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HomeMy WebLinkAboutPermit File 1605 Latitude Circle 0 CII of Ana cc r es <, ,s 904 6�h Street App red dda e: 02121/2018 ' P.O.Box 547 _A.+ ;', Anacortes, WA 98221-0547 ss[Lfie date: 0410�5/2018 '- t-- 'O 0 d/0 7 0 (360) 293-1901 Expor�e gate: 1021201 , Job Address: 1605 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence per approved plans. Owner: LANDED GENTRY Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: (360) 755-9021 Phone: (360) 755-9021 License -: LANDEGD062D4 General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,516.95 Basement Square Footage 827 Plan Review Fee 1,436.02 Lot Area 8287 Mechanical Permit Fees 123.00 1st Floor Square Footage 2109 Plumbing Permit Fee 174.00 Garage Square Footage 745 State Building Code Fee 4.50 Deck Square Footage 275 Sewer Inspection Fee 50.00 Porch Square Footage 84 Storm Drain GFC-Residential 1 ,597.48 Building Valuation 371500 Sewer GFC-Residential 9,482.66 # Forced Air Furnace <=1.000 1 Park Impact Fee 615.00 # of Bathtubs 3 Traffic Impact Fee 2,641.40 # of Clothes Dryers 1 Total Calculated: 18,841 .01 # of Clothes Washers 1 Deposits/Receipts: 200.00 # of Dishwashers 1 # of Gas Fireplace 1 Total Due: 18,641 .01 # of Gas Piping 5 # of Gas Water Heaters 1 # of Water Piping 2 # of Hose Bibbs 3 # of Kitchen Sinks 1 # of Lavatories 4 # of Other Fixtures 1 # of Range Hoods 1 # of Showers 3 # of Ventilation Fans 5 # of Water Closets 3 a ,;,, , i,,,,,,,, i---1 .--- 9 / 7 •-'AT Y o ,_ Cityof Anacortes Invoice/Permit#: BLD-2018-0089 904 6th Street z `" + P.O.Box 547 Applied date: 02/21l2018 s Issue date: 04/0 512 0 1 8 C/, Anacortes, WA 98221-0547 •" ,`F (360) 293 1901 Expire date: 10/02/2019 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LO AL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION I (57 SJGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY """"ó41' APPENDIX C—RESIDENTIAL INSPECTION FORM JULY 2011 titY0+4 ® Works I� ublic m /00v6 Engineering and Development Services Residential Inspection Address: t&b L,4T,Ti,-pt R � Date: -31 Owner: Lp,,,,DIED 44,,s-i-r.4-c Contractor: l_Avo rip Inspected by: 1. Water Meter Box , Set firm and level to finished grade or backside of sidewalk elevation__— Lid and box undamaged. Water meter and customer shutoff installed. :r No debris. Kt Accessible—no landscape obstruction. __.. El..___Driveway installation has drive-over box and lid. _- S Customer gate valve intact_ No leaks at connections. 2. Curb and Gutter 6,.17.4„c..k ► pwv.�wh� t+PPAc � Y6 gf F, ❑ No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable w marks. B ) If road frontage improvements: _... _--- __. o joints._._._.. 5 feet and -- ----._......_..-... .__._..__,.._..__._.._❑ Expansion every15 feet and at driveways. ❑ Concrete has broom finish. ❑ No low spot at curb line, especially at driveway cut. Maximum grade change in 20 feet is 1/a inch. 3. Sidewalk 0/4._ No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. ❑ ADA compliant—1 percent slope to curb. If road frontage improvements: ❑ Expansion joints every 15 feet and at driveways. ❑ Concrete has broom finish 4. Driveway Approaches , ❑ No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. ❑ ADA compliant- Op. APPENDIX C: INSP-02 APPENDIX C-RESIDENTIAL INSPECTION FORM JULY 2011 5. Streets No cracks, blemishes. If road or alley improvements: WA, - ❑^Received proctor and sieve analysis of ballast, crushed rock, and asphalt. _- ❑ Received passing materials testing reports for sub-grade, ballast, crushed rock, _..__......__,___...._._...___...__ and asphalt_ ❑ Received tonnage tickets consistent with required thickness per approved plans 6. Sanitary Sewer _ Inspection card signed off and/or verified in Building Department database. As-built record filed in the address file -VI, Screw cap(s) installed on clean-out(s). Clean-out(s) set at finished grade. - -- - 7. Storm Drainage IA Inspection card signed off and/or verified in Building Department database. 'As-built record filed in address file. -_-Not blocked or diverted to adjacent parcel. 8. Public Utilities Out of Traveled Way NV/Qc- ❑ Concrete collars around City utilities ❑ Final grading ok. ---- _—__ _❑ Restored to prior condition or betters 9. Landscape F'f.e. gwt L-P1 14 D 4‹ ❑ Bonded for completion at later date. Verified against approved landscape plan: -❑ Installation. ---,_._El Type and quantity of plants. __._._---.---------------_----- ❑ Sod or seed in place. --- -❑ Root barrier (receipt filed)_ 10. Erosion Control Measures BMPs removed. SI All debris removed. Site clean. 11 Permanent vegetation ablished. APPENDIX C: INSP-02 II C.) 011eartV aa� 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: 1605 Latitude Circle Owner: Landed Gentry Development Inc. Constructed by: Landed Gentry Development Inc. Building Permit#: BLD-2018-0089 Date issued: November 1, 2018 Use Zone: R2 Dated: April 5, 2018 Authorizing Official: I _ � ! -1 — › _j d - — - PP -4E- Vz p r — 11 p I -- 111 1 J ! --- I 1 I ... ■■ 1111■ ■■�■ ■ NIA■I■ i :.:.:.:::.::. . , , M:::::::::::. ___ __L I , ::: : I ■■ ■� ■p-■ .11.--kluilmill 1 . . I I 1 . . . V I, ir .3 i IW i ... . , 1—h�I ' I 111 II �- a � Q i �� _ ! IR sl I �_ w F 16 Q S II 1 w z I 1I � ■ 11 ` � ' - .,., ,, „Di 4 / . ` ' __ramI i , :::::::.:.:::.:,. 1 I i__ _ , v r * p.. „,, , _ V kyct s .,T,Li [ ... ... . ... , ,.., .__. :.. ...... II vil z • . . . __ 1 . I L is Mit u . . . a 47. " iniiir Z W - -- I I I W 1 H 2 M w ;) _ , I - d ! �, s p ffII Q 0 0 a a 1 V I-1 aiisrls_l_____, asso 1 ft 1 I a- '� �_ I rI I....... c c __ 1 1 ' 1 ,; a4 gi :.: in —1— , ._._11.__I i c i b_ (PA .. .. .. . . ... . . . .. ›_, i4 ...: :::::::: .. . . .. _ v) . . .... . ....:....... . .. .... z , F-` ...... , .. . . \tit/ i I 1 . � VD o I ct El ,_, •.:::..:•:.:. 1. 0 • .• .▪ .• . ■Ic) ..... ,lit„ i, ▪ .▪ ..• .• ...▪ ......• ..• ....• .• ..• .▪ .▪ . .▪ ..• .• ......:.. i ■■■■t__ __ „u _ ■■■■■■■■■«, s . r ■■■ ■I . 1 ,, ,N,ENE. . ii..r —_ I ; , 1 . ... ... c--- :::.:::::.::: rie _ ; , . , 4 , , ,, ,,,, ,.c) :„,::,„,:,::::::,::„ _ ill , 0 , ✓ OIII uo ' I Z —� �, =— O w i Z - o o z w • Ile! w 04 H Q I verJ Hi zH � x Cs) Q � 1 � I o O O w a ►-a ..• t 1 , t Li I Residential Building Air Leakage Test (Blower Door Test) Results Permit#: CI ilcif."‘' it 2.5 House address or lot number:„ O5 L4f tl 'oka CA rc.,1 <... Zip: 43$f•-'2" City: _AV(or 1-cc- AS6? Cond. Floor Area ( ): 2 Age of house: D(and Source(circle one): Nang-) Estimated Measured Results shall be reported as Air Changes per Hour at 50 Pascals(ACH60)and shall be calculated as follows: ACH50= (CFM50 x 60)/Volume • Where: CFM5O.-tt Blower door fan flow at 50 Pascal pressure difference Volume Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: ACHs5 2.1)0t4 CFM@50Pa Ring (circle one if applicable): Open A Blower Door Fan Location: (.5$0ftl tAIOVILL. Weather Conditions: I certify that these blower door results are accurate and determined using standard industry protocol. 4 Company Name: fiost-ex cota-i-A:o0 Technician: A/1/44:11 Radifie-Y41 Technician Signature: ,5e. • - jZDate: OS 261 Phone Number: % 5f7c1 2015 Washington State Energy Code reference: ft402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour.Testing shall be conducted with a blower door at a pressure of 0,2 inches w,g.(50 Pascals).Where required by the code official,testing shall be conducted by an approved third party.A written report of the results of the test shall be signed by the Rartv COnduttina the test and provided t the code official,Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.Once visual inspection has confirmed sealing(see Table R402.4.1.1),operable windows and doors manufactured by small business shall be permitted to he sealed off at the frame prior to the test. 1 tAtitztOpitt IN-STALLED INSULATION CERTIFICATE P.0 Box 2921 Office: (360)424-5179 Mt..Vernon WA Fax (360)428-5081 �1 A TEII INSIIIIrTIOR a SERVICES LLB We certify that the following residence has been insulated with the following materials: Flat Attic Blow in VALUE R-49 Flat Ceiling Batts VALUE R-38 Sloped Ceiling VALUE R-38 Exterior Walls VALUE R-21 Garage Ceiling Underheat VALUE R-30 Address: 1605 Latitude Circle, Anacortes. 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M ' t'. ••r�/t Wr /W•y{JJI e/j•M4u/•I.uN•iri *'•!MI 'r•••r•AyI• • .wru a'ti 0 • • .. ; te 4 • : i ' 6 . 0, 7fre. , I Zorr * 1 /4/ i ' 4. 3 4 0. .. . :3 / 0 , . HERRIGSTAD ENGINEERING & SURVEYING Civil Engineering&Surveying 4320 Whistle Lake Road Dale Herrigstad,P.E.,P.L.S. Anacortes,WA 98221 (360)299-8804 May 8, 2018 Paul Ingals City Building Inspector City of Anacortes PO Box 547 Anacortes,WA 98221 Subject: 1404, 1410 & 1605 Latitude Circle Lots 1, 4 &23, 48 North,House foundation survey layout. This letter is to inform the building department that I staked out the foundation of the above referenced lots prior to concrete foundation footings have been poured on April 17, 2018. House corners were set with hub and tack at 5 foot offsets or as shown on the stakes from the four furthest exterior points of the house foundation. See attached drawing for approved site layouts. All corners meet city setback requirements. If you have any questions or need more information please let me know. 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N 3 `J Q H Q NV 1 wwmwtaoeeiisDD.n,polno,wl,Nrro,Nwar I // � / \ (rag wF•Il N•DW+•Ppp:yt uaN.quDulq•Ply 'a / / / 1 t � MVP• Wr•D•Pww.meci trWPCmWl»MI 'p 7fZ00ZOCOLIOL :1'Y •M1t9H116YM1 / /, / \ / tPD- vivo W+w,.mM a KVawlr N 0 Wail tw Pa 40 3110S A1NnO01DYNS `531100YNY 30 / / _ f / �rPN.vl•r�mwles-ra�mmsPr.elwlm•D v MO M 15Y3 1 3.'1NYN 1ftitON CC d9JSNNUt / \ J r 2Z N01103S MI Y 1YTd NINON Of YZ 107 // �� // t ' / , •• u.m..,a •N011dielOSdO 1Y031 03LYY43N9NV f / / //� '� •!/ - e P46•Wif�'-']I'VnNotl xl oAe,WMwhu1 // // ♦ /�i • \. / /\ Y. PLANNING,COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT vs o4, RESIDENTIAL BUILDING PERMIT APPLICATION -°• " .� Mailing Address:P.O. Box 547,Anacortes, WA'98221 • `'' Office Location:904 6 h Street,Anacortes #'A 98 2 1 �``-.�,. , Phone: (360)293-1901, Fax: (360)293-1938 8 ,$ CITY OF A t,.r, PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): Parcel(s)#: 1 CoOS LATtnice C1f2t L°I A�t.1A Cl cc'I�S WA 96221 l l Subdivision/Lot#: Project Valuation: $ ?CAT o44S 14owiti-i t r 4- / r, APPLICANT: Phone: Pax: LA14DED G rs'RZ.,-/ DElEc--''Her t 1 r Ktc:. D=155—c ( Address(Street,City,State,Zip): E-Mail Address: 504- G. rA(. i-6AkVEr i-, P ORv IN(Cflna tot 9 30 3� PROPERTY OWNER: Phone: Fax: 4S 'Jc -r M ,4�I,Nc. -rest u-C- _155-c702..J Address(Street,City,State,Zip): E-Mail Address: 504e.-Fct AVS4t . uik—r ,(r).A-9Pg,.3 CONTACT PERSON: Phone: i • Fax: J.Jkc( g�= r t'I SIB• - o-7.55-902-.1,e1..1� Address(Street,City,State,Zip): E-Mail Address: 50:1_ r✓.-660 K . viu tLL BC�,u l.kTL $l; Id,_R�?33 LENDING AGENCY: Phone: Fax: " c 'c 5 aaht.AK Address(Street,City,State,Zip): E-Mail Address: IEOt.tV t cam.;N Ji l.ba, tuPi c;/S2 l CONTRACTOR:* Phone: Fax: LAAc.D Cl Utz.-1 Div PH I-tT,114 G 30,O-75s-902. Address(Street,City,State,Zip): E-Mail Address: O4-e.faxtw-, vai-(i &, &uc int-L iuA 91210 3?-__. *Ail 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 Bu nG ��4 2 5 - 1.6i Finance Department at(360)299-1968. Business License#: Exp.Date: PROPOSED WORK: GO1-5T uc - Ott it l t_� .f-4t-tiL-Z psi tac C 0�1 PROPOSED NEW SQUARE FOOTAGE: Basement SQ': F3'�'7 Finished Basement: ® Unfmished Basement 0 1a Floor SQ': Zt I. Garage/Carport SQ': --1,5 2nd Floor SQ': Deck/Covered Porch/Patio SQ': S9 Fire Sprinkler: Yes 0 No ❑ Lot Area SQ': 6 171 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: 3 P'E_v. 0 . g&!t S t f .A Owner 0 Agent 'f i(specify): Signature:_6 --,C°_-, . Date: — ( 41 1-8, c ' Page1of3 MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: I Elec#: Other#: I &.---- Gas Water Heater: #: (' Location(s): 1 .----- Heat Pump: Elec#: Other#: Air Conditioning: Elm#: Other#: Boiler: Gas#: Elec#: Other#: BTUs: Exhaust Fans: Bath#: 3 Laundry#: I Other: 41/ Range Hood: #: I Location(s): 4 ti- Fireplace: Gas#: 1 Elec#: Other:#: Location(s): 1....(`J(14fi I Clothes Dryer:/Duct: Gas#: 1 Elec#: Other:#: Location(s): L.AVCIc.lz t Stove/Range/Oven: Gas#: 1 Elec#: Other:#: Location(s): I_l TG /� I Range Hood: Location(s): V.,1, j e[-i Gas Outlet(s): #: 6 Location(s):LI va-lct 4,14-T 1, (Auk mse, ctikraketu. Other: #: Location(s): TOTAL I PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 7 Rfr' erator water supply(for water/ice dispenser): I t' Kitchen Sink: 1 ressure Reduction Valve/Pressure Regulator: 1 Utility Sink: Water Service Line: t Tub: 7 v W a r Piping: Hand Sink: 4, tVej9,thes Washer: ( L Shower: Electric Water Heater: Tank-less? Yes D No ❑ Dishwasher: I $[tea" ow Prevention Device: Hose Bib: TOTAL OUTLETS: I (: TOTAL OUTLETS: .. Page 2 of 3 PLANNING, COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT CHECKLIST `� Mailing Address:P.O. Box 547,Anacortes, WA 98221 .`kw',co ' 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. 'PERMIT TYPE: - - ti . _ p tag ,,: The,n�mber indicates the®um•ber of eq% 1:1 n ': e ' copies fot:submittal (if-appliacable)' rr� © ® , : . ® ' . ' Y Residential Building Permit Application 1 1 1 1 1 Y Site Plan(Drawn to Scale & Surveyed— 2 2 0 2 2 if applicable) Y Building Plans(Drawn to Scale) 2 2 2 2 2 y Reduced Site Plan(11"X 17") 2 2 0 1 I X Reduced Floor Plan(11"X 17") 2 2 2 2 1 Structural Calculations(if applicable) 2 2 2 2 2 Energy Code Compliance(shown on plans) Drainage Plan/Small Parcel Stormwater 2 2 2 Plan )C Landscape Plan 2 2 2 Grading Plan/Cut/Fill 2 2 2 Critical Areas Report(if applicable) 1 1 1 I Geotechnical Report(if applicable) 1 1 1 1 PIan Review Deposit(due upon 1 t 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 oti�, o� Anacortes Planning Zr, Conunn'i ity Devellopnuent Dept. Permit Center P.O. Box 547, Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 2012 Washington State Energy Code Simple Worksheet 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. Whole-House Ventilation: Select one of the following methods. 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. PARLZ Insulation and Windows: framing Glazing °A Qeili g Vaulted Walls Floor ala 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. PART 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 ae:q(3j,62. (ku. ft, X 5)/60] _ .t 3 OB maximum cfm rate during blower door test ENERGYCODE 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 WS 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. `1 6 mil black polyethylene covers the crawlspace area. Water lines in unheated areas are insulated. ,/ Heat ducts are insulated to R-8 and exhaust ducts are insulated to R-4. .J 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. I Baffles to maintain vent openings in attic are properly installed. Insulation is installed behind partitions and in corners; fitted around wiring and pipes. V. Insulation is installed behind bathtubs and showers. Openings around interior plumbing pipes in exterior walls are sealed. 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. ‘,/I Exhaust fans terminate outside the building. .r� Showers and lavatories have 3 gpm flow limiters. SIGNATURE: l For more information co ci: City of Anacortes Building Department PO Box 547,904 6th Street Anacortes,WA 98221 360-293-1901 '4). . Q'``< City of Anacortes CJ : Invoice/Permit#: BLD-2018-0089 904 6th Street Applied date: 02/21/2018 P.O.Box 547 issue date: 0,; Anacortes, WA 98221-0547 Expire date: 08/20/2019 .` ._rw (360) 293-1901 Job Address: 1605 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New sfr Owner: LANDED GENTRY Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: (360) 755-9021 Phone: (360)755-9021 License#: LANDEGD062D4 General Information: Fees: Plan Review Deposit 200.01 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,597.48 Sewer GFC-Residential 9,482.66 Park Impact Fee 615.00 Traffic Impact Fee 2,641.40 Total Calculated: 14,591.04 Deposits/Receipts: 0.00 Total Due: 14,591.04 c' --i -n 43 .-• Q 'Ci T "9 r- m 1 4 Vl C{t • IA rt. _, Cl -F• ,t • r, ,t i t lii 'C' rr co Cl r' ��• t+.' a .. a C8 Ca a. cc, r,;•' Q••. L• ? C' .p 07 'I I.ri 7.' m it• no C CO 743 -- _ THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAi'S,MDK:I CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMOC`gq:; r; HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONL3- OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR:NCj1, ITN t GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER i,ST#E;- R: LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ". r' CO c.am 0 p;l r+i t--' '.•a C' ,_.' i-i .'e: •rat . C, m c' p•3 SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 1_,i M 7.2 1500 E.College Way#515 if 0ta C o c rrison, Pl. Mount Vernon,WA 98273 Phone: (360)708-1865 C RIS ` uv g [Eng iileer timg@BuildersEngineer.com Structural Analysis: liowman Plan, Ci astal 1 & 29 at 48 North, Anacortes, WA Client: Landed Gentry Homes and Communities CCI Job Number: T17037-A it uilding Design:Jack Reinstra, Landed Gentry Date: May 8, 2017 I $ L,s . ! I ', CITY OF ANACORTE` Ifrz • . . . j. INDEX: Design Sketches and Callouts SKI. —SK5 ,COI —CO3 Standard Specifications. B—G Calculations. Cl —C14. (Certain items are per previous talcs for same building,CCI Job No.t14055,6/30/14) Total No. of pages excluding cover sheet: 28 Notes,Disclaimers: ConstructionCalc,Inc. (CCD 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 C { + EC 6x8 DF-L°2 6x8 DF-L°2 6,L DF-L°2 I5.5/ 4x10 DF-L°2 S P.T. 'x6 POST 1 , ii 1 (3 TYPICAL) -``-., Y LP. 'i''' ') fl1 N DECK yy i a �,r,! 21'-6" x 10-0" 2 S .. I N'a \ 0 .- "� 6� 22. dj i d ' BEDROOM t3 BEDROOM t'2 -' 0 wr-a< 0'-5" x II-6" 10_5 x 12 10 I O( V 4r.•6 xo / ---1°4xDF-L'2 4x10 L 1 h o it � \ 4 'f.. \ \ co„A 3'_lt5" z T,-T., 'A 6050 FRENCH : ro _ all _;_ __ PANTRY n\ DOOR - __ 3'-3Iz" 3'-10II" s Dill ; N '3 I V t MECH. VOID '12" B4PASS \1 fl ? ll 3" d,2yt" I'8„ r CLOSET 1 i p VAULTED 0 01 OU KITCHEN 4" m VAULTED w LL 15 ' 2 S SHELF t ROD �' ,. DINING J I= in > O Q ° r 14'-2" x 11'-10" O r - 'Y r SHELF t ROD L I ti V - oil I� .' E ISLAND W/ \ - r ) I WALK-IN CLOSET I" ,o O `) z iI I= -t FLUSH BAR \ - Q I -s, � � f N I 6-214 / 8-8 IN 1, I 0. 1— 0- I I Fp a I N ar I'-r' 13'-5h"w m W % ' I 1 it 34 1/2" HIGH 2x4 `n =I l7 DOE3,4Tkl _ - _ _ 1.,n_____A. STUD WALL BELOW N c0 r SH. a R. 1 iv / \ 6 \ —"t ' 5'-0"TUB ` — . -Ng- \ - = il r 3'-1h" 1 3'S s" 6,-l" a) 14,_2" j, 2,-8" j. 3,-4" ,'`W/SHOWERJ \� nr2'-is" 19'-8%,�" X 4'4" r 3,-10" ar.� . q�° 2v 4 (� O 2'-8 2 LLLJJJ�'��� 3 _ CEILING RIDGE p in ,( n -a �. -'t- el MASTER, 1 �, MASTER N x = N I� 0 p- v ® I 3,5fi" 2'_8„ X 3,-II" ^ BATH 6.5" v / r BI � 2® L Be ? t 4, = m Y1. /\ U Q VAULTED Ci in 84° VANITY N ry r 0 2 = n W �' " 5'-0" SPA l w „ LIVING ROOM LAUND, 3 1 TUB `t- V 25 I - - - - - - � .� . U- N � q 42" HIGH WALL '1 IL E VAULTED v E.,RY 6'-101 ° 3'4" 1.1._5,, W/ HDWD GAP 4'4tiA° s. -I IALF WALL W/ tau 3 0 m 6 L,2 HDWD. CAP e- U .0 ICII 6 I= v 410 'r �' oso 1o50 '....0 MASTER BEDROOM a- 0 2d6 2{ 2{ti 1 S S/L 5/L O C 21'1" x 12' Uy� ,� ,. R Z4xI0 1 '7( _•P "I'=^, SLID su�� � 2..5� .f�° ��� 4x10 �� �L°2 Q � ,: ! l9 v v�y �{b��.� DF-L°2 6080 FREN DOOR 4x8 DF-F°2 _ (MI / c+p�. - p ° I j11 o \ r - -- - - Q- PT. 506 0 • 4x10 w'-L°2 5060 X0 - . 4 1-KA''It1-, --- "' G) 1 :JP. (TEMP.) I F,,- H - WALL ASV. 2 `y L[ 4x6(MIN•) / 4 CIF. S 24x6 0 -"'O2 2' DF-L°2 2 E I I II ' -1) / , Lb"dt DECK DF-LP2 POP' H 2 O f 266 20'-0" x .5-O" SEAM ASV, FE1, l GR. I dx8 DF-L42 PI et ////// 'male j� (�—c�` III--II dr. 1 6.F F .. /- \ 11. U\ OS XX 2 Ply W '2,qN4 ' • i. -.z-- .. LA-rail-AL- 6 irtpits - Lotvek, LEA. . veg ..._......, .......... ___.,......_,...,... . ._,.. ..,,,. f'",• :Pk; •,•'','\').os f.4 .'''.1 .; ,,•: -..._,`.4 ..°'1,,,; •.-: •.o. `[., .'''',„; ., • •o „N o . . "<, o ' SHOP , • -9 • 23'-2" x 10'-0" `.' '‘..• .o o 2'-IIJS", 4, 1 ,... ,• ..„. f''.1 .'''vo,,,,: •,•.: •,... f.", •'",„,,; .,•7 .,.. f''.; •'',„„;,,...: •.- fl ."',; .,•`,'. • ,. '., ,... , cg V n 5xI5 OR 6.15x16.5 GLB . . . . . .-, :', P.T. 6x6 POST BELOUJ si BEAM END,OR POCKET--- 0 4, FAMILY/MEDIA ROOM ES) Esm, INTO CONC. WALL. -,..n 26.-10"x 3-11" (VERIFY W/BUILDER) 1 ' . .o Cf3 ti 4 17r .\ . c,,,.., .., 1 . ...:74i i x5 TF-L42 4,4a ,, / GARAGE LO F._01 l'-4" ..e___122%-9 " 1' 4' e / 21'-1" x 33'-io"3... DF.L.2 I hxa DF-1_62 I `1. SHELF 4 ROD - 714' -T 't I " •-,:l q -04 M. 0 -,-- , . 6 12"BYFIA55 ti. 1 C1/4-\\--iti- I '11 /.% r_i . --- - -' 1 41:1112-" j‘j5‘5111" 4'.-11' '' . ' ° 1 - =.,.., .. ( i 2..' ce, 0 -C4 1 BEDROOM 04 ENTRY 13.-1" x 13'-2" S' -s. Ci \6‘. 1 BATH(DO • 0 _\II-Hr 11-11 1050 41-*2 10 ••• \ . 56P. -- 5/L 0 '9 \,,,I.D/S4-191WIEIR In / . .. s.,4xe• l'F-La2 . 4x:if DF-L°2 it 2'6/ , r, ->, 5 1/8.x1341/2 GLB 24F-V4 DF/DF 7 lik• < ..,, 11 _ 5050 XO 5050 XO le• ''''. 1 r w ' - .I ti____. ifx77:i 0 ., _ 16'.4 \ 8.-0" OVERHEAD GARAGE DOOR PORCH / - - - '''% 2 FIAL\ N 4" CONC.. 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'.4 V •• A. • o - • r E V a • • o - • e a < o A • • c L` p • ° I \ N u — 1 - - - _ d p ® \ 8%/ / 4'-51" / IV'-on (VERIFY) f I4'-O" (VERIFY) / 20'-0" (VERIFY) / 5'-6" 45'-0"/ / / b'2} 5 - 1 . S K5 D1 )( . . i Shear wall top connection - .1 framing parallel. , ( D2 : Shear wall top connection ' framing perpendicular. , ! , . _ . 11445 s i Oa. 1-4455 c1(2- ‘ ,4 rrell e op. v-Ar-r*Es2-. 140 Cgcuks4 of2- 1\1-7 H2-5 cie, o moi- e$2,At...0A Go Lt r H1 , I spwc„.164ttio • , . • i • - -, 1121.15s oft- VA vTC--fi.. c49-4-c 13 t.104 • To /;1•-qc4. eitz_ q-c)+cal" LTP/4- Ci-164n4 144 L . '"-- „' ' , . , A i z -- -- :. • . 1 . ACT 4{2.5.. , 1 entEq.. . • $.0••Ac,,Lly :. i--,-- 5-Dwc i5(,00 • • i i • . Act xr,,, . • , 1 .• 4 REA-1141,-16i , . , • If • * 54.1-14 •14 To 1st. ,12-6 • ! . — --• I , . . , , t • I, i •. i • . i • I, , ' 1 I Structural Shear Wall Callouts©—Copyright ConstructionCalc,Inc(CCI) Typical Shea Wall Callout Symbol This symbol indicates a de icated shear wall or panel,the type per callout below. 11/4--' Walls without this symbol a not dedicated shear walls- use codldividual standard construction. 1P Min length of shear p el,ft. 3.4 14 - If"W",construct entir Wall per this callout,with m nimum panel lengths indicated on plan. If"NS",means Not a Shear Wall. Build per code ' um. Sill Bot anchor Top of plate to max Capa- Stud Nail Edge ; Sill Block- Top of wall fram- spc'g/ city, Nails Stud Stud mat'1 /Field Top plate& ing at wall coon to big, min. wind/ Sheath- j or height, spac'g, Stud (see spac'g @ Top plate studs unsup- conn to perpen- max. Mud sill embed- Call- seis, ing, Sides of screws, max., max., size, std st'l Stud Plate, splice, w/edge ported parallel dicular spc'g, anchor to ment, out Eh,plf min. wall size ft. in. min. specs) spac'g,in. min. min. nail'g edges framing framing in. concrete in. 6/6@24 10 24 2x4 Sawn 6/12 16 Con't one, Con't sheathing 5/$ bolt 7/16" either sheathing +blkg or or 5/8 12 16 2x6 Sawn 6/12@16 48"lap Titen HD, 168/ OSB or ` side, or A34 or H2.5 or 1PW 1 8d 2-2x4 w/8- 2x NA 16d @ 6 w/3" 72/4 120 plywo- apply LTP4 at SDWC- 16dod directly 16 12 2x6 Sawn 6/12@12 36"m . 15600,@ `�'s� Or to studs Se D 1 24"m MASAP MASA or 22 ( 12 1.75x5.5 LVL 6/12@12 See D2 490/ 2PW 350 (same) (same) (same) (same) (same) (same) (same) 4/12@16 (same) (same) (same) 2x (same) (same) 16d @ 4 (same) 36/4 , I n a CPS Structural Callouts©—Copyright ConstructionCalc, Inc (CCI) 13 TS Twisted Strap-Joist Holdown * Min.,Capacity: Good for 1,215 lb. tension. * Twisted Strap: Use min.,TS22 twisted strap applied vertically. - Attach to beam or floor joist above. - Attach to double stud below. 14 TS Twisted Strap -Joist Holdown * Min.,Capacity: Good for 1,450 lb.tension. * Twisted Strap: Use min.,HTS30 twisted strap applied vertically to outside of wall sheathing. - Attach to cantilevered floor joist above.Wrap over top if necessary. - Attach to double stud below. 