LOWER CS-WSP Il'-O" 4.15' 1.11 N/A N/A 5.21' 20.15' 2 LOWER GB Ill-0" 10.00' 1.11 N/A N/A 11,10' 45.33' 1 ' A LOWER CS-WSP 23'-0" 6.25' 1.30 N/A N/A 8.13' 16.88' I B LOWER GB 23'-0" 13.00' 1.30 N/A N/A 16.90' 20.33' / /I. I I 0' 4" / 4' 1" / 13'-Ili" I / 6" 2I'-Oit" I 51h" C LOWER C5-WSP 22'-0 6.00' 1.30 N/A N/A 1.80' 24.33' I I 3' \ \ \ CONC. FDN, WALL CALCULATED SEISMIC CALCULATIONS: IRC TABLE R602,10,3(4) I I USING METHOD GB NUMBERS in ' ADJUSTMENTS © I -cm WSr wsr \ STORY HEIGHT 0 N I GB F GB t F = = = j= n R WALL DEAD LOAD 1.0 \ II " \ II \ rn ROOF/CEILING DEAD LOAD 1.0 - - ` II 9 \ STONE/MASONRY IN 5DC Do-D2 N/A 8 b F = 7 � NOTE: b. II \ i DESIGN WALL HEIGHT FOR BRACED O CRIPPLE WALL N/ co A p LL - - WALL CALCULATIONS: 9' TYPICAL D ! 9 in SEISMIC FACTOR TOTAL 1.0 C - u IL BRACED WALL LINE - SEISMIC COMPLIANCE (SECTION R6O2) th BRACED BRACING BRACED WALL REQ'D BRACING: B.W.L. SPACING SEISMIC FACTOR: BRACED WALL ACTUAL I WALL LINE METHOD: LINE (B.W.L.) RATIO TABLE FACTOR: RATIO TABLE REQ'D (AFTER BRACED WALL INDICATOR TABLE R602.10.4 TOTAL LENGTH R602.10,3(3) TABLE R602.IO.3(2) R6O2.IO.3(4) ADJUSTMENTS) PROVIDED 1 LOWER CS-WSP 52.-0" 19.16' 1.0 1.0 19.16' 20.15' I Y� _ _ _ _ _ _ _ _ _ __ _ __ _. __ _ __ _ __ _ _ . _ _ _ _ _„ _ _„ 2 LOWER GB 52'-0" 31.20' 1.0 1.0 31.20' 45.33' 9 / N II JF IL m ' O I9 A LOWER CS-WSP '-O" 1.41' 1.0 1.0 1.41' 16.88' \ -- \ \ ' CSI-WSP ' j CS-WSP I O I 'B LOWER GB 24-4 14.601O - - - - �� ' " I.O 14.60' 20.33' - " "I I ABW 4k (84" HIGH OPNG., _ _5 I/Sx12 GLB HEADER) - C LOWER CS-WSP 24'-4" 9.49' 1.0 1.0 9.49' 24.33' I I 3,000* (MIN.) CAPACITY HOLDDOWN - 1 - I DBL. STUDS TO CONC. FDN. BELOW I !RACED WALL NOTES : I. PER IRC SECTION R602.IO.4 CONTINUOUS SHEATHING BRACED WALL PANELS: / I1'-6" / 1'-0" / 1'-6" / 8'-0" I / 2'-10it" / 16'-3" I 2'-IO%&" / CONTINUOUS SHEATHING METHODS REQUIRE STRUCTURAL PANEL SHEATHING TO BE USED ON ALL SHEATNABLE SURFACES ON ONE SIDE 3'-0" 23'-0" 22'-0" 4'-0" OF A BRACED WALL LINE INCLUDING AREAS ABOVE AND BELOW OPENINGS AND GABLE END WALLS. BRACED WALL PANELS SHALL BE / IA if / CONSTRUCTED IN ACCORDANCE WITH ONE OF THE METHODS LISTED IN TABLE R602.IO.4. DIFFERENT BRACING METHODS, OTHER THAN / 521_0" THOSE LISTED IN TABLE R602.IO.4 SHALL NOT BE PERMITTED ALONG A BRACED WALL LINE WITH CONTINUOUS SHEATHING I I '� III 2. PER IRC TABLE R602.10.4 CONTINUOUS SHEATHING METHODS: LOWS FLOOR I ' ACED WALL FLAN METHOD CS-WSP: INSTALL MINIMUM 1/16" WOOD STRUCTURAL PANEL WI 8d COMMON NAILS 6 6" SPACING PANEL EDGES AND 12" SPACING FIELD SCALE: I/4" = 1'-0BI 3, PER IRC TABLE R602.IO.4 INTERMITTENT BRACING METHODS: METHOD GB: INSTALL 1/2" GYPSUM WALLBOARD W/ NAILS OR SCREWS a 1" SPACING AT PANEL EDGES 4 FIELD (INCLUDING TOP 4 BOTTOM PLATES): FOR ALL BRACED WALL PANEL LOCATIONS, EXTERIOR SHEATHING NAIL OR SCREW SIZE, SEE TABLE R602.3(1): FOR INTERIOR GYPSUM BOARD NAIL OR SCREW SIZE, SEE TABLE R102.3.5 NOTE METHOD WSP: INSTALL MIN. 1/16" WOOD STRUCTURAL PANEL W/ 8d COMMON NAILS s 6" SPACING PANEL EDGES AND 12" SPACING FIELD WALLS USING MIXED BRACING METHODS USE THE WORST-CASE VALUES FOR REQUIRED WALL 4. NOT USED THIS PLAN BRACING AMOUNT (EXAMPLE: A WSP/GB WALL IS CALCULATED USING GB VALUES ONLY, 5. NOT USED THIS PLAN THEREFORE IT WILL PERFORM BETTER IN REALITY THAN AS SHOWN IN CALCULATIONS). PLAN SHOWN USES THE LEAST AMOUNT OF WALL AVAILABLE FOR BRACING FOR ANY PLAN OPTION 6. NOT USED THIS PLAN OFFERED ON SHEET A-3.4 (WORST CASE AMOUNTS). BRACED WALLS 'B' 4 '2' ARE PARTIALLY (OR MOSTLY) CONCRETE FOUNDATION BUT ARE CALCULATED USING GB VALUES FOR WORST- (, PER IRC FIGURE R602.10.811) WHERE FLOOR JOISTS ARE PERPENDICULAR TO BRACED UMLL PANEL INSTALL FULL-HEIGHT BLOCKING (CEN- CASE COMPLIANCE NUMBERS 48 NORTH - SHARPE TERED) CONTINUOUS ALONG LENGTH OF BRACED WALL PANEL, NAIL BOTTOM PLATE TO EACH BLOCK BELOW W/ (3)I6d NAILS. IF FLOOR , ABOVE NAIL EACH BLOCK W/ ad NAILS TOENAILED 6 6" O.C. TO DOUBLE PLATE BELOW (MAXIMUM SPACING) 8, PER IRC FIGURE R602,10.8(2) WHERE FLOOR JOISTS ARE PARALLEL TO BRACED WALL PANEL NAIL BOTTOM PLT. TO SINGLE FLOOR JOIST lk -. _. ',;; = CENTERED BELOW (OR PONY WALL e CRAWLSPAGE) W/ 16d NAIL e 5" O.C. MAX. IF NO JOIST BELOW INSTALL FULL HEIGHT BLKG. e 16" O.C. LOWER FLOOR LOO R 4 NAIL BOTTOM PLATE TO BLKG. W/ (3)16d EA. BLOCK. NAIL BLOCK TO FLOOR JOISTS WI (2)16d EA. END, IF FLOOR ABV, NAIL FLR. JST. (CENTERED) TO DBL. TOP PLATE WI 8d NAILS 6 6" O.C. ALONG BRACED WALL LINE. IF BLKG. ABV, NAIL EA. BLOCK TO TOP PLT. W/ BRACED WALL PLAN (3)8d NAILS 4 NAIL BLKG. TO JSTS. W/ (2)I6d NAILS EA. END 9. NOT APPLICABLE THIS PLAN A. COASTAL AL 1 & 2 10. PER IRC TABLE R602.IO.5 MINIMUM BRACED WALL PANEL LENGTH PER ADJACENT CLEAR OPENING HEIGHT IS AS FOLLOWS (9' WALL): < = 12" OPENING: 21" MINIMUM PANEL WIDTH • • :� JOB NO: SHARPE 84" OPNG.: 32" MIN. PANEL WIDTH r ~ 96" OPNG.: 41" MIN. PANEL WIDTH DESIGNED: LG 1063" OPNG.: 54" MIN, PANEL WIDTH - - DRAWN: BJ .. 4- 4 DATE: 12/15/2017 SHEET , !j A- 3A i , 4.., ct WA fi:.. aaa e e SI WIND CALCULATIONS: IRC TABLE R6O2,10,3(2) FOOTNOTES /\Y) SI / e, NUMBERED WALL LINES LETTERED WALL LINES / 3'-0" 23'-0" 22'-0" 4'-o" / '4-0" ' " '4-0 5-Ii2" ' " 4' " 4'-1" 4' 0"6-2 -0 - 1a" -8a" LANDED GENTRY EXPOSURE CATEGORY 1,0 1.O / I / / / / I / / / / 5'-10" 4'-4/ I / 2' / ROOF EAVE-TO-RIDGE WEIGHT 1.11 1,0 ii" ` r i II I I HOMES AND COMMUNITIES II \ / II 1 WALL HEIGHT 1.0 1.0 24" HIGH CS-WS CS-WSP 84" NICsI�I OPNG. CS-WSP CS-WSP 60" HIGH OPNG. CS-WSP OPNGS. GS-WSP NUMBER OF BRACED WALL LINES L30 1,30 \ \ N ---__I ° I ' \ \ WIND FACTOR TOTAL 1.30 1,30 O 1 II O -1- I in -1- _ - - - - - - - - - -I- - - - - - - - - - - - - - - - - - - - - — — - - - - - - _ - - - - - - - - - - - - - - BRACED WALL LINE: WIND SPEED COMPLIANCE (SECTION R6O2) 1,8O0* (MIN.) CAPACITY UPLIFT DEVICE END BWP BRACED BRACING BRACED REQ'D BRACING: WIND GYPSUM PANELS TOTAL BRACING ACTUAL BRACED I STUD TO FLR. JST, BELOW 19 n WALL LINE METHOD: WALL LINE RATIO TABLE FACTOR FACTOR WI HOLD- LENGTH REQ'D WALL PROVIDED I h INDICATOR TABLE R6O2.IO.4 SPACING R602.IO,30U TOTAL TOTAL DOWNS 0 1 UPPER CS-WSP/PF 32'-0" 4.80' 1.30 N/A N/A 6,24' 14.00' " I II m -.at w I N = 2 UPPER GB 19'-0 6.25 1.30 N/A N/A 8,13' 10,63' - R I,SOO* (MIN,) CAP'YII R 9 _ U t- �� II II ,, v UPLIFT DEVICE END 91 II \ m m O 3 UPPER CS-WSP 32'-0" 4.80' L30 N/A N/A 6.24' 29.46' I II p II U m BWP STUD TO BLKG, 1 F( i II \ BELOW u A UPPER GS-WSP 23'-0" 3.45' 1.30 N/A N/A 4,49' 32,00' 0 B UPPER GB 23'-0" 1.25' 1,30 N/A N/A 9.43' 24.54' " " " " " / 4'-O / 5-9 4'-1 / 4'-10 1'-3 i C UPPER CS-WSP 22'-0" 3.30' 1.30 N/A N/A 4.29' 24.25' CB GB NOTE: - - - - J- -a' - th -_ - - -GIB_ - - - - = - - - - - - I DESIGN WALL HEIGHT FOR BRACED - in WALL CALCULATIONS: 9' TYPICAL in SEISMIC CALCULATIONS: IRC TABLE R602,10,3(4) 63 =4 \ _ I I ° - - I I L_ _ \ iv 828 SQ. FT, THIS ROOM ADJUSTMENTS `n Q I / �o �, I i z o I a 4 in o II Ip tY = A II , / Il STORY HEIGHT 10 I 31\ - II WALL DEAD LOAD 1.0 I I IL = LL L IL v ROOF/CEILING DEAD LOAD 1,0 \ N n \ O STONE/MASONRY IN SDC Do D2 N/A to 3 ' in I I CRIPPLE WALL N/A m to SEISMIC FACTOR TOTAL 1,0 I a1 m �r I tu I . I 0 in 7 BRACED WALL LINE - SEISMIC COMPLIANCE (SECTION R602) $ O I- _ I BRACED BRACING BRACED WALL REQ'D BRACING: B.W.L. SPACING I SEISMIC FACTOR: BRACED WALL ACTUAL n I ) II - WALL LINE METHOD: LINE (B.W.L.) RATIO TABLE FACTOR: RATIO TABLE REQ'D (AFTER BRACED WALL _ L i II ,0 INDICATOR TABLE R602.10.4 TOTAL LENGTH R602.10.3(3) TABLE R602.IO3C2)I R602,10,3(4) ADJUSTMENTS) PROVIDED I IniIJ— \ _ _ _ _ _ _ _ _ _ _ . _ _ i_ _ _ _ . 