15 FF Floor-To-Floor Holdown * Min.,Capacity: Good for 1705 lb tension. * Strap:Use CS16 vertical strap applied to outside of wall sheathing. Attach to 2 2x, 3x,or 4x studs lined up above and below rim joist.Fill all nail holes with 16d. If strap falls on rim,header or beam below,nail to rim,header or beam and wrap around bottom if necessary. * End Distance: 12"min.to each upper and lower studs. Approx total length=24"+depth of floor system. 18 HD Alt 1 -Holdown-Embedded Strap Type. * Min.Capacity: Good for 3815 lb.uplift,wet set application only. * Holdown:Use STHD14 for no rim joist condition. - For rim joist condition use STHD14RJ. * Nails:Use 30, 16d to full-height stud as follows. _ * Stud: Use larger of:king stud as spec'd elsewhere; or choice of 2-2x, 3x,or 4x. Alt 2-Holdown-Bolt Type * Holdown:Use HDU5. * Lags:Use 14 SDS 1/4 x 2.5 to full-height stud per above. * Anchor Bolt: Use 5/8"diameter SSTB24,or 5/8" all-thread with nut and 3"washer on embedded end.Min embedment= 16". - If too long to fit in footing,bend 90-degrees at bottom of footing,maintain 3"cover at bottom of footing. - If cripple wall below,use all-thread and CNW coupler nut or similar. 19 DS Drag Strap * Min.,Capacity: Good for 1,705 lb tension * Drag Strap: Connect beam end to exterior wall top plate beyond with CS16 x 24",centered over beam/top plate intersection. - Strap must be straight and horizontal. - Strap may attach to either side or top or bottom of members connected. * Nails: Use 10d,all holes filled. CO3 20 H Header — * Header:use min: 2x6,tall dimension vertical in"L" configuration.Or use min.,2-2x6,or 4x6. - For"L"configuration,connect vertical header member to flat 2x with 16d @ 4" OC. * Trimmer: (a.k.a.,Jack Stud)Use min., 1-2x, or concealed flange hanger,each end. - As alternate,may use FC4 for 2x4 wall,FC6 for 2x6 wall.(FC4 good for 865 lb.,FC6 good for 1010 lb.) * King Stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 21 II Header * Header:use min: 2x10,tall dimension vertical in"L"configuration.Or use min.,2-2x8,or 4x8. - For"L" configuration, connect vertical header member to flat 2x with 16d @ 4" OC. * Trimmer: (a.k.a., Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. - As alternate,may use FC4 for 2x4 wall,FC6 for 2x6 wall. (FC4 good for 865 lb.,FC6 good for 1010 lb.) * King Stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 22 H Header * Header:use min: 2-2x10; or 4x10. • * Trimmer: (a.k.a., Jack Stud)use min., 1-2x,or concealed flange hanger,each end. * King stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x, each end. - Openings 5'wide and less,use min., 1-2x,each end. 23 H Header * Header: use min: 5x13.5_glulam,LVL, or PSL. * Trimmer: (a.k.a.,Jack Stud)use min.,2-2x,each end. * King stud:Use min.,3-2x,each end,full height bottom plate to top plate. 30 R Rim * Use min., 1.5 x 11.25 LVL. 31 L Ledger-Deck Joists to Rim. * Ledger:Use min., 2x,PT ledger,at least as tall as joists. Ledger Connecion: Connect to rim with SDS or LedgerLOK at max., 12"OC and within 3"of ends and splices. Where ledger cantilevers,use 4 SDS or LedgerLOK spaced 3"apart. Center this cluster of connectors 6" from end of rim joist. Min.backspan of leger before a splice=8'. - SDS or LedgerLOK to be of length necessary for full penetration in rim. * Joist Connection: Connect joist to ledger with U or LU hanger. 71 P Post * Post:Use min.,3-2x4,or 2-2x6,or 4x6. * Floor-To-Floor Condition:Where bearing on floor with post below,ensure solid blocking through floor cavity. 73 P Post * Post Use min.,4x6 PT • Connection at Base:Use PB,AB,ABU,ABW,CBSQ or similar. 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. 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 a new single- family residence as follows: *This model was analyzed previously by CCI. Certain foundations,beams and columns did not change and are approved herein by inspection.The previous analysis was CCI job no. t14055,6/30/14, sealed by Tim K. Garrison, PE. *This analysis is for the Lowman model, versions Coastal 1 and Coastal 2. *This analysis may be used for any such models constructed in the Landed Gentry 48 North community in Anacortes,WA. *If any variation(s)to the above models is/are made, an addendum to these calculations is required. 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. LOADS Following are the loads used for the subject design/analysis: o Roof live: 20 psf. 0 Exterior wall dead: 10 psf O Roof+ceiling dead: 15 psf 0 Interior wall dead: 7 psf o Roof snow: 25 psf 0 Seismic Factors: Ss= 1.10, S1=0.437 o Floor live:40 psf 0 Seismic Des Category: "D" o Floor dead: 15 psf 0 Wind Exposure 'C', 3-sec gust: 120 mph. O Deck live: 40 psf 0 Assumed allowable soil bearing pressure: o Deck dead: 10 psf. 1,500 psf. SINGLE PROJECT: The calculations,drawings,notes, specifications, and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid, are not applicable to, and shall not be used for any other project at any location other than 48 North,Anacortes. 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. C 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- 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. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps,and organic matter, compacted to 92% relative compaction. Where pipes enter and exit structures (distribution boxes,utility boxes,catch basins,manholes,etc.)use structural fill around the structure.Carefully place and compact to 95%relative compaction under and around all pipes. 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". Foundations,Footings on Rock: Where footings bear on rock, clean the rock free of dirt,moss,debris,or other deleterious substances.Place concrete directly on cleaned rock. Where rock is sloped less than 3:1 (18-degrees),no dowels into rock are necessary. Where rock is sloped 3:1 (18-degrees)or greater, use#4 x 16"long dowels rotohammered 6"into rock. Rotohammered holes to be '/2"diameter, perpendicular to face of rock.No epoxy is necessary.Dowels to be located as follows: 0 For continuous footings,use dowel within 6"of ends,corners,and intersections and at 48"OC max spacing.Dowels to be centered on stemwall. 0 For pad footings,use two dowels spaced 8"apart,centered on footing. If dowel is too long to fit in footing,use 90-degree bend as necessary to provide 2"cover at top of footing. Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier(designed by others) are recommended for all interior slabs. 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. 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. BOLTS AND DOWELS IN CURED CONCRETE: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar,or similar). Washers.Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted,with plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems. Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches. For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: Material.All sawn framing lumber, not including beams,posts, and columns,shall be Spruce Pine Fir,Hem Fir,or Douglas Fir-Larch,Number 2 or better,unless otherwise shown. All sawn wood shall have moisture content less than 25%. General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural element,construct said element per minimum building code. Beams and Posts.All sawn structural beams,headers,and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No. 2 or better. Glulams, PSLs,LVLs,etc. shall be per Prefabricated Wood Products section below. Multiple Ply Members. Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer,or header,connect all plies with 16d at 4"OC, staggered. Beams, Columns.Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple ply beam or column,connect all plies with glue and 2, 16d at 4"spacing. Glue. Where specified, wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or equivalent.Prep and apply per manufacturer's recommendations. Window and Door Openings. Header.Use header size shown on Structural Plans.May use larger of same material.All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E.a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings.Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them. Each header shall use the number of king studs specified in Structural Callouts. Discontinuous Top Plate.Where wall top plates are cut,omitted,or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or outside of wall. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts. Concealed flange hanger of similar bearing length and capacity maybe substituted for trimmer. King Studs. Use size (or larger)per Structural Callouts.These must be full-height,bottom plate to top plate, IE diaphragm to diaphragm. 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. F 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. Blocking/Bridging. Provide continuous blocking at all bearing locations. Provide full depth bridging or blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the•top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column, or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified:Use washers on all bolts; tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches 1 inch diameter bolts 4.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles, gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts.All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. 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. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes,forces,installation procedures,blocking,bracing, etc. Engineered Wood—General. These products must be provided, stored,and installed in accordance with manufacturer's recommendations.Failure to do this may void the warranty and diminish load carrying capacity.Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL (Parallel Strand Lumber)and Versa-Lam.Where called for,use minimum 2.0E,2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber). Where called for,use minimum 1.9E, 2,600 psi minimum allowable bending stress. LSL (Laminated Strand Lumber). Where called for,use minimum 1.3E, 1,700 psi minimum allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted,all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade,manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations.If these span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF. If visually exposed to interior living space,use Architectural Appearance Grade. Plywood or OSB Shear Walls. All shear walls shall be positively connected to horizontal diaphragms or slabs at their tops and bottoms per the Plans and Callouts.Wall sheathing may be either Oriented Strand Board(OSB) or plywood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. Store and install in accordance with the recommendations of APA and IBC for shear resisting vertical wall sheathing. AI • CA • _ Turn• K . Garrison , P . E . 1So0 E. College Way #515 Mount Vernon, WA 98273 Phone: (360) 708-1865 Consulting Engineer timg@BuildersEngineer.com • • -s. T 64LAL . AA, L _ SEC- 7 I 2A /../ �✓� . . . 1 _ A7.6k o 5 •C"" I as 08-1.81 Dr,*a b e or-Cr: a.0 uan O TITIGAL. I Tt • , q9 9 BEDROOM 03 BEDROOM •7 C I 1 1? • . tp1 Ter Ifilligin � }aj ¢!--- �A ,) ,1, i �q I I I if y nV-u vco r e P•ub • o1 '�... ArV� ... I o I Y of .:)y' 1141t Cuter _ I I ' it KIrtCi.�FmN .]. V.uA,iFD 1 'el. l t b1611iI[po i • - l Qiy � a 4 O' . Pr) isitl j bIE3P 1 ROD fi I n41.D n. 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Strcvicturr 0 esign Loads - 0L;3C 2015 8 ASCE, 740 Seismic CalcuLations Pmm' ASCE 7=10 Project Lowman model Job No t17037 Date 5/5/17 Location 48 North, Anacortes, Latitude Circle. USGS 0.2 Second Response SS = 1.100 % of gravity USGS 1.0 Second Response S1 = 0.437 % of gravity No. of stories above ground lev. Two Stories vio Site Class Stiff Soil Profile, D(fyp.) Risk Factor I,Comm'i,Industrial,Residential^ Med Hazard, It �' Equiv Lateral Force Method Seis importance, I = 1.00 Structural System Bearing wall -wood or light steel shear wall V .2 sec response, Ss = 1.100 ... .......... .. . Ss use for Cs = 1.100 Is structure regular and 5 stories or less? Yes V Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.437 Site coef, Fa = 1.060 Redundancy factor, p= 1 Site coef, F„ = 1,563 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, ha = 24 ft 0 - Str factor, 00= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-90, 92.E Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.166 Height Limit(feet) 65 Spectral accel parameter, SM1 = 0.683 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, Sips = 0.777 0 - Str factor, 00 3.00 Design spectral parameter, Sipe = 0.455 Seismic Base Shear, V 0.120 *W I Building period coef, CTS = 0.020 Horizontal Seismic Load Effect, Eh 0.120 * W Approx fundamental period, Ta = 0.217 Vertical Seismic Load Effect, Ev 0.155 *W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh + - Ev 0.275D & -0.035D Building period, use, T = 0.304 LRFD Comb 5 1.355D + Eh + .5L + .2S Camax = 0.323 LRFD Comb 7 0.745D + Eh Csmin = 0.010 ASD Comb 5 1.109D + .7Eh Seis response coef, CS = 0.120 ASD Comb 6b 1.078D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.155D ASD Comb 8 0.491 D + .7Eh Max diaphragm force, Fpx max = 0.311 D Wind Loads Per ASCE 7 10 m Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Lowman model Job No t17037 Date 5/5/17 Building Wind Exposure Exp C Where exp.B and l)don't apply. Enclosure Classification Enclosed Building(Typical) 3-Sec Gust, Basic 120 mph `_: ASCE7-10 maps, Fig 26.5, p247 I ASD,Bask Combos,Stress Increases allowed for wood only. Method Load Comb Factor 0.6 Roof Pitch 1 4.00 /12 Slope 1 e = 18.4 deg Roof Pitch 2 4.00 /12 Slope 2 0 = 18.4 deg 2012 IBC Loads Calcr 5/5/17 Hill Shape I Topographic Factor Not Applicable V LIB 1.08 Building Width Perp. To Ridge B = 48 ft h/L 0.37 Building Length Parallel To Ridge L = 52 ft Gust Effect Factor G = 0.85 Mean Height Of Roof(ft) h,n = 19.0 ft 3-Second Gust Power Law Exponent of = 9.5 Eave Height(ft) heave = 16.0 ft Normal Ht. Of Atmosp.Bndry Layer zg = 900 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.892 26.8 ASCE 7 Height of Hill or Escarpment (ft) Hh = IBC Load Factor for ASD Wind-1605.3.2 co = 0.60 Narrowest Half-Width of Hill at Half-Height(ft) Lh = Topographic Factor Kzt = 1.000 Horiz. Distance From Crest To Bldg. Site (ft) x= Velocity Pressure @ mean roof ht. qh = 27.96 psf Windward Wall Pressures 'Internal Pressure Intermed. Windward Internal Pressure Elev K Value qZ Wall 0-15 feet 0.849 15.96 psf 10.85 psf +/- 5.03 psf 15-20 feet 0.902 16.96 psf 11.53 psf 20-25 feet 0.945 17.77 psf 12.08 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.982 18.47 psf 12.56 psf 30-40 feet 1.044 19.62 psf 13.34 psf Leeward Wall Side Walls 40-50 feet 1.094 20.56 psf 13.98 psf -6.89 psf -9.98 psf 50-60 feet 1.137 21.37 psf 14.53 psf (Outward) (Outward) 60-70 feet 1.174 22.07 psf I 15.01 psf Roof Pressures - 70-80 feet 1.208 22.70 psf 15.44 psf Based On Posn. Pressure Down Ridge 0 to h/2 -12.83 psf Transverse (Perp. To Ridge) h/2 to h -12.83 psf h to 2h -12.83 psf Leeward Wall Side Walls > 2h -12.83 psf -7.13 psf -9.98 psf (Outward) (Outward) Horiz prof r Mope 1 - 20.5 sf 13.34 psf 4.00/ 12 p 41601 -6.26 psf -8.11 psf 0.35 psf 12.56 psf . 19.7 psf t i! 12.0814 +/- 5.03 psf 19.2 psf +/- 5.03 sf 11.53 ysf " +/- 5.03 psf -7.13 psf 18.7 psf t +%- 5.03 psf 10.85 psf 18.0 psf CY 1 48.00 ft Roof 1 slope: 4:12 0.32 rads 18.43 deg Roof 2 slope: 4:12 0.32 rads 18.43 deg Press, slope 1, roof, horiz proj: 4.5 psf Press, slope 2, roof, horiz proj: 4.5 psf 2012 IBC Loads Calcr 5/5/17 ConstructionCalc, Inc `zi Lateral Load Calculator Job No.: t17037 Job Name: Lowman By: tkg Architect/Designer: Landed Gentry Date: 5/5/2017 Building: Lowman SEISMIC LOAD CALCULATOR Seismic Factor: 0.120 Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s tot up tot e-w dn tot e-w Dim 1 54.00 Dim 2 49.00 r Mul factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 • Trib Area 2789.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °o . Dead weight, psf.[ 15.0 I 15.0 1 15.0 1 15.0 ' 15.0 1 15.0 I 15.0 f 15.0 I Seismic factor.; 0.120 I 0.120 I 0.120 0.120 I 0.120 I 0.120 I 0.120 I 0.120 Calc'd seis load 5020.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 202.00 202.00 Dim 2 5.00 _ 12.00 m Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 1010.0 0.0 2424.0 0.0 0.0 0.0 0.0 0.0 ii Dead weight,psf.} 10.0 r 10.0 f 10.0 F 10.0 ' 10.0 F 10.0 1 10.0 f 10.0 Seismic factor.' 0.120 1 0.120 1 0.120 1. 0.120 1 0.120 I. 0.120 1 0.120 1 0.120 i Calc'd seis load 1212.0 0.0 2908.8 0.0 0.0 0.0 0.0 0.0 Dim 1 51.00 _ Dim 2 47.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 2397.0 0.0 0.0 0.0 0.0 0.0 u` Dead weight,psf.! 15.0 j 15.0 ; 15.0 f 15.0 I 15.0 i 15.0 I 15.0 I 15.0 4 Seismic factor.[ 0.120 1 0.120 i 0.120 L 0.120 ; 0.120 [ 0.120 10.120 .I 0.120 I Calc'd seis load 0.0 0.0 4314.6 0.0 0.0 0.0 0.0 0.0 Other GLs 6232.4 6232.4 Seismic Applied V 6232.4 6232.4 13455.8 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s tot up tot e-w dn tot e-w 0 0 0 0 0 Dim 1 55.00 23.00 N Dim 2 8.00 6.00 ✓ Mul factor 1.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 o• . Trib Area 356.0 69.0 0.0 0.0 0.0 0.0 0.0 0.0 cc Wind psf load I 4.5 I 4.5 I 4.5 I 4.5 I 4.5 I 4.5 , 4.5 I 4.5 I Calc'd wind load 1602.0 310.5 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 24.00 _ Dim 2 7.00 Mul factor 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 84.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load I. 19.2 I 19.2 i 19.2 [ 19.2 19.2 [ 19.2 :I 19.2 I 19.2 Calc'd wind load 1612.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 54.00 374.50 40.00 io Dim 2 4.50 1.00 12.00 v Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 x Trib Area 243.0 374.5 480.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load; 18.0 I 18.0 1 18.0 I 18.0 I 18.0 I 18.0 I 18.0 I 18.0 Calc'd wind load 4374.0 6741.0 8640.0 0.0 0.0 0.0 0.0 0.0 Other GLs 7051.5 Wind Applied V 7588.8 7051.5 15691.5 0.0 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s tot up tot e-w dn tot e-w 0 0 0 0 0 Controlling V 7,589 lb 7,052 lb 15,692 lb 0 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind wind wind - - - - - d G� `C instruction alc, inc Description: up n-s tot Distribution of Lateral Loads Total V, unfactored 7,589 lb Wind or Seis control? (w ore)_ wind Building: Lowman Total V, factored 4,553 lb Grids 21 22 23 Percentage V 50% 0% 50% _ 0% Leftover V/grid 2,277 lb 0 lb 2,277 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,553 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2.5 If 6.5 If 15.0 If _ _ _ 24.0 If 95 plf 1 PW 0.0 If #DIV/0! #DlV/0! { 2.8 If 2.6 If 4.3 If 12.1 If 5.4 If 3.8 If 31.0 If 73 plf 1 PW Description: up tot e-w Total V, unfactored 7,052 lb Wind or Seis control? (w or e) wind Total V, factored 4,231 lb Grids 2a 2b 2c Percentage V 50% 50% 0% Leftover r V/grid 2,115 lb 0 lb 2,115 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,231 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 _ Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 5.5 If _14.0 If _ 19.5 If 108 plf 1 PW 0.0 If #DIV/0! #DIV/0! 2.5 If 2.6 If 2.2 If 2.2 If 9.5 If 223 plf 2PW Description: do tot e-w Total V, unfactored 15,692 lb Wind or Seis control? (w or e) wind Total V, factored 9,415 lb Grids a b c Percentage V 25% 25% 50% 0% Leftover V/grid 2,354 lb 2,354 lb 4,707 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 9,415 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 0.0 If #DIV/0! #DIV/0! 0.0 If #DIV/0! #DIV/01 7.0 If 2.5 If 3.0 If 3.0 If 15.5 If 304 plf 2PW Uplift Calculator Panel I.D. 2c 2c c Unit lateral load, factored, Eh, plf 223 plf 223 304 plf UpliftRange Panel horiz. length, ft. 2.2 ft 2.5 ft 3.0 ft Panel ht. (mom-arm), ft. 9.0 ft 9.0 ft 9.0 ft Add'l uplift from upper story, Lt. end, lb 1,358 lb Add'l uplift from upper story, Rt. end, lb 1,568 lb _ Dead point load at Lt. end, lbs. 500 lb 500 lb 500 lb Dead point load at Rt. end, lbs. 150 lb 450 lb 3,000 lb No. AB's to help keep Lt. end down 0.5 ea. 0.5 ea. 2.0 ea. No. AB's to help keep Rt. end down 0.5 ea. 0.5 ea. 1.0 ea. Dead weight UDL, plf 150 Of 315 plf 375 plf Uplift Lt. end, ASD comb 7, 8 1,358 lb 1,221 lb 2,457 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 1,568 lb 1,251 lb 1,667 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! I 9 c6 �.d5 RUCTIONCALC ProBeam Tim Garrison, P.E. We FmheWer The suttdtng inducfr v6.O Important:Notches and connectors not cosidered.Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17037 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 20h Other Info. 5/5/17 4, 1 2 3 4 5 4 l• Type? Simple span,fully braced 'r'I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6 00 ft 6.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum••Normal:L/360&1/240 •j t i t 360 = = 0.20 in Total, U` 240 = 0.30 in [ N/A = 0.00 in Total,L N/A i = 0.00 in Pitch If Member Being Designed is Sloped: 0.0:12 Mem True Len: 6.00 ft Add Self Weight? [Yes-Self weight will be added to applied DL 'i • Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? [No,.....'r'. Increase Roof DL for pitch? .Y! . ''.� Roof Pitch f 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1 -Roof 20 psf 15 psf 25 psf 3.00 ft - 45.4 lb/ft 75.0 lb/ft Tot Unif Load - 45.4 Ib/ft 75.0 lb/ft Loads Point loads are 1/10 scale 150 - 100 - 50 - 0 4 -50 1 2 3 4 5 ' 4x And Smaller(Lumber? Calc'd Member Results For 2 x 6 Solutions Using Self Weight of Sawn 2 x 6,2.1 plf i2x6 r► Load Duration 'snotr.1.1s re i %Overdeslgn 2 x 5 (4)2 x 3 Moisture l Medium Dry-18% r' Douglas Fir t.ardi v I Repetitive Use? No qv, Pos Bending 53.8% 2)2 x 4 3 x 4 Press Treated? No,Not P.T. iv No.2 '� Flat Use? ;No s Neg Bending NA . ... ... . . ..... (3)2 x 3 4 x 4 Temp Cond. l 100 deg F&Less .w Fb Pos 1,345 psi Fv 207 psi Shear 209.9% . Fb Neg 1,345 psi Fcp 625 psi Span(s)Defl'n 621.3% Allow Pos Mom 847 ft-lb 120.80 in44 Cantilever(s)Defl'n NA Allow Neg Mom -847 ft-lb E 1,600 ksi Calc'd member OK by: 53.8% Allow Shear 1,139 lb El 33,275 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.11 Of Cond's Of Use:Load Duration:1.15-Snow For 2 x 6 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 367 lb 367 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 142 lb 142 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1, Span 2 Span 3 Rt Cantivr Max Up Defi - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.042 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_WC i i e 67 rh CdJS IRUCTIONCALC ProBeam Tim Garrison, P.E. We Empowi t The Du11Q)n• Ineustr v6.0 Important:Notches and connectors not cosldered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional Job t17037 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 20h case 2 Other Info. 5/5/17 4 1 2 3 4 5 6 7 4 9 Type? Simple span,fully braced V I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever _ Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection,Main Spans Live Only, U Code Minimum-Normal:L/360&t/240 •1 360 = 0,27 in Total,Ll 240 = 0.40 in N/A = 0.00 in Total,U N/A = 0.00 In Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 8.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member t Loads From Continuous Member? [14 __ %. . Increase Roof DL for pitch? YfF .. 71 Roof Pitch E 1.5:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 3.00 ft - 45.4 lb/ft 75.0 lb/ft Tot Unif Load - 45.4 Iblft 75.0 Iblft • Loads Point loads are 1/10 scale 150 100 50 0 1 2 3 4 5 6 7 I 9 -50 4x And Smaller(Lumber) ��� +�`�� Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf 2 x 8 - w Load Duration snow us V %Overdesign 2 x 8 (4)2 x 4 Moisture jj Medium Dry-18% rr Douglas Fir-Lard: "'I Repetitive Use? No qj Pos Bending 38.0% (2)2 x 5 3 x 5 Press Treated?