0. _ _ _ N_s_ O --4x12 (SEE SHEET A-3,1)cn = -91 UPPER GS-WSP/PF 52'-0" 8,84' 1.28 1.0 11,32' 14,00' 3 r i m U I CI►5 — „ - V N iv 2 UPPER GB 26'-0" 1,80' 1.0 1.0 1,80' 10,63' \ �\ GS-WSP 12" HIGH r 12' CS-WSP CS-PF 12' HIGH 12'S HIGH CS-PF Q \ OPNG. OPNG, I OPNG, O�NG, 3 UPPER CS-WSP 52'-O" 8.84' 28 1.0 11.32' 29.46' II - _ - - ' II / II CS-PF 12" HIGH OPNG. S-PF \ A UPPER GS-WSP 38'-0" 6.46' 1.0 1.0 6,46' 32.00' II / II I II a 000* (MIL.) CAPACITY LL — -- — L HOLDDOW HDR. TO 4x6 , 1,000* C IN,) CAPACITY 2 5 UPPER GB 38'-O" 11.40' LO 1.0 11.40' 24.54' POST BELW HOLDD WN HEADER ITO 3 I u u u " DOUBL STUDS BELOW C UPPER CS-WSP 38'-O" 6.46' LG O 6,46' 24,25' / -O 16'-O / 3'-O / 4-O / 4'-O /2'-0 / 4'-O /2-0 / 6'-O 2'-D / 4'-O /2'-0 / / 22'-0" / 8'-Ou F / 22'-0" I / x 31 J / 3'-O" j, 23'-0" i, 22'-0" j, 4' 0" / BRACED WALL NOTES f I. PER IRC SECTION R602.10.4 CONTINUOUS SHEATHING BRACED WALL PANELS: MAIN FLOOR SSRACEO WIlJ ALL FLAN CONTINUOUS SHEATHING METHODS REQUIRE STRUCTURAL PANEL SHEATHING TO BE USED ON ALL SHEATHABLE SURFACES ON ONE SIDE OF A BRACED WALL LINE INCLUDING AREAS ABOVE AND BELOW OPENINGS AND GABLE END WALLS. BRACED WALL PANELS SHALL BE SCALE: 1/4" = ILO" CONSTRUCTED IN ACCORDANCE WITH ONE OF THE METHODS LISTED IN TABLE R602,10.4. DIFFERENT BRACING METHODS, OTHER THAN THOSE LISTED IN TABLE R602.10.4 SHALL NOT BE PERMITTED ALONG A BRACED WALL LINE WITH CONTINUOUS SHEATHING 2. PER IRC TABLE R602.10.4 CONTINUOUS SHEATHING METHODS: NOTE: k METHOD CS-WSP: INSTALL MINIMUM 1/16" WOOD STRUCTURAL PANEL W/ Sd COMMON NAILS 6 6" SPACING PANEL EDGES AND 12" SPACING FIELD WALLS USING MIXED BRACING METHODS USE THE WORST-CASE VALUES FOR REQUIRED WALL BRACING AMOUNT (EXAMPLE: A WSP/GB WALL IS CALCULATED USING GB VALUES ONLY, 4 3, PER IRC TABLE R602.10.4 INTERMITTENT BRACING METHODS: THEREFORE IT WILL PERFORM BETTER IN REALITY THAN AS SHOWN IN CALCULATIONS), PLAN METHOD GB: INSTALL I/2" GYPSUM WALLBOARD W/ NAILS OR SCREWS ® 1" SPACING AT PANEL EDGES 4 FIELD (INCLUDING TOP 4 BOTTOM SHOWN USES THE LEAST AMOUNT OF WALL AVAILABLE FOR BRACING FOR ANY PLAN OPTION PLATES): FOR ALL BRACED WALL PANEL LOCATIONS, EXTERIOR SHEATHING NAIL OR SCREW SIZE, SEE TABLE R602,3(1): FOR INTERIOR OFFERED ON SHEET A-3,5 (WORST CASE AMOUNTS) GYPSUM BOARD NAIL OR SCREW SIZE, SEE TABLE R102.3.5 1 METHOD WSP: INSTALL MIN. 1/16" WOOD STRUCTURAL PANEL W/ 8d COMMON NAILS 4) 6" SPACING PANEL EDGES AND 12" SPACING FIELD 4, PER IRC SECTION R602.10.6.4 CS-PF: CONTINUOUSLY SHEATHED PORTAL FRAME: CONTINUOUSLY SHEATHED PORTAL FRAME BRACED WALL PANELS SHALL BE CONSTRUCTED IN ACCORDANCE WITH FIGURE R602.10.6,4 AND TABLE R602.IO,6,4 48 NORTH - SHARPE 5. NOT USED THIS PLAN 6, NOT USED THIS OLAN 1. PER IRC FIGURE R602.10.8(1) WHERE FLOOR JOISTS ARE PERPENDICULAR TO BRACED WALL PANEL INSTALL FULL-HEIGHT BLOCKING (CEN- MAIN FLOOR TERED) CONTINUOUS ALONG LENGTH OF BRACED WALL PANEL. NAIL BOTTOM PLATE TO EACH BLOCK BELOW W/ (3)16d NAILS. IF FLOOR BRACED WALL PLAN ABOVE NAIL EACH BLOCK W/ 8d NAILS TOENAILED 6 O.C. TO DOUBLE PLATE BELOW (MAXIMUM SPACING) S. PER IRC FIGURE R6O2.10.8(2) WHERE FLOOR JOISTS ARE PARALLEL TO BRACED WALL PANEL NAIL BOTTOM PLT, TO SINGLE FLOOR JOIST MODERN COUNTRY 1 & 2 CENTERED BELOW (OR PONY WALL A CRAWLSPACE) W/ 16d NAIL a 5" O.C. MAX. IF NO JOIST BELOW INSTALL FULL-HEIGHT BLKG. 6 16" O.C. 4 NAIL BOTTOM PLATE TO BLKG, W/ (3)16d EA. BLOCK. NAIL BLOCK TO FLOOR JOISTS W/ (2)16d EA. END. IF FLOOR ABV. NAIL FLR. JST, (CENTERED) TO DBL. TOP PLATE W/ Sd NAILS m 6" O.C. ALONG BRACED WALL LINE. IF BLKG. ABV. NAIL EA. BLOCK TO TOP PLT. W/ JOB NO: SHARPE (3)8d NAILS 4 NAIL BLKG. TO JSTS, W/ (2)16d NAILS EA, END DESIGNED: LG 9, NOT APPLICABLE THIS PLAN DRAWN: BJ 10. PER IRC TABLE R602.10.5 MINIMUM BRACED WALL PANEL LENGTH PER ADJACENT CLEAR OPENING HEIGHT IS AS FOLLOWS (9' WALL): DATE: 12/15/2017 < = 12" OPENING: 21" MINIMUM PANEL WIDTH SHEET 84" OPNG.: 32" MIN. PANEL WIDTH 96" OPNG.: 41" MIN. PANEL WIDTH 1,\t_ 3 . 5 108" OPNG.: 54" MIN. PANEL WIDTH WA 4 ••• ilOil 111 8'-5tt" 15'-I" IS'-5 1" / al — / (BTWN. GIRDER ATTIC-FRAME TRUSSES) LANDED GENTRY c� SEE NOTE *14 BELOW (VERIFY FACING) pHOMES AND COMMUNITIES I 12 7 \ \p I l I ��!7��!� �_ I I I I I I I ROOF FRAMING NOTES: 1 g� I I I I I �41rTr 1. TRUSS HANGERS, CONNECTORS AND HURRICANE TIES SE NOTE'*I�f - ° \ J2 PLTa BELOW ", TO BE SPECIFIED BY TRUSS ENGINEER AND/OR MANUFAC- I I - - 4 - — - — 4 — - — - I I I III I I I I I I I I `' TURER. PLAN ANDD PROFILES(IF APPLICABLE)ARE DESIGNER'S CONCEPT. VERIFY ANY CHANGES TO THIS I I I PLAN W/TRUSS ENGINEER AND/OR MANUFACTURER. 7 I I I I I I I I _ _ � _ _ _ _ } — _ — _ t I IIII I I I I I I I SE 2. TRUSS MANUFACTURER SHALL PROVIDE AND SUBMIT ill at I NOTEy *19 I III rI I I I I I I I ATION ENGINEERED DESIGN TO THE BUILDING DEPARTMENT Z I 1 FOR APPROVAL PRIOR TO FABRICATION AND INSTALL- OMIT TAIL = f' OMIT TAIL a U} z 3. TRUSS ENGINEER TO VERIFY 2x OVERFRAMING CALLED TRUSS *4 4 *5 v TRUSS *5 I I w I I I I I I OUT BY DESIGNER. \ �\ I S E NOT *I I I., I SEE NOTE "'4 II a w b E NOTE *16I III w SEEI NOTEI*4 ,____NOTE *I }i moo — I I ,I N ., \ I } l 4. ALL TRUSS-TO-TRUSS AND TRUSS-TO-BEAM CONNECTORS IIII I I I TO BE SPECIFIED BY TRUSS MANUFACTURER. } I I II' I I I I I I I I 5. SHEATHING NAILED W/8d NAILS @ 6"O.C.AT SUPPORTED EDGES AND 8d NAILS @ 12"O.C.AT INTERMEDIATE / 10'-6" / 17_0 / 1O �' / _ — _ —1 I I I I �„ 4 FRAMING MEMBERS(UNBLOCKED). FACE-GRAIN PERPEN- DICULAR UNSUPPORTED EDGES. USE METAL"H"CLIPS(VERIFY)AT 38' 0„ I I I I I I I I I 1 - - IIII w I I w 4x8 HF*2 O ' PROFILE # # t # I I I I I O I I I I Its 7Ir I LIT s' ��� 11� ��L lr III w I ( I I I I I I 6. PROVIDE DIAPHRAGM EDGE NAILING ABOVE ALL EXTERIOR TRUSS 2 LI• • III ' V�72741171 '2x a w _ WALLS, INTERIOR SHEER WALLS, HIP AND VALLEY / / I III N LOCATIONS. SCALE: 1/4" = 1' 0" I I I I I I I ''CPI"'ew IIII I i FEEIII 7. OVER-FRAMED AREAS SHALL BE BUILT UPON FRAMING / I' NQTEI 15I I I I WITH SHEATHING ALREADY ATTACHED. PROVIDE FOR I w III I I s I I I I ' I I VENTILATION. a. , e BETWEEN TRUSSES AT ID _ _ _ _ R I�� Im.i I(2) xl2(RI G 8I I I I I I I 8 BLOCK- ING (WITH VENT HOLES AT EXTERIOR OR WALLS).LAT EACHK 0 DG LINEL Ls II� _ } �IIpI RDG LINE , I I I GrUl p Imo' �L J� J / \ �L 1L ��_1'I I I I I I I I END OF EACH TRUSS INSTALL SIMPSON H2.5(VERIFY) I, TO TOP PLATE, OR OTHER TRUSS, UNLESS TRUSS IS ON TRUSS *9 I w z III I T_�2x4 III I I HANGERS. ° I I I Q ' W �' SEE NOTf� *10 HIP y� 9. PROVIDE A BUILT-UP OR SOLID WOOD COLUMN BENEATH t0 I _ � ' _ _ T _ _ _ - —7 _ I I I I I I AND FLOOR BEAMS. GIRDER TRUSSES, ROOF BEAMS CLIP TRUSS *I0 6 *I2 HERE I I I I U I 'II� �v�� W 111ggqlll����111 1 \ ( IIII I I I -9 (HANG BETWEEN GIRDER ' I r v ' —� ' — T — ' — " — " 1 I I I z3" I 10.ALIGN STUD WALL FRAMING WITH SUPPORTED TRUSSES, ON ATTIC-FRAME TRUSSES *5)�� I I I III'�� Z I III I i RAFTERS AND JOISTS UNLESS NOTED OTHERWISE. — - - — WI J I I ( 11. PROVIDE CONTINUOUS RIDGE VENT. - I W ''s ` \ I I I I I I 12. SEE PLANS FOR HEADER SIZES. J01 2'-O" 3'-5�" 12" 12"//51 " 15'-I" 5 'j/12"/ I I I I I _ _ — _ — _ — _ — _ — _ — _ — _ I _ - I I I I I 13. ATTIC ACCESS NOTE: PROVIDE MIN.22"x 30"ACCESS PANEL. SEE FLOOR PLANS FOR LOCATIONS. I I I I I IT I 14. SEE PLANS FOR ROOF VENTING CALCULATIONS. w , w m — w TRUSS �ROILCS #g TRUSS �QOIL #,O #11 #12 I Oz Ip O 1 z z I 15 ALL EXTERIOR COLUMNS TO BE P.T. HF#2 MINIM UMUN- LESS NOTED OTHERWISE. I SCALE: 1/4" = i -O SCALE: 1/4" c I -O I I I I 0w 16. TRUSSES WITH BOTTOM CHORD SLOFE OF 2/12 OR LESS w N s - - - I - - - _ I I i I I I I I I N " I WITH 30"HEADROOM ABOVE TO BE DESIGNED WITH 20 , I g' • PSF LIVE LOAD ON BOTTOM CHORD. I I I Ip T — w' v'f�� �� 2x4 SEE NOTE *Il 3 I I �\, �I 4<< I I I I I 17. TRUSSES SHALL BE BRACED PER REQUIREMENTS OF THE TRUSS NOTES I �� I I , lG�i - �h TRUSS SUPPLIER OR IN ACCORDANCE WITH BUILDING l -- v� et - J24i COMPONCE WITH SAFETY INFORMATION(BSCI-03)GUIDE ' v�i 4 1 2 4 _ ' 1 r Jp 1 �6• I I I TO PRACTICE FOR HANDLING AND INSTALLING AND BRAC- T 5EE N07E " J�v 1 \�� I ISEE NC7TE *3 ' =-1 i I I cm, �� , , ING OF METAL PLATE-CONNECTED WOOD TRUSSES I, ENGINEERED ATTIC-FRAME TRUSSES 9 24" O.C., SPAN 38'-O" 12" RAISED "" " JLL _ JIL + J. _ __JL MEM—_ JI ---- __ A__ _�'L_ S Jimfr _ " :a, I' HEEL, 18" TAILS (SEE TRUSS PROFILE THIS SHEET) SE NeTE *Is TYP., - -S r' ; -E NOTE *14 ABV. s', ` DS o. If RIDGE LINE I t21DGE LINE: 2. ENG'D GIRDER TRUSS, SPAN 8'-O" NO TAILS SEE NOTE *20 TYP. 0 1 I. O I l c0 m L fE N 7E *8 BELO "111 , p SEE NOTE *6 p I I Cl ° Q ' 3. ENG'D GIRDER TRUSS, SPAN 10'-0", NO TAILSI SEE NOTE *11 L-'- I SEE NOTE *7 f SEE NOTE *Il 6x6 HF*2' 4. ENG'D ATTIC-FRAME TRUSSES 9 24" O.C., SPAN 38' O" 12" RAISED HEEL, r "' I8" TAIL ONE END ONLY (SEE TRUSS PROFILE THIS SHEET) SEE NOTE *9 ' 1 SEE NOTE *14 a GARAGE ROOF BELOW 5. ENG'D GIRDER ATTIC-FRAME TRUSS, SPAN 38'-0", 12" RAISED HEEL, NO TAILS (SEE TRUSS PROFILE THIS SHEET) 6. ENG'D GABLE TRUSS, SPAN 8'-0", 18" TAILS ROOF FRAMING PLAN V 1. ENG'D GABLE TRUSS, SPAN 10'-0" 18" TAILS SCALE: 1/4" 1'-0" S. ENG'D RAISED-HEEL MONO-TRUSSES s 24" O.C., SPAN 5'-5 1/2", 18" TAIL (SEE PROFILE THIS SHEET-SEE BUILDING SECTION ON SHEET A-5,1) 9, ENG'D RAISED-HEEL MONO-TRUSS (GABLE), SPAN 3'-5 I/2", 18" TAIL (SEE PROFILE THIS SHEET) 10, ENG'D GIRDER TRUSS, SPAN I6'-0", CLIPPED 5 I/2" EACH END TO HANG BETWEEN EACH GIRDER ATTIC-FRAME TRUSS *5 (SEE PROFILE THIS SHEET) II. ENG'D TRUSSES e 24" O.C„ SPAN 16'-O 18" TAILS EXCEPT ONE TRUSS WI NO TAILS 12. ENG'D TRUSSES 5 24" O,G., SPAN I6'-0", CLIPPED 5 1/2" EACH END TO HANG STUN. EA, GIRDER ATTIC-FRAME TRUSS *5 (SEE PROFILE THIS SHT.) Ii 13, ENG'D TRUSSES a 24 O.C„ SPAN 8"Q 1/2", IS" TAILS EXCEPT ONE TRUSS W/ NO TAILS 14, 2x4 RAFTERS 6 24 O,C, 48 NORTH — SHARPE 15. 2x6 RAFTERS o 24" O.C. WI 2x6 CEILING JOISTS A 24" O.C. BELOW 16, 2xI2 HF*2 RAFTERS A 24" 0,C, It 2x4 NAILED TO END OF 2x4 LOOKOUTS (48" O,C, MAX,) FOR BARGE BD, ROOF FRAMING PLAN ATTACHMENT - COASTAL 1 IS, 2x4 VALLEY o OVERHANG TYPICAL 19, 2x4 NAILER m WALL FOR ROOF SHEATHING ATTACHMENT JOB NO: SHARPE 20. 5" (MIN.) BARGE EXTENSION TYPICAL m END OF GUTTER DESIGNED: LG TRUSS HANGERS, CONNECTORS AND HURRICANE TIES TO BE SPECIFIED BY DRAWN: JR,BJ E TRUSS ENGINEER AND/OR MANUFACTURER. PLAN AND PROFILE SHOWN ARE 3 DESIGNER'S CONCEPT. VERIFY ANY CHANGES TO THIS PLAN WI TRUSS DATE 12/15/2017 Y ENGINEER AND/OR MANUFACTURER SHEET A-4 . 1 411 . WA amo an a (2)2x12 RIDGE BOARD IIGEMS II 2x6 RAFTERS 24 I o.c. i ; 1 LANDED GENTRY ENGINEERED TRUSSES 12 4x8 HF"2 BEAM PER . 9 24" O,C, HOMES AND COMMUNITIES ROOF FRAMING PLAN 12 11 'I, _ ® 9 ic 8 5/8" TYPE-X GYP- 1/2" CDX PLWD, OR 1/16" OSB 8 SHEATHING 2x6 GLG. JSTS, g 24" O.C. BD. CEILINGS TYP. (VERIFY W/ BUILDER) ON ENGINEERED 7 1 ATTIC-FRAME TRUSSES e 24" O.C. 2x6 STUDS e 16" O.C. 2x12 HF"2 RAFTERS BEDROOM "2 g za" o,c. FAMILY ROOM 2x6 STUDS e 16" O.C. 3/4" T 4 G PLYWOOD OR OSB 3/4" T 4 G PLWD. OR OSB SI-ITH'G SHEATHING (VERIFY W/ BUILDER) (VERIFY W/ BUILDER) ON 2x12 14F"2 2x4 RAFTERS 9 24" O.C. ON ATTIC-FRAME TRUSS BOTTOM ENGINEERED 2x12 PLATE UPPER FLOOR JOISTS (PER UPPER s` PER ROOF FRAMING PLAN 2x4 SCREENED/VENTED CHORD \ i ' GIRDER TRUSS / f PLR. FRAMING PLAN) BLOCKING TYP. I �11■11■I '■I■I■'■1 ■■'� 'pain i� li li U u u h 0 h o h r h h h , o h h II 2x4 STUD-FRAMED RAKE WALL � TN , ENG'D GABLE TRUSS - 1 t 1 1 1 . 1 I I 1 1 I 1 .4 . 1 .. 1 1 1 i i nor 6x10 FALSE BEAM ABV. PORCH ROOF (16" O.C. TYP.) 5/4x8 SIS2E PRIMED- (VERIFY WI BLDR.) 5/8" TYPE-X GYP. 2x4 STUDS A 16" O.C. W/ 2x6 CANTED BOTTOM PLATE SPRUCE FASCIA W/ 5" 16" W/ 1/2" GUMS BOTH SIDES PAINTED MIL. GUTTER I/2" GYP. BD. INTERIOR BD. CEILINGS TYP. —2x6 STUDS e O.C. ENGINEERED RAISED-HEEL WALL FINISH TYPICAL INTERIOR WALLS TYP. MONO-TRUSSES g 24 O.C. 2x6 STUDS PAIN AUMINU 1/2" CDX PLWD, OR 1/16" RAILING W/LTEMP M a 16" O.C. sII OSB SHEATHING (VERIFY DINING GREAT ROOM a �- GLASS PANELS BATH *2 CORRIDOR 2x6 LET-IN I 6x6 1-1F"2 SM. (WRAPPED) W/ BLDR,) TYPICAL 1 EXTERIOR WALLS 3/4 T 4 G PLWD, OR OSB SHEATHING (PER BUILDER) LEDGER CONT. /GI (VERIFY TYPE WI BLDR) ON 2x12 FLR. 2x12 BLOCKING (TYP.) = DECKING PER BUILDER I/2" SOFFIT (PER BLDR) 2x6 STUDS g 16" O.C. JOISTS PER MAIN FLR. FRAMING PLAN II . BLDR. __i 16" In ,� DECK TRIM PER I .. iiiI ' x J I STAIRS IN PER BLDR W/ MASTIC = an�nn�ii�nan, ! 1, �. _ �ii��i . '* FOREGROUND I I APPLIED STONE VENEER w�i� @ 1/2 CDX PLWD. OR 1/16 a GONG. FDN, WALL 4 0 4x8 HF"2 BEAM ON 4x 2x4 STUDS e O.C. W/ 2x12 P.T. FLR. JSTS. 6 I6 o.C, ® ENTRY PORCH COLUMN BELOW (BEYOND) ° POST (PER PLAN) ON 1/2 GLUES BOTH SIDES (TYP, OSB SHEATHING (VERIFY N FTC. BELOW PER RIPPED TO 10" 9 CANTILEVERED „ -� SO* FELT (OR EQ.) WI INTERIOR WALL UNLESS W/ BLDR.) THIS WALL 4 CONC. SLAB W/ DECK (VERIFY DEPTH, REFER TO 2x8 LANDING 7 d CANT. RETAINING IS"xl8"x8" CONC. PAD NOTED OTHERWISE ON PLAN) JSTS ® TURN-DOWN EDGES WALL DETAIL ON SHT. FLOOR FRAMING PLAN ON SHEET 2x6 BLOCKING . A 16" O,C. N '� FTG. BELOW A-3.2) N N ft a _'�I= (PER FDN. PLAN) A-2,1 IF UNBALANCED HARDWOOD CAP _ _ t� CLOSET BEDROOM *4 SEE NOTE "5 SHT. A-3.2 t 6-MIL VAPOR BARRIER 4' , , 4'o (3)2x12 STRINGER ! • •• �II_1L-111=1u =11=nL u-111 a- S° �n—I rnl—u1 �I—III�I_III �iSlt BACKFILL EXCEEDS E _ S 4' O" (VERIFY ON-SITE) 6-MIL VAPOR BARRIER ° t Ex ' V IIJ�f� �l � , � a THROUGHOUT CRAWLSPACE r"t`� 'p GONG, STEP g THROUGHOUT CRAWLSPACE ° — ,i ` a TO GRADE 2x6 STUDS � 16" D.C. :, �` — ` W/ I/2" GWB TYP- STOR. 6" CON(. FDN. WALL / ' ' ii .)» ,, .- 6" GONG, FDN- WALL 4 CONC, FDN. WALL 4 FOOTING CONC. FOOTING PER CANT, I 4" CONC. SLAB a BELOW PER CANTILEVERED CONC. FOOTING PER CANT. ra ° _ RETAINING WALL DETAIL PER FDN, PLAN RETAINING WALL DETAIL ON RETAINING WALL DETAIL ON — ° THIS SHEET " vi- 43 N � t,.,;, .° SHT. A-2,1 IF UNBALANCED SHEET A-2,1 f,' ,€° � -I , t ° u y = — ;• BACKFILL EXCEEDS 4-0 "' * ° .S:: A 4" PERFORATED PIPE IN ♦N CONT, CONC. FIG. BELOW (VERIFY ON-SITE) 4" PERFORATED PIPE IN FREE-DRAINING GRAVEL SLAB PER FDN. PLAN FREE-DRAINING GRAVEL 4" CONC. SLAB NOTE: BASE BASE PER FDN, PLAN PORCH 4 STAIR RAILINGS OMITTED FOR CLARITY 'BUILDING SECTION 6 DINING/GREAT RM./SDRMS, *2 4 *4 'BUILDING SECTION a ENTRY/CORRIDOR/SATf1#2 SCALE: 1/4" = 1'-0" SCALE: I/4" = II-0" 1 PANEL LENGTH PER - TABLE R602.10.5 1 ( 0 0 0 0 0 0 O_ 0 2 O O O O II O 0 0 _ °o o _� 8 I 1/2" CDX PLWD. OR 1/16" O5B SHEATHING O 0 0\ r ATTIC(VR1 FRAME TRUSSESONUILDER) 4"ENGINEERED MIN. 7/16" o o FOR PANEL SPLICE(IF I. WOOD STRUCTURAL NEEDED)ADJOINING PANEL SHEATHING ON o 0 0 PANEL EDGES SHALL BEDROOM *3 ONE FACE MEET OVER AND BE r FASTENED TO COMMON = 0 o FRAMING 0 2x4 SCREENED/VENTED w 8D COMMON OR x BLOCKING TYP. _ _, o o GALV.BOX NAILS @ 6"O.C. AT PANEL EDGES FOR s Q MINIMUM 2X4 5/4x8 SIS2E PRIMED-SPRUCE - - - SINGLE STORY AND AT 4" o FRAMING, MINIMUM o ° FASCIA W/ 5" PAINTED MET,:_ _ - w DOUBLE STUDS O.C.PANEL EDGES FOR U REQUIRED \` THE FIRST OF 2 STORIES GUTTER CONT. o 0 0 m 8D COMMON OR GALV. o o BOX NAILS @ 12"O.C.AT STUDS UNDER INTERIOR SUPPORTS 1/2" CDX PLWD. OR -I/16" HEADER AS o OSB SHEATHING (VERIFY 2x6 STUDS o 16" O.C. TYPICAL REQUIRED o (2) 1/2"DIAMETER WI BLDR.) TYPICAL LJA_<-IN CLOSET MASTER BATH MASTER BEDROOM EXTERIOR WALLS + ANCHOR BOLTS PER EXTERIOR WALLS FIGURE R403.1.1, + ° ° LOCATED BETWEEN 6 HOLD-DOWN OR STRAP-TYPE AND 12 INCHES OF EACH 2x6 STUDS e 16" O.C. 2x12 BLKG, MT', 2x4 RAFTERS e 24" O.C. ANCHOR PER TABLE + END OF THE SEGMENT R602.10.6.1- (BOTH SHOWN FOR — v , CLARITY. STRAP-TYPE + +� _�����nu�a�n �j_9 — MINIMUM REINFORCING OF _{=tws, ANCHORS SHALL BE 1-� FOUNDATION, ONE#4 BAR CONC. FDN, WALL L FTC. BELOW p 5/8" TYPE-X GUMS ;( 8 3/4"x21" GLB PERMITTED TO BE ATTACHED + ° 48 NORTH - SHARPE TOP AND BOTTOM OF PER CANT. RETAINING WALL DETAIL • GARAGE CEILING 7YP. PER LOWER FLR, OVER THE WOOD STRUCTURALo (SEE NOTE "Il SHT. A-3.0 PLAN (SHT. - ,A32) T FOOTING. REINFORCINGON SHEET A-2,1 IF UNBALANCED �� " 1 2x6 STUDS 16" O.C. PANEL �+ + SHALL BE LAPPED 15 INCHES. " 'o BACKFILL EXCEEDS 4'-O p .n (VERIFY ON-SITE) . . 