[No,Not P.T. V i No.2 . w _ • Fiat Use? No j Neg Bending NA (3)2 x 4 4 x 5 _ Temp Cond. I100 deg I&less w. Fb Pos 1,241 psi Fv 207 psi Shear 204.7% Fb Neg 1,241 psi Fcp 625 psi Span(s)Defl'n 587.3% Allow Pos Mom 1,359 ft-lb 147.63 in'4 Cantilever(s)Defl'n NA Allow Neg Mom -1,359 ft-lb E 1,600 ksi Calc'd member OK by: 38.0% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use:Load Duration:1.15-Snow For 2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 493 lb 493 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 193 lb 193 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Canttvr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defi - 0.000 in - - - Allowed 0.400 in 0.400 in 0.400 In Max Dn Defi - -0.058 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7_0_WC m "�� `°` ProBeam Tim Garrison, P.E. Cd iS'RUCTICNV CALL Pr.0 Important:Notches and connectors not cosidered.Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17037 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21h Other Info. 5/5/17il, 0.5 1 1.5 2 2.5 3 3.5 4 4 5 Type? Simple span,fully braced NI] Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum:Normal•L/3G0&L/240 •I 360 i = 0.13 in Total,U=: 240 = 0.20 in N/A = 0.00 in Total, L/i N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 1 Mem True Len: 4.00 ft Add Self Weight? [Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? LNo. . _7. Increase Roof DL for pitch? '!e- . !1 Roof Pitch i 1.5:12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 22.00 ft - - 332.6 lb/ft 550.0 lb/ft Tot Unif Load - 332.6 Ib/ft 550.0 lb/ft Loads Point loads are 1/10 scale 1000 1 500 - 0.5 1 1.5 2 2.5 3 3.5 1 4 5 -500 4x And Smaller(LumberZ Calc'd Member Results For 2 x 8 Soluti sing Self Weight of Sawn 2 x 8,2.8 pif i z x 8 W Load Duration !Snow 1.15 w f %Overdesign 2 x 10 (4)2 x 5 Moisture Medium Dry-18% +r: Douglas Fir-Larch ',I Repetitive Use? ;No Illy i Pos Bending -30.3% (2)2 x 8 3 x 8 Press Treated? 114 o_Not pT, iv :Ne.2 -_ I►` Flat Use? No • Neg Bending NA (3)2 x 5 4 x 6 Temp Cond. 1100 deg F&less • Fb Pos 1,241 psi Fv 207 psi Shear -18.0% Fb Neg 1,241 psi Fcp 625 psi Span(s)Defl'n 689.1% Allow Pos Mom 1,359 ft-lb 147.63 In^4 Cantilever(s)Defl'n NA Allow Neg Mom -1,359 ft-lb E 1,600 ksi Calc'd member FAILS by: -30.3% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use:Load Duration:1.15-Snow For 2 x 8 1.89 in 1.89 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,771 lb 1,771 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 671 lb 671 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defi - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.025 in - - - Allowed 0.200 in 0.200 in 0.200 in • ProBeam v7 0 WC o C-c) Tim Garrison P.E. CC li RUCTIONCALC ProBeam We empovi,r The nutrdln• trtductr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17037 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 21h case Other Info. 5/5/17 4 1 2 3 4 4 Type? Simple span,fully braced - 'i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 ft 5.00 ft Allowable Deflection, Main Spans Live Only,L/ Code Minimum •Normal:t/360&1/2A0 V 1 i 360 i = 0.17 in Total, L/ 240 1 = 0.25 in N/A = 0.00 in Total,L/ N/A = 0.00 in 6 Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 5.00 ft Add Self Weight? 1 Yes•Self weight will be added to applied DL • • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? 1.12'-.12..4._ Increase Roof DL for pitch?. Yes_ 7.1 Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf 13.00 ft 520.0 lb/ft 195.0 lb/ft Uniform Ld.5 - 10 psf - - Tot Unif Load 520.0 lb/ft 195.0 Ib/ft - • Loads Point loads are 1/10 scale 1000 500 - 0L 1 2 3 4 -500 4x And Smaller(Lumbers Calc'd Member Results For(2)2 x 8 Solutions Using Self Weight of Sawn(2)2 x 8,5.6 plf (2)2 x 8 .•• Load Duration Live:too w i %Overdesign 2 x 12 (4)2 x 6 Moisture [Medium Dry• t8% +►• Douglas Fir-Larch ' ] Repetitive Use? No w 1 Pos Bending 5.0% 2 2 x 8 3 x 10 Press Treated? I No,Not P.T. rr 1 No.2 V Flat Use? No ♦• Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. -1oodeg F.&iess.. Irr. Fb Pos 1,080 psi Fv 180 psi Shear 44.9% Fb Neg 1,080 psi Fcp 625 psi Span(s)Defl'n 247.4% Allow Pos Mom 2,365 ft-lb 195.27 in'4 Cantilever(s)Defl'n NA Allow Nag Mom -2,365 ft-lb E 1,600 ksi Calc'd member OK by: 5.0% Allow Shear 2,610 lb El 152,431 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 5.56 plf Cond's Of Use:Load Duration:1.0-Live For(2)2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,801 lb 1,801 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 501 lb 501 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.250 in 0.250 in 0.250 In Max Dn Deft - -0.066 in - - - Allowed 0.250 in 0.250 in 0.250 in • ProBeam_v7_0_WC 1 j e C / C0 • CC9 S RucTtoN C ALC ProBeam Tim Garrison, P.E. we Empower the nuildxna znduatr v6.0 i Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17037 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21h case 2 Other Info. 5/5/17 4 1 2 3 4 4 Type? Simple span,fully braced v'1 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 ft 5.00 ft Allowable Deflection,Main Spans Live Only,U Code Minimum:Normal:L/360&L/240 . _ __ . 71 ` I 1 0,00 in Total,U N/A = 0.00 in i 360 = 0.17 in Total, U3 240 = 0.25 in . i N/A _ i Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 5.00 ft Add Self Weight? 1 Yes•Self weight will be added to applied DL v, Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? J No_ . '!'. Increase Roof DL for pitch? Yej. . ..v.I Roof Pitch I 1.5:12 i Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 18.00 ft - 272.1 lb/ft 450.0 lb/ft Tot Unif Load - 272.1 lb/ft 450.0 lb/ft Loads Point loads are 1/10 scale 1000 500 - • 1 2 3 4 6 -500 4x And Smaller(Lumber2 Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8,6.5 plf ;4x 8w Load Duration snow'15 w- %Overdesign --- 2 x 12 (4)2 x 5 Moisture I Medium Dry-18% w Douglas Fir-Larch f I Repetitive Use? i No V. Pos Bending 51.0% (2)2 x 8 3 x 10 Press Treated? [No,Not P.-1, w No.2 'g'-1 Flat Use? No "P• Neg Bending NA 3 2 x 6 4 x 8 Temp Cond. [(100deg F et.less— • Fb Pos 1,345 psi Fv 207 psi Shear 92.2% Fb Neg 1,345 psi Fcp 625 psi Span(s)Defl'n 1034.8% Allow Pos Mom 3,437 ft-lb 1 111.15 In^4 Cantilever(s)Defl'n NA Allow Neg Mom -3,437 ft-lb E 1,600 ksi Calc'd member OK by: 51.0% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf Cond's Of Use:Load Duration:1.15-Snow For 4 x 8 1.50 In 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,821 lb 1,821 lb - - Oft-lb Oft-lb 0 ft-lb 0 ft-lb Min Total 696 lb 696 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell - 0.000 in - - - Allowed 0.250 in 0.250 in 0.250 in Max Dn Defl - -0.022 in - - - Allowed 0.250 in 0.250 in 0.250 in • ProBeam_v7_0_WC 0 • C (1 C�"`^' `ri ProBeam Tim Garrison, P.E. cC9l�IS RUCTIONCALC Pro We Empower The.Ruildinc Znditstr Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17037 Spans and Supports(Note,pitch and fixity,if any,not shown) Member LD. 21 h case 3 Other Info. 5/5/17 4 1 2 3 4 5 d 6 Type? . Simple span,fully braced _ v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.50 ft 5.50 ft Allowable Deflection, Main Spans Live Only,u Code Minimum-Normal:L/360&L/240 - . _ v I 360 i = 0.18 in Total,Uj 240 i = 0.28 in NIA i = 0.00 in Total, L/{ N/A = 0.00 in i Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 5.50 ft Add Self Weight? [Yes•Self weight will be added to applied DL wr Loads: Uniform Loads Over Full Length of Member Loads 4 From Continuous Member? t'-.... ..tr.. Increase Roof DL for pitch? Ye$. .. `..1 Roof Pitch I 1.5:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psi 25 psf 18.00 ft - 272.1 lb/ft 450.0 lb/ft Tot Unif Load - 272.1 Ib/ft 450.0 lb/ft Loads Point loads are 1/10 scale 1000 - 500 - • 0 � 1 2 3 4 5 6 -500 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 8 Solutions Using Self Weight of Sawn(2)2 x 8,5.6 plf (2)z x 8 • Load Duration snow 1.1S 1 %Overdesign 2 x 14 (4)2 x 6 Moisture [M 85 Medium Dry.19 s Douglas Fir-Larch _!•'I Repetitive Use? No r Pos Bending -1.2% 2 2 x 10 3 x 10 Press Treated? 1.111o,Not P.T. • No.2 • Flat Use? I No •s; Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 11oa deg F&less_... Fb Pos 1,242 psi Fv 207 psi Shear 50.0% Fb Neg 1,242 psi Fcp 625 psi Span(s)Defl'n 633.3% Allow Pos Mom 2,720 ft-lb 195.27 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -2,720 ft-lb E 1,600 ksi Calc'd member FAILS by: -1.2% Allow Shear 3,002 lb El 152,431 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 5.56 plf Cond's Of Use:Load Duration:1.15-Snow For(2)2 x 8 1.50 in 1.50 In - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,001 lb 2,001 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 764 lb 764 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.275 In 0.275 in 0.275 in Max Dn Defl - -0.038 In - - - Allowed 0.275 In 0.275 in 0.275 in ProBeam_v7_0_W C C t7.- ` Tim Garrison, P.E. CCAKis RUCTfONCALC Proseam ,owe Empower Thn nuttafn• industry v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17037 Spans and Supports(Note,pitch and flxlty,if any,not shown) Member I.D. 22h Other Info. 5/5/17 4 1 2 3 4 5 4----d ..._,. .. , .. Type? Simple span,fully braced W I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection,Main Spans Live Only, LI Code Minimum.NormeL L/360&L/240 •d 360 = 0.20 in Total,U 240 i = 0.30 in N/A 1 = 0.00 in Total, L/1 N/A = 0,00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mern True Len: 6.00 ft Add Self Weight? [Yes•Self weight will be added to applied DL N' Loads: Uniform Loads Over Full Length of Member - Loads From Continuous Member? [Nc __° Increase Roof DL for pitch? .Y. .. Roof Pitch r 1.5:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 22.00 ft - 332.6 lb/ft 550.0 lb/ft Tot Unif Load - 332.6 lb/ft 550.0 lb/ft Loads Point loads are 1/10 scale . 1000 500 - 04 1 2 3 4 • 5 -500 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn(2)2 x 10,7.1 plf (2)2 x 10 •• Load Duration L srtow:i.is +tr i %Overdesign 4 2 x 8 Moisture I Med ium Dry--18% • Douglas Fir-Larch ♦ Repetitive Use? No • Pos Bending 1.4% 2 2 x 10 3 x 12 Press Treated?[No,Not P.T. • ;No.2 •I Flat Use? ,No • Neg Bending NA (3)2 x 8 4 x 10 Temp Cond. 1 100 deg F&less • Fb Pos 1,138 psi Fv 207 psi Shear 43.5% Fb Neg 1,138 psi Fcp 625 psi Span(s)Defl'n 858.9% Allow Pos Mom 4,058 ft-lb 1197.86 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -4,058 ft-lb E 1,600 ksi Calc'd member OK by: 1.4% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf Cond's Of Use:Load Duration:1.15-Snow For(2)2 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,669 lb 2,669 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,019 lb 1,019 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 In 0.300 in Max Dn Dell - -0.031 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_WC r Co t3 a p Tim Garrison, P.E. Cd S'RUCTtONCAL-C 11"Beam v6.0 Important: Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17037 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. gar hdr 4 Other Info. 5/5/17 4 2 4 6 8 10 12 14 18 Type? Simple span.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection,Main Spans Live Only, L/ Code Minimum-Normal:LOGO&L/240 •1 3 360 ; = 0.53 in Total, UE 240 1 = 0.80 in i i N/A ; = 0.00 In Total,U1 N/A � = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 16.00 ft Add Self Weight? [Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i_No_ .,V,_11', Increase Roof DL for pitch? Yes .:-V1 Roof Pitch 1 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 3.00 ft - 45.4 lb/ft 75.0 lb/ft Uniform Ld.2 40 psf 15 psf 12.00 ft 480.0 lb/ft 180.0 lb/ft Uniform Ld.5 - 10 psf 11.00 ft - 110.0 lb/ft • Tot Unif Load 480.0 lb/ft 335.4 lb/ft 75.0 lb/ft Loads Point loads are 1/10 scale 1000 500 - 0 2 4 6 8 10 12 14 18 -500 Glu Lam Calc'd Member Results For 5 x 13.5 Solutions Using Self Weight of Glulam 5 x 13.5,17.3 plf Misc manufacturers v 1 Load Duration %Overdesign 2.5 x 18 5 x 13.5 8.75 x 12 I Moisture Medium Dry•18% •i l 5 x 13.5 IF Snow:1.15 r I Pos Bending 31.1% 3 x 16.5 5.125 x 13.5 Press Treated? I No,Not PT. vir L2J.F-V4,Dr/DF Vi' Neg Bending NA 3.125 x 15 6.75 x 12 Temp Cond. i 10o deg F&less V Fb Pos 2,760 psi Fv 305 psi Shear 105.9% Fb Neg 2,127 psi Fcp 650 psi Span(s)Defl'n 20.2% Allow Pos Mom 34,926 ft-lb 11025.16 in"4 Cantilever(s)Defl'n NA Allow Neg Mom -26,922 ft-lb E 1,800 ksi Calc'd member OK by: 20.2% Allow Shear 13,714 lb El 1,845,281 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 17.26 plf For 5 x 13.5 - - Cond's Of Use:Load 0uration:1.15-Snow 2.05 in 2.05 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,661 lb 6,661 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,821 lb 2,821 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 In 0.800 in Max Dn Deft - -0.665 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7_0_WC Z b - `°' ProBeam f Tim Garrison, P.E. CFC 5 RUC9TIONCALC We v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17037 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. deck beam Other Info. 5/5/17 T 1 2 3 4 5 6 7 8 4 10 , Type? Simple span fully braced '0'j Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft .Allowable Deflection, Main Spans Live Only,L/ Code Minimum-Normal:LI3G0&L/240 V1 360 = 0.30 in Total,U 240 I = 0.45 in i N/A i = 0.00 in Total,U! N/A . = 0.00 in { t 1 Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 9.00 ft Add Self Weight? [yes•Self weight will be added to applied DI. me Loads: Uniform Loads Over Full Length of Member No 'f Increase Roof DL for pitch? Yes-,---'! Roof Pitch I Loads From Continuous Member? , 1.5:12 �,- Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psi 15 psf. 25 psf - - - Uniform Ld.2 40 psf 10 psf 5.00 ft 200.0 lb/ft 50.0 lb/ft Uniform Ld.5 - 10 psf - - Tot Unif Load 200.0 lb/ft 50.0 lb/ft - Loads Point loads are 1/10 scale 300 - 200 - 100 - p /� 1 2 3 4 5 6 7 8 `9' 10 -100 - 4x And Smaller(Lumber}, Calc'd Member Results For 4 x 10 .........._......... _ .............---- Solutions Using Self Weight of Sawn 4 x 10,7.1 plf 4 x 10 .+r. Load Duration Live LOG ♦i %Overdesign • (4)2 x 8 Moisture Medium Dry• 18% Hem Fir • Repetitive Use? No V Pos Bending 30.4% (2)2 x 10 3 x 12 Press Treated? Yes,P.T. • i No.2 s I Flat Use? No w Neg Bending NA (3)2 x 8 4x 10 Temp Cond. 1100 deg F&less-. 11,. Fb Pos 816 psi Fv 120 psi Shear 123.8% Fb Neg 816 psi Fcp 405 psi Span(s)Defl'n 189.7% Allow Pos Mom 3,394 ft-lb 1230.84 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -3,394 ft-lb E 1,235 ksi _ Calc'd member OK by: 30.4% Allow Shear 2,590 lb El 285,088 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.12 plf Cond's Of Use:Load Duration:1.0-Live For 4 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,157 lb 1,157 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 257 lb 257 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deft - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl - -0.133 in - - - Allowed 0.450 in 0.450 in 0.450 in ProBeam_v7_0_WC Z 3 n PLANNING,COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT G�� G Mailing Address: PO Box 547,Anacortes,WA 98221 Phone:360.299.1984,Fax: 360.293.1938 4 w Complete Residential Stormwater Plan Checklist y - Minimum Requirements 1.5 Stormwater requirements are based on the 2012 Stormwater Management Manual for Western Washington(SWMMWW).A link is provided on the City of Anacortes website,under Planning Department,Stormwater Regulations,as well as under the Engineering Division of Public Works. Residential construction is exempt from additional stormwater provisions if it involves no expansion of hard surfaces,no use beyond that previously existing, and results in no significant adverse hydrological impact. Building permit applications for lots that are part of a subdivision that was recorded no more than 10 years prior to the date of the complete building permit application may continue to use the stormwater codes in effect at the time the subdivision application was submitted, if stormwater was addressed at the subdivision/plat level. If construction has not started as of January 1,2022,the site will be subject to the 2012/2014 manual. If your project adds less than 2,000 sq.ft.of new plus replaced hard surface area,AND which disturbs less than 7,000 square feet of land,you must consider all 13 Elements of the Construction Stormwater Pollution Plan (SWPPP). Fill out the SWPPP Checklist and explain how the elements are considered,or describe how site conditions render the element unnecessary and the exemption from that element is clearly justified. You will not need to continue with this document. If your project adds 2,000 sq.ft.or more of new plus replaced hard surface area,OR which disturbs 7,000 sq. ft.or more of land-Minimum Requirements 1-S of the SWMMWW apply,and you can continue with this document. if adding 5,000 sq. ft. or more of new hard surfaces/OR converting 32,670 sq.ft. or more of vegetation to lawn or landscaped area/OR converting 108,900 sq.ft. or more of native vegetation to pasture—Minimum Requirements 1-9 of the SWMMWW apply.If Minimum requirements 1-9 apply, please see the Large Scale Stormwater Plan Checklist for additional submittal requirements. Owner Name:48 146 14I r S L/C Site Address: (00- if �'/ Ge' = fie Brief Description of the Project: Pre Developed Conditions&Runoff of the Site: Page it of 4 , FEB March 22,2017 4� Developed Conditi Ins da Runoff of the Sit© Surnmari c difficult site parameters,the natural drainage system,and drainage to and from adjacent properties, including bypass flows: 0 Hydr«logical Site Nan:Collect and analyze information on existing conditions to aid in determining low impact development feasibility—which locations are most appropriate to evaporate,transpire, and infiltrate,with the following information: o Survey by Land Surveyor, Engineer,or other qualified professional:Show existing public and private development, utility infrastructure, hydrological features(seeps, springs,dosed depression areas,drainage swales,streams,wetlands,and water body survey and classification report showing wetland and buffer boundaries),flood hazard areas,geological hazards, buffers, aquifer and wellhead protection areas,topographic features that may act as natural stormwater storage,infiltration,or conveyance. Include the natural receiving waters that stormwater runoff will either directly or eventually discharge.Show topography, display acreage and outlines of all drainage basins;existing stormwater drainage to and from the site; routes to existing,construction,and future flows at all discharge points;and the length of travel from the farthest upstream end of a proposed storm drainage system to any proposed flow control and treatment facility. Identify areas of potential erosion problems Show contours as follows: Q Up to 10%slopes=2 ft. contours • Over 10%to less than 20%slopes=5 ft. contours • 20%or greater slopes= 10 ft.contours • Elevations at 25 ft. intervals o Soils Reports Done by a soil scientist certified by Soil Science Society of America, licensed sewage designer,or other suitably trained persons working under the supervision of a professional engineer,geologist,hydrologist,or any other professional supervised by an engineering geologist registered in Washington State.(Soils Report Page 2of4 March 22, 2017 must include details as listed on Pg.79). In addition,describe soils by name,erodibility, settleability, permeability,depth,texture,and soil structure. Testing should occur between December 1 and April 1. o Soils Map:Based on the report. o Preliminary Development Site Plan Layout: Locate proposed buildings,roads, parking lots,landscaping features,on-site stormwater management BMPS(Determine BMPs starting on Pg. 95.Suggested BMPs correlate with responses 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 nativevegetation cover:This is only required if there are native soil and vegetation protection areas proposed for the site.Survey shall be done by a licensed architect,arborist,qualified biologist or project proponent identifying any forest areas on the site and a plan to protect those areas.The preserved area should be placed in a separate tract or protected through recorded easements for individual lots. o Vicinity Map:Clearly locate the property, identify ail roads bordering the site,show the route of stormwater off-site to the local natural receiving water,and show significant geographic features and sensitive/critical areas(streams,wetlands, lakes,steep slopes, etc). 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 silt-laden runoff will be prevented from leaving the site through methods listed on pg.44. Best Management Practices(BMPs)Standards and Specifications are listed on pg. 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 BMPs should be installed,the performance the BMPs are expected to achieve,and actions that will be taken if the performance goals are not achieved.Show water quality monitoring locations. o Special Reports&Studies: Include any studies(i.e.wetlands delineation). If a facility is required and feasible for Minimum Requirement 5,a PIT Test must be done in the location that the facility location is proposed based on the preliminary development site plan layout. ❑ Other permits:Any other necessary permits as required by other regulatory agencies.Identify if those permits include conditions that affect the drainage plan,or contain more restrictive drainage-related requirements. _Prior to Final Stormwater Inspection ❑ Permanent Stormwater Control Plan Drawing:Select BMPs based on the Preliminary Development Site Plan Layout from the Site Analysis Summary. Provide a scale drawing of the Page 3 of 4 March 22, 2017 lot(s)and any public ROW that displays the location of On-Site BMPs and the areas served by them.These documents will be recorded and attached to a declaration of covenant and grant of easement associated with each lot that includes On-site BMPs. Provide design details,figures, and maintenance instructions for each BMP.Provide a written summary of how it complies with the applicable requirements. Prior to Final Occupancy ❑ Operation&Maintenance Manual: Include a manual for each flow control and treatment facility,including any distributed bioretention facilities that are used to help meet flow control and/or treatment requirements.The manual shall include a description of the facility,what it does,and how it works. It must also identify and describe the maintenance tasks,and the frequency of each task.The tasks and frequencies must meet the standards of the SWMMWW. Include a maintenance activity log that will indicate what actions will have been taken and where it should be kept and made available for inspection by the City. ❑ Declaration of Covenant for Privately Maintained Flow Control&Treatment Facilities and On- Site Stormwater Management BMPs:Any flow control&treatment facilities and On-Site Stormwater management BMPs for which the applicant identifies operation&maintenance to be the responsibility of a private party must have a declaration of covenant and grant of easement.After City approval, the declaration of covenant and grant of easement must be signed and recorded. Design details,figures,and maintenance instructions for any BMP shall be attached.A map showing the location of newly planted and retained trees claimed as flow reduction credits shall also be attached. ❑ Record Documents: Record total impervious surface area of the site and their locations with the county auditor. By signing below,you are certifying that you have read and understand the stormwater requirements. Be sure that you have checked off all applicable boxes. r �� /J � 1' Applicarr Signature /� Dat /n Page 4 of 4 March 22, 2017 EXHIBIT "A" 1605 LATITUDE CIRCLE LOT 23, PLAT OF 48 NORTH P133681 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 1605 Latitude Circle, which is Lot 23, Plat of 48 North, and is 8,287 square feet in size, Zoned as R2. Pre Developed Conditions & Runoff on the Site: The property is vacant. The site slopes from the southeast to the northwest at a grade of approximately 12.0%. The property is bounded as follows: NORTH:Tract C, 48 North. EAST: Lot 28, 48 North. SOUTH: Lot 24, 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 31.7%, and an impervious lot coverage of 35.7%. 