6 3/4"x19 1/2" GLB 5 I/8"x12" GL$ PER LOWER FLR, t t + + + + �1='1 8 m =111�11 (n o, PER LOWER FLR. I PLAN (SHT. A-3.2) •p PLAN (SHT. A-3.2) GARAGE I CONC. FDN. WALL 4 FTC. BELOW 8 CONC. FOUNDATION WALL eBUILDING SECTIONS CONC, FOOTING PER BRACED ° (BEYOND) PER CANTILEVERED �'0 4" CONC. SLAB PER FOUNDATION I RETAINING WALL DETAIL ON SHT. COASTAL 1 RETAINING WALL DE7, ON SW, A-2,1 D. PLAN (SLOPE 1/8" PLF TOWARD A-2.1 1F UNBALANCED BACKFILL = G = a° GARAGE DOOR) I EXCEEDS 4'-0' (VERIFY ON-SITE) i A . 4 v a d =111 II��1II1 - —f n an = JOB NO: SHARPE ° — MINIMUM FOOTING SIZE UNDER DESIGNED: LG OPENING IS 12"X 12".A TURNED-DOWN DRAWN: JR,BJ SLAB SHALL BE PERMITTED AT DOOR I }�I /` /� /� OPENINGS. REINFORCING SHALL BE AS BUILDING SECTION /� MSTR, S?_1RMS/IBDRM. #S/GARAGE DATE: 12/14/2017 SHOWN ABOVE l SHEET SCALE: 1/4" = II-0" ALTERNATE BRACED WALL PANEL A- 5 I 1/2" = 1'-0" WA Sea tart;_ SI GM= tI S SIMPSON8" .C. FLOOR SHEATHING ini 1LANDED GENTRY @ 48"O.C. SIDING PER ELEVATION J , 10" MIN. HOMES AND COMMUNITIES III V® 2x TREADS •II 3/4"PLYWOOD RISERS WALL SHEATHING ....am__ ul WITH (2) 16d RING-SHANK � II ��_ NAILS AT EACH STAIR 3/4"PLYWOOD RISERS STRINGER HEADER PER PLAN III III WITH (2) 16d RING- CAULKING SHANK NAILS @EACH �- � I� WOOD BEAM II R-10 INSULATION METAL'Z' FLASHING �- STAIR STRINGER NIP 2x12 STRINGER(MIN.) 1,,,, ! /5 r @ 24"O.C. (MAX.) �� -..� 2x TREADS 5/4"WINDOW TRIM (FRONT VINYL WINDOW FRAME I� II II I &BACK ELEVATIONS ONLY) 2x12 STRINGER(MIN.) III i � V //// \\\\\1\1\ @ 24"O.C.(MAX.) ��_� WINDOW FLANGE WINDOW FLANGE s� -�• III 3-16d NAILS r 5/4"WINDOW TRIM (FRONT i 111 ; ) - &BACK ELEVATIONS ONLY) 2x STUDS (PER PLAN) IIIIIIIII� SIMPSON H5'S AT 32" NOTE: RISER HEIGHT 73/4"(MAX.)&TREAD WIDTH 10" (MIN.) O.C., STUD TO STRINGER TYPICAL. FINISHED NOSING PROJECTION SHALL NOT @ 16"O.C. BE LESS THAN 3/4"AND NOT MORE THAN 1 1/4" i VINYL WINDOW FRAME as WALL SHEATHING O1 STUD WALL rM STAIR DETAIL C STAIR DETAIL 1 t 4"1"--------- SIDING OR BArTs �J N.T.S. y N.T.S. r _t \_, I_ \ WINDOW SILL WINDOW HEADER $ 2} SCALE 3" = 1'-0" SCALE 3" = 1'-0" 1 WINDOW WEATHER STRIPPING COMPOSITION ROOFING (VERIFY TYPE W/ BUILDER) ON 30* BUILDING PAPER 12 14 1. INSTALL BUILDING WRAP PER MANUFACTURERS ROOF 141 ON I/2" PLWD. OR 1/16" OSB SHEATHING PERELE VATIONS INSTRUCTIONS WRAPPING INTO OPENING. 2. INSTALL 6"SELF ADHESIVE FLASHING TAPE AT SILL (VERIFY) ON ENGINEERED TRUSSES BENDING INTO OPENING 2-1/2"OVER 45° BOTTOM 24" O.C. CORNER PIECES OR PLASTIC CORNERS. 3. INSTALL WINDOW PER MANUFACTURERS 2x4 SCREENED/VENTED BLOCKING RECOMMENDATIONS&BEDDED IN CAULK. 4. INSTALL 4"WIDE SELF ADHESIVE FLASHING TAPE / _ OVER JAMB FLANGE EXTENDING PAST HEAD MIN. 2 1/2"&OVER SILL TAPE. 5. INSTALL 4"WIDE SELF ADHESIVE FLASHING TAPE 5/4x6 SIS2E CEDAR OR PRIMED 5/8" TYPE-X OR 1/2" HIGH-DENSITY GWB TYP. OVER HEAD FLANGE LAPPING OVER JAMB TAPES. SPRUCE FASCIA (VERIFY W/ BUILDER) CEILINGS WHERE FRAMING EXCEEDS 16" O.C. j� SEE FLOOR PLAN(S) (5/8" TYPE-X GWB TYPICAL GARAGE CLG.) a FOR HEADER SIZES 6. INSTALL WALL BATTS OR SIDING AND 4, " WINDOW TRIM. INSTALL METAL"Z" FLASHING OVER 1' 1 TOP OF TRIM.* (2)2x6 TOP PLATE (LAP SPLICES ►� 7. CAULK BOTTOM, SIDE,&HEAD TRIM TO WINDOW FRAME 48" MINIMUM) N AND SIDING. * FLASHING TO BE UNDER BUILDING PAPER CONTINUING UPWARD. re re ilk >0 I LT c I/2" GYPSUM WALLBOARD TYPICAL z0 0 WALLS UNLESS OTHERWISE NOTED • 2bi t 0 0 12 ROOF PITCH I COMPOSITION ROOFING (VERIFY TYPE PER £L£vATIONS W/ BUILDER) ON 30* BUILDING PAPER 2x6 PLATE 3/4" T 4 G PLYWOOD OR OSB SHEATHING ON I/2 PLWD. OR 1/16" 05B SHEATHING (VERIFY) ON ENGINEERED TRUSSES * (VERIFY) ON 2x FLOOR JOISTS (SIZE, SPACING a I 24" O.C. 4 GRADE PER FLOOR FRAMING PLAN) I 1 5/4x6 SIS2E PRIMED SPRUCE 5/8" TYPE-X OR I/2" HIGH-DENSITY GWB TYP. 2x RIM JOISICIOISTDEPTS _\ FASCIA (VERIFY WI BUILDER) CEILINGS WHERE FRAMING EXCFFn5 16" O.C. _ (5/8" TYPE-X GWB TYPICAL GARAGE CLG.) 8'-1 1/8" TYPICAL WALL 2x4 SCREENED/VENTED BLOCKING (2)2x6 TOP PLATE (LAP SPLICES I/2" GWB TYP, CLGS. WHERE FRAMING (2)2x6 TOP PLATE (LAP SPLICES 48" MINIMUM) IS 16" O.C. OR LESS SCALE 1/2"=1'-0" TYPICAL UPPER LEVEL - 48" MINIMUM) 2x6 STUDS 9 16" O.C. I/2" GYPSUM WALLBOARD TYPICAL 2x6 STUDS e 16" O.C. m 1/2" CDX PLYWOOD OR 1/16" OSB WALLS UNLESS OTHERWISE NOTED N- SEE FLOOR PLAN(S) SHEATHING (PER BUILDER) irn- FORHEADERSIZES W/ SIDING PER ELEVATIONS I/2" COX PLYWOOD OR TICOSB _4r ! SHEATHING (PER BUILDER) .- W/ SIDING PER ELEVATIONS Co 2x10 RIM JOIST (VERIFY W/ BUILDER) 2x6 PLATE I P.T. 2x6 kLATE W/ 1/2" DIA. x 10" Li 0 ANCHOR DOLT t 3"x3"xl/4" PLAT 3/4" T 4 G PLYWOOD OR 056 SHEATHING z WASHER " O.C. (VERIFY) ON 2x FLOOR JOISTS (SIZE, SPACING P.T. PLATE W/ ANCHOR BOLT a 0 t GRADE PER FLOOR FRAMING PLAN) PER NOTE •1 ON SHEET A-2.I 0, S sir 4" CONC. SLAB PER FOUNDATION PLAN _ 48 NORTH - SHARPE zi 6" CONCRETE FOUNDATION WALL W/ a 6° CONCRETE FOUNDATION WALL W/ $, , REBAR PER FDN, PLAN NOTES, —"—Ph .. 11�n n 1I II II II €x III cx I r>u F REBAR PER FDN. PLAN, R403,1,3,1 t "�^_'..... n�n�n, " _ _nt �_o = =1= _ ='I = 10 �' tHF*2 BEAM (PER FDN, OR FRAMING PLAN) ON R403.1.3.1 4 IRC TABLES 404,1.2(I) - IRC TABLES 404.1.2(1) - 404.1.2(8). FOR a11. ►°e w FDN, WALLS TALLER THAN 48", USE *4 _( ) 4x4 POST (4x6 POST ® SPLICE) ON SO* FELT (OR 404,1.203). FOR FDN, WALLS TALLER R-10 RIGID INSULATION SLAB v. 44 • • SIMILAR) ON PAD FTG. PER FOUNDATION PLAN THAN 48", USE *4 VERTICAL REBAR • • PERIMETER (IF APPLICABLE) > VERTICAL REBAR W/ 3" HOOK INTO r�; o • o W/ 3" HOOK INTO FOOTING m 48" O.C. ' ' ' A WALL DETAILS w FOOTING e 48" O.G. •gymm= =n1— m=m=m—w=m=w=m=IF 4. CONCRETE FOOTING 4 REBAR I CONCRETE FOOTING t REBAR PER FDN, PLAN 4" PERFORATED DRAIN IN PER FDN, PLAN 4 NOTES ON 4" PERFORATED DRAIN IN SET, A-2,1) COASTAL 1 & 2 FREE-DRAINING GRAVEL BASE t NOTES ON SHEET A-2,1) FREE-DRAINING GRAVEL BASE 9'-1 1/8" TYPICAL WALL TYPICAL WALL DETAIL TYPICAL WALL DETAIL JOB NO: SHARPE SCALE 1/2"=1'-0" TYPICAL MAIN LEVEL SCALE: I/2" = I'-O" SCALE: I/2" = II-O" DESIGNED: LG DRAWN: SD/JR NOTE: THIS DETAIL REPRESENTS GENERAL SINGLE-STORY WALL NOTE: THIS DETAIL REPRESENTS GENERAL 2-STORY AND DAYLIGHT CONSTRUCTION PRACTICES, VERIFY SPECIFIC MATERIALS AND BASEMENT WALL CONSTRUCTION PRACTICES. VERIFY SPECIFIC DATE: 12/14/2017 STRUCTURAL SIZES W/ FOUNDATION PLANS, FLOOR PLANS, FLOOR MATERIALS AND STRUCTURAL SIZES WI FOUNDATION PLAN, FLOOR SHEET 4 ROOF FRAMING PLANS, ELEVATIONS AND BUILDING SECTIONS) PLANS, FLOOR 4 ROOF FRAMING PLANS, ELEVATIONS AND BUILDING SECTIONS) A_ 5 , 2 WA en a a a a BLANK PANEL SIDING W/ Ix2 II DECORATIVE BEAM PER BUILDER iii CEDAR BATTENS 6 16" O.C, eilaa _ ` 12 LANDED GENTRY \ '8 TYPICAL- - - - - \ HOMES AND COMMUNITIES - - - - - - - - - - COMPOSITION ROOFING (VERIFY - - - - TYPE 4 COLOR W/ BUILDER) UPPER FLOOR PLT, HGT, _ _ - _ - - - " - _ - _ - - - _ - - - - _ - _ - ELEVATION NOTES: _T.O. WOWS, I MED - - - - - - - - - - - 1 - BARGEIBOARDI W/ Ix4PTRUCE RIM VARYING 4 COMPLIMENTARY COLORS - - - - - - - -- - - - - - - - o TOP EDGE (TYPICAL) WILL BE USED FOR THE TRIM AND THE - DIFFERENT BUILDING MATERIALS ON 2x TRIM W/ 1/2" p CHAMFER ;il i _ - _ -- - - - _ - TOP EDGE PER PLAN _ FRONT ELEVATION SHEATHINGif - - _ - _ _ INSTALL A SILL WHEREVER STONE/ - 5/4x8 SIS2E PRIMED SPRUCE SIDING PER - - - - - - - - - BRICK VENEER IS INSTALLED PLAN - -rt: - _ - -?CATII011 • TO WDWS J 5/4x4CORNERTRIMaFRONT - - - - - "R _ - :• - 4 BACK ELEVATIONS ONLY PAINTED ALUMINUM RAILING _ :• : _ - - - - - - - _ - _ _ (UNLESS NOTED OTHERWISE) W/ TEMPERED GLASS PANELS - - - - - - - (VERIFY TYPE W/ BUILDERgum ) _ : • _ _ - 5/4x4 DOOR/ WIDW NDOTRIMIM+. SIDES; SIDING PER Q' II II II II II II I -- - - 5/4x4 WINDOW TRIM BELOW TYP. PLAN (0 1ENTRY PORCH PLT. HGT_ - _ - _ - - - _ (FRONT 4 BACK ELEVS. OR FACING PRIMED SPRUCE G.I. FLASHING _ _ _ _ - - - PUBLIC RIGHT OF WAY) CAP (OR EQ.) - MAIN FLOOR LEVEL III - - - - In - - - MASTIC-APPLIED SHEATHING '�_ - " - - - STONE VENEER PER PLAN `V _ LOWER FLOOR PIS. HGT,- - - - - - - - - - - - PER PLAN T O_WINDOWS O cp 2xIO TRIM W/ I/2" CHAMFER a TOP - C j - T - EDGE (SEE DETAIL 'A' THIS SHEET) - 0'� ' i 1 DETAIL • ! ,- ; , �© LAP SIDING (VERIFY TYPE i ER ■■ •■■ ■■ ■■ •■■ •■■ ® a EXPOSURE W/ BUILDER) ENTRY LEVEL ■� I -■ am am ■■ ■■ a. ■■ SCALE: 3/4" = I'-O" _ '�� PROVIDE PRIMED SPRUCE CAP (OR '—i � ; -- EQUAL) ATOP VENEER (G.I. FLASHING Co �� a ABV. TYP.) SEE DETAIL B' THIS SHEET '■� 'n ` MASTIC-APPLIED STONE VENEER �� - (VERIFY TYPE, COLOR a LOCATIONS m LOWER FLOOR LEVEL ■ W/ BUILDER) SLAB a GARAGE DOOR FRONT ELEVATION 1111‘ SCALE: I/4" = 1'-O" GLAZING: 245,88 SQ. FT. = 452% 9 FRONT ELEVATION 12 - ' - - - - - " - " - " - - - _ _ _ - - - - - - BULDNGHEIGHT _ _ _ Av - - - -- -- -- -- - 8 TYPICAL - lillerr __ _ ppr _ _ I I , C I i P.T, 6xb POST WRAPPED , PER BUILDER (TYPICAL) Oral 48 NORTH - SHARPE rnilEI .p pr. _ _ - FRONT & RIGHT _ - - - - - - LVION_ - - - - APPROXIMATE - - - - ORIGINAL GRADE 111101 - -' -- - - - - - - - - - - - - � - - - _ _ _ . _ . _ - - - - . - . _ . - AVERAGE ORIGINAL GRADE "�- - — 71N - - - - - cos No: SHARPE - - 'r . DESIGNED: LG DRAWN: JR,BJ RIGkT ELEVATION DATE: 12/15J201 7 SCALE: I/4" = 1' O" SHEET A- 6 . 1 , . WA eee 1.111 III IIII 11 II lial al LANDED GENTRY HOMES AND COMMUNITIES — - — - — - — - - — -8 TYPICAL - - - - - - - - - - SACK ELEVATION SCALE: 1/4" = I'-O" )t 1 ti't oo / -Nit, ,t4 . 4 tt NNN'NNNNIN I a —hV I =___ 48 NORTH — SHARPEo ► , , BACK & LEFT ELEVATIONS LEFT ELEVATION COASTAL 1 SCALE: 1/4" = 1'-0" JOB NO: SHARPE I t DESIGNED: LG DRAWN: JR,BJ DATE: 12/15/2017 a SHEET i A-6 . 2 1 WA N GENERAL NOTES . FLOOR FRAMING CGONT1Do: PLUMBIN G C CONT DJ 411 ii So OO ilb SITE PREPARATION: 53. JOISTS, RAFTERS AND TRUSSES MUST BE SUPPORTED TO PREVENT ROTATION BY INSTALLING SOLID BLOCKING AT EACH 109. ALL PLUMBING FIXTURES, INCLUDING TOILETS, SHALL BE CAULKED OR SEALED AT THEIR BASE I UPC SEC, 401,2 I - -- BEARING POINT OR AS REQ'D BY MANUFACTURER I IRC SEC. 502.1 I L ANDED GENTRY 110. ALL WATER LINES TO BE PROTECTED FROM FREEZING. IF WATER LINES ARE NOT LOCATED COMPLETELY BETWEEN I. BEFORE STARTING ANY SITEWORK CALL I-8OO-424-5'1..5 TO HAVE UNDERGROUND UTILITIES LOCATED 54, BEARING PARTITIONS PERPENDICULAR TO JOISTS MUST NOT BE OFFSET FROM SUPPORT BY MORE THAN THE DEPTH OF HEATED SPACE AND INSULATION PROVIDE MIN. R-3 INSULATION WHERE REQUIRED TO ASSURE PIPES ARE PROTEC- THE JOISTS. AT MINIMUM DOUBLE JOISTS ARE REQ'D UNDER PARALLEL BEARING PARTITIONS. JOISTS FRAMED INTO TED FROM FREEZING HOMES AND COMMUNITIES 2, ALL STUMPS AND ROOTS SHALL BE REMOVED FROM THE GROUND TO A DEPTH OF 12" IN THE AREA OCCUPIED BY THE SIDES OF BEAMS MUST BE SUPPORTED BY JOIST HANGERS OR LEDGER STRIPS I IRC SEC. 502.4 1 BUILDING. NO EXCAVATED MATERIAL 15 TO BE USED FOR SACKFILL UNDER ANY CONCRETE WITHOUT APPROVAL OF THE BUILDING OFFICIAL. ALL FILL UNDER CONCRETE TO BE STRUCTURAL AND SHALL BE COMPACTED TO 95% 55. IN FLOOR CONSTRUCTION JOISTS AND BEAMS MUST HAVE NO LESS THAN I I/2" OF BEARING ON WOOD OR METAL AND NO MECHANICAL: LESS THAN 3" BEARING ON CONCRETE I IRC SEC, 502.6 1 SEAMS AND JOISTS: 121. NO MECHANICAL SYSTEM OR EQUIPMENT REGULATED BY THIS CODE MAY BE CONNECTED TO FUEL SOURCE UNTIL 56. ALL PLYWOOD OR 058 SUBFLOORING IS TO BE GLUED TO THE SUPPORTING FRAMING MEMBERS. GLUE IS TO BE APPLIED APPROVED BY THE BUILDING OFFICIAL I IRC SEC. 111.1 / NFPA 541.1.1.1 1 IN STRICT CONFORMANCE WITH MANUFACTURERS DIRECTIONS 21. DIMENSIONAL LUMBER TO BE HEM-FIR *2 TYP. (U,N,O.). UNLESS NOTED OTHERWISE USE 4x6 HF*2 HEADER IN EXTERIOR 122. GAS PIPING SHALL BE TESTED AT A MINIMUM PRESSURE OF 3 PSI. GAUGES USED FOR TESTING MUST HAVE AN WALLS ABOVE DOORS AND WINDOWS (SEE DETAIL 'G' ON SHEET A5,1). NOTE: HEARTWOOD SEAMS ARE NOT TO BE USED W/ 4x DEPTH. BEAMS AND HEADERS TO HAVE I I/2" MIN. BEARING TYP. U.N.O. BEAMS SHOWN ARE MINIMUM RED OR ROOF FRAMING: UPPER RANGE OF NOT MORE THAN 5 TIMES THE TEST PRESSURE I IRC SEC. G2411 / NFPA 54 1 Q' BETTER--SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION. CHANGES TO PLAN MADE DURING CON- 123. CLOTHES DRYER DUCTS SHALL BE CONSTRUCTED OF MINIMUM 0.016" THICK RIGID METAL HAVING SMOOTH INTER- STRUCTION SHOULD BE VERIFIED WI DESIGNER SINCE ALL STRUCTURAL MEMBERS ARE SIZED FOR THEIR SPECIFIC 61. PLYWOOD ROOF SHEATHING IF EXPOSED ON THE UNDERSIDE MUST BE EXTERIOR GRADE AND IDENTIFIED AS EXPOSURE I IOR FINISHES WITH JOINTS RUNNING IN THE DIRECTION OF AIR FLOW, NO SCREWS SHALL BE USED. TRANSITION LOCATION4 LOADS I IRC SEC. 803.2.1.1 1 DUCTS SHALL NOT BE CONCEALED WITHIN CONSTRUCTION AND BE NO MORE THAN 12" IN LENGTH. DUCT SIZE MIN. 4" DIAMtitrt (OR AS REQ'D BY DRYER LISTING 4 PER MANUFACTURER INSTALLATION INSTRUCTIONS). DUCT SHALL 22. WOOD JOISTS CLOSER THAN 18" OR WOOD BEAMS CLOSER THAN 12" TO THE GROUND MUST BE OF TREATED WOOD OR 62. ENCLOSED ATTIC 4 RAFTER SPACES MUST HAVE CROSS-VENTILATION FOR EACH SEPARATE SPACE BY VENT OPENINGS TERMINATE AT OUTSIDE OF BUILDING WITH TERMINATION PER DRYER MFR. SPECIFICATIONS. TERMINATE MIN. 3 FEET WOOD OF NATURAL RESISTANCE TO DECAY I IRC SEC. 311.1 I PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS FROM ANY OPENINGS INTO BUILDING. DUCT SHALL HAVE BACKDRAFT DAMPER AND SHALL NOT BE SCREENED. 23. ALL WOOD IN CONTACT WITH CONCRETE, MASONRY OR EARTH MUST BE PRESSURE-TREATED WOOD 0 FOUNDATION- THAN I/15O OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA TO 1/300 IS PER- MAXIMIM DUCT LENGTH SHALL BE 35 FEET AND SHALL BE REDUCED IN ACCORDANCE WITH IRC TABLE G2435.1.4.1. MITTED PROVIDED THAT AT LEAST 50% AND NOT MORE THAN 80% OF THE REQ'D VENTILATING AREA IS PROVIDED BY DRYER EXHAUST SYSTEMS SHALL BE INDEPENDENT OF OTHER SYSTEMS GRADE CEDAR OR REDWOOD AND MARKED BY AN APPROVED AGENCY. CUT ENDS OF TREATED POSTS MUST BE VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABV. THE EAVE OR RE-TREATED OR BE PROVIDED WITH PROTECTION FROM CONTACT WITH CONCRETE [ IRC SEC. 311.1 1 CORNICE VENTS I IRC SEC. 806.2 1 THE OPENINGS MUST BE COVERED WITH A CORROSION-RESISTANT I/4" MESH SCREEN 124. WHOLE-HOUSE EXHAUST FAN (VERIFY WI HVAC CONTRACTOR) TO HAVE A SONE RATING OF 1.5 OR LESS 4 BE WIRED TO A TIMER OR DEHUMIDISTAT. VERIFY PROPER INSTALLATION OF BAFFLES TO MAINTAIN REQ'D VENT OPENINGS IN 24, PRESSURE-TREATED WOOD SHALL BE USED FOR THOSE PORTIONS OF WOOD MEMBERS WHICH FORM THE STRUCTURAL 63. AN INSULATION DAM MUST BE PROVIDED AT THE ATTIC ACCESS OPNG. WHEN USING BLOWN-IN INSULATION CEILING. IF FRESH AIR SYSTEM IS INSTALLED CONNECT TO RETURN AIR WITHIN FOUR FEET OF THE AIR HANDLING UNIT. SUPPORT OF BUILDINGS, BALCONIES, PORCHES, ETC. WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER WITHOUT PROVIDE OUTDOOR INTAKE DUCT WITH DAMPER TO LIMIT AIR FLOW TO 145 CFM UNDER NORMAL OPERATING CONDI- ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING. SUCH MEMBERS MAY INCLUDE 64, TRUSSES MUST SE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL IN ACCORDANCE WITH ANSI/TPI I STANDARDS TIONS, UNDERCUT INTERIOR DOORS TO ALLOW AIR MOVEMENT BEAMS, JOISTS 4 DECKING, POSTS, POLES 4 COLUMNS I IRC SEC. 311.1.3 1 I IRC SEC. 802,10,2 1 125. EXHAUST FAN LOCATIONS 4 SIZES REQUIRED TO COMPLY WITH THE 2015 WASHINGTON STATE VENTILATION 4 INDOOR 25. ENDS OF BEAMS ENTERING CONCRETE OR MASONRY WALLS SHALL BE PROVIDED WITH A MINIMUM AIR SPACE OF I/2" 65. TRUSS BRACING MUST BE PROVIDED TO PREVENT LATERAL ROTATION AND PROVIDE LATERAL STABILITY IN ACCOR- AIR QUALITY (VIAQ) CODE ARE AS FOLLOWS: AT TOPS, SIDES AND ENDS I IRC SEC. 311.1 I DANCE WITH THE INDIVIDUAL TRUSS DESIGN DRAWINGS I IRC SEC. 802.10.3 1 KITCHEN: 100 CFM (RANGE HOOD ACCEPTABLE) LAUNDRY: 50 CFM MIN. 26. STRUCTURAL EXTERIOR POSTS, BEAMS, JOISTS AND DECKING TO BE CEDAR OR TREATED MATERIAL I !RC SEC. 311 1 66. TRUSS MEMBERS MUST NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE BATHROOMS: 50 CFM MIN, 21, FASTENERS FOR PRESSURE-TREATED AND FIRE-RETARDANT WOOD MUST BE OF HOT-DIPPED GALVANIZED STEEL, STAIN- APPROVAL OF A REGISTERED DESIGN PROFESSIONAL. ALTERATIONS RESULTING IN THE ADDITION OF LOADS THAT NOTE: ALL EXHAUST FANS ON 20-MINUTE TIMER. EXHAUST FANS TO VENT TO OUTSIDE AIR NO CLOSER THAN 3 FEET EXCEED THE DESIGN LOAD FOR THE TRUSS WILL NOT BE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPA- FROM ANY OPENING LESS STEEL OR COPPER (EXCEPTION: I/2" DIA. OR GREATER STEEL BOLTS) I IRC SEC. 311.3.1 1 SLE OF SUPPORTING SUCH ADDITIONAL LOADING I IRC SEC. 802.10.4 1 28. PORTIONS OF GLUE-LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE 126. ALL GAS COMBUSTION APPLIANCES (EXCEPT KITCHEN RANGE 4 CLOTHES DRYER) TO HAVE COMBUSTION AIR DUCTED 61, TRUSS BOTTOM CHORDS SHALL BE DESIGNED FOR LOAD WHERE CONDITIONS IN TABLE R3O1.5 ARE PRESENT (TRUSS DIRECTLY TO THEM (VERIFY WI HVAC CONTRACTOR) AND ARE EXPOSED TO THE WEATHER AND NOT PROPERLY PROTECTED MY A ROOF, EAVE OR SIMILAR COVERING ENGINEER AND/OR MANUFACTURER TO VERIFY) WASHINGTON SHALL BE PRESSURE-TREATED WITH PRESERVATIVE OR BE MANUFACTURED FROM NATURAL DURABLE WOOD I IRC SEC. WASHINGTON STATE ENERGY CODE COMPLIANCE: 311.1.5 1 EXTERIOR SHELL: WALL FRAMING: (IN GENERAL MIN. REQ'MENTS PER IRC CHAPTER 6, AS DEFINED HEREIN OR SHOWN ON DRAWINGS) 131. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE IS AS FOLLOWS: FLOOR: R-30 11, FLASH AND COUNTER-FLASH ALL EXTERIOR OPENINGS AS REQUIRED TO MAKE THEM WEATHERPROOF. INSTALLATION WALLS: R-21 31. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS • 16" O.C. TYPICAL. FRAME UPPER FLOOR EXTERIOR WALLS INSTRUCTIONS SHALL BE PROVIDED FOR EACH WINDOW BY THE MANUFACTURER W/ 92 5/8" 2x6 STUDS fl 16" O.C. TYP. (VERIFY EXTERIOR SHEATHING TYPE W/ BUILDER). FRAME MAIN FLOOR INTERIOR FLAT CEILING: R 49 (R-38 ALLOWED IF INSULATION DEPTH MAINTAINED TO OUTSIDE FACE OF EXTERIOR WALL) R-38 WALLS W/ 102 5/8" 2x STUDS (PER PLAN) 44 16" O.C. W/ 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL UNLESS NOTEDVAULTEDCEILING: 12. ALL EXTERIOR TRIM AND SIDING JOINTS TO BE AS SHOWN ON THE ELEVATIONS. WHERE TWO BOARDS BUTT END TO END, DOOORRS:: U8.2,200 MAXIMUM (VERIFY WEATHERSTRIP IS INSTALLED) OTHERWISE BY BUILDER. FRAME UPPER FLOOR INTERIOR WALLS WI 92 5/8" 2x4 STUDS m 16" O.G. W/ I/2" GWB BOTH SIDES SIDING OR TRIM PROVIDE A 15-DEGREE (MINIMUM) BEVEL ON ENDS OF JOINING BOARDS. FLASH CONTINUOUS ABOVE TYP. (U.N.O,). FRAME GARAGE WALLS WI 104 5/8" 2x STUDS (PER PLAN) a 16" O.C. ANGLED WALLS TO BE 45 DEGREES ALL PROJECTING WOOD TRIM I IRC SEC. 103.4 1 WINDOWS: U•.300 MAX, SKYLIGHTS: U..500 MAX. TY . UNLESS NOTED OTHERWISE P IF ADDITIONAL ENERGY EFFICIENCY CREDITS REQUIRED BY BUILDING DEPARTMENT OF JURISDICTION TO COMPLY WITH 32, STUDS PARTITIONS CONTAINING PLUMBING, HEATING OR OTHER PIPES SHALL BE SO FRAMED AND THE JOIST BELOW SO SAFETY: WSEC SECTION R406 REFER TO GENERAL NOTES ON SHEET A-3.1 FOR COMPLIANCE OPTIONS CHOSEN BY BUILDER. WATER LINES IN UNHEATED AREAS TO BE INSULATED TO R-3, HEAT DUCTS TO BE R-8 MIN. 4 EXHAUST DUCTS MIN, R-4 SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE A PARTITION CONTAINING SUCH PIPING RUNS (SEAL JOINTS, CORNERS AND SOOTS). VERIFY INSULATION IS INSTALLED BEHIND PARTITIONS, IN CORNERS, FITTED PARALLEL TO THE FLOOR JOISTS THE JOISTS UNDERNEATH SUCH PARTITION SHALL BE DOUBLED AND SPACED TO PERMIT 81. EVERY DWELLING MUST HAVE ITS ADDRESS PLAINLY LEGIBLE AND VISIBLE FRO E STREET I IRC SEC. 319.1 l AROUND WIRING 4 PIPES AND IN SPACES BEHIND BATHTUBS 4 SHOWERS. INSULATE ALL ACCESS DOORS/HATCHES TO PASSAGE OF SUCH PIPES AND SHALL BE BRIDGED. WHERE PLUMBING, HEATING OR OTHER PIPES ARE PLACED IN OR CRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY PARTLY IN A PARTITION NECESSITATING THE CUTTING OR SOLES OR PLATES A METAL TIE NOT LESS THAN I/8" THICK 4 82. EVERY BASEMENT, HABITABLE ATTIC AND EVERY SLEEPING ROOM MUST HAVE AT LEAST ONE OPERABLE WINDOW PENETRATE 4 INSTALL WEATHERSTRIP TO MINIMIZE AIR LEAKAGE. SEAL OPENINGS AROUND INTERIOR PLUMBING PIPES 1 1/2 WIDE SHALL BE FASTENED TO THE PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN (8)I6d OR EXTERIOR DOOR APPROVED FOR EMERGENCY EGRESS OR RESCUE. WINDOWS MUST HAVE A MIN. NET CLEAR ® EXTERIOR WALLS, REFER TO 2012 WSEC CHAPTER 4 FOR VERIFICATION OF INSULATION VALUES (CHECK WITH BUILD- NAILS EA. SIDE [ R602,6.1 ] OPENING OF 5.1 SQUARE FEET (5.0 S.F. IF LOCATED ON GRADE FLOOR), A MIN. NET FREE OPENING HEIGHT OF 24" ING DEPARTMENT OF JURISDICTION FOR ADDITIONAL INSULATION REQUIREMENTS THAT EXCEED THE 2015 WSEC) AND A MIN, NET CLEAR OPENING WIDTH OF 20 INCHES. FINISHED SILL HEIGHT MAY NOT BE MORE THAN 44" ABV. 33. DOORS THAT ARE NOT DIMENSIONED TO HAVE TWO STUDS (3") BETWEEN R.O. AND NEAREST WALL THE FLOOR. ESCAPE WINDOWS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF KEYS, TOOLS OR 132. INSULATION TO FILL ALL EXTERIOR WALL CAVITIES--DO NOT COMPRESS( CUT TO FIT AROUND PIPES, WIRES 4 OUTLET BOXES. SPECIAL KNOWLEDGE I IRC SEC. 310 I RECESSED FIXTURES IN EXTERIOR WALLS TO HAVE MIN. R-5 INSULATION BEHIND THEM 34. INSTALL 2x6 BACKING FOR TOWEL BARS BETWEEN STUDS CENTERED 48 A.F.F. 83. ATTIC ACCESS TO BE MINIMUM 22"x3O", BE READILY ACCESSIBLE AND MUST HAVE 30" UNOBSTRUCTED HEADROOM 133. BLOWN-IN ATTIC INSULATION TO BE INSTALLED IN STRICT CONFORMANCE WITH MANUFACTURER'S RECOMMENDATIONS FOR 35. CRIPPLE WALLS MUST BE FRAMED OF STUDS NOT LESS IN SIZE THAN THE STUDDING ABOVE. WHEN EXCEEDING 4 FEET IN ABOVE I IRC SEC. 801 1 HEIGHT SUCH WALLS MUST BE FRAMED OF STUDS HAVING THE SIZE REQ'D FOR AN ADDITIONAL STORY. CRIPPLE WALLS DENSITY ! COVERAGE, PROVIDE VENTILATION BAFFLES IN ATTIC WHERE REQD OSE-F TO MAINTAIN I" AIR SPACE. BAFFLE TO LESS THAN 14" HIGH MUST BE SHEATHED ON AT LEAST ONE SIDE AND FASTENED TO TOP AND BOTTOM PLATES OR THE 84. WHEN WORK IS PERFORMED THAT REQUIRES A PERMIT OR WHEN A SLEEPING ROOM IS CREATED THE ENTIRE BUILDING EXTEND 6" VERTICALLY ABOVE