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 23 is located in the northwest 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 southeast to the northwest at an approximate grade of 12% and the disturbed soil has been seeded and/or mulched to reduce erosion. The only tributary drainage the lot may receive is from Lot 28 and Lot 25. Both lots will have its own drainage self contained so as not to impact Lot 23. 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. LUT Z3 4 ��t Y 0 Planning, Community, & Economic Development Department "_ PO Box 547, Anacortes,WA 98221 PH: 360.299.1984 '74 `C 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW).A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department,as well as under Stormwater on the Engineering Division of Public Work's page.Owner Name: 4 o z77/ 4n1 A C cogrEl I r! L. C- Site Address: ,1 Co 0 Q% 17 k/ C/X CL Prepared By: '4)66 61/4/%%Z7 P ✓, `OPMewT %.ic: The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for 0 These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq.ft. sq.ft.of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element explain the best management practices Miffs)used or lustily reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or iustificatiors. � y�/T� � f 7 L / ,614 //LS ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑ Before beginning land disturbing activities, including clearing and grading,clearly mark all clearing limits,sensitive areas and their buffers,and trees that are to be preserved within the construction area. 0 Retain the duff layer, native top soil,and natural vegetation in an undisturbed state to the maximum degree practical. Page 1 of B March,2017 ELEMENT 2: Establish Construction Access O Limit construction vehicle access and exit to one route, if possible. O Stabilize access points with a pad of quarry spalls,crushed rock,or other equivalent BMPs,to minimize tracking onto roads. O Locate wheel Wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. ❑ if sediment is tracked off site, clean the affected roadway thoroughly at the end of each day,or more frequently as necessary(ex: wet weather). Remove sediment from roads by shoveling, sweeping,or pick up and transport the sediment to a controlled sediment disposal area. O Conduct street washing only after sediment is removed in accordance with the above bullet. ❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. ELEMENT 3:Control Flow Rates ❑ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ❑ Where necessary to comply with the bullet above,construct stormwater retention or detention facilities as one of the first steps in grading.Assure that detention facilities function properly before constructing site improvement(e.g. impervious surfaces). - ❑ If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. ELEMENT 4: Install Sediment Controls ❑ Design,install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ Construct sediment control BMPs(sediment ponds,traps,filters,etc.)as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. ❑ Minimize sediment discharges from the site.The design, installation and maintenance of erosion and sediment controls must address factors such as the amount,frequency,intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics, including the range of soil particle sizes expected to be present on the site. ❑ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of B March,2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP,but must meet the flow control performance standard in Element#3, bullet#1. ❑ Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. 0 Provide and maintain natural buffers around surface waters,direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. 0 Where feasible,design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. ELEMENT 5: Stabilize Soils O Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include,but are not limited to:temporary and permanent seeding,sodding, mulching,plastic covering,erosion control fabrics and matting,soil application of polyacrylamide(PAM),the early application of gravel base early on areas to be paved,and dust control. ❑ Control stormwater volume and velocity within the site to minimize soil erosion. ❑ Control stormwater discharges, including both peak flow rates and total stormwater volume,to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. ❑ Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season(May 1—Sept 30): 7 days o During the wet season(Oct 1--Apr 30):2 days ❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. ❑ 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 amount of soil exposed during construction activity. O Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil. ELEMENT 6: Protect Slopes 0 Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include, but are not limited to,reducing continuous length of slope with terracing and diversions, reducing slope steepness,and roughening slope surfaces(Ex:track walking). Page 3 of B March,2017 ❑ Divert off-site stormwater(run-on) or ground water away from slopes and disturbed areas with interceptor dikes,pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes,collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition.Alternatively,the 10-year,1-hour flow rate predicted/indicated by an approved continuous runoff model,increased by a factor of 1.6,may be used.The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates.If using the Western Washington Hydrology Model (WWHM)to predict flows, bare soil areas should be modeled as "landscaped"area. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. ❑ Place excavated material on the uphill side of trenches,consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. ❑ Stabilize soils on slopes,as specified in Element 5. 0 i3MP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. ELEMENT 7: Protect Drain Inlets ❑ Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage(unless a different standard is specified by the product manufacturer). ❑ Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. ❑ Inlets should be inspected weekly at a minimum and daily during storm events. Page 4 of g March,2017 ELEMENT 8:Stabilize Channels and Outlets ❑ Design,construct,and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6,above. O Provide stabilization, including armoring material,adequate to prevent erosion of outlets, adjacent streambanks,slopes, and downstream reaches at the outlets of all conveyance systems. O The best method for stabilizing channels is to completely line the channel with a blanket product first,then add check dams as necessary to function as an anchor and to slow the flow of water. ELEMENT 9: Control Pollutants O Design, install, implement,and maintain effective pollution prevention measures to minimize the discharge of pollutants. ❑ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. O Provide cover,containment, and protection from vandalism for all chemicals, liquid products, petroleum products,and other materials that have the potential to pose a threat to human health or the environment.On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. O Conduct maintenance,fueling,and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water,such as closed-loop recirculation or upland land application,or to the sanitary sewer,with local sewer district approval.Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. ❑ Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include, but are not limited to: bulk cement,cement kiln dust,fly ash, new concrete washing and curing waters,waste streams generated from concrete grinding and sawing,exposed aggregate processes, dewatering concrete vaults, concrete pumping,and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 O Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground,or into storm drains,open ditches, streets,or streams.Do not dump excess concrete on site,except in designated concrete washout areas.Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. O Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. O Conduct oil changes, hydraulic system drain down,solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures,such as drip pans. ❑ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining,over the vehicle. ELEMENT 10:Control De-Watering ❑ Discharge foundation, vault,and trench dewatering water,which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. ❑ Discharge clean, non-turbid de-watering water,such as well-point ground water,to systems tributary to,or directly into surface waters of the State, as specified in Element 8,provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State" may exist on a construction site as well as off site;for example,a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck,for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval,if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. O Construction equipment operation,clamshell digging,concrete tremie pour,or work inside a cofferdam can create highly turbid or contaminated dewatering water. U Discharging sediment-laden(muddy)water into waters of the State likely constitutes a violation Page 6 of 8 March, 2017 of water quality standards for turbidity.The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. ELEMENT 11:Maintain BMPs ❑ Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. ❑ Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed.Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. ❑ Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. O Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. f ELE \^ENT 12: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL)for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction,the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Management details starting on J'y, : O Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during Construction. O Inspection and monitoring m Inspect,maintain, and repair all BMPs as needed to assure continued performance of their intended function. ❑ Maintain, update,and implement the SWPPP. O Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g.,subdivision approval). ❑ From Oct 1 through Apr 30,clearing,grading,and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage,slope,soil type,and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance.The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. 0 The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100%infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. r '. ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see E,,d<; ;f:b;6.for requirements. e ,-"Alc,,,..4!;;;;)1A — 2/5-/4 Applicida Signature / Dat Page 8 of 8 March, 2017 EXHIBIT "B" ‘1,-{64--vi 1605 LATITUDE CIRCLE LOT 23, PLAT OF 48 NORTH P133681 Responses to the "13 Elements of SWPPP" (Construction Stormwater Pollution Prevention Plan) ELEMENT 1: Preserve Vegetation/Mark Clearing Limits The clearing limits will be marked by using either BMP C233:Silt Fence, or BMP C103: High Visibility Plastic or Metal Fence, as shown on the Erosion Control Plan. C233 is to be used along the west and north property lines and the C103 along the east and south property lines. Preservation of the native top soil will be preserved as much as is practical by use of a stock pile as shown on the Erosion Control Plan. Stock pile location may vary. Stock pile shall be protected as indicated on the Erosion Control Plan. ELEMENT 2: Establish Construction Access BMP C105 shall be used as the construction access. Only one access point is proposed. No wheel wash is proposed. Any track out shall be cleaned daily by shoveling and/or sweeping. More frequent cleaning as necessary. ELEMENT 3: Control Flow Rates No flow rate controls are designed for the individual lot. However, erosion control BMPs described in ELEMENT 4, below will reduce velocity of flows. ELEMENT 4: Install Sediment Controls The following BMPs are proposed as temporary sediment controls: C233: Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105: Stabilized Construction Entrance To be place in the location of the future driveway off of Latitude Circle, to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as 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. C235: Wattles They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. 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. C235: Wattles They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. 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 8: Stabilize Channels and Outlets C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. ELEMENT 9: Control Pollutants All fuel, lubricants, paint, and/or other hazardous material shall be stored in a lockable, covered storage container if kept on site. ELEMENT 10: Control De-Watering While excavating to install the sanitary sewer, stormdrain, and water systems to depths up to 14 feet, no ground water was encountered. Therefore, no dewatering is anticipated. 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 12: Manage the Project A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 13: Protect Low Impact Development BMPs No low impact development BMPs are planned or required for this individual lot. EXHIBIT"C" 1605 LATITUDE CIRCLE LOT 23, PLAT OF 48 NORTH P133681 PRIMARY BMPs EXHIBIT "A" LOT 13, FRAZIER HEIGHTS 16565 Frazier Heights Place P133814 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 the single legal Lot 13, Plat of Frazier Heights, recorded under Auditor's File Number 201708210208, Records of Skagit County, State of Washington, . Said lot and subdivision also being a portion of the Southeast Quarter of Section 2, Township 34 North, Range 3 East, Willamette Meridian. The existing Lot 13 is 7,150 square feet in size, and Zoned as BR-R Bayview Ridge Residetial, Pre Developed Conditions & Runoff on the Site: The property is vacant. The site slopes from the northwest to the southeast at a grade of approximately 1%. The property is bounded as follows: NORTH: Tract W, Frazier Heights. EAST: Fully improved street of Frazier Heights Place. SOUTH: Lot 14, Frazier Heights. WEST: Tax Parcel P130646 & P130647 (not a part of this plat). Developed Conditions& Runoff of The Site: The proposed improvements are as follows: Construct a SFR with an approximate lot coverage of 33.0%, and an impervious lot coverage of 43.9%. Detention was required for the Plat of Frazier Heights, and there is a public stormwater collection system in place for this lot. The point of connection is located near the southeast corner of the lot along the east property line, near Frazier Heights Place. A roof drain and separate footing drain will be hard lined to the existing public stormwater collection system. All remaining surface runoff, including the driveway hard surface, will flow by concentrated flow and will be collected by yard drains that will be hard lined to the public stormwater collection system. 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 northwest to the southeast at a grade of approximately 1%. A shallow swale or a drain rock conveyance trench will be created along each side of the proposed house foundation walls to convey the stormwater runoff to yard drains. Gravel filter berms and/or Straw Wattles may be installed along the flowline of the swale at reasonable intervals to reduce the flow rate and allow sediment to drop out. The soil is to be amended prior to landscaping to a minimum depth of 8-inches per LID Section 3.A. Mulching of disturbed soil may be used as a temporary BMP, with hydro-seed or sod and final landscape planting as a final method of stabilization. Hydrological Site Plan: Survey: A topographic survey has been performed by Lisser &Associates, PLLC, showing the existing improvements around and within the subject property, along with the existing contours at 2-foot intervals. Soils Report: A Subsurface Soils Evaluation for Infiltration was prepared by GeoTest, dated July 29, 2015, and is already part of the record documents provided to Skagit County. No infiltration is proposed on this lot. Development Site Plan Layout: A combined "Erosion Control Plan and Site Plan" has been prepared by Landed Gentry Development, Inc., showing both the existing and proposed improvements as requested, along with the proposed BMP's. See attached. Construction Stormwater Pollution Prevention Plan (SWPPP): See attached Exhibit "B". Other Permits: Building Permit for SFR. EXHIBIT "B" LOT 13, FRAZIER HEIGHTS 16565 Frazier Heights Place P133814 Responses to the "13 Elements of SWPPP" (Construction Stormwater Pollution Prevention Plan) ELEMENT 1: Preserve Vegetation/Mark Clearing Limits The clearing limits will be marked by using either BMP C233: Silt Fence, or BMP C103: High Visibility Plastic or Metal Fence, as shown on the Erosion Control Plan. C233 is to be used along the south and east property lines and the C103 along the north and west property lines. Preservation of the native top soil will be preserved as much as is practical by use of a stock pile. Stock pile location may vary. Stock pile shall be protected with silt fencing on the downstream side of pile and with weighted plastic cover over the top. 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 Frazier Heights Place, 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 by 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. C235: Straw Wattles Straw wattles reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain runoff. 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 off of Frazier Heights Place, 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. C235: Straw Wattles Straw wattles reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain runoff. 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 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 8: Stabilize Channels and Outlets C207: Check Dams Where drainage swale are created to convey stormwater,temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. ELEMENT 9: Control Pollutants All fuel, lubricants, paint, and/or other hazardous material shall be stored in a lockable, covered storage container if kept on site. ELEMENT 10: Control De-Watering Any de-watering of excavated trenches shall be pumped to a vegetated area, not to the detention pond, stormwater collection system, or sanitary sewer. 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 Skagit County Inspector to maintain all BMPs. ELEMENT 12: Manage the Project A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site, CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the Skagit County Inspector to maintain all BMPs. ELEMENT 13: Protect Low Impact Development BMPs All BMP's shall be inspected regularly and maintained/repaired as needed. EXHIBIT "C" LOT 13, FRAZIER HEIGHTS 16565 Frazier Heights Place P133814 PRIMARY BMP's 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 Standards inspect the area frequently to make sure flagging remains in place and the area remains undisturbed. Replace all damaged flagging immediately. ED.;,PAP TAM ['nigh Fenve 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: At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. As necessary to control vehicle access to and on the site. Pnsign and InsttelIalion 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 sift 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 Stormwater Management Manual for Western Washington Volume II 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. Ili airra'r2en nce Standards If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. NM') C't 5g Mor)rinEc col ©one rrumanord -aAD'alr c 4 Eg o'''c 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 Insta!Ba ion 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 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 Standards If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. t4Pai red ©c si rEt©'tiion Emli''ence / 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. 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. Maintenance 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 Storm water Management Manual for Western Washington Volume 11- 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 C103) 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 11- Chapter 4 - Page 272 Figure 11-4.1.1 Stabilized Construction Entrance NOT TO SCALE Ros000 ti\rg ��/I \S . .� �s7 irY—.s!`t�art •,tYYXiXiXi= 001' //s// l�0�'':,,�-��Y�j�i0111.01P. 100'min. , C41- `•ice-C1. C�" alk Install driveway egdP•uP0I*IP:.� culvert if there is a . ,. .. . .. ,. roadside ditchpresent •��• • • •�•ro -.Y-max—�Y •`t-•`t--7. 4"-8"quarry A. � . ;.. A. ti spalls 1�� � � . � •i Geotextile ` � 'Z�x.iY�i.+0.. �i d i�i0 . "41 "k_J.:AP:i-Aft Notes: 1 15'min. 1. Driveway shall meet \ the requirements of the 12"minimum thickness 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 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 ll- 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 Ifilbeeg UV-sill 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 11-4.1.2 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 o 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. Maintenance 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: Tern- 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:l/www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html. 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 of Use As a temporary cover measure, mulch should be used: 2014 Stormwater Management Manual for Western Washington Volume II- 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. co 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 3/4" 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. • Any areas that experience erosion shall be remulched and/or protected with a net 2014 Storm water Management Manual for Western Washington Volume II- Chapter 4 -Page 285 or blanket. If the erosion problem is drainage related, then the problem shall be fixed and the eroded area remulched. v Otto k RI-4.1.8 Mulch Standards and Guidelines Mulch Quedity Applicatii n Material Standards •Rates Remarks 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 2 -3 thick; free from 5 per tackifier, or covering with netting. Blown straw Straw undesirable 1 bales sf always has to be held in place with a tackifier as ,00seed 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- 30Ibs per Shall be applied with hydromulcher. Shall not be No growth 1 000 sf or used without seed and tackifier unless the applic- Hydromulch inhibiting 1,500 - ation rate is at least doubled. Fibers longer than 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 gable Mulch Standards and Guidelines (continued) Mulch Quality Application Material Standards Rates Remarks 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- to 6 inches min.; off. It is not recommended within 200 feet of sur- ation in length for face waters. If seeding is expected shortly after texture, van- 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 Wood Wasdte acre (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 II- Chapter 4 -Page 287 irt ['1 t11-4o l. Mulch Standards and Guidelines (core irflmer ) Mulch Quality Application Material Standards Rates Remarks high length- to-width ratio. tfii ( J 'J; if ets 12 di [IN aVT� 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: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 'TabDe DD-4o1 oS fiCiuget Stemdav0ls and euidellines (con irpimeo3 firinich Qua: Application Remarks liliateriall Stand,rds Rates high length- to-width ratio. L [ (A22: Nets aad a4lenkets 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. Conditir ns v f Us;. 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:1 V, 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 ll- 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 Installation Specifications • See Figure 11-4.1.3 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. • 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 11- 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- D7A8556C C D57/0/ErosionTrai ningManual.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 hydromuiched 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 11®Chapter 4 m Page 291 Figure 11-4.1.3 Channel Installation NOT TO SCALE r7 I ..„. . r . .II- �Q 1 1. h'M• . / / �61 �ii\�ii \/ii ,i ' �6�,/i,i//\\ LONGITUDINAL ANCHOR TRENCH TERMINAL SLOPE AND CHANNEL ANCHOR TRENCH 4 44 . *4 • , Dirk41111% I 4i 4 r NTER!/A T..—5 r �`���,,,.� y�``•� 4 rJ\\\\\�� 1, fto r �? P 0 P P �I/ ���\\ \\\ CHECK SLOT AT 25' INTERVALS r P /\//\�\/I' ISOMETRIC VIEW gatill'i Air ;,i,:. .i:,i. , ,F \ \ \ \ \ i.\\ \ \/ 6 \\ 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. ft" Figure 11-4.1 .3 Miiii Channel Installation Revised June 2015 DEPARTMENT OF ECOLOGY Please see http://www.ecy.we.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 -Page 292 f ri lili"c, [If1-4� Sliop T fllr s (sOlaAuvW Anchor in 6"x 6"min. trench and staple at 12" intervals � t V D • . ,A - • ry 1r - Min.2" overlap ~ u 1=11=1 .crziilii:L7. ilk �ial.�ial=11.= i -11-11-1.1- Min. 6"overlap ri=11=11.-11' • -�;-11=EI-11=11=11�11'-1 l� !;— �• ., <<t'=r"`' ; ,:w •_ � _t{-11=ii="� Staple overlaps >f=11.=11=11.—i1-1=11:=11- '-11-111-11--1-. ��.11-ti=11=11= max. 5"spacing ti-11:N:11:11:11:11:��:�:�t:11:i1a[ :11:II:fI:�I:IRII=:11,1LN:1111:11= II."111 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-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 Figure H=4. ` 4A Slope InstaIIa U.n 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 Iiability,.and disclaimer. 2014 Storrrnwater Management Manual for Western Washington Volume II - Chapter 4 - Page 293 'lu C1231 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. o 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. o 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. o 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. o 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 II- Chapter 4 - Page 294 Design and installation 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. Maintenance Standards • 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. A p pry.ved as Equivalent Ecology has approved products as able to meet the requirements of BMP C 123: 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://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html 2014 Stormwater Management Manual for Western Washington Volume ll- Chapter 4 -Page 295 Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: • Disturbed areas that require short-term or long-term cover. • Disturbed areas that require immediate vegetative cover. • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design and installation 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: o 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. • 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. o Fertilize according to the supplier's recommendations. • Work lime and fertilizer 1 to 2 inches into the soil, and smooth the surface. • Lay strips of sod beginning at the lowest area to be sodded and 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:1V. 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 Il- Chapter 4 -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. E.3' r' drI Ts / Comp,. sting 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 comet 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. C�.-rrditions 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 Wieintenance 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. 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 BNMP in conjunction with other BUiiPs such as seeding, mulching, or sodding. Note that this BNIP is functionally the same as BIM 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. o 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 11- Chapter 4 - 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 lr,stallati• 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 restructuring 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. • A pH between 6.0 and 8.0 or matching the pH of the undisturbed soil. o 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 II- 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.orq/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:1 V. • Between October 1 and April 30: 2014 Stormwater Management Manual for Western Washington Volume 11- 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. Maingenance Stan;iards 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. D-aCir CM26o _7u] crsne anr— dale Mbail g©nH [ ©c©u Fvuteedain Pvrposu 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- Chapter 4 - Page 300 N3, V Ci4M, st C4 intro! Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions of Use • In areas (including roadways) subject to surface and air movement of dust where on-site and off-site impacts to roadways, drainage ways, or surface waters are likely. Design ana.7 fins c(ffanior 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. o 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. • 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). o Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is pro- hibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. o PAM (I3MP 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 Stormwater Management Manual for Western Washington Volume 11- 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. :3-3MIEP (AM Mat- r o a OH rra And 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 P3CvtlC ' C2 0 o ©sac: e rrs s Purpose Construction of small dams across a swale or ditch reduces the velocity of concentrated flow and dissipates energy at the check dam. Cond Lions 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 swale 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. o 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 darns impound and bypass upstream water flow away from the work area. Options for bypassing include pumps, siphons, or temporary chan- nels. o 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 o Chapter 4 e Page 352 check dams to prevent further sediment from leaving the site. o 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:1V 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. il/i int-nance Standards 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 Darns. 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 1i-4.2 7 Rock Check Dam View Looking Upstream A 18" 12" (0.5m) (150mm) Note: /��/ice`/ A �•WIc�S a . //./%A"(0.6m) �/ Key stone into channel banks and extend it /\(\� beyond the abutments a minimum of 18" \ \ice (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. ,L. Point'A' Point'B' ."o '\//\\/\/\ NOT TO SCALE 11131 `~ Figure 11-4.2.7 Rock Check Dam DEPARTMENT OF Revised July 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 11- Chapter 4-Page 354 1. If the discharge velocity at the outlet is less than 5 fps (pipe slope less than 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 andards • Inspect and repair as needed. • Add rock as needed to maintain the intended function. o Clean energy dissipater if sediment builds up. L 7 ©2220E Num v,—A an Profs©t© 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 Stormwafer 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 ill-4.2.2 Storm Dram Inlets Protection Type of Inlet mergency Applicable for Protection O ertyov+r Paved!Earthen ;Conditions of Use • Surfaons: • Drop:InletProtection • . Excavated drop Yes, tern- Applicable for heavy flows. Easy inlet protection porary flood- Earthen to maintain. Large area Require- ing will occur went: 305x301/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 fir- Yes Paved or Earthen Frequent Maintenance required. ters Curb Inlet 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. iment trap Design anti Installation 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. • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. • 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-42.8 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 %-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:1 V. • 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. • Use gravel Y-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 Fil 3earc [1d=- i,1,2o 3 3ii©© 2livd ©paved) ANtori° A Drain grate C, ( () 0 0 �. •arc, -,c� °o _ . .a o3. • ea Concrete block ce q%ate° ' °,6��7• 0`}4 ,°° • c, C . , Gravel backfill • G o f',o u00 d ,9, e ��c)o e2 ,-,,,,. ,40460,L95-0 ,0.44;•-•„..,_4.°.o0 � _c pQ 0Do0<• Iff,04. -012), ,e)ec,s6S.cmprqc)9 Ueb�• �C) oO • i y\ oo g A Plan View Concrete block Wire screen or filter fabric Gravel backfill _0,Overflow water Ponding height o '�, ) rime. p � t" �< z v '` = Water � ,&)00 \/\\/\\/\\/\\/ Drop inlet \ 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 INADIE 111 Figure II-4.2.8 ICW111 lock and Gravel Filter DEPARTMENT OF Revised August 2015 ECOLOGY Please see http://wwwecy.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. • 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 '/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. Maintenance 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 Equiv.lent 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 11- Chapter 4 - Page 362 Fil rre [111- 02.9 Odra cr,c ondi c wyMI ©mi°Cc OHIlq: [c3)ri© C c(M©rri A -__-1 Back of sidewalk Catch basin a 2x4 Wood stud Back of curb Curb inlet Concrete block y.-y°fin% . t, p 7. 147: �•17 6, ,A •/.o, oil. _.. .., ,, • .‘,.. Wire screen or ° , • ' °'f�r �. .. , °Al}4h,?'�, o ,iarr ° 1. s filter fabric ;oo:it,r. o' ,,,, .'• ba ° ? vo '+ ^,° * . w 4. 34 inch (20 mm) A ~� Concrete block Drain gravel Plan View Ponding height 3/4 inch (20 mm) Drain gravel Overflow __,,,�,,,,yy a. .. .I ,,u air ins :a,o,`r Yd�f a r Curb inlet ,��j/\\�J Wire screen or \///\'2 ;/' <,,, filter fabric 2x4 Wood stud 'r/' ./ / %/\ (100x50 Timber stud) \\ jr Catch basin \\/ 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 V►lIMI Figure II-4.2.9 insig Block and Gravel Curb inlet Protection Revised August 2015 DEPARTMENT OF E C • L O'1 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 ll- Chapter 4 Page 363 li ;U.1f'C� Cl?MJriip and g NJ atiid(>Q-, Back of sidewalk Burlap sacks to overlap onto curb Back of curb Curb inlet Runoff Runoff Spillway `! Catch basin Plan View 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 SWAMI Figure II-4e2. 10 11: 111 Curb and Gutter Barrier Revised September 2015 DEPARTMENT OF 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 11 m Chapter 4 Page 364 B (P C232: Gravel Filter Berm Purp 4s 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 a ;d 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: • Every 300 feet on slopes less than 5 percent • Every 200 feet on slopes between 5 percent and 10 percent • Every 100 feet on slopes greater than 10 percent Berm dimensions: • 1 foot high with 3H:1V side slopes 8 linear feet per 1 cfs runoff based on the 10-year, 24-hour design storm W1aintenau ice Sta.-lards Regular inspection is required. Sediment shall be removed and filter material replaced as needed. SPAS' ©23330 Silt Fence Purp Pse 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 MP 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 3/4 to 3 inches in size, washed well-grade gravel or crushed rock with less than 5 percent fines. • Spacing of berms: • Every 300 feet on slopes less than 5 percent • Every 200 feet on slopes between 5 percent and 10 percent Every 100 feet on slopes greater than 10 percent Berm dimensions: • 1 foot high with 3H:1V 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. ElMP 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 11-4.2.12 Silt Fence (p.369)for details on silt fence con- struction. Conditions of Use Silt fence may be used downsiope of all disturbed areas. 2014 Stormwater Management Manual for Western Washington Volume 11- 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 m Page 368 G o ovi [l[}O D t ',Mk [ mo c Joints in filter fabric shall be spliced at posts. Use staples,wire rings or equivalent to attach fabric to posts 2"x2" by 14 Ga. wire or equivalent, if standard strength fabric used W. ♦♦♦..♦• ♦♦♦..♦♦.•.♦...♦• ♦..4 •.♦....................... ♦. .♦....♦..♦♦♦.♦♦........♦ VII= ■■ ■ ••,*..� •�•�...�.♦..4..♦.....•♦...♦�.�.•.�•�.♦.•♦�.�.�.i`■■=■■ .♦ ♦♦♦.♦♦.♦.♦��i♦.♦♦♦♦♦♦.♦♦.♦♦♦♦.♦♦♦.....�♦♦.♦.♦♦♦♦i♦i'c■■■a EN I i■■NI is i• • ►♦.'.'i ri••�•••••�i'i'••••�• •i,•••'.••♦.'0• �..•�i�♦..iO�i.•♦•'♦i..i•��•i'...�.■�■■• • • .• � .• • ♦ ••�•0•. •• • •. • . � • � .•.'_.. MIA❖O .♦ ❖ ♦ • . 0• . . ♦ ♦ •1111111111111111MM MI .•••♦4 ��...•••••••• ••...•• •• •♦;.�.SS .�♦•�0•.�. ••.�.�♦�.�.�♦�;O♦•►i'��ii �•0ii .•i i•.O•i i•i i i•♦•.O❖♦•O♦♦Oi •iiii•.•i•.O♦Oi•♦♦oO'��►��i■ 11.1 � OOQ� ❖♦•♦OO•♦•♦00•♦•♦•♦•♦•♦O•♦♦Oi0❖iiiiii7.te •. S • �►�i .\" ♦S ♦ p:44 ♦ .,.. ♦AS•♦�: • �����♦�♦�i i♦i i !��►!� j� � �i rr r N Minimum I �` 6' max �'--I I 4"x4"trench I I u 777 Post spacing may be increased 2"x2"wood posts, steel —71 to 8' if wire backing is used fence posts, or equivalent 2"x2" by 14 Ga. wire or equivalent, if standard strength fabric used ri \ ■I �\\ Filter fabric \/�\/ IN I El 2' min Nu MI I Backfill trench with ///\ . .... ;; \!T :■► native soil or%4"- !:L1 1.5"washed gravel '� �"�! \�/\ /\/\ \ %�\\gym\//in\\///\ Minimum A 4"x4" trench E/ 2"x2"wood posts, steel fence posts, or equivalent NOT TO SCALE linill. rr Figure H-42 ` 2 "Will iit Fence DEPARTMENT O®®F Revised October 2014 '� r 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 369 Design and Ins rallation Specfl ©c tons o Use in combination with sediment basins or other BMPs. • Maximum slope steepness (normal (perpendicular) to fence line) 1 H:1 V. • Maximum sheet or overland flow path length to the fence of 100 feet. • Do not allow flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. 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)): ThL c 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 11- Chapter 4 -Page 370 1. The contractor shall install and maintain temporary silt 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%-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 3FI: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 II- 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. e 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:1 V. • 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 11-4.2.13 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 II- Chapter 4 - Page 373 1Fraguive FOL. J,I.2,0 t 3 ardfCl, FenCe tlr sgm[I[1 f;o©iiii by MitIcting li�iqot i -xol Ponding height max.24" •1 I POST SPACING: 7' max. on open runs Attach fabric to 4' max. on pooling areas -- - Top of Fabric upstream side of post ( r:.=, :ice. Belt FLOW --� IWO POST DEPTH: ��'� top 8" Drive over each side of IM1 As much below ground .' I silt fence 2 to 4 times as fabric above ground with device exerting 60 p.s.i.or greater - Diagonal attachment 100% compaction 100% compaction doubles strength UII UIU 1 I I=i EI I I-Ill-1�, �I I I II I II I F -11 I--111--1�1=1TI 1E111-111-111=. a 1=111=III_-1 I I1=l l i--11 I :III=II I=1II=-11 t -I11-111E-111=111I—I E Attachment Details: —111-111-111 a I-111E-111=111E-111 II I I I--1I 1-51 :'4- I I(=I 11=i 11=LI 1=1 11= 0 Gather fabric at posts, if needed. —III=III—II:�e: g Q. — 111 I-111111E-111-111E-11' I =111-111— o Utilize three ties per post, all within top 8" I _ =11—TI=III=III- -11- 1E111—III=I I II g 1=111=111=11 I-111-11 of fabric. I1=111-111=II- I=4- 111E-1 I1—III-111E-1I I E o Position each tie diagonally, puncturing E III=111=III—III 1—I I I=TI I=111E-1H—�,I holes verticallya minimum of 1 apart. -III=III=III=III—I 111-III-111111 1-111-111111-1'' 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 (i-mi \,_. Roll of silt fence 4 Post \ IP �y installed Fabric after above ; compaction iti ground Silt Fence l l_I Ill-il7f(�1 I_(r_111_ ypIr"- J — h_—III—I _I 1-_=III-111,111=111=111.-111=1 1 If=III=III I-III�Il'-111—I I I-111E-111_I bill— 1 l� f I I—I 11-1 -111-1I t I—III—I I I=111E-1I 1=1 I I—I I 1��1\wAl�tll 1`11 1111`` 1t11 11 i I i-T I I i 1=1 I C �I I_111=I I II I I111111111111111 I I ,►11,,.111- lei .fhti�►�11111111111111111w I I,, 1111141 .LE- .-111=III= ' I I_ Horizontal chisel point Slicing blade =III ' (76 mm width) (18 mm width) Completed Installation Vibratory plow is not acceptable because of horizontal compaction NOT TO SCALE 7igure 11-4a2o1 3 ugijiMI Silt Fence Installation by Slicing Method DEPARTMENT OF Revised November 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 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 fence 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. BMP C234 Vegetated Strip Purpose 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 if 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 11-4.2.4 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 • Elowpeth Length. 1.5H : 1 V or flatter 6 7% 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 : 1V or flatter 10% or flatter 250 feet 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 375 Design and Installation Specifications • 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. • The slope within the strip shall not exceed 4H:1V. • The uphill boundary of the vegetated strip shall be delineated with clearing limits. Maintenance Standards • Any areas damaged by erosion or construction activity shall be seeded imme- diately and protected by mulch. • If more than 5 feet of the original vegetated strip width has had vegetation removed or is being eroded, sod must be installed. • 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. BMP C235: Wattles Purpose 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 1-30.30-00 also provides information on Wattles (http://www.wsdot.wa.gov/Design/Standards/Plans.htm#SectionI) Conditions of Use Use wattles: • In disturbed areas that require immediate erosion protection. • On exposed soils during the period of short construction delays, or over winter months. • On slopes requiring stabilization until permanent vegetation can be estab- lished. 2014 Stormwater Management Manual for Western Washington Volume 11- 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. Design 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 Standards • 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 II-- Chapter 4 - Page 377 ri UiG'G I1UG Rc1 [%;,, M 1NUGs 3' \,� (1.2m) \k/ N7 ig -,, \ Straw rolls must be \\Ik '" \�\ /// Adjacent rolls placed along slope ), y (/l 1 contours i\` \, \shall tightly abut / , + 4 Nmisp, vo, /CN r?: 4 I t*# \,40 10'-25' (3-8m) NV , 4 NY Spacing depends ‘• on soil type and / slope steepness i,%*y Sediment, organic matter, ��, 4,,,, ,.7- and native seeds are captured behind the rolls. I ,nTh 3" - 5"(75-125mm) 1x (\ L X \\ . 8"- 10"pia. �j`\ . / ' \/'a7 (200-250mm) Live Stake40" 1...._ �•,`"k y—�/ \�. // 1"x 1" Stake \-/- fr (25 x 25mm) 4 l l\_ 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 UNARM . 1111 Figure I1-4.2o44 lailli Wattles Revised November 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 - Chapter 4 e 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. A proved 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://www.ecy.wa.gov- /programs/wq/stormwaterinewtech/eq uivalent.html [ IVC C236g Vegetative Fiitratiany 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. Condoions 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. e 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. o Stop distributing water into the vegetated area if standing water or erosion results. Design Criteria o 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 11- Chapter 4 e Page 379 RE-3.1.1 10,ovonsEpolia RAM aroitAvadon Orgftuff-om (Mi,'FiF 415.10A) Downspout full infiltration systems are trench or drywell designs intended only for use in infiltrating runoff from roof downspout drains. They are not designed to directly infiltrate runoff from pollutant-generating impervious surfaces. Application Projects subject to 1-2.5.5 Minimum Requirement#5: On-site 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 Downspout Full infiltration if roof runoff is infiltrated according to the requirements of this section, the roof area may be discounted from the project area used for sizing stormwater facilities. Procedure for Evaluating Feasibility 1. Have one of the following prepare a soils report to determine if soils suitable for infiltration are present on the site: o A professional soil scientist certified by the Soil Science Society of America (or an equivalent national program) • A locally licensed on-site sewage designer o A suitably trained person working under the supervision of a professional engineer, geologist, hydrogeologist, or engineering geologist registered in the State of Washington. The report shall reference a sufficient number of soils logs to establish the type and limits of soils on the project site. The report should at a minimum identify the limits of any outwash type soils (i.e., those meeting USDA soil texture classes ranging from coarse sand and cobbles to medium sand) versus other soil types and include an inventory of topsoil depth. 2. If the lots or site does not have outwash or loam soils, and full dispersion is not feasible, then consider a rain garden or bioretention BMPs (the next lower priority on-site stormwater management system). 3. Complete additional site-specific testing on lots or sites containing outwash (coarse sand and cobbles to medium sand) and loam type soils. Individual lot or site tests must consist of at least one soils log at the location of the infiltration system, a minimum of 4. feet in depth from the proposed grade and at 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3- Page 452 least 1 foot below the expected bottom elevation of the infiltration trench or dry well. Identify the NRCS series of the soil and the USDA textural class of the soil horizon through the depth of the log, and note any evidence of high ground water level, such as mottling. 4. Downspout infiltration is 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. Design Criteria 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.4561 presents an alternative infiltration trench sys- tem for sites with coarse sand and cobble soils. These systems are designed as spe- cified below. General 1. The following minimum lengths (linear feet) per 1,000 square feet of roof area based on soil type may be used for sizing downspout infiltration trenches. Coarse sands and cobbles: 20 LF Medium sand: 30 LF Fine sand, loamy sand: 75 LF Sandy loam: 125 LF Loam: 190 LF 2. Maximum length of trench shall not exceed 100 feet from the inlet sump. 3. Minimum spacing between trench centerlines shall be 6 feet. 4. Filter fabric shall be placed over the drain rock as shown on Figure 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 Ill- Chapter 3-Page 453 engineer with geotechnical expertise, and if the measured infiltration rate is at least 8 inches per hour. Trench length in fill must be 60 linear feet per 1,000 square feet of roof area. Infiltration rates can be tested using the methods described in Section 3.3. 6. Infiltration trenches should not be built on slopes steeper than 25% (4:1).A geo- technical analysis and report may be required on slopes over 15 percent or if loc- 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 for Infiltration irywells 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. General 1. Drywell bottoms must be a minimum of 1 foot above seasonal high ground water level or impermeable soil layers. 2. When located in course sands and cobbles, drywells must contain a volume of gravel equal to or greater than 60 cubic feet per 1000 square feet of impervious sur- face served. When located in medium sands, drywells must contain at least 90 cubic feet of gravel per 1,000 square feet of impervious surface served. 3. Drywells must be at least 48 inches in diameter(minimum) and deep enough to contain the gravel amounts specified above for the soil type and impervious sur- face served. 4. Filter fabric (geotextile) must be placed on top of the drain rock and on trench or dry- well sides prior to backfilling. 5. Spacing between drywells must be a minimum of 10 feet. 6. Downspout infiltration drywells must not be built on slopes greater than 25% (4:1). Drywells may not be placed on or above a landslide hazard area or on slopes greater than 15%without evaluation by a professional engineer with geotechnical expertise or a licensed geologist, hydrogeologist, or engineering geologist, and with jurisdiction approval. 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3 -Page 454 Figure 1I1-3.1.2 Typical Downspout Infiltration Trench Plan View 4"rigid or 6"flexible roof perforated pipe drain r � \� J� sumpw/solid lid infiltration trench roof drain overflow Profile View 4"rigid or 6"flexible splash block perforated pipe CB sump — - A w/solid lid 6" 12" ` washed rock 1 Yz /4 ,�'"_:' A:_.+ ,:__:= —I min A 1'min fine mesh screen varies 10'min. '-- 5'min. -.- Section A-A filter fabric compacted backfill l=wiL3x32s11:1. 24" 4"rigid or 6"flexible perforated pipe P p p 12" .ir=I�!.i_Ii'!!iirw!i washed rock 1 Y2'-3/4 11=1!=11.=II=1L=1L 24" NOT TO SCALE O " Figure III-3.1.2 Typical Downspout Infiltration Trench DEPARTMENT OF Revised November2015 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. `may z: 2014 Stormwater Management Manual for Western Washington Volume III- Chapter 3-Page 455 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.) o 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 (WAG 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 IFfiguar;e V-5.3o2 4'ueG FN w Nis Ir,l Oli' rr l?P✓011/ulyS o 6 O M M M 2I Locate drain 25' from =° _ ROW if driveway 9 a, slopes toward street. I o' elj 700 sq. ft. max. between berms i I I /J i Driveway I 2-4" Slope I H- 6'min sue- rz'. > ,i--k--: :i-I 15.Ni .: r . ,�" Diagonal t ..,�� ^..Wi Berm Detail 25'vegetated berm with 25 flowpath dispersion / trench / Plan Driveway Dispersion Trench Driveway Slope Varies and Slopes Toward Street / • jo / y IEt I � y � i // I / , . Max�: 2P4. ' ay Drivew• ay � crossslope• Siope '. . • Plan ,/ faf" M^, ��.; '•_-& \.;..-7:7.evr- iI Sheet Flow Dispersion from a Driveway �0, c,, i Flat to Moderately Sloping Driveways NOT TO SCALE MilliblE11Figure V-5.3.2 °IOW"' Sheet Flow Dispersion for Driveways DEPARTMENT OF Revised January 2016 ECOLOGY Please see http://www.ecy.wa.gov/copyright.htm/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 SW P 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 L.imitatio. s 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. Planning/Permitting/dnspecth nNerification 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.org/pdf/Soil BMP Manual.pdf ilfiaintten nce • 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. u � Model Representation 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- Chapter 5-Page 913 Gn a i c pu.3a" " Helt�t1Vd{IElg Lug C�tr'�7 � �� ©Al fli F J?. • 4N 5agr r ,., , �2�*tEv vS ,�,f.� sy hx.' �`'A�r 3-£t a'i_ Tr - H—.:.:'1-1' J i ( y 1 ' �j ,� • •stir,.:— We Mulch > ...ift(gZ"-''ih , h i ,tir .L +t r • Irli AMIit; IC i.64 3 r C it Loose soil with visible dark " - ' ? Ala.., ; ..i ri,. _ ri`I''114:0.: y' rl„ organic matter • x _ _ . ... :.,,. .., . ' „ .., _, ; „..,..,n., , ,, �'! 4i ,. . „.,-,,......,,,,,- .- ,.,...,,--. ,, . . . ,..;: . -._,, ....,, , .?i //,-., --,-v.:: ;:.r,: ,, ,-:-.---;.• - /T� r 99 72 - / 'a fr'' I. Y f 04 .`4. _,� r ` 9!i1 t ) �3C . . �-AR ? 7.0 1i� �1aA : . ., „ . Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manua(for Western NOT TO SCALE Washington,2010,Washington'Organic Recycling Council Roure 4.611101111 61 Planting Cross ����ti�� Revised January 2016 DEPARTMENT OF E C ° L 0 G Please see http://wwwecdyis.wciaa.igmoevr/.copyright.html copy.101111 right notice including permissions, State of Washington limitation of liability, and disclaimer.ecy.wa.gov/copyright.htmf 2014 Stormwater Management Manual for Western Washington Volume V m Chapter 5 Page 994 MP T5d14A:4 Gardens r-ease and Definition Land development projects may not be of sufficient size such that it is practical to con- struct engineered stormwater facilities for flow reduction and pollutant removal. However, the cumulative 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 1-2.4 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. Applications and Limitations Rain gardens are an on-site stormwater management BMP option for projects that have to comply with Minimum Requirements #1 -#5, but not Minimum Requirements#6 -#9. For projects electing to use List#1 of 1-2.5.5 Minimum Requirement#5: On-site Storm- water Management(p.55), rain gardens are to be used to the extent feasible for runoff from roofs and other hard surfaces unless a higher priority BMP is feasible. Infeasibility criteria for rain gardens are the same as for bioretention. Please see Biore- tention infeasibility criteria in BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959). Although not required, Ecology recommends installation by a landscaping company with experience in rain garden construction. Rain gardens constructed with imported compost materials should not be used within one-quarter mile of phosphorus-sensitive waterbodies. Preliminary monitoring indicates that new rain gardens can add phosphorus to stormwater. Therefore, they should also not be used with an underdrain when the underdrain water would be routed to a phos- phorus-sensitive receiving water. Design Guidelines Refer to the Rain Garden Handbook for Western Washington (2013) for rain garden spe- cifications and construction guidance. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 915 For amending the native soil within the rain garden, Ecology recommends use of corn- 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. Underclra©rlS 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. I\NI U'S.140 r, ico t4N,i?nt �•h11 '�urp,•se 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 • �k , ;1AU� gJ If r: ;'i.;t.11 Cs' 'II l II11 L1• ;;i : r 1 .,1.„...1. • I f yl' 4. ... .litut *Jilt.. 1( YI. . "li '15, 1 ti Ul Nil t .I.::: ,. ,4i ;ij/ y{ 11.410, n:':rV: . 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L ` 1:3 d DI 4-1 cn U "11'"�4 S ID a U 'c E t. %."4.474 Ce. -IS ANACORTES PUBLIC WORKS DEPARTMENT of Y °14 Steven Lange, Project Manager . :, P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 9Oo3 Memo Date: February 28,2018 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Site Plan Review#1 for 1605 Latitude Circle cc: Eric Shjarback, Justin Symonds The submitted site plan for 1605 Latitude Circle was reviewed by the Public Works Engineering Department on February 28, 2018. • 02-28-18: Submittal to Public Works Engineering • 02-28-18: Public Works review and memo back to Building Department The following comments are provided: • No frontage improvements required under this proposal. Please issue the permit when ready. • Known subsurface flows in the area. Suggest installing perimeter drains along the easterly boundary. 0�0 a� o , m s • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services •. .r ••c.ifir r fr 77z /7 , // Emslan Control Rotas la RosldondalCmstrudJm-GNof r I \ ? e. / / ABBREV1ATEp LEGAL DESCRlPTTON: Anemias See / L' i // LOT 23, 48 NORTH PLAT 8 PUD, SECTION 22, imol �e j' � / TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY A. Erosion Control Beat Management Practices shag be In place _�� i / / •/ OF ANACORTES, SKAG/T COUNTY, STATE OF PsrOsooceplad die plan prior foany conshu�an dart. LS ' / \ �/ j j/// / WASHINGTON, A.F. 20:705020028. B. to moat the a�nob�A�ipgwn�tla m�od�eod day am mamead �� / !✓ \ / / / e• C. The storm drain eyatam shell bo domed daily(so on 7-0T.3), / / / / j J Al drainage opting shall bo dsanod to the acceptance of bfa LANDED GENTRY y / i' / / 1 Chy orArromnra pd«maoroptanw of the Fajen:. D. Stahllmd wnatn,cdon entmncoa and roads and bs b¢taled \ . ;: ' / / ottho beginning of oor>sbuction and malmalnod dairy tt o II O M L S AND C O ai ]t U N I T I R.S / \ • _ , / / .„ .../ " �• ' / / duratlan o(bre pr ocL Addltlond moawma maybe requhed . / �\ .77. / " �� /� j' such as wash pads to onwro that ail paved areas aro kept FH TRACT C GENERAL NOTES ,• �` / i dean.No mud b snowed a enter City stmts. /" / \, .. . / / / E. Any colts o,yosod that WI not ha disturbed for two(2)days .' .._ • --` - / /' • ' ; / during the wet season or coven p}days In tno dry aoasen shall OWNER: _ • / i ,.` ' ,/ / bolmmedlatelyalebllzod with thoappmwdESCmethods LANDED GENTRY ` ../ // (seeding mukh6�p,pieetk covering,etc.) 504 E, FAIRHAVEN /, / j F. Two(2)weeks prior to the beginning of the wotaoawa BURUNGTON, WA ,. ��.` ....,/ i.. / / (October t),eldbturbedcroonehalborovta»odtoliently 98233 -_. --, . wt>1cA ones can be seeded N pro)>,arotlen frx O,oM for mbrc / / /%/ = OIsW bad arem anal be seeded w1iNn nne{i)weex of the 1-(360)-755-9021 be Beaded and those amen to romeln ufxiare,edatW bo BUILDING: / // .�.� / " / Ileglla11ry0)d10 YA160aeon.Aax01d1 mopot Otoaumwab / / / :! / // % suMrlbed to the Project Manager.The Project Manager ran MAIN FLOOR AREA- 2,109 SF • /` / rogSm Booing In odddUonal areas In order to prdectau/hu a /�E� O / _ /// .- i/ ...„/ G. PenWa tea. oa a�antEroib Cones i I vide Ion a o act ro a S30o TO 'RL FLOOR 'REA— 2,836 SF • wEt000rtnaandarchepteriT,ss-Pa alncstartnaat$on GARAGE AREA- 745 SF / 7 0' DRAINAGE Each day fa considered a ditemnt violation. SHOP AREA- 231 SF hry / SEWER EASEMENT7 TOTAL - 976 SF // '/ ' �.,• ///I PROPOSEOPs:RIM�T / FT:N(TYP)PFR BMP CZfl / ;/ I // • SITE: II TYPICAL / /C 30.51' r ' 116.27 / % '/C I :' 45.00 j i ZONING: t/ „' 2 . er / ��/ /'40. 76 g I , ; - P.U.D (UNDERLYING R2) / / ' " / to f GRADE / N '/ I / SETBACKS: ill ALL SETBACKSfN COMPLIANCE �F—� ,._ > / < / J •-;yr i ; I WITH aTr GUIDUNEs / / ' 2 ._,.._.__,_'— .•-. _.. _ ' ,/ SIDEYARD MIN 5', 15' COMBINED / • / o '.i LOTtlNE OttLC� toN // r ' # d -._. iS ' FRONT YYARD ARD MMIN 20' I! / O i" PROPOSE 6�4O PVC OIWN L NE ` r "pN00EPTH 6 f�� • f '0 / L00' / �� h GRADE r ,' HEIGHT: -'• ' / ,.' - 34.00 _ 10.00' o �;:, MAX. ALLOWED: 35' ("U i-... // - - L -_. .__ _ _ / / PROPOSED:UNDER �• ' � • , '\ t! LOT 1 -�, r1 /, 'i- 3 `�V OVERHANG ABOVE (P) - - •L ��� _.- -- -- -- — - -- `� - - 'I ;.', 'I` /, SS _� ff 1"® ® / r-, SS // P PART LNG SPACES PROVIDED= •• • • • .. ..v`�!�•------ ---------�wGrtror-w74 a� ® ! / I / 2 IN GARA E, 2 IN DRIVEWAY pUi i G` LINE / / ; Q l;- I� I Ie'esty� /'/ idi I ' cZ ! LOT COVERAGE i , `r 0® otic: '/ / O rI r 8U/GOING AREA: 2,209 S.F.cuitea ♦ SSCO as / • 1 / (7) Z 7. ` PORCH AREA: 84 SF.• INLET PROTECTION PERC22Q s ), ;r CATCIiBASIH FlLTPJtTYPE t- GtfiTER I r /' i j II . / LANDING/STEPS: 57 S.F. :' ' ' ® / z , Z / OJ , I PA AO AREA: Z7 s q; 410141. BMP Gt25:fAulc"t^0 N / / c0i I r; 20 REAR YARD t I TOTAL AREA: 2,62 5 ::y ?�r :C : i Sfi53:P COjNODFP H �} / . CQ SEM 7 S.F. S _ _ — SD sotto PROP. SS BUILDING 1� ' UT1L1N LOT AREA 828 - o ESA A SERVICE w SETBACK / E PERCENT COVERAGE r ' I , _-. _ • r K f ([i VLGKING d if • IPS RDLYG I I • / N BµPctzost�oNy�auN I .VRr W I � S�Eff)AgCLwE V : I 5 ¢VALiN AND OE t ff j ' u EASEMENT I I .../- • I A j i N U • ' � l IRR •PEFt woe tE % ( - I. IMPERVIOUS COVERAGE it, i �yp "y° - f / LOT 23 , j j; immmBUILDING.• 1,935 S.F. . a �._ I j S)EPS/WALKWAY. 61 S.F. 1; O PORCH: 84 S.F. `� r I '' 18400 / o 4' I COVERED i // 196.40 FF UL I i }; PATIO: 275 S.F. a • �,: t , �" Epp o 1 / 186.40 FF LL ' tf `i oRry v R o � (P) t / i o 1 i DRtitill fz4.SF. :; / ® ,� L i o I • t' TOTAL 2,959 S.F. LOT UNEA -1 _ . • ' . • o / \L//.���' " d LOT AREAs.: • RtOFR-0FWAY +_i I : / . I / r ` 8,257 F. '� UNE f j — f• . f PIACESILT FENCRt0 o4 w,VN ' -r. I ` PERCENT COVERAGE ;� e: 1 + ,#___. • �' �I 0 , +� )1 / _ 81 8310E OP STOCkPBE,PER • i.II / r. i I /i :f • i `I ��L�\ i1 [ Z959 / 8,287 = 35.7X J / tom/ j ._ t! MAJOMUM ALLOWED: 411.0X N8 i / I ,: •, J ?. : _ 1 r 'it 4 . 1 • • ! ; ":.-. I - : I 1. rj . • O, / ( SORSVRTM OE LOCATOR LOrWtE _ e ,.3j I O Q f A j\ q I �- ?: I•"� K es t I DRIVE AY •t. / Z o (COVES PLASTIC WRING 7 , ; t + i I 185 90 GFF ARAGE 1: ( / STQR1A EVENTS) I. fn i f� Ii 1 I 1 '- N I ( :' ~ /17-, ... liEXIST -fir q rr - ,� , !t a I fi / Q' Q �. / • v. • NDRNE j- - y 1' I / I C . T811PORARY t' -- I I I Li C��U \ / CONSTRUCTION };' / i / 4 Y f7fIRANCE PER � ': I rJ.OP/0 j / - q Z �\ I / • E 1; j t. I ( rC.s I / / t s�zETOPIq + / ^ O F' if /�1 :' 1. `_� ! 1 mar• ar ! �� t�� atrr� • . •• .. . . ^ / + J PR• • ••ED PERIMETER ':; : IttLETPROTECTION YD L. _ �'' •� - Y =i Plncno.eLOLTca J_ o�-- �_ 1 OVERHANG ABOVE(P) `p CON lC103 FENCE GRAPHIC SCALE �v .I "r GRAVEL FILTER _ ._ ' a � 1, R1 �• p1 PFJiB • C103 y 20 FRNTYAD_ tz __. O ) , P: 6 0 3 6 12 },¢ TYPE oa a P of BhlP C521:MNS'TRGU t+ / 1 / • =_�-_—� Ili a� PERIMETERPROPOSED WV rc f�3 BUILDING ���it KjpDE PROPOSED 4'SCH 40 PVC OftPJN LINE `a t� / I� ( IN FEET ODE oasr ja t Hartz. Seale: 1 Inch 6 Feet ! ' FENCING c) WM ` MST SETBACK / °j / 198.0 , - i , i • • • • • • • GRADE / • — -I nt1 48 NORTH / sDoo (_ / • • • 1. • • / -�� — - - -- - WM i �_ J3.47' / • / WTLIHE , —_ I=sD / COWMAN t.,_ \ 7k: // 45.00' I ° I / / 117.78' / 39.arr 1 i' I 2-CAR RIGHT , ' _ _ _ / SS 7 r • to - ; - CON57R1G110�:•1MPEA'• -- ' , ' / I EROSION CONTROL & SiTE PLAN t� 1 SS i PERBhPC703 l�• _ (P 33681 ) it LOT 23 ? ! t= / ' I [ t 1605 LATITUDE CIRCLE I ANACORTES, WA I JOB NO: PLAT OF "48 NORTH" eN. • I N l ) n DESIGNED: L•G LOT 24 / ,� ��� I - I - I DRAWN: 0 DATE: 02/16/2018 I I b2. 2� • l� ' 1 Tp ! r c P i i SHEET 1 of i r 7 BUILDING PERMIT APPLICATION REVIEW: DATE: Z- 1 PERMIT#: iH ac:3 r 00c6, SITE ADDRESS: 11 �� nh PARCEL#: '/r 1 SURVEYED SITE PLAN: yes ❑no I • Does site plan&dimensions match survey ❑yes ❑no ZONING DISTRICT: \��2 / J • Is the land use permitted in zone q yes ❑no CRITICAL AREAS: • Is any critical areas located either on the subject property or within 300 feet ❑yes 0 no SHORELINE JURISDICTIO : • ❑yes no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment ❑yes ❑no 1 IMPERVIOUS SURFACE MAXIMUM: MINIMUM SETBACKS: z �z� 1 s \(Sk- MINIMUM LANDSCAPING: 22-1 MINIMUM#OF TREES: r, MAX LOTCOVERAGE:I-A. / MAX PERMITTED HEIGHT: -5) \ z is IOFF-STREET PARKING: 6_e < lc-ymfa L EASEMENTS: f eACX*10C) �e < (3\fl� Print Window Page 1 of 1 Details for Parcel: P133681 Jurisdiction: ANACORTES Zoning Designation: Please contact the city of ANACORTES for ANACORTES zoning information. Recorded Documents Excise Affidavits Documents scanned and recorded by the Auditor's office Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P133681 6042-000-023-0000 SE 22 35 01 Owner Information Site Address(es) Map Links 48 NORTH ANACORTES LLC 1605 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 DWF Current Legal Description Abbreviation Definitions (0.1902 AC) LOT 23, 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 Taxable Value $108,000.00 Land Market Value +$108,000.00 Sale Date 2017-06-02 General Taxes $1,132.00 Total Market Value $108,000.00 Sale Price $4,350,000,00 Special Assessments/Fees Assessed Value $108,000.00 Total Taxes $1,132.00 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://vwvw.skagitcounty.net/Search/Property/ 3/2/2018 --u- D 20Aud 020028 AUDITORS `' TIFICATE Skagit County Auditor S1G8.DD ` < , 7 —I\-- 0 I- ��TH1 P v I 51212017 Pa e 1 of 311:40AM RECORD OF SURVEY AT THE.,Rt' UF, i'�rOF DALE K. HERRIGSTAD SECTION CT}[ON 22 !l OWNS}HP 33. 5 NOR���Hi RANGE 1 EAST, W.U. =,:. ,,,:,:= . u lr,.4. v. ,. c�✓mires ,�►` _ `" 1� it, . 0(I] � ' R t ti Ili;^ ;:;.�,:.,,;JJ '",: ., PLOY Y�:'U D l • GENERAL INFORMATION i .-- t' SKAGIT COUNTY TREASURERS CERTIFICATE ,- ' : '' • m:: �' DEDICATION :' 1. Assessor's Account No.s 350122-4-004-0000, P31681-. p Know All Men bythese Present thgt S 2. Description and exception information is from the 3rd I certifythat all taxes heretofore levied and which have become a lien upon the K fT ST14TI= BANN:, rrtprtgage holder, and p p lands herein described have been fully paid and discharged according 48 NORTH ON FIDALGO ISLAND, Ll pipperty,A=rdwni of l4fld hereby platted, Revision to Subdivision Guarantee, Order No: 153377-OA, records of my office, up to and including the year of 20 eS o S a declare this plat and dedicat to fdw L]�.e.::lf trt ' public ft cev> r, streets and dated March 7, 2017. 8if *poses� avenues shown hereon ands-£1ie':use ' erof,�=tir all 3. This property is SUBJECT TO and TOGETHER WITH Ad ,bp OFFICIAL, cap tic oses consistent ter /� / e G with the use thereof for rubtip Nghwa ;,,pti gases .t..dget er with the right to make easements, reservations, restrictions, covenants and other Certifie this �1 day of ,lA , 20 _(-.. l �me all necessary slope for cuff crr.0i iiis up' n the ;f.i+ts mid blocks shown hereon in instruments of record including but not limited to those J the original reasor bJe radon '°ti1f ff1.1.^sucf;..sfi et ^and avenues shown hereon. e9 9 instruments referred to in the Subdivision Guarantee ° The Owners an Heir"'a,ssigri h reby' waive all Maims for damages against referenced under Note 2 above. Said report lists documents Skagi Coun rea rer l ��� which maybe d pa-' nefi'_;o'?the,azt'ace.frt ii erties bythe construction recorded under Auditors File Number AF 732440 (Avigation 9 "a.' SEAL r,�� drainage +rid•maim `Tv;,e of: ai r r d `€find or area. Easement), AF 200807220033 (Record of survey), AF CITY OF ANACORTES APPROVALS ° w88'I` `tr;'''.- r==- `'' ' 201607050142 (10' wide Puget Sound Easement over new The Planning ommis ion of h, City of Anacortes meeting in regular utilities), AF 201612060089 (10' wide Puget Sound Easement session on -- - O did find that the 48 North Plat & �''�': r s over new utilities), AF 201612190147 Covenants, Conditons PUD serves the public use & interest & has authorized the Subdivision S'• ' , -_. and Restrictions on adjoining property) and AF 201702240096 Administrator to execute its written approval. f DRTH ON •f.1D• ' ISjND, LLC (access and, utility easement over Lot 17 as shown on the \ �— �----� �.t•;` - Plat). Deed of Trust recorded under AF 201605130083 :- i x P i Signature of Planning Director �' (Skagit State Bank). 4 :`:':'; ' At, 'k. A prov I by the ncii of the City of Anacortes, WA, this i iy r. 4. Residential Low Density (R2). • day of '��P+c(1ci 20 \ . ;, t. Sj> lT S i°r TE°t ANK 5. Water Supply: City of Anacortes. / / '; ? 6. Sewer Disposal: City of Anacortes ATTEST: City Clerk . L--tkL ^'=' , . '•Ii,. Sfate�;'of Washington r 7. Storm Sewer: City of Anacortes _ ;/"• •``=� •``�:,, 4You»t of Skagit Examined a approved this APe 1L �_"' 20 • 1',_ '''>r,,�.; - I c:rtify that I know of have satisfactory evidence that MOS ft v j pp day of /'°,,,v• elgned this instrument, on oath stated that �he/she/) vra /are) authorized to execute the ------------------ • L' „ instrument and acknowledged it as the 1' 'f tr►�.be{ of City n e' L, ii 48 NORTH ON FIDALGO ISLAND, LLC to be the free and ,;;:. i.. =4yy '::-s_, x voluntary act of such party for the uses and purposes mentioned in the instrument. "`���-„•"'��� "�"~' 'i Given under my hand and official seal this day of i 20 I`7 °;; t `E;; �:_�:;-;:. Notary Public in and for the State of Washington i,. i„ Name printed P t F 161 tr Wet i l�JP� ,. v\-WEQ/,,,,-z :,`„ e. •,; !s Residing at �. `0N` •,9 1C Disc,°3 tl�� . 6s xP; F 1 ..." ®I� NOTARY Fm'. NOTES '';v. ,,.,. ; My commissions expires 4./t j7- 1. Subject to Declaration of Covenants, Conditions, ,I' = Puetto o_ Restrictions, (CC&R's), recorded under; Vti,:. o'<•• -.A ^0 �' c, 'i ';1 9i'R1Lo+;ry•�C�. s , %,FOF WPS� '/nnlu, AFN �1 060DOC) -' l t:`< =. :�' FND MONUMENT IN `«. "ts:- rf, : CASE WITH COVER 2. This plat is subject to the Tree Preservation Plan dated ='''•':S 88,,20 0• L ':. 2610.39 2-19-2009 p QAugust 12, 2015 and recorded under; �• '= _p� ✓� :,, _ � ,; 652.60 L1 State of Washington AFT! t JQ �D J® 3.Le% t,N in "in� County of Skagit ,li•--� ; `s cj CO N '� I certify that I know of have satisfactory evi ence that .e �e -1red lUna M� ?'_; co f:W signed this instrument, on oath stated that (Ishe/) 1 /are) authorized to execute the 3. The PUD reference number PUD-2015-0003 and date:?of r;; -;,;=:'' S 88'39 46 E co O 0 instrument and acknowledged it as the Vice rieSide,1"1 of approval shall be included in all deeds and contracts- - s ~- "' 655.36 655.36' r1 SKAGff STATE BANK to be the free and .,.,r;;.. i,;: O t G1C"' LOT 2 _ W O voluntary act of such party for the uses and purposes mentioned in the instrument- - '''; ,'i. ;, �`,V � � April of "i:. 1/4 s qj O Given under my hand and official seal this day of A� , 20 4. View Protection Covenant under Auditor'. t''": 'I- '. :y 1'�t,;:._, rNn-CO co — Z Notary Public in and for the State of Washington File No. :_ _ri,. ':,.` ;_.1; J �>��- — 'cc' t t1�1 D L 1/J�L l t oar w;tmWEL ,''''., �ea,rd�cl 1 j2/c( ," ;,.4 �/ r�O ►� S T` N Name printed �� (i� To b� r e. S/ coCc- .� .�e� •yy�ollE.V9F,9 r` ftY,S' NJ, 'r. to j CO Residing at AYE L©f ti>� �. F'. , .J';4Y =t;_ <`'. :,_;:,;= r. ovtj/ 504. 12' 658. 13' L My commissions expires 14./I f 2-0 La,C. -w.0 �,O' -- :Z= -r I '- :o; �,,:}_,, ,:;:V .'5', S 88°59'17" E ; , 812. 14' `�' cp ;rr�q R,�o,2°'mom Pqp L �� ; .,; / 1316.26' `\' S 88°59'17" E "'',,,,aF W P5 . ,. `'`'` ''��)):,. - -ei'I ti `� `,,ewe 11 11D1DD1Dl11,am,mDD111D, °,. E, 1/16TH SURVEY R CERT I T A in CORNER � ofH pRR�� I hiur by certify..that the 4 . North Prat & PUD is based upon ri--L. in ' - N r� Cr) �`4 ,* 1 % �r In ank;.ac!tal starvey, and subdEvisi n performed by me or under my .. ti h FND MONUMENT IN Q co cr) ' =% r+ �'� CASE WITH COVER m - ss ••. ,� supe ist�an cry_..Sett}ion 22f;-`Tow`nship 35 North, Range 1 East, Cp `� •., z�so r ' •' ' A.„,, W.M.;"•'theF lat"`ts a`-'tree on? correct representation of the land O " _ F fie' C p CALCULATED CORNER 2-19-2009 '4V4L LA,•to t,ually�'pui'beye ;tkAs t;.,, '' courses and distances are shown Cry O t t=:::por`r e `t:on 'the ground; and that I have complied with the 1327.27' 22 23 $ ,1,. <,..,,,,.... • . -.„., 1327.27' OWNER/DEVELOPER LAND SURVEYOR ���.,,rrarrrwmilr1r«r,r„r,rrrrnrrrlrrrrll,,,, ,,—i.. �farovtstons- f t le statutes and platting regulations and that � DALE HERRIGSTAD PLS �� ;,, p'i�,rmana at_„cant l monuments have been established at each S 89°37'49" E 2654.53' 27 26 48 NORTH ON FIDALGO ISLAND LLC �� -2o 1 t:::ant',.every cYrr roIIing corner of the parcel of land being PO BOX 319 4,320 WHISTLE LAKE ROAD ."sl. ors ided- ANACORTES, WA 98221 ANACORTES, WA 98221 SHEET 9 OF 3 .i� ?:, = - SECTI0 \ 22 TCVVNS — I � `r;_'' .'