THE BATTS AND 12" VERTICALLY ABV, LOOSE-FILL INSULATION, PROTECT ALL FOAM 'DPREVENT H METAL, PLASTIC OR PARGING AT BELOW-GRADE CONDITIONS 4 WHERE EXPOSED ABOVE GRADE TO CRIPPLE WALL WILL HAVE SOLID BLOCKING. CRIPPLE WALLS MUST BE BRACED WITH 15% MORE BRACING THAN AS REQ MUST BE PROVIDED WITH SMOKE ALARMS. A SMOKE ALARM MUST BE INSTALLED IN EACH SLEEPING ROOM AND PREVENT DAMAGE FOR THE WALL ABOVE, WITH WALL PANEL SPACING NOT MORE THAN 18 FEET I IRC SECTIONS 602.9 AND 602.10.2 1 OUTSIDE THE SLEEPING ROOM IN THE IMMEDIATE VICINITY. THERE MUST BE AT LEAST ONE SMOKE ALARM ON EVERY FLOOR LEVEL. ALL SMOKE ALARMS SHALL BE HARDWIRED WITH BA' I tcY BACKUP AND BE INTERCONNECTED. ALL 134, A ONE-PERM (OR LESS) VAPOR RETARDER (KRAFT PAPER, PVA PAINT, ETC.) IS TO BE INSTALLED ON THE WARM SIDE OF 36, WOOD COLUMNS MUST BE RESTRAINED TO PREVENT LATERAL DISPLACEMENT I IRC SEC. 401,3 1 ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 211 AND HOUSEHOLD FIRE WARNING EQUIPMENT PROVISIONS OF THE INSULATION NFPA 12 [ IRC SEC. 314 1 31. ALL TRIMMERS AND HEADERS FRAMING AN OPENING SHALL BE PER IRC TABLES R602.1(I) AND R602,1(2) OR AT THE MIN. 135. ALL RECESSED LIGHT FIXTURES IN THE THERMAL ENVELOPE TO BE CERTIFIED UNDER ASTM E-283 AND SO LABELED OR SEAL SHALL BE DOUBLED OR LUMBER OF EQUIVALENT CROSS-SECTION AND EA, END SUPPORTED WITH PROPER-SIZED FRAMING 85, FOR NEW CONSTRUCTION AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE EACH SEPARATE AROUND THE EXTERIOR IN AN APPROVED MANNER TO BE AIR-TIGHT ANCHORS UNLESS ADEQUATE BEARING PROVIDED THROUGH OTHER MEANS SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS IN DWELLING UNITS WITHIN WHICH FUEL-FIRED APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES I IRC SEC. 315 I 136. SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM JOIST BTWN. STORIES TO BE CAULKED/SEALED. ALL HOLES IN 38. PLACE A VAPOR BARRIER OF 7YVEK (OR EQUAL) OVER ALL EXTERIOR WALLS [ IRC SEC. 103.2 1 BUILDING ENVELOPE TO BE CAULKED/SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, PLUMBING 4 HVAC PENETRATIONS. 86, PORCHES, BALCONIES, RAMPS OR RAISED FLOOR SURFACES LOCATED MORE THAN 30" ABOVE THE FLOOR OR GRADE OUTLETS, SWITCH BOXES AND RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED/SEALED WITH 39. WOOD STUD WALLS MUST BE CAPPED WITH A DOUBLE TOP PLATE INSTALL TO PROVIDE OVERLAPPING AT CORNERS AND BELOW SHALL HAVE GUARDS NOT LESS THAN 36" IN HEIGHT. OPEN SIDES OF STAIRS WITH A TOTAL RISE OF MORE THAN INTERSECTIONS WITH BEARING PARTITIONS. END JOINTS MUST BE OFFSET AT LEAST 24 INCHES I IRC SHC. 602.3.2 1 SINGLE 30" ABV. THE FLOOR OR GRADE BELOW SHALL HAVE GUARDS NOT LESS THAN 34" IN HEIGW MEASURED ABOVE THE APPROVED SEALANT IN HAVE FOODAM H OE GASKETS INSTALLED. ALL S 4 DOORS TO BE S BE / RATED,EAIR TIGHT 4 TOP-PLATE CONSTRUCTION IS NOT TO BE USED ON THIS PROJECT NOSING OF THE TREADS. GUARDS SHALL HAVE INTERMEDIATE RAILS OR ORNAMENTAL CLOSURES THAT DO NOT ALLOW SEALED TO SURROUNDING GWB. ROUGH OPENING AROUND ALL WINDOWS ! DOORS TO BE SEALED/CAULKED A SPHERE 4" IN DIAMETER TO PASS I IRC SEC. 312 L GUARDS MUST BE ABLE TO WITHSTAND LOADS SPECIFIED IN IRC 131. THE BUILDING OR DWELLING UNIT SHALL BE TESTED 4 VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING I 40. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT TO EXCEED 25% TABLE R3OI.5 5 AIR CHANGES PER HOUR, TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0.2 INCHES W.G. OF ITS WIDTH. STUDS IN NON-BEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. ANY STUD MAY BE BORED OR DRILLED PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO 81, INSTALL 1/2" GYPSUM WALLBOARD (MIN.) AT GARAGE/HOUSE WALL AND GARAGE BEARING WALLS. INSTALL 5/8" TYPE-X (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICIAL, TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND GREATER THAN 40% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO CLOSER THAN 5/8 INCH TO TWE EDGE OF THE GYPSUM WALLBOARD AT GARAGE CEILING TYPICAL. INSTALL 20-MINUTE RATED DOOR BETWEEN HOUSE AND GARAGE PROVIDED TO THE CODE OFFICIAL. TESTING SHALL BE PREFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS STUD AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH I IRC FIGURES R60Q,6(1) ! R602.6(2) 1 I IRC SEC. 302.6 1 NOTE: SELF-CLOSING HARDWARE REQ'D BY CODE OF THE BUILDING THERMAL ENVELOPE. ONCE VISUAL INSPECTION HAS CONFIRMED SEALING (SEE WSEC TABLE R402.4.1,1), TOP PLATES IF NOTCHED OR DRILLED TO MORE THAN 50% OF THEIR WIDTH SHALL HAVE A 16-GAUGSMETAL TIE I I/2" OPERABLE WINDOWS 4 DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF AT THE IN WIDTH INSTALLED PER IRC FIGURE R6O2,6,1 88. THE FLOOR SURFACE IN A GARAGE SHALL BE NON-COMBUSTIBLE AND SLOPED TOWARD THE MAIN VEHICLE ENTRY DOOR- FRAME PRIOR TO THE TEST I WSEC R402.4.1.2 1 EXCEPTIONS: WAY I IRC SEC. 309.1 L AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED IN ACCORDANCE WITH UL 325 I IRC SEC. A. A STUD MAY BE BORED TO A DIAMETER NOT EXCEEDING 50% OF ITS WIDTH PROVIDED THAT S H STUDS LOCATED 309.4 1 EXTERIOR WALLS OR BEARING PARTITIONS ARE DOUBLED AND THAT NOT MORE THAN TWO SU ESSIVE STUDS ARE ABBREVIATIONS: BORED 89, BATHTUB AND SHOWER FLOORS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS AND IN SHOWER COMPART- S. APPROVED STUD SHOES MAY BE USED WHEN INSTALLED IN ACCORDANCE WITH THE MANUFACTLRER'S SPECIFICATIONS MENTS SHALL BE FINISHED WITH A NON-ABSORBENT SURFACE TO EXTEND TO A HEIGHT NOT LESS THAN 12" ABOVE THE o AT EL, ELEVATION MAX. MAXIMUM SH SINGLE-HUNG I IRC SEC, 602,6 1 FLOOR I IRC SEC. 301 1 PROVIDE METAL NAIL PLATES IN ALL LOCATIONS WHERE PLUMBING OR WIRING COMES WITHIN I" OF THE EDGE OF ANY STUD A.B. ANCHOR BOLT ELEC, ELECTRICAL M.B. MACHINE BOLT (WINDOW) 90. FURNACE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AND THE REQUIRE- ADD. ADDITION ELEV, ELEVATOR MECH, MECHANICAL SHWR. SHOWER 41. FIRE BLOCKING SHALL BE PROVIDED TO CUT-OFF CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO MENTS OF IRC CHAPTERS 13 THROUGH 20 4 CHAPTER 24. IF LOCATED IN GARAGE FURNACE AND HOT WATER TANK SHALL A ADJUSTABLE EQ. ENGINEER(ING) MICR MEMBRANE SIN. SHEATHING FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES AND BETWEEN A TOP-STORY AND THE ROOF SPACE I IRC SEC, 302,11 1 BE ELEVATED SO THAT PILOTS, BURNERS, HEATING ELEMENTS AND SWITCHES ARE MIN, 18" ABOVE GARAGE SLAB. STRAP A.F.F.LT. ABOVE FINISH FLOOR EQ. EQUAL MICRO, MICROWAVE SIM, SIMILAR INSTALL FIRE BLOCKING AT: HWT TO WALL I IRC SEC. M13O1.2 I, PROVIDE OVERFLOW PAN 4 PIPING AND INSTALL TEMPERATURE 4 PRESSURE RELIEF ALU, ALTERNATE EXP.EX EQUIPMENT MIN. MINIMUM SQ. SPECIFICATION A. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS INCLUDING FURRED SPACES 4 PARALLEL ROW OF STUDS OR VALVE (W/ PIPE TO EXTERIOR TERMINATION) PER IRC CHAPTER 28. VERIFY PROTECTION FROM IMPACT BY AUTOS ALUM. ALUMINUM ISJ7, EXPANSION JOINT MTL, METAL SQ. SQUARE STAGGERED-STUDS AS FOLLOWS: BA, BATH EXIST. EXISTING N.I.C. NOT IN CONTRACT S.S. STAINLESS STEEL a. VERTICALLY AT THE CEILING AND FLOOR LEVELS BDRM, BEDROOM EXT, EXTERIOR N.T.S. NOT TO SCALE STD. STANDARD b. HORIZONTALLY AT INTERVALS NOT TO EXCEED 10 FEET: PLUMBING: BLDG. BUILDING F.D. FLOOR DRAIN O.C. ON CENTER STL, STEEL FN. FINISHB. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, B.O. BY OWNIER NG FIF. FINISHED FLOOR ON-DEMODWH HEATER AND WATER 9TRUCT, STRUCTURAL 48 NORTH - SHARP E DROP CEILINGS AND COVE CEILINGS; 100, PLUMBING TO COMPLY WITH 2015 UNIFORM PLUMBING CODE REQUIREMENTS SOT. BOTTOM FLR. FLOOR O,F,C.I. OWNER TO FURNISH, SUSP. SUSPENDED C. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN; D. AT OPENINGS AROUND VENTS, PIPES AND DUCTS AT THE CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO 101, NO PLUMING OR DRAINAGE SYSTEM OR BUILDING SEWER MAY BE COVERED, CONGEALS OR PUT INTO USE UNTIL IT HAS SWP BRACED WALL PANEL FON, FOUNDATION CONTRACTOR INSTALL 1 4 G TONGUE 4 GROOVE CAB. CABINET F.O.C. FACE OF CONCRETE OH, OVERHANG TEMP. TEMPERED RESIST THE FREE-PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION: BEEN TESTED, INSPECTED AND APPROVED [ UPC SEC. 103.5.1.3 1 CSMT, CASEMENT (WINDOW) F.O.S. FACE OF STUDS O.H. OVERHEAD THK, THICKNESS E. FOR SITE-BUILT CHIMNEYS AND FIREPLACES, FIRE BLOCKING MUST BE A MIN. OF I" THICK AND SUPPORTED ON METAL STRIPS OR METAL LATH: 102. PLUMBING SUPPLY PIPING SHALL BE TESTED WITH WORKING WATER PRESSURE OR, EXCEPT PLASTIC PIPING, 50 PSI AT CENTERLINE FT. FOOT OR FEET OPNG. OPENING T.O. TOP OF F, FIRE BLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQ'D AT THE LINE OF DWELLING SEPARATION PRESSURE [ UPG BEG. 609,4 I CLKG, CAULKING F.E. FIRE EXTINGUISHER OPT, OPTIONAL TV TELEVISION GENERAL NOTES CLO, CLOSET FRPLC, FIREPLACE PH PHONE TYP, TYPICAL 42. FIELD-CUT NOTCHES, ENDS AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE TREATED IN FIELD IN ACCORD- 103. PLUMBING DRAINS SHALL BE TESTED WITH WATER FILLED TO THE HIGHEST VENT IN THE SYSTEM OR 5 PSI AIR PRESSURE COL CONC. MASONRY UNIT FURN, FURNACE PIG PICTURE (FIXED WDW.) U.N.O. UNLESS NOTED COASTAL 1 & 2 ANCE WITH AWPA MR [ IRC SEC. 311.1.11 COL, COLUMN GA. GAUGE P.I.P. CONC, POURED-IN-PLACE OTHERWISE [ UPC SEC. 112,2.3 1 CONC. CONCRETE GALV, GALVANIZED CONCRETE V.T.O. VENT TO OUTSIDE 104. ALL PIPING PASSING UNDER OR THROUGH WALL SHALL BE PROTECTED FROM BREAKAGE. APPROVED PROVISIONS CONST, CONSTRUCTION G.B. GRAB BAR P. LAM PLASTIC LAMINATE VERT. VERTICAL SHALL BE MADE FOR EXPANSION OF HOT WATER PIPING. VOIDS AROUND PIPING PASSING THROUGH CONCRETE FLOORS CPT. CONTINUOUS GR. LAM GLUE-LAMINATED PLWD. PLASTICWOVEST. VESTIBULE FLOOR FRAMING: CPT. CARPET GR, GRADE PLWD, PLYWOOD VIN, VINYL ON THE GROUND SHALL BE APPROPRIATELY SEALED I UPC SEC. 313,1 1 C.T. CERAMIC TILE GWB GYPSUM WALLBOARD PR, PAIR W WASHER JOB NO: SHARPE 51. JOISTS FRAMING INTO THE SIDE OF A WOOD GIRDER SHALL BE SUPPORTED BY APPROVED FRAMING ANCHORS OR ON 105. HORIZONTAL PIPING SHALL BE SUPPORTED AT SUFFICIENTLY CLOSE INTERVALS TO PREVENT SAGGING. PIPE SUPPORTS DIA. DIAMETER HB HOSE BIBS P.T. PRESSURE-TREATED W/ WITH D DRYER HDWD. HARDWOOD R RISER WC WATER CLOSET DESIGNED: LG LEDGER STRIPS NOT LESS THAN NOMINAL 2" x 2" I IRC SEC. 502.6.2 1 FOR ABS MAY NOT EXCEED 4 FEET ON CENTER I UPC SECS. 314.5 4 314.5,1 1 DBL. DOUBLE HORIZ. HORIZONTAL R.D. ROOF DRAIN WD. WOOD DF DOUGLAS FIR HWT HOT WATER TANK REF. REFERENCE WDW, WINDOW DRAWN: JR 52, ALL JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS 4 OVER SUPPORTS WITH 2" NOMINAL WIDTH BY FULL JOIST 106, WHIRLPOOL BATHTUBS SHALL BE PROVIDED WITH A REMOVABLE PANEL OF SUFFICIENT DIMENSION TO ACCESS THE PUMP D.P. DRINKING FOUNTAIN INSUL. INSULATION REFG. REFRIGERATOR W/O WITHOUT DATE: 12/15/201 7 DEPTH SOLID BLOCKING, RIM JOIST, JOIST HANGER OR OTHER APPROVED MEANS, NOTCHES AT THE ENDS OF JOISTS I IRC SEC. P2120 1 DN, DOWN INT, INTERIOR REQ'D REQUIRED WP WATERPROOF SHALL NOT EXCEED 25% OF THE JOIST'S DEPTH AND BORED HOLES ARE NOT TO BE WITHIN 2" OF THE TOP OR BOTTOM DR. DOOR KIT. KITCHEN RM. ROOM W.W.F. WELDED WIRE SHEET OF THE JOIST. HOLES ARE NOT TO BE ANY BIGGER THAN I/3 THE DEPTH OF THE JOIST. HOLES AND NOTCHES MUST NOT 101. SHOWERS AND LAVATORIES TO HAVE 1.5 GALLON PER MINUTE LIMITER. WATER CLOSET SHALL BE 1,8 GALLON/FLUSH MAX. DTL, DETAIL JET. JOIST R.O. ROUGH OPENING FABRIC BE WITHIN 2" OF EACH OTHER. NOTCHES IN THE TOP OR BOTTOM OF THE JOISTS SHALL NOT EXCEED 1/6 THE JOIST DEPTH DW DISHWASHER LAV. LAVATORY S 4 R SHELF 4 ROD XO SLIDER (WINDOW) AND ARE NOT PERMITTED IN THE MIDDLE THIRD OF THE SPAN I IRC SEC. 502.1 I. FOR NOTCHING AND BORING OF MANU- 108. HOSE BIBBS SHALL BE PROTECTED BY AN APPROVED NON-REMOVABLE TYPE BACKFLOW PREVENTION DEVICE DWG. DRAWING NATL. MATERIAL S.F. SQUARE FEET A. 7 . 1 FACTURED FLOOR JOISTS REFER TO THE MANUFACTURER'S SPECIFICATIONS AND FOLLOW THEIR RECOMMENDATIONS FULLY PER IRC CHAPTER 29 EA. EACH HF HEM-FIR SGD SLIDING-GLASS DOOR WA C a_a S S 11 IMMII MIA il ila SWIM riN LANDED GENTRY II N z II HOMES AND COMMUNITIES k TO GARBAGE LAU BELOW II . / II 41?1:::: ' ilii - DISPOSAL yII 1 TTT Cara l ❑ ICE C I— ( C'—' ELECTRICAL PLAN KEY r o I L -1in V - r , .ti TO MAIN Dui > /- Y 50 CFM y I I FLOOR B I I T CI IIN -- WALL SCONCE / 0 : I 1 \ TO UPPER / EXN�FAN I [[♦] RECESSED CAN I [41 FLOOR B TV/TEL C I CEILING FIXTURE HANGING C / (t �A� EYEBALL CAN I ' I; RANGE W/ N I MIGRO (100 IUD FIXTURE �, �, I SSD SMOKE DETECTOR CFM HOOD) I/ "�' " � _ _= f �� ) J EXHAUST FAN/EXHAUST FAN W/LIGHT 'I _ _ s _ o�° 1 = } ASV, (VERIFY)' - / $ LIGHT SWITCH �11 �9SD 111 6D� �SD MICRO I 13 3 WAY LIGHT SWITCH t /' `\ _ ' ASV, I 1 . /'' II II yl \ II 11 SD $y 4 WAY LIGHT SWITCH / \ CO 0 1 I �I le $7 TIMER SWITCH / - / V i II \ _ I I ) I 50 GFM CMINJ_ - _ _ _ cb WALL OUTLET 120 VOLTS NE - � - — ' ' ' — _ r•1 � j a �n �} Sc I I SD r — / :bra' , .,, ��� u Y I I _ _ _ EXP. FAN 220 VOLT OUTLET(DRYER&OVEN PLUG) TV/TEL _ _ _ _ � WATER PROOF GROUND FAULT 9/TV/TEL 0 W -41 III CO \/ ulW INTERRUPTER OUTLET 120 VOLTS : _ b TV/TEL �_5 SO CFM ' \ �/ % � GROUND FAULT INTERRUPTER 4 (M N.J '-I '� r p I �� I O CFI \ He 50 CF (MIN\ OUTLET 120 VOLTS EXN. FAN v 0 SE 5 p cMIN.) ' EXHAU.T FAN ?E \ ` TELEVISION,TELEPHONE - �/ EX�H FAN o o 4 4 AND INTERNET MODULE \ L , I \ _ \ / I a �1 — PULL CHAIN LIGHT 4. TV/TELL` \ - _ - / / U / `\` I 3b SD I / " �} WALL MOUNTED LIGHT s - \ \ �I / he \' II ® HARDWIRE OUTLET II r /cn pV� LL I - - / .. .: �.t I NOTE: l % ; I / � � • ,� SMOKE DETECTOR(SD)S eD 110V INTERCONNECTED I1 w , WITH BATTERY BACKUP TO i FLOOR LOWICPER • / N J 1 / „: id ' \ i 7v/TELL v / : _ _ ,© % _:<Tv/TEL ii UPPER FLOOR ELECTRICAL FLAN . —H� \_ _ _ I — SCALE: 1/4" = II-CH bA db 1-1- T ------- - ------ +/ la. Jam- iF '1' .— I I iI -- I / A II - i - 1 11 - - 11 - - - - - - /®\ Il ., V V / - N A . ; .� _ PTO LOWER < o FLOOR 'A' pa �, p �v p� 'Fr b p' . p FURN. \IWT - - 'a MAIN FLOOR ELECTRICAL FLAN x _ _ = SCALE: I/4" = ILO' m _ __ �� \ \ i -- S' 1 48" 0 / SD �� Goes �— -� � NOTE: 8 ° C ( EXCEPT FOR EXHAUST FANS AND SMOKE DETECTORS, FIXTURE LOCATIONS ARE 7 / o�yy/ > __ — __ _ }' DESIGNER'S SUGGESTION ONLY (VERIFY ALL FIXTURE TYPES AND LOCATIONS WI OWNER). EXHAUST FANS TO COMPLY W/ 2015 IRC MI503, FAN NOISE NOT TO / 3 it EXCEED 1.5 SONES e 0.1 INCHES WATER GAUGE, EXHAUST FANS TO BE VENTED � .P TO FLOOR I'C' TO OUTSIDE AIR TYP. VERIFY ANY ADDITIONAL LIGHTING, A/V OR COMPUTER 7, f4. WIRING REQUIREMENTS W/ OWNER AND/OR BUILDER P (�I 4a B-0) CLG. Tv/TEL a'. / . INTERIOR LIGHTING: A MINIMUM OF 50 PERCENT OF ALL SO CFM LUMINAIRIIES SHALL BE HIGH EFFICIENCY LUMINAIRIES. " N ) � 48 NORTH — SHARPE EXN. F/-\ EXTERIOR LIGHTING: LUMINAIRIES PROVIDING OUTDOOR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL 0 T BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL o u SE HIGH EFFICIENCY LUMINAIRIES. , 48" - L 1 �O ELECTRICAL PLANS I 1 : . --------j-----------------------------1--------- COASTAL 1 & 2 • I TO MAIN - i 1 FLOOR A -- - ' — - — JOB NO: SHARPE DESIGNED: LG DRAWN: JR,BJ LOWER FLOOR ELECTRICAL FLAN DATE: 12/15/2017 I SCALE: 1/4" = 11-O° SHEET ; : E .. 1 , r. WA . ,