�.1tt'4` '�k, DALE' K. HERRIGSTAD, P_LS. � '� - J o •J ll� �J eJJ PVT 1 0 CJ • I Certificate Na- 27807 3 5 \017 , �A\ G E 1 EAST W 'v �.:..,,.,,y,r; ' DateL - D4"r'N BY: UI<H rr� , —ai SCALE: NOTED SCALE \ 0 \ . �►ARRIGS -►AD ENG a� EERING r., SURVEYING DATE: APRIL 2017 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 JOB 2015-53 48 NORTH PLAT PUP j' jaj Skagit C'St• ,90 ._r '';,, Si68.40 SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. k' 9114age4ev,a�U;cf 311:40AM CITY OF ANACORTES, WASHINGTON t. _ii„ _ `r9,py 4r'4. trn 'i!d,. .Y. ''•,i7 rt, ,L -ti_i- 7,.,, tit.,, 1,,,r,. PUD AND PLAT CONDITIONS - } Ni:.,, '.-'``'`"�'`; '1.44 LEGAL DESCRIPTION "`` `�` -p:... 48 NORTH PLAT & PUD ; 1,,. wry 't�,,., ': UTILITY and ACCESS EASEMENTS & DEDICATIONS ��'• u •:, n��:«. •'•' �: PUD-2015-0003 1. An easement is hereby reserved for and conveyed to the CITY OF ANACORTES, That portion of the South 1/2 ofAhe . heost 1/4., o'�tthe Soitti t„,1 `4, of Section 22, Township PUGET SOUND ENERGY INC.(A.F. NO. 201607050142 & 201612060089), FRONTIER 35 North, Range I East, W.M,4 nq::8riuthea tr,ly of'Ole "BURROWS I3A'•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"'•Irlre tsiereof,,Pee EXCEPT th ,.foIIt ing described tracts: ,+ o— Conclusion of Law" as adopted by the Anacortes City Council on the 21st COMCAST CABLE TELEVISION COMPANY and their respective successors and i i, '`E%:, `�,., `'� ax, is�' day of March, 2016. The following Conditions were required to be assigns under and upon the front ten (10) feet, or as shown on the plat, of a.) Beginning at t ''Sofl'tsheast'' mer,qf he Soutf};..�'f7f;2 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; ti, "i 'ki:,. �'`ir`, ; ;;'• and adjoining all public street(s), as shown on the plat, in which to construct, thence North 8B 5 96"... e„.;i%ong•` e ,g'b;, tr.64,- `said South of the Northeast 1/4 of the 1. (FF #10) The lots in this subdivision ore subject to applicable water, operate, maintain, repair, replace and enlarge underground pipes, conduits. Southegs: ;�..4, 30.bi fe<i{ito �e Wes�;line of die "COPPER MINE ROAD`; sewer, and stormwater general facility and hookup fees and transportation, cables and wires all necessary or convenient underground or ground mounted then(cctlfinur;':,Nortfii,88k 9?4,6" 'ilest Mee feet; fire, and pork impact fees. These fees are payable at levels in effect at appurtenances thereto for the purpose of serving this subdivision and other ttrence`:lorfl ;2'1 i*29"._'+ as ,6 .34�'?teat to the North line of the Southwest 1/4 of the Northeast the time of buildingpermit issuance and maydiffer from those fee levels property with electric, gas, telephone and other utilityservice, together with the ..:- °''^ �: '''r =` currently in effect; eer and water latecomer charges may be payable. right to enter upon streets, lots, tracts and spaces at all times for the "'IA the othvoe t. c'ilthet,,gifif 4 cert ke ace point of beginning of this description, said point being purposes herein sta the. p the'ftorth�lf t Cagieri f,thati"%certain tract conveyed to the Part of Anacortes, a municipal 2. (FF #11) ZONING INFORMATION: L rpofktion, F, .�.dei rsc'ia;elc t'July 22, 1968, under Auditor's File No. 716164; s,: these Wem sal;trt&�,point of beginning run South 2'11 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 , .i=: ,. n . Y g Lots 2, 3 and Tract B as shown on the plat is hereby reserved for and �:;, ._ of Air osYi trot i3istnnce of 15 feet; Zone's Minimum Lot Size: 7,500 Square Feet thenceH wesI.parallel 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 &r,,�+r'-�itr;e., '!z. which to construct, operate, maintain, repair, replace and enlarge upd'er rcund'L "' tA;;, Southeiiist 3✓4 to the Easterly line of the "BURROWS BAY ROAD"; Net Acreage; 7.20 Acres "x�•°i � "'j• ` pipes, thereto for the purpose of serving the lots herein. The m�ttliter�bnce'i�"f �#�.ride t�t(fi7heriy 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 'i';- '> the improvements to the easement will be •the responsibility of ar_ Oared by 1/4,ef to Southeast 1/4; Density Calculation: 4 DU 7.48 Acres = 29.92, rounded to 30 DU the benefiting lots. ta, l4 '''`:, "¶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 across,.zfiie Neethwe t b'undary off' x' b.) Beginning at the Southeast comer 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 ereseryedr. fdkern._ col4veyedt i�' 1 `- thence North BB59'46` West along the South line of said subd"svision 34.00 feet to the West line of to Lot 2 for sanitary sewer pipes to service lot 2'• in,,,,�tihich."Q� cdfest lt, • ;e the "COPPER MINE ROAD", and the true point of beginning; For lots 3-17 only, the front setback is 10 feet for the residence & 20 operate, maintain, repair, replace and enlarge uni er ound pipe,. fob• thee'+ braes!' feet for garages. thence continue North 86'59'46" West 781.88 feet; of serving lot t The maintenance of the impro�,errt'ents to theri as ment will be Ail other fats must meet the 20 foot front yard setback for the R2 Zone• the responsibility of lot 2. re: 'i. thence North 2'11 29 East 669.34 feet to the North line of said subdivision; .erFe,:;•.�,:: ��s• `' , if r thence South 88'40'23" East along the North line of said subdivision 760.00 feet to the West line of Rear Yard: 4. A 10 footprivate sanitarysewer"'& s Qrm`"Ira ilia e''+=,basemen ct&ross the the "COPPER MINE ROAD"; For lots 3-17 only, the rear setback is increased from 20 feet to 30 g feet. West boundary of Lots 27, 28, 2bee r " '9" 0 at�i;i sWW1 the`fskrt le.'hereby thence South 0'18 59 West along said road a distance of 664.96 feet to the true point of All other lots must meet the 20 foot rear yard setback for the R2 Zone, reserved for and conveyed to Osr. 27, 2$, 2 ;.& ` _eteesenitary sewer & beginning. storm drainage pipes to service•�•�}a ee26, 27, 2.&,, Z & 30 in which to Side Yard• construct, operate, maintain, repaiih replace and'!ientrge 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 heitn.'e.The m intOrance of the improvements Zone. • to the easement will be the responsi ility f sdidAared by the benefiting lots. • ' 5. A 10 fog \orivate sanitary sewer &%torpt"drainage easement across the 3. (FF #15) A homeowners association shall be established and be West bounds( 1St;,rr,Lots 18, 19, 20, 21 &''in ct A as shown on the plat is . responsible for the maintenance of the bioretention swale (Tract A), hereby reserV fi* and conveyed to Lots 17, 18, 19, 20 & 21 for sanitary IMPERVIOUS COVERAGE LIMITATIONS landscaping buffer (Tract B) and community park (Tract C). sewer & storrri`•;''r raiteage pipes_t service lots 17, 18, 19, 20 &r 21 in which todesignp impervious�J Based on the storm water for the lot the total coverage for each lot is 48%. ce.�s'tkstct, operot ,., tYli;ontoin..�;s' pci s, replace and enlarge underground pipes for 4. (FF #19) Pursuant to AMC 16.50.120 (D), the applicant shall record 4ie uicleope of set ting�i*the''ots�'herein. The maintenance of the improvements ,a. `;. p Ybybenefiting notice with the Skagit County Auditor's Office which provides a public � t_�..;easrrc;;tent wif6?,.be •th�;;Ffies onsibifit of and shared the lots. record of any approved tree preservation plan and conservation areas; the e'- `_ "`a.,,. ''{:-:,,�._ ' •application of this title to the property; and that limitations on actions,.4.4. 6.'�;, A a20 •i��a'ot k41..Q fciclt public water main easement on and across Lots 12 & or affecting the property may exist. See recording number on sheet '( •'4e 13 tee •<sla i`wrl�rrrT,;r�th. `plat is hereby reserved for and conveyed to the City of •�,, lb, Ano or'tes ;ii' whit to construct, operate, maintain, repair, replace and enlarge 5. (FF #20) This Subdivision is subject to the Tree PreservotisPi`''i fait,,;:.. 'ii=:NI pipes for the purpose of serving this subdivision and other property Dated August 12, 2015. Retained Trees shall be maintained'`by-,,tlee.,;;lot��" i' "with fatale service, together with the right to enter upon the streets, lots, tracts owners, unless approved for removal by the City of Anacor es Ni... 3d Segcs+s at all times for the purposes herein stated. 6. (FF #21) The maximum permitted height for Let, 15 s ialkkbe restricted L`l� .:,: `P,access and utility easement on and across Lot 17 is described in to twenty-five (25) feet from the high point of t#`1e i opei y N. existing Vi l Auditors File No. 201702240096. 'c.; ' grade. 7;, �11 1, ::&. t ,`�: "1' .e, e 't-„ ••.I,;y. .„do• ,c 8. Tract A is hereby dedicated to the City of Anacortes as a storm drainage ;• conveyance and water quality treatment facility. Tract A will be maintained by 7. (FF Modifications) Lot coverage is rlO ilifje 'from 'K. Zi nin4'gstritiiitct,g>- the 48 North Home Owners Association and the City of Anacortes. The 48 maximum of thirty-five (35) percent_;t�i' g,:etrlaximt?. , of'?this yi,.seven and North Home Owners Association maintenance and upkeep requirements are e.ione half (37.5%}. ,,A �"it;.` ,:nil' N. identified in the recorded Declaration of Covenants, Conditions, & Restrictions. yo= 441• •Ilk }' �'s.'". ':i4k ' See Note #1 on sheet 1 of 3. All other maintenance and upkeep is the �rea. ^ 'lk,; XL responsibility of the City of Anacortes. ie " ,,,, '•'i,. '•r,. •L% art `t..` ''K� .:, 9. Tract B is hereby dedicated to the 48 North Homeowners Association for the ''' ,.- purposes of landscaping and landscape maintenance, .;SI. "•:;,ski r�rY `•�%x. � g p ) i. ;• " 10. Tract C is hereby dedicated to the 48 North Homeowners Association for the ce' :_""'''fare �b� ''', purposes of a Community Park to be maintained by the Homeowners Association, d� ,, '�a ,; HER// i ' : ' '1, �" 11. All common retaining walls will be the responsibility and owned by the 48 � .•• yy,e is !' % tt" i'`-''G North Homeowners Association. A 5 foot wide easement across Tract C and Lot : M�'`ts,, - z' 30 for the length of the wall as shown on the plat map is granted to the41111,1 �� t; r ;pi / ' Il,, y:_ `•',• N. ?�, fr -: Homeowners Association for upkeep as identified in the recorded Declaration of ,� : r ta✓ .• 'k - `Lixl,g P. ,e. Covenants, Conditions, & Restrictions. See Note #1 on sheet 1 of 3. ° 786' _ h,�j `'`°,,,:, ;� `ass; �'. .. L� 2 i ':ctiv,w,� ti: � ;� '""kr,:h:,�,,:;.:F•.,..,,� OWNER/DEVELOPER LAND SURVEYOR q�'�M =�,Z r,t , >>h :, -�:,v:„:,.. .4.,.;1„�':. '-_<< DALE HERRIGSTAD PLS `�„ -._- ':5. 48 1�1DRTH 01� L=11)ALGO 15LAi�fD LLC ,,«,,,,,,,,,,r,r =>,i... �; PO BOX 319 4320 WHISTLE LAKE ROAD - :s=. ,:. •'`s.. `S.�:, ai,„1/4 ANACORTES, WA 98221 ANACORTES, WA 98221 SHEET 3 OF 3 •'t• : itt� .:1 `r PUD -2015 - 0003 PW # 16 - 005 --DEV :,, DWN BY: DKH HERRIGSTAD ENGINEERING Sc SURVEYING SCALE: NOTED x,. DATE: APRIL 2017 4320 Whistle Lake Road, Anocortes, WA 98221 (360) 299-8804 JOB 2015-53 LANDSCAPE NOTES: Z / mom ' ABBREVIATED LEGAL DESCRIPTION: LOT 2J 48 NORTH PLAT do PUD, SECTION 22, ammo ) s / ' OF ANACORTES, SKAG T COUNTY, ST RANGE 1 ATE OF CITY P f.l PROVIDE (I) TREE (EXISTING OR ADDED) PER 1,000 SQ. FT, OF LOT l8 TREES /7/" WASHINGTON, A.F. 201705020028. 0 ;'i ""�� MIN, - VERIFY LOCATION W/ BUILDER) W/ A MINIMUM 2" CALIPER (PER CODE. 7 �'' �� t LANDED GENTRY TREES PROVIDED WILL BE A COMBINATION OF DOGWOOD, ALASKAN CEDAR, , / / / HOMES AND COMMUNITIES VINE MAPLE 4 WESTERN HEMLOCK (VERIFY LOCATIONS W/ BUILDER). VERIFY /' TRACT y TREES TO BE REMOVED IN FIELD W/ BLDR, IF APPLICABLE. / // 1./ 4,p . PROVIDE LANDSCAPING IN A COMBINATION OF SOD LAWN AND PERENNIAL / / PLANTING BEDS TO COVER A MINIMUM OF 20% OF THE LOT (1,65a SQ. FT.). // 1 / '1 1 / ! e VERIFY LAYOUT W/ BUILDER. i, I I I i / h�,II � // DRAINAGE : ) • I FEEfSP1PFRBARwS SEWER EASEMENT/ } f i �f 7I30.5f' t / <, U27' r /40.76' O wi .� .�,. e' DOST GRADE / / � ;I "."41111111111111111: J l�, — 34�OQ — Z0.00 + In jib.- 1 f \\,1,/,--.7-_-_zs • 192.1 i I ,' ' f ASS � y - - _ � — _ . —_ - - - :1!6.1 ' / �, iiI OVERHANG ABOVE(P) 7•14P:) I.I LOT UNE8 - t��. .,Pliir . .--.T _ � � �[ WI_ IS } RwrlroFw� , U I+I ��JI �,�7. i UNE ( 4./�o - Q I 1.�3 �: co o s, y ! CURsd I / J GUTTER 17 z I ri I * 4 -/ .' —1 20' REA- YARD :1ill , o ^CO BUIL;ING 1i UTILITY ,ns=' ;es :__ � __SD b SETrACK ASEMENT I iiW '-I T�-SET6Ag NE 1 Oo '_> I (.I CO d U I �I N 11 •. < ' ' ii U / - LOT 23b j, I a I b 1189 .4400 FFFF LULL7 bt. L V EIGST DRIVEWAY 4, 1 / . • • __ :1 tn • •LOT LNE& , L}PoGE-0FWAY I -I � -1. 0 E 1 L b gl 'q ® T.t'9 I r // OF { " 2 I 11t I r1l 66� j ,-I I LOT LIRE III j1 tit o cl g DRIVEWAY 1 IJ18, 0GFF ARAGE h Y I '�•LI 1 _ N � (34IP .I_ u}S pRNEWAY 1i I J lI Z :I Cl I :',Idi 11fI ^ 51;!_ I GPRO ED PERLVETERR IIL rFE+tCE GRAPHIC SCALE , ., r1jl — — _ — OVERHANG ABOVE(P} I mP�ERE ctnOs"s _ _ LI 6 3 f2 o . ja . if — 20 FRDNT YARD a t� fl per_- a A: BU LDING —7� * 3Is"� �9� F J Iro, — ., r 'I WM '' ur SETBACK { Hertz. Scale: f Inch.FEET 6 Feet ginir! i i :..� GRADE r I ii,SDCIO '-LI ty 1...... . ` = - lOTL41E / ,_ s0 48 NORTH —�-- — ---- # 33.4T I j --T LOWMAN —45.00' ' ' . . I \z 7: i/ _ 39. r I ,, , ` 2-CAR RIGHT - .__-�._,zc_,_:__ �._ I i — __ — — — — — — t1 i) LANDSCAPE PLAN -_._ _ _ ,ss 1 �i LOT 23(P133681) ^i ' 1605 LATITUDE CIRCLE '1 �`I 1 ,,I ANACORTES, WA 0 + ''1 ,i JOB NO: I; J (V PLAT OF"48 NORTH" u R 1 .I t'i ( DESIGNED: LG �I jI LOT 24 ® DATDRAE 02/16/2018 I, O �1 it SHEET 1 I of 2 i / \ / Erosion Control Notes for Residential Construction-City of MOID� .--// ABBR EVIATED LEGAL DESCRIPTION: Anacortea .•W LOT 23, 48 NORTH PLAT & PUD, SECTION 22, / 1111111111.111.411111.11. / TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY A. :xi.):ion Control Best Management Practices shall be in place �� v Pitf v / / OF ANACORTES, SKAGIT GOUNTY, STATE OF he accepted site plan prior to any constmcton start. �r a \ ,/ l / B. The erosion control shall be inspected once a day and modified MIS / WASHINGTON, A.F. 201705020028. E 9` et '\ - i / to meet the surrounding conditions as needed. C. The storm drain system shall be cleaned daily(Section 7-07,3). L A N D F_. D G E ,, w'` // All drainage systems shall be cleaned to the acceptance of the !, -" / - City of Anacortes prior to acceptance of the project. .wt / `'� - 7 - _ D. Stabilized construction entrances and roads shall be installed '� w /'�; �/ / - - at the beginning of construction and maintained during the HOMES AND C O M M [I ' e�w f - .. 1,111 duration of the project.Additional mleasures maybe requved t 7 i --'/ , - > // T /�► - clea as wash is allowed ensureto nter onoav areas are kept GENERAL ! Y O I: I (�/ clean. No mud is allowed to enter onto Citystreets. a s \ t ,/ - E. Any soils exposed that will not be disturbed for two(2)days / - " FH fir'/ during the wet season or seven(7)days in the dry season shall OWNER: X (seeding,immediately nplastic covering, LANDED GENTRY 11 be stabilized with the approved ESC methods �; !" ( 9' g, g 504 E. FAIRHAVEN � 0- ,. _ /,' F. Two(2)weeks prior to the beginning of the wet season BURLINGTON WA ,jL' \ _'�' �;� /- - (October 1),all disturbed areas shall be reviewed to identify ' w\ q,a �� /�- - which ones can be seeded in preparation for the winter rains. 98233 ' ,�,; °,o '° - - �'r / _ / Disturbed areas shall be seeded within one(1)week of the 1—(360)—755-9021 aa.a ` i,, 'l /- " - beginning of the wet season.A sketch map of those areas to `' �.- -- be seeded and those areas to remain uncovered shall be BUILDING: . " / ,- submitted to the Project Manager.The Project Manager can MAIN FLOOR AREA— 2 x / require seeding in additional areas in order to protect surface I OWER FLOOR AREA— / I waters,adjacent properties or drainage facilities. TOTAL FLOOR AREA— 2 t / = G. Penalties for an Erosion Control violation are subject to a$300 14 "- r 1 / - to$1000 fine under Chapter 97.66-Penalties for Violation, c 1` GARAGE AREA— 74.. 3 "" / - Eachday considered a different violation. / 10' DRAINAGE & is SHOP AREA— 23 o� 's° / x� / /h - / FENCING.('fYP�PIERBMPSC233 SEWER EASEMENT I / SITE TOTAL — 97 `Y y f v �? / 4:g:'� � / e TYPICAL �'� allt4 WSW ' / d - ZONING: a o- / 30.51' --- 45.00' _ 40 76' DQ P.U.D (UNDERLYING R2) I I wiaziz kr ALL SETBACKS IN COMA e a 179.7 / [o - ej`, I I SETBACKS: °� c .,x w - GRADE // 1 / ..., ° I WITH CITY GUIDLINES SIDEYARD MIN 5, 15' C( „..,A, ; yi%+—x�x—x-� x--% xex.-.x�x�x�x•�x�x�x--x-. ...x�.x��x�x—x.—x.._x—x—x.--x.�x-ir+wt--,..=.o.A,—x�x—x.—x�-x�x—x—.x x—x—x—x�x�-.x.-..x�x-�x�x�xi--x�x—x�.x—x-.•x—x�x�x—x—x�x— x—x_x—x—x—x� " -} / REAR YARD MIN 20' 44,11 I �LOTLINE IgD' FRONT YARD MIN 20' PROPOSED.4"SCH 40 PVC DRAIN LINE B5P3 PpgT� f&0E N GRADE HEIGHT. I 192.1 • 1- `�"— SOIL QUAD� � � 0 EXIST s �� 1.00' — 34.00' --r 10 00' 10 o MAX. ALLOWED: 35' R PROPOSED:UNDER ll P I SSil �S7,, i OVERHANG ABOVE(P) — �� �� $S PARKING: In ci I ( q �� .....0.... PARKING SPAC2SI PROWL N DRI L / .,... iiiff I7 \ r �— -1 U • 2 IN GARAGE," "" `$SMH I,' IIIIIF RIGHT-OF W S St Ca LINE • - ; mI I Pr L O T �0 VERA G ' I PROPOSED 4"DIA. °1 ly( • , '1 I a / SANITARY SEWER Lu (nPr 1 • ` I ♦ - d C " PORCH AREA.AREA:BUILDING 2,209 84 S.f 1. CURB& SSCG m / r15 Z 1 : 1ASEMEN LANDING/STEPS 57 S.F INLET PROTECTION PER C220, kA. / 'Ds um sr GUTTER i �� i" ` Y /zr / � _-I e,- TOTAL AREA-• 2,625 S.F At 20' REAR YARDCATCHBASIN FILTER TYPE �'°'` 1 & 1 Q - x U BUILDINGI I BMPt121M -CHIN UG�pN3 Z cc ,, - w m 1 UTILITYo I LOT AREA: 8287 S.. t I ,2,021ST-c IWEP cc i - SETBACK T SGLDuau 0 PERCENT COVERAGE. t° 2,625 / 8,287 = 31.7% I SD I SERVICE LINE • % se r I — � .. mow`' _ CO 3 o w BMP 0121''MULCHING& - 90'BUILDING O SOIL OUALI-fV A D DEPSH N • , SETBACK 0 CO MAXIMUM ALLOWED — 37.� W / N EASEMENT ' �' 4 IMPERVIOUS l— EI 1 VIOUS CO r PROTECTIO 23N BUILDING: 1,935 S.F. J I PER C220,BLOCK& ® LOT ;x Y I GP1VE_FILTER , . • STEPS/WALKWAY. 61 S.F ■ TYPE j I i PORCH: 84 S.F DRIVEWAY: 604 S.F. �` - COVERED 196.40 FF UL T PA770: 2 959 S.F. I :; p TOTAL: PORCH K € 184.00 0 0``' 186.40 FF LL it ..: ExlsT •oo V� (P) o DRIVEY to : s oLOT AREA: 0 CO)t./ 8,287 S.F. LOT LINE& i S • C vt• RIGHT-OP-WAY sI �� STREAM SIDE OF STOCK PILE,PER - Z LINE14 _ BMP c 33 PERCENT COVERAGE r J x�x�.x.�x-�,� a 959 / 8>287 = 35.7% 1 / \ I t o ;� d-i..,,iu MAXIMUM ALLOWED: 48.0% 'L Z - _ I ELT !!'�� LOT LINEiz • -/ `CC - 6:14f X a 14 is O ' i SOIL STOCKPILE LOCATOR + ' ?Z _ sk _ > IP �. (COVER WITH PLASTIC DURING Q (1( I % IO II > DRiVE�1VAYco d ( j stoRM EVENTsj .L I , Li Z ' HI ti 185,30 GFF GARAGE "' / 1 �i O C` f LI h o I— w t2. 184.80 O m i w 11 N DRIVEWAY I -- - - �- ��� l O m i> Ap. CSTTRUCTION ' + 0 � w fr.: 5.0% ? a o ` a m <1 "..• EN. NCEPER - - - �. Bhp?C1OS —x+x� I - - 6> .� �, W d 2 - PROPCSED PERIMETER 40.1 q' Q u (SHE TO FIT) rA - r< ,� ' ` LIII CONSTRUCTION FENCE GRAPHIC SCA t , �� �� �� ��� m a PER BMP C103 PER CPR BLOCK N " Y� S OVERHANG ABOVE (P) inlillilal �� ,f INLET PROTECTION�— 04 GRAVEL FILTER - O L7-�lAft - TYPE 20' FRpNT YAf uLC)1 u oN �,�, P: Guts 0 , /+ pj ewe C121:MCONSTRUCTI PROPOSED 4"SCH 40 PVC DRAIN LINE �"'� r �(-nytp�l '° ( I� FEET ,we PRISED 6 , BUILDING - - 90ALQoA ITY AND DEPTH of ss.o Horiz. Scale: > Inch = EXIST 1,44 _ GRADE r! krr FENIGE(TYP)T WM EXIST SETBACK SDC10 i PEi& JP C233 �x BADE • • • • • • • • • • • • • • • ♦ - '- • • • • , • • • • • • • • • ,� ; �� 48 NORTH 4 "", SD SD LOWMAN ' , e WM LOT LINE I 3 bAd?vi •t3 n51- Ie CPA2 ed -CAR RICH 39. �1' $3.47' 45.00' 1 e, -3r i'b tar:f ic, lzrr �Da f gym= I 1 -' SS J EROSIO N ON CONTROL & ` PROPOSED PERIMETE' - Hp w,a CONSTRUCTION FENS _ �"" "" n P�� v`� LOT 23 (P1336f wv-,,,,, SS • PER BMP C103 ,-..,.e .q e wem. 1605 LATITUDE Cli Ilatsi. ANACORTES, V ,'3 1 .._ N JOB NO: PLAT OF "48 NC I "i DESIGNED: LG IN a q Si a' LOT 2`T �` DRaATEN 02/16/201! iii I I SHEET �� 2 • \ eosion Co trol Notes for Residential Construction ty f sane /- Er n -Ci o �, // ABBREVIATED LEGAL DESCRIPTION: Anacortes re ._. N // LOT 23, 48 NORTH PLAT & PUD, SECTION 22, an fili:,°Y / 4 `° N / / TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY A Erosion Control Best Management Practices shall be in place �� l per the accepted site plan prior to any construction start. I / OF ANACORTES, SKAGIT COUNTY, STATE OF ��� SIM / B. The erosion control shall be inspected once a day and modified / WASHINGTON, A.F. 201705020028. to meet the surrounding conditions as needed. 1::512 N / / - C. The storm drain system shall be cleaned daily(Section 7-07.3). �T ` / I All drainage systems shall be cleaned to the acceptance of the 1 " // City of Anacortes prior to acceptance of the project. y / '`� "eV / - D. Stabilized construction entrances and roads shall be installed HOMES AND COMMUNITIES w_ J / _3 111'- :f,^' - at the beginning of ctconstruction and maintained during the „. / -- - duration of the project.Additional measures may be required 04. e ,2TRACT C such as wash pads to ensure that all paved areas are kept GENERAL N 0 TES �;a �'�, n r ,j clean. No mud is allowed to enter onto City streets. "" `R4 ,.a' - E. Any soils exposed that will not be disturbed for two(2)days \ i° " FH / / - during the wet season or seven(7)days in the dry season shall OWNER: '�Rgg,4 / t."1„1:''. z. /.S`A �'" be immediately stabilized with the approved ESC methods LANDED GENTRY /1 :1 /. (seeding, mulching,plastic covering,etc.) 504 E. FAIRHAVEN g \-T _ /,r - F. Two(2)weeks prior to the beginning of the wet Reason BURLINGTON, WA :: go /' (October 1),all disturbed areas shall be reviewed to identify �.' 98233 �" �, _ //,.- - which ones can be seeded in preparation for the winter rains Disturbed areas shall be seeded within one(1)week of the 1—(360)-755-9021 i ,, x3 / beginning of the wet season.A sketch map of those areas to - - - be seeded and those areas to remain uncovered shall be BUILDING: gg . .1.:..- ' --- - / submitted to the Project Manager.The Project Manager can MAIN FLOOR AREA— 2,109 SF 4 / require seeding in additional areas in order to protect surface LOWER FLOOR AREA— 827 SF waters,adjacent properties or drainage facilities. TOTAL FLOOR AREA— 2,936 SF gir` / - - G. Penalties for an Erosion Control violation are subject to a$300 / fine under- 449.4 ' / 1 7 Each 0s considered Chapter violation es for Violation. GARAGE AREA- 745 SF '17 t / 0 DRAINAGE & day SHOPOOT AREA—„gale' gl 9231 SF 76 SF `' / ` PROPOSED PERIMETER SILT SEWER EASEMENT �71 ° / - FENCING(TYP)PER BMP C233 "` I SITE e f 2 / 1 TYPICAL / tti ,.... 116.2T , if: It& � � �' / 30.51' 45.00' - i- , 40.76' j S .D• (UNDERLYING R2) ZONING: : / Op gr kill �` EXIST /� COMPLIANCE PU I GRADE W, I SETBACKS: ALL SETBACKS IN WITH CITY GUIDLINES SIDEYARD MIN 5, 15' COMBINED ` ' _,—x—x—x k—x—x x�x—x—x—.—x—x—x.—x—x�..-.—x—x—x—.—x�—x—.—.—.—x—x x—x_.:z_x—x—x—x—x—x-:x��x—x_x_x—x�x—x—x—x—x x—x—x -..x—x-x—x_.sax—x—x—x— x—x—x�x_x—x— , 1 - , REAR YARD MIN 20' 1 !l . kik LOT \ lgp FRONT YARD MIN 20' I,the it PROPOSED.4"SCH 40 PVC DRAIN LINE B 5P3 POgMG p O DEPTH N h SOIL,QUALtT'{ p GRADE .a " ., EXIST '4a 0 35 _ HE 1.00 34.00 O. d �, • t. PROPOSED:UNDER 1D Ik� 1 SS S OVERHANG ABOVE(P) ;.2 c�rJ PARKING: A,' I to ! ( — - - I 7 _ PARKING SPACES PROVIDED= ♦ e Y q U • 2 1N GARAGE, 2 IN DRIVEWAY SSMH At \ / LNE T-OF-W/� ♦,♦ ? • • ' ' ♦ PROPOSED 4' DIA. w LOT COVERAGE -- I I >� SANITARY SEWER e , - ♦ a Lu BUILDING AREA: 2,209 S.F. ♦ CD PORCH AREA: 84 S.F. AtA At, \� ♦♦ SSCOIC Z LANDING/STEPS: 57 S.F. , : f CURB& ¢ -. INLET PROTECTION PER C220, GUTTER tom _ mu ow °` ZO' REAR YARD • TOTAL AREA: 275 S.F. P' INLET PROTECTION SIN FILTER TYPE 111 t7 TOTAL AREA: 2,625 S.F. CATC p % ULGHING 10N x 19 UJ CO •BUILDING � � UTILITY LOT AREA: 8,287 S.F. :' t,2,.M SETBACK SEMENT vAe, BMP POS1 CONSTpEP"H w _ — PROP.4"SS > o 8,287 = A m %gp1`QUALITY AND o PERCENT COVERAGE . , f SD SERVICE LINE w G& 2 625 31.7% ` s `.'.e �.;"i. "s,c ,.:.a m, m:, f YD w A COMAXIMUM ALLOWED = 375% ° G12h'MULGHSTRJCt10N ,. ", ,ix, E�'_ a d "_ - - �5P3..pOST.GONDDEPTN LIV . • 'g 101BUILDING - 11:: W SOIL QUAL1(t , ' ,d.' 1� &UTIILITY LINE N EASEMENT IMPERVIOUS COVERAGE LINE - /�// �frO ,. . IN�,ET PROTECTION LOT 2 V , 6r PER C220,BLOCK& BUILDING: 1,935 S.F.=t GRt dELF&TER_ , I rvPr STEPS/WALKWAY. 61 S.F. COVEREDF. PAAO.• 275 S.F. �,c, 196.40 FF UL DRIVEWAY: 604 S.F. 184.00 0 O` PORCH 188.40 FF LL TOTAL: 2,959 S.F. � . : EXIST ei v Y. Q� P •% I •� ^f` Q '^`— -� DRIVE V V Th,.' L. I .. ' liC +n o �I p LOT AREA: 8,287 S.F. �'"` LOT LINE& s — I-- - J -11 - I• RIGHT-OF-WAY ' " - - - PLACES. FENCING 0(�DOWN �,,¢ g Oto l'? LINE 5 a', I _�,_, _ I BMP !STREAM !DE OF STOCK PILE,PER _ 1 N PERCENT COVERAGE. 7: % *'�"'��`� �° 0 g 2,959 / 8,287 = 35.7% • • • O1 o r MAXIMUM ALLOWED: 48.0% N z t I IV O ) o' Ati ',i 1 , , , ' ,, • Q H ' Z _ .• i LOT LINE o D p }: _ O • _ w - �� SOIL STOCKPILE LOCATOR + <: -4 '. t Q - - _ 3 rr 44•4r e 0. r _ _ o j�- '.� (COVER WITH PLASTIC DURING \ �! H r i -,r �4' ¢ m STORM EVENTS) - Li b= • QN of'- DRIVEWAY ' Z 185.90 GFF GARAGE ; N • , I w _ co n; O 4 ` W > ` • F .184.80 Z _, O ~ EXIST; r ° w al 1.1 s' N DRIVEWAY- I W ��� Lid AtA At; kJ CO „,,,,, T ,PORARY ° � �\ • Q.ct sTRUCTON 50% �cCGNST _ ' i i- tHH BAdC105 I �xr-x- • lf� 4444 w /, • • a PERPROPOSED 1 PERIMETER e, : (S) E TO FIT . I ' - a .r : _ r ----ir— n - i o�._,. °•-�, ,.. o yg°� CONSTj2UCT10N FENCE GRAPHIC SCALE OVERHANG ABOVE (P) �© CO ." INLET PROTECTION---- - YDI ..__. "_- __. ..__._ �s____ _...-.-_ _.. .e.._ _ _ "_ _ ._. �� ... ._,.__ .�._.-_ ___..-. ___� .-_-_ Q`- _ _ _-...,,,. ._.. ...,...,. -_LL _-- _ - • 6 0 3 6 12 i PER C22Q BLOCK& !ram( i • g ` GRAVEL FILTER " O //i��" TYPE 20' FRpNT YARD "0 uLc"'NG& �N ♦ - nfp: (ears +?<d '. aye Oi G12Y.M - - e l BUILDING g5P3..pOST-Q�NpTpEPiH PROPOSED 4"SCH 40 PVC DRAIN LINE Ito plwnAti 7 h - !Lao mum, mew a ( IN FEET ) PROPSEDI. SOIL QUALITY O) 196.0 • Horiz. Scale: Inch = 6 Feet PERIfilETER SILT WM 185.3 - - GRADE EXIST( �� EXIST SETBACKC 35,1)4 PERMP O233) / A,• RARE I _ �I -_SONG p a ' � • • • • • • • • • • • • • • • ) O O 0 O ; 0 O 0 0 0 0 0 O O SD • 48 NORTH � I0:` WM • \ LOT LINE I:. sD COWMAN a()AT 15. I 33.47 39.31 2-CAR RIGHT 45.00' I �r�r h r�s� he o 117 78' I 4 N' i � 00: E __ J EROSIONE PLAN a h-P,,.SC�s, v • \�— CONSTRUCTION -- .' R g�J�- �� z ���1 CONTROL CX S� U �� �� , `tta-� (nip iowt� Yam- LOT 23 (P133681 ) 11 , 1� " ti" PERBMPG1g3 1605 LATITUDE CIRCLE 44 00 ss iak il-CCre"4 ANACORTES, WA 9 I 2 �_. t C\I JOB NO: PLAT OF "48 NORTH�, -N �. I DESIGNED: LCz fl tr, o-g LOT 2434 It _. /11 3 DRAWN: 13523, 15 ;. DATE: 02116/2018 39EM t SHEET �� - 2222 I / en alai MEM IIIIIIIME 4111111111111111111111111111111111 IIIIIS 2. LANDED GENTRY HOMES AND COMMUNITIES I I 1 i 1 TTT I ‘?„‘ .1 4i. :, 4 . :> '-+`e' .�.✓.:^ w:YrR'.'4. r.,l ``5 ..�,j -o:. 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Map data ©2017 600gle 1000 ft LOT 23 (P133681 ) 1605 LATITUDE CIRCLE VICINITY MAP ANACORTES, WA LOT 23 (P133681 ) 1605 LATITUDE CIRCLE cos No: PLAT OF 1148 NORTH" ANACORTES, WA DESIGNED: LG rfy I DRAWN: I DATE: 02/16/2018 1 SHEET 2 Of 2 t a e 111 611111 el SP SIIM Sle • LANDED GENTRY HOMES AND COMMUNITIES NOTES: 1. COORDINATE W/MECH. &ELEC. FOR LOCATIONS&SIZES OF /21_0" / 50'-0" FOUNDATION/SLAB BLOCKOUTS. / 2. 30x24 CRAWL SPACE ACCESS 27'-6" 24'_6" PANEL(24x30 MIN)-PROVIDE METAL OR / / / FIBERGLASS WELL AS NECESSARY. INSTALL //2�a" 8'_Ili" / 9'_2" / 9'-2" / SOLID COVER SLOPED AWAY FROM BUILDING- O E INSTALL 4x8 MIN. BEAM SET ON WALL PLATE TO SUPPORT WALL ABOVE(OR INSTALL 6x6 POST r BUILDER&SINTERIOR EE PLAN)WL CE ACCESS-VERIFY W/ f-P'.T, (3 TYPICAL) 1I 3. 16x8 POUR-IN-PLACE FOUNDATION VENTS(OR FOUNDATION NOTES : , L DECK LINE ABOVE = 16x6 VENTS IN FLOOR DIAPHRAGM (VERIFY W/ \ \ \ , oa d°p a \ oa o°p oa °p a • • oa o°p a • \ \ BUILDER). NUMBER PER PLAN. �a �, Q 4. 12"WIDE THICKENED SLAB EDGE. EXTEND rc OO O O D °� 8" BELOW GRADE. 5. VENTS TO BE LOCATED WITHIN 2'-0"OF CORNERS. I. INSTALL PRESSURE TREATED 2x6 SILL (MINIMUM) W/ I/2" DIAMETER x 10" ANCHOR BOLT 4 3"x3"xl/4" PLATE WASHER e 4'-0" o. 'O.C.O.C, ATOP O—► FLOOR JOISTS: FOUNDATION WALL. MINIMUM 2 BOLTS PER PIECE MIN, 12" FROM END NOTE: SEE SHT, 44.1 FOR DECK I TYPICAL THROUGHOUT FRAMING MATERIALS I I LAYOUT SHOWN HERE IS FOR 2x FRAMING. IF O s p , ' ENGINEERED JOISTS ARE USED, MANU- 2. p I O I p FACTURER AND SUBMIT INSTALL 4" PVC DRAIN PIPE BELOW FOOTING g LOW POINT FOR al ' ENGINEERED SHALL PROVIDE THE BUILDING POSITIVE DRAINAGE DURING CONSTRUCTION, VERIFY PLACEMENT OF 4" I ® ii) I °, I o I PERFORATED FOOTING DRAIN PIPE IN FREE-DRAINING GRAVEL BASE I I p DEPARTMENT FOR APPROVAL PRIOR TO O I FABRICATION AND INSTALLATION. 3, FOOTING SIZES CALCULATED USING ASSUMED MAXIMUM SOIL BEARING I I a . .,4 a OF 1,500 POUNDS PER SQUARE FOOT I I I ui > FLOOR SHEATHING: \ \ \ ` o � o^d ° ° o` o Dn� ° v 9 p d o ^L e s o J a' \ > I. USE 3/4"CDX OR OSB STURDI-FLOOR T&G, 4, INSTALL R-1O RIGID INSULATION A SLAB PERIMETER (VERIFY INSULATION I 4 I I GLUE AND NAIL W/RING SHANK 8d's AT 6" aEDGES& 12" IN THE FIELD. FACE GRAIN VALUE W/ FLOOR PLAN NOTES ON SHT, A3,1 4 GENERAL NOTE ON SHT, A-1,1) I ° ° I I o I [ 0 EDGES& 12" I THE FIELD. I I'-10" a r 2. PROVIDE SOLID BLOCKING IN THE JOIST S. D / / o ® I'-4" x 8" CONCRETE MONOLITHIC FOOTING W/ (2)*4 REBAR CONTINUOUS I I Q � " CAVITY BENEATH ALL POST LOCATIONS A O 1 I AND BETWEEN UPPER AND LOWER STUDS Ill a AT FLOOR TO FLOOR HOEDOWN LOCATIONS. ® 1'-6" x 8" CONC, FIG. W/ (2$4 REBAR CONT. , a I cp cc C� t _g/` �` JC r ,C` 3. PROVIDE BLOCKING BETWEEN I-JOISTS AT u_ • 4 cy, ;�� K o INTERIOR BEARING LOCATIONS WHERE THERE OC 2'-4" x 9" CONC. FIG. (VERIFY WALL MGT.) WI REBAR PER DETAIL "II, W 'a i 0 \Q �` I p © ISA LOAD BEARING WALL ABOVE. SHEET A2.2 y ( a I I 4. IF ENGINEERED FLOOR JOISTS ARE USED, as WCl/ I 4 I PROVIDE TIMBERSTRAND RIMS WHERE FLOOR ® 3'-0" x 9" CONC. FTG. (VERIFY WALL HGT,) W/ REBAR PER DETAIL *II, 0 N N bk Q�C I • I I JOISTS BEAR AT EXTERIOR WALLS. Nt �* I a cv cp \ I a I I o I 5.CONNECTIONS: SIMPSON COMPANY OR EQ. SHEET A2,2 I D s Cl ��L V Oi Q I & w Z 6 1 0 6. FIELD CUT ENDS, NOTCHES,AND DRILLED \ I 5'-O" x 12" CONC. FIG, (VERIFY W/ WALL HGTJ W/ REBAR PER DETAIL I 1 Z + I- I \ HOLES OF PERSCRIPTIVE TREATED WOOD a L _ SHALL BE TREATED IN THE FIELD IN ACCORDANCE *11, SHEET A2.2 1 Q _1O � I I I I WITHAWPAM4. "• u- z ® 6" CONC, FOUNDATION WALL W/ REBAR PER R404,1.3.2 4 IRC TABLE O O in a Q 4 FOUNDATION NOTES: 404,1,2(I) - 404.1.203) I I THESE DETAILS REFLECT Q 0 (-43 A GENERAL HIGHER STANDARD THAN THAT \ — a n cr ALLOWED BY THE IRC. THESE DETAILS ® 6" CONC. FOUNDATION WALL (4'-0" MAIX, WALL HGTJ WI REBAR PERM Q Q INDICATE THE FOUNDATION AND REIN- DETAIL "I2, SHEET A2.2 yv 9 ° 4 O 2 itiN Fil FORCEMENT REQUIREMENTS FOR THIS rPROJECT. THE CONTRACTOR MAY NOT i ® 6" CONC, FOUNDATION WALL (4'-0" - 6'-0" MAIX, WALL Hal.) WI REBAR Q m iO ° p c6 IA USE THE IRC MINIMUMS WITHOUT WRITTEN PER DETAIL *12, SHEET A2.2 M 1 . i.___,/7///7L p PERMISSION OF THE DESIGNER. 8" CONC. FOUNDATION WALL (8' " TO 10-0" MAX, WALL HGT) WI REBAR Ia A Z 0_ — z _IO' FASTENERS: PER DETAIL *12, SHEET A2.2 © a I Q Q METAL ELEMENTS INCLUDING, Q Mtn o CONNECTORS, MUST USE HOT-DIPPED I I a , ® I'-4" x 1'-4" x 0" GONG, PAD FTG, W/ SIMPSON CBSQ66-SDS2 (OR EQUAL) 4 19'-0" 9'_O" W Q IY A O GALVANIZED METAL WHEN IN CONTACT W D Q W I WITH ACZA PRESSURE TREATED MATERIALS. W/ (2)*4 REBAR EACH WAY (USE HOT DIPPED GALVANIZED POST LL O / h /� `� Q a z I p [R319.3]-SEE37/SP1 CONNECTORS, OR EQ,) w ,I 1 ® a l Q © 4" GONG, SLAB WI NICON FIBER OR FIBERMESH THROUGHOUT (VERIFY > r 7 0 t I \ WI BUILDER) = I I L 7 a I o I Q� at - ® 4" CONC, SLAB WI NICON FIBER OR FIBERMESH THROUGHOUT (VERIFY I ° I I W/ BUILDER) SLOPE I/8" PLF MINIMUM TOWARD GARAGE DOOR I I I ,y �4 v a l I ' O �/ I I I } ® 4" CONC. SLAB/STEPS (VERIFY FINISH W/ BUILDER) W/ NICON FIBER OR I a dl a I FIBERMESH THROUGHOUT (VERIFY WI BUILDER) i I ` I , } , o - \ .,Iva <� v '' ,- ® OPTIONAL (VERIFY W/ BUILDER): STUB 12" LONG *4 REBAR 4" INTO CONC. I — — v 1 1 e — SLAB FROM FOUNDATION WALL 24" O.C. TYPICAL THICKEN SLAB EDGE 4 — (IF NECESSARY) 4 l C I �� o " p ® , 1 O ' I I ® POUR SLAB THROUGH DOOR OPENINGS TYPICAL = - \ \ \ I \ I A " i r ° ® THICKEN SLAB TO 6" AT GARAGE DOOR OPENING 4 INSTALL "4 REBAR \ YI \ \ 1� \ ° ° \ \ CONTINUOUS I I O ` _I /T __IJ II I lEgEWM 1 i I tY 0 FEBin Nt t 2018 \ 1 LO Or . \ \ \ =\ \ �,".TY OF ANA:c;C;FTES co 03 CONC, STEPS TO GRADE LOWMAN 19'-O " 9'_ll" / 21'-0%t" / / / IT'_21" 2'-9tt"/ / /2'-10It" / 16'-3" 2'-101 " / / / 20'_0" 8'_°" 22'-0" FOUNDATION PLAN / / 5 / COASTAL 1 & 2 FOUNDATION PLAN JOB NO: LOWMAN DESIGNED: LG ISCALE 1/4" = II-On DRAWN: JR DATE: 5/11/2017 NOTE: SEE "S SHEETS" FOR ENGINEER'S BUILDER TO VERIFY ALL DIMENSIONS, CONSTRUCTION TO SHEET NOTES AND DETAIL FOR SHEAR WALLS, COMPLY WITH THE 2015 INTERNATIONAL RESIDENTIAL CODE, ///��� CEAMS,ALLOU SEADEANN R HOLD-DOWNS JACK 4 G STUD 2015 UNIFORM PLUMBING CODE, 2015 WASHINGTON STATE ENERGY AX— L' / . 1 CODE 4 ALL APPLICABLE LOCAL, STATE 4 FEDERAL CODES. WA Mee II ,• -' 1/2" G.W.B MMIII MIS i R-21 INSULATION fliMail (--N-f 2"x6" STUDS @ 16"O.C. �__ 2"x6"TREATED PLATE LANDED GENTRY «i R-21 INSULATION Z HOMES AND COMMUNITIES 5/8"TYPE X G.W.B. • `o BLOCK OUT GARAGE SLAB TO �I III—I I I I —I 1= BACK OF FNDN WALL @ SIDES • n _ _ _ • FULL WIDTH OF GAR. DR. R.O. SO REVISIONS BY: Ole 2"x6" STUDS @ 16"O.C. III—III-IIII DRIVEWAY SLAB CAN RUN INTO 5/8"X10"ANCHOR BOLTS, EMBEDED 7"INTO 1/2 GWB 4 ,, «I 2"x4" STUDS 16"o.c. I III=III— CONCRETE,AT 4'-0"o/c,AND SET BETWEEN,/ • 2"x6" TREATED PLATE v , ° —I —III—I' SPACE R-21 BATT �� 7 - 3 - 11 JR I AND 12"FROM BOARD ENDS WITH 3"X 3"X V' 1"AIR SPACE • • `III— =1 I 2X6 STUD WALL NI 4" CONCRETE SLAB _ _ I' 1/4"THICK WASHERS. MIN.(2)A.B'S PER III— SLOPE GARAGE SLAB BOARD(R403.1.6.1] •�• ' • _ I 1-#4 BAR IN THE UPPER 12°' OF WALL P.T.2X6 SILL CONT. R4' 6 MIL VISQUEEN NOTE: OR USE P.T. a, ° . III i� CONTINUOUS FOR POSITIVE .._ 4"CONCRETE SLAB ON 2" �•S• I DRAINAGE AWAY FROM �;� 2x6 STUDS @ 16" O.C. • GRAVEL BED FINISHED GRADE W/ NO AIR SPACE I I ( , STRUCTURE SLOPE 1 V.... R-10 INSULATION (2') i. \2"x4"TREATED PLAT . G , zSkil POWERED NAILED 24°° » ' . 1_1 �_� �_� �_ ° 1-#4 BAR IN THE UPPER 12" OF WALL ► / a #4 BAR 18" O.C. HORIZ. COMPACTED F �I I I—I I ( III=I \ FINAL GRADE In I 1 I_ 4"MIN. PERF. PIPE — - — — — — —a + �, (TYPICAL) . - - _) I /� _ 5/8 X 10 ANCHOR BOLT W/PERVIOUS - #4 BAR HOOKED 48" o.c. I 1i• • e- I 1 I Z , N III III— � H BACKFILL ,...s.4COMPACTED SAND/GRAVEL N\ J ; i :� e — — p � _ SEE DETAIL I III �fl �0 .2i \ — •w it •t xt�. (TYPICAL) �5.;� �+ • p Q FILL TO BE GRANULAR •���SL. , ® 3�ait � � � r " IN ALL TO BE GRANULAR MATERIAL O ��p s o �•�i�i� = =III ` �i r_ ���`?` - '`+'' 1-#4 BAR HORIZ. (TYPICAL) • ° � o MATERIAL COMPACTED TO 95/" X • •4aiz #4 BAR 18"o.c. HORZ. TYPICAL 1''1'�-! a 'a • -0-.. • COMPACTED a0 �e�'��"� n ( ) R-10 INSULATION SEE DETAIL 1 FOR SEE DETAIL 1 6"MIN. NOTE: DETAIL IS DRAWN FOUNDATION COAL COMPACTED SAND/GRAVEL / / 4" MIN. PERF. PIPE FOUNDATION CALL-OUTS -OUTS HI 18" 1-#4 BARS HORZ. (TYPICAL) / 18" / W/PERVIOUS SLABGH POINT OF THE BACKFILL m DETAIL AT BASEMENT FLOOR r DETAIL @ BASEMENT GARAGE O . H . DOOR GARAGE WALL — 3/4" = 1' O" C3 3/4" = 1'-0„ 4 3/4" = 1'-0„ SCALE: 3/4" = 1'-0" ,2/ SHEATHING 1/2"OR 7/16" 3/4"T&G SHEATHING GLUE &NAIL TO SUPPORT MEMBERS SIDING SEE ELEVATIONS GALVANIZED FLASHING � 1/2"GWB P.T.2X10 LEDGER w/SIMPSON I`/�I 2X6 SILL P.T.6 6(HOT LI (2)SDS 1/4"X3"HDG @ 12"O.C. I CB66 DIPPED 4" CONC. SLAB W/ w/1/8"PILOT HOLE MAX. [[C�� CONT. RIM GALVANIZED OR EQ.) (2)#4 BARS AS SHOWN SIMPSON HANGER TYPICAL(HOT P.T. 2X6 MUD SILL 12"0 SONO TUBE 1/2"x4"TITAN HD 2 1/2" MIN. COMPACTED FILL 4 ikravavavawawara n!IIIII� DIPPED GALVANIZED OR EQ.) I �I ©5'-0"O.C. VAPOR BARRIER fagy „ yais IIII ir.- 1111111(��c 1161►�"�� HOEDOWN OR SIMILAR en + � TENSIONDEVICEPERtil1 = 1l1i1lIil1 2X10 P.T.JOISTS @16"OC 1/2" EXPANSION BOARD mi GRADE ►r.J ATTACH LEDGER TO END JST. ) SLOPE W/ 1/2" DIA. LAG SCREWS @ 23" GRADE(SEE GRADE NOTE BELOW) co W O.C. (2 ROWS STAGGERED)& L. 4 1/2"(MAX.)c SHTG. SEE R507.2 —III— I > y , &TABLES R507.2&R507.2.1 & Z • FIGURES R507.2.1(1)&R507.2.1(2) • I I 2#4 BAR CONT. J I I I NOTE: FOOTING TO REST flin. aceit 24"X24"X8"THICK q 6" 1'-0' 6" FOOTING ON SOLID BEARING SOIL 1 SEE DETAIL 1 FOR 2'-0"• o w/(2)#4's EACH WAY FOUNDATION CALL-OUTS DETAIL AT INTERIOR FOOTING aloes :" RESIDENCE / DECK GARAGE RESIDENCE i COLUMN DETAIL C5/ SCALE: 3/4" = 1'-0" \ 3/4" = 1'-0" 3/4" = 1'-0" PERPENDICULAR JOISTS \8_} 3/4" = 1'-0" IF FLR. SHEATHING CONNECTED __del I DIRECTLY TO P.T. 2x PLT. INSTALL NO SURCHARGE OR WHEEL NAILS OR STAGGERED @ 2" O.C. FLOOR SHEATHING 11111 SIMPSON A35 NO FLOOR FOR "E" LOADS WITHIN 5'-0" NO SURCHARGE OR WHEEL @,aa"o.c. 1 LOADS WITHIN 5'-0" "E„ 2x F.J. (PARALLEL AT LEAST 12" _ / TO FDIC) PER FLR. -_ 'tl1 10" MIN 2 X TREADS 3/4" PLYWOOD RISERS i ° 5 DEGREE MAX. SLOPE FRAMING PLAN V III ( ) WHERE FLOOR JOISTS ARE —�— II WITH 2 16d RING-SHANK 6" a / ��� NAILS AT EACH STAIR MIN. ° •1 l PERPENDICULAR INSTALL 2x FLOOR JOIST r-r-m-_-me 3/4"PLYWOOD RISERS ISTRINGER N P • o A35 EACH JOIST TYPICAL (PERPENDICULAR II WITH (2) 16d RISING- a o, ° •00� 111=111=III=111=III=III WHEN "A" EXCEEDS 4'-0"; ) SHANK NAILS EACH �� f c= 2500 psi 0 + TO FDN. PER FLR. fy= 60 ksi, grade 60 ° l�po MIRA DRAIN 2,000 OR WHERE F.J. ARE PARALLEL FRAMING PLAN 11 --� STAIR STRINGER no „ „ o \ WOOD BEAM III IIII W D. ° '0U0 WASHED GRAVEL (OR SIM.) INSTALL ML26 W/SDS 1/4x1 1/2 MIN. SOIL BEARING °° °• (0o iI X TREADS II11 IVIbooIJlL2 IIII I112"x12"STRINGER 2" CLR. pu11 IIII �� -� ai „A„ FRAMED RESIDENTIAL D . (Jo 6" MIN. FDN. INSTALL 2x BLOCKING FLOORS + ROOF W/ o ° o ° L 2 X ST 111 RINGERS 25 PSF SNOW MAX. • p00 'B" )11=III=111=III=il)=111 a (MATCH JST. DEPTH) FIRST 1 3-16d NAILS ildlill‘ II ° ill/4po' / og °0 1 l 32" & SCREW OR NAIL SHTH'G �&A ‘ SIMPSON H5'S AT 32" D . o O0, INTO BLKG. @ 3" O.C. TYPICAL NOTE: SEE FLOOR PLAN FOR RISER HEIGHT 7 3/4" MAX. 4° °• )?01 IF STUB BARS, MIN. 2"x4" 16"o.c.STUDS O.C.,STUD TO STRINGER a P D F AND TREAD WIDTH 10"MIN. LENGTH(TYPICAL). 4" (MIN.) CONC. '° L�0 LAP SPLICE = 24" ouo a, (SEE COLUMN "G" IN BRACED NOSING PROJECTION SHALL NOT 8E LESS SLAB 12'-0"WIDE (MIN.) p Op ° RETAINING WALL SPECS. o D p00 0 ° I. l THAN 3/4"&NOT MORE THAN 1 1/4" a p� CONC. FDN. DAMP-PROOFING o�j FOR O.C. SPACING OF BLKG.) ' ' a �A./•.� 4" DIA. PERF. 00 , D v° "° ' V° V°I'a • F itta DRAIN LINE TO BE WATERPROOFED, FDN. 00p a° ,•a a a a ° a a • 1• , �1• WALLS THAT RETAIN EARTH & Gb,°° °, L STAIR DETAIL STAIR DETAIL \ ° D'g° . D'g° . D'g° . D'g D'g> : .no no go 60 0 ,°A .°D.° .°D,° .°4'° .°,A,° .°.6'A ,° 4'A 00 %�1 Q ENCLOSE INTERIOR SPACES 0 D `� N.T.S. 1 O ,-y / N.T.S. 8 Q. AND FLOORS BELOW GRADE 0:1J a, ' / 0 D U D. D u D o D o D o D o D . D 0 �O'D O 4 - o°� °.' • ' a° o I, e • e 000 00 SHALL BE DAMPPROOFED •Qi'A l M f'° -4 4'° ,4Q ° aDA ,4Dm .aD'° aD•A �OQO�OQp FROM THE TOP OFTHEFTG. p00, ° • NOTE. \ Ili Ill=III=1l1—III=111 111=III=111- =111 TO THE FINISHED GRADE °� ° 4 DO NOT BACKFILL FOUNDATION "Z" o°p, . UNTIL FLOOR DIAPHRAGM IS MIRA DRAIN 2,000 OR �] , "y, WASHED GRAVEL (OR SIM.) 0_ °4., °D•a CONNECTED TO WALL TOE / "C" /HEEL "A" oc,'° •. L BRACED RETAINING WALL SPECIFICATIONS LOWMAN f 1c= 2500 psi 0op o, °D fy= 60 ksi, grade 60 0�11,° °Z „W A B C D E F G W X Y Z 6,11 CANTILEVERED RETAINING WALL DETAIL MIN. SOIL BEARING EQUAL 0 RETAINED WALL FTG. FTG. WALL MASA BLOCK VERTICAL HORIZONTAL FOOTING FOOTING } SCALE: 3/4" = 1'-0" = 1,500 PSF gol'° l HEIGHT POSITION WIDTH HGT. THICKNESS SPACING SPACING REBAR REBAR TRANSVERSE CONTINUOUS MAX. NO. OF STORIES p0-'oe sib." „X„ O.-4' 10" 28" 9" 6" 72" NOT @ 24" #4 @ 24" #4 @ 24" (3)#4 CANTILEVER RETAINING WALL SPECIFICATIONS SUPPORTED =2STICK op a REQ'D FOUNDATION DETAILS FRAME RESIDENTIAL ��06s ° l IF STUB BARS MINIMUM FLOORS + ROOF W/ 00° P °�. LAP SPLICE= 24" 4'-6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" (3)#4 A B C D E W X Y Z 25 PSF SNOW MAX. „ „O00, ° d / B o0Y° l 4" (MIN.) CONC. 6'-8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4)#4 RETAINED WALL FTG. FTG. WALL VERTICAL HORIZONTAL FOOTING FOOTING 00p a° °° ' SLAB 12'-O"WIDE (MIN.) HEIGHT POSITION WIDTH HGT. THICKNESS REBAR REBAR TRANSVERSE CONTINUOUS 0 • a " JOB NO: LOWMAN o�Q��'4 QQ7,,, ° 1 • / ° 8 - 10' 21" 60 12" 8 26 29" #5 @ 13 #5 @ 18" #5 @ 13 (6)#5 0'-4' 10" 28" 9" 6" #4 @ 24" #4 @ 24" #4 @ 24" (3)#4 ,4) % 0% , ', ° a a a a a DESIGNED: LG o� o� o .I,° � D'o D'° .6'a D'° D'° Q ° , ° . ° 01 00 OQOo 1'A .a 4'A ,, D'A .4 D'A . 4'-6' 12" 36" 9" 6" #4 @ 18" #4 @ 18" #4 @ 18" (3)#4 "D" ce - 0 i� 8 DRAWN: JR U ;�'°o U� G D . D . o' D „Z„ DATE: 4/21/2017 6'-8' 9" 45" 12" 8" #5@18" #4@18" #5@18" (4)#5 , M� I;�fog�.�1'° . 421'a .�-D'° °D'° • BRACED RETAINING WALL DETAIL SHEET =III—)11-111=)11= I=111 8 - 10 12 60" 12 8" #6 @ 12" #4 @ 18" #5 @ 12" (6)#5 4" FR PERF. NINE or12 SCALE: 3/4 = 1 -0 _ " " IN FREE-DRAINING GRAVEL BASE „C„ A 2 a HEEL / / TOE WA eee SIND GENERAL NOTES : - a I. ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE. 21, TO COMPLY W/ 2015 WSEC SECTION R406.2, THIS HOUSE (3,04I SQ. FT.) VERIFY DIMENSIONS SHOWN ON PLANS, DO NOT SCALE OFF DRAWINGS, WILL NEED 3,5 ENERGY CREDITS. TO ACHIEVE THIS, THE FOLLOWING LANDED GENTRY OPTIONS HAVE BE SELECTED FROM TABLE 406.2: 2. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS fl 16" O.C. OPT. la (.5 CREDITS): EFFICIENT BUILDING ENVELOPE. SEE NOTE *15 HOMES AND COMMUNITIES TYPICAL. FRAME LOWER FLOOR EXTERIOR WALLS WI 104 5/8" 2x6 STUDS FOR INSULATION VALUES, 6 16" O.C. TYPICAL OPT. 3a (1,0 CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT. USE GAS FIRED FURNACE W/ MIN. AFUE OF 94%. USE CHAMPION GAS FURNACE REVISIONS BY: 3. FRAME MAIN FLOOR INTERIOR WALLS WI 104 5/8" 2x4 STUDS A 16" O.C. W/ (OR EQ. - VERIFY W/ BLDR.) W/ 95,5% AFUE. 54'-0" 1 - 3 - 11 JR 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL. FRAME LOWER FLOOR OPT. 5a (.5 CREDITS): EFFICIENT WATER HEATING, ALL SHOWER HEADS 4 / / INTERIOR WALLS W/ 104 5/8" 2x4 STUDS 8 16" O.C. W/ 1/2" GWB BOTH SIDES KITCHEN SINK FAUCETS SHALL BE RATED AT 1,15 GPM OR LESS. ALL OTHER / 211-6" / 241-6" /21-0ll/ I - 19 - 18 JR TYPICAL UNLESS NOTED OTHERWISE. LAVATORY FAUCETS SHALL BE RATED A 1.0 GPM OR LESS. / 121 111 / 3' 1'3 / 11'$" / 2'-lO" / IO'-5,6" / 111-2a" / OPT. Sc (1,5 CREDITS): EFFICIENT WATER HEATING, WATER HEATING SYSTEM 4. FRAME GARAGE WALLS WI 2x6 STUDS e 16" O.C. (VERIFY HEIGHT OF SHALL INCLUDE GAS WATER HEATER WI A MIN, EF OF 0.91. USE NAVEN 1'-0" 51_1" 5'-11" 51-9" 5'-2a" 51-311 WALL ON-SITE PER AS-BUILT FOUNDATION) NPE-I8OA (OR EQ. - VERIFY W/ BLDR.). UNIFORM ENERGY FACTOR OF .96, / / / / / / / / / RECOVERY EFFICIENCY OF 99%, / 9'-211 - 91-2" / 91-2" / 5. PLUMBING WALLS TO BE FRAMED W/ 2x6 STUDS 9 16" O.G. SEE PLANSI FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND BELOW FOR 5050 XO Pw CSI6x2411 (SEE NOTE *14) W CLEARANCE) \---N X_ EL X _ N `I o II - \ \ \ \ 6, ANGLED WALLS TO SE 45 DEGREES TYPICAL UNLESS NOTED OTHERWISE 6x8 DF-L*2 6x8 DF-L*2 6K8 DF-L*2 �I 5.5' 4x8 DF-L*2 14' I - P.T. 6x6 POST I - �a 0 cci 1. DIMENSIONAL LUMBER TO BE HEM-FIR*2 TYPICAL UNLESS NOTED OTHERWISE (3 TYPICAL) `? 8. UNLESS NOTED OTHERWISE, USE 4x8 HEADER IN 2x6 EXTERIOR WALLS ABOVE = I 0 I N _ 0 DECK. I ' d DOORS 4 WINDOWS WI R-10 (MIN.) INSULATION. BEAMS AND HDRS. TO HAVE 21'-6" x 101-0" z 1 _ w N W Cr' 1 1/2" MINIMUM BEARING TYPICAL U.N.O. BEAMS SHOWN ARE MINIMUM REQUIRED O I 0 >- \ BEDROOM *3 BEDROOM 42 , O ail OR BETTER, SIZE 4 GRADE MAY BE INCREASED PER BUILDER'S DISCRETION. I W I U Xw - x -6 10-5 x 12-1 0 I1 p � 0 N '- ui0 9. VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS OF GIRDER I 0[ -1- 0 O Ill - "? TRUSS ABOVE WI ROOF FRAMING PLAN ON SHEET A4.2 4046 XO NS N 4x8 OF-L*2 w 4x10 -L*2 1ile; _1 10. PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, N \ 11 1 0 IL, `t \ I 3'-1 1'-1" "1 TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. BETWEEN STUDS. OIO = _ \ / / \4 COORDINATE WI BUILDER/OWNER FOR LOCATIONS yv ; 608• D FRENCH = N ,I I PANTRY r iv DOOR 3'-SYZ 3-101� 3 II. INSTALL 1/2 HIGH-DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSEMECH, VOID \ -n 12" BYPASS `h \ \ WALL AND GARAGE SCREWS BEARING G IN FIELD AND e EDGES (TYPICAL)GARAGE p VAULTED �� N O /_" n ) 3 4 2h I -8 I CLOSET n O \ I 1 O N KITCHEN ' illJ. 2-8 SHELF 4 ROD N` " mi VAULTED z CB "L _ \ „I ,n H 12, INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELF-CLOSING HARDWARE _ 1 0 u1 2 13'-0 x 12'-4 A' 4, DINING SHELF 4 ROD h Q Q Q W r 141-2" x 11'-1011 O v -_I / •10 r 13, REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312, DECK in U _ RAILINGS TO COMPLY IF DECK IS 30" OR MORE ABOVE FINISH GRADE 1 'f' 1r r I WALK-IN CLOSET (VERIFY ON-SITE). - ISLAND WI \ �n z X I 14 I FLUSH BAR tt 4 N N I' p l p > 1 61-2a" 8'-8" 1 14. EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND SILL HEIGHT TO - s► \ O I I / / 1 / -co COMPLY WI IRC SECTION 310.1 (VERIFY W/ WINDOW SUPPLIER AND/OR (L F `^ Ift W IL "\ Si BATH i I'-I" I31-9 �" MANUFACTURER) W / 1 - [10 1 IK 34 1/2 HIGH 2x4 =1 0 = STUD WALL BELOW N ro r 15, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE 4 IRC 1 I 1 v I, I SP. 4 R. CHAPTER 11 IS AS FOLLOWS: a q er ,64, ;� slab _ \ \ 6' \ \ 5'-O TUB �- \ (�n ci " " -en W/ SHOWER _ l`N4 n, _ = O SLAB PERIMETER: R-10 (IF APPLICABLE) XIA- Y . 31-11a j, 3'-9h / 6'-1 / 14-2 2-8 I� 3'•4 c0 ���) 3 s, C, FLOOR: R-38 4. WALLS: R-21 (R-1O MIN. o HEADERS, TYP.) / / / / O 21-8" °O � N a w m V d1 21-1a 19'-a'a 4-4 3'-10I _ ' `1 INT. BSMT, WALLS: R-21 (IF APPLICABLE) = O - FLAT CEILING: R-49 (R-38 IF INSUL. DEPTH IS MAINTAINED TO \ O o-__i- CEILING RIDGE w Q v - \ \ n 4 7 OUTSIDE FACE OF EXT. WALL) 9 p m "n1/4 MASTER /_ 1 VAULTED CEILING: R-38 iP�' 0 \�-_ • \ H 2x6 ;, I . p 0 \ DOORS: U=,200 MAX, CONE DOOR UP TO 24 S,F, EXEMPT) �0 `n x p WINDOWS: U=,280 MAX. ` n `t I s 3'-5h"; 2' 8'1 J. 31-II" / BATH 61-5,, s /O GLAZING: 463.0 S.F. = 19.3% OF FLOOR AREA ir \ \ u { ° _ m �a v =r SKYLIGHTS: U=,500 MAX. ;` W la O Ix m\ - ro FURNACE TYPE: NATURAL GAS FORCED AIR (VERIFY WI BUILDER) U H 4 VAULTED in W - I ° in 84" VANITY -0) ?' REFER TO 2015 WSEC CHAPTER 4 4 IRC CHAPTER II FOR VERIFICATION = 4 Q ro LIVING ROOM LAUND, 0 = 0 5'-o SPA in OF THESE VALUES 21'-111 x 20'-5" + = TUB V.T,O� Cam- (� ,, 16. MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS W N Z iLl \ " \ \ \ \ \ cn 42 HIGH WALL �0 (CALCULATED o 1/300th OF ATTIC AREA): \ \ 4 w E VAULTED W/ HDWD CAP G `�' MIN. REQ D: 1,184,58 SQ. IN, U I ENTRY / 61-101" 3'-4" 1'-5" / 4'-41`" ACTUAL PROVIDED: CI: 1,452.68 SQ, IN.: C2: 1,432.08 SQ, IN, in VENTED BLKG.: Cl: 480.68 SQ. IN. (51 9 9.425 SQ, IN. EACH) m O re?) ` _ p 3 a "1 C2: 556.08 SQ. IN, (59 8 9.425 SQ, IN, EACH) X _ I IALF WALL W/ a \ RIDGE VENT: CI: 912,00 SQ. IN, (81 L/F 6 12 SQ, IN. PLF) = \ 0 0 p -Al DF-L*2 HDWD. CAP Q • C2: 816.00 SQ. IN, (13 L/F o 12 SQ. IN. PLF) `n p .4 II, II IL W_- _ CO Al .51- 1050 1050 MASTER BEDROOM 0- 04 S' It SEE ELECTRICAL PLAN ON SHEET E1.1 4 FOR LOCATION 4 SIZE OF EXHAUST S/L (TEMP-) S/L at21'-I" x 12'-0" \ 'I' 3-14 FANS. LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE STATE OF v O (TEMP.) `n VA-13 "' v . WASHINGTON VENTILATION 4 AIR QUALITY CODE 4 IRC MI5O1.4 ARE ASoi -' 4x10 DF-L*2 = r <t * 1 v 4x6 DF-L 2 (MIN.) �0 FOLLOWS: 2.5' 4x8 DF-L*2 6080 FRENCH DOOR 4x8 DF-L*2 2,6' ( VJ Q _ BELOW GIRDER v N KITCHEN: 100 CFM RANGE HOOD \ \ \ e o \ _ _ _ =r 5060 XO 4x10 -L*2 5060D XO FRAMED TRUSS ABOVE (TYP.) LAUNDRY: 50 CFM 80 CFM RECOMMENDED) w WALL ABV, m m U - CS16 (TEMP-) 2 tow (TEMP.) BATHROOMS: 50 CFM (80 CFM RECOMMENDED) GSI6 PORCH NS d m NOTE: ALL FANS ON 20-MINUTE TIMER TYPICAL, ELECTRICIAN TO ^ 4" CONC. SLAB 2.2' 4x6 DF L*2 4x6 OF-L*2 2.2' in 4x6 (MIN,) 1 I ''_ VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS. VERIFY \ \ \ \ DErK 2 PORCH 2660 2660 = TYPES 4 LOCATIONS OF ALL ELECTRICAL FIXTURES WI OWNER AND/OR = DE RAILING- f ii:,,,,:,! O 20' 011 f 5' OII BEAM ABV. O BUILDER PER BLDR. PIC 4x6 DF-L*2 PIC.I8. INSULATE ALL ACCESS DOORS/HATCHES TO CRAWLSPACES/ATTICS O\ \ \ \$ 7 CSI6 8060 XOX (SEE NOTE *14) CS16 \ \ TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR TEMP. GLASS IN MET P.T. 6x6 POST WRAPPED ) \ W W w O CEILING THROUGH WHICH THEY PENETRATE FRAME RAILING PER CDR, PER BLDR. W/ 16" x 16" STEPS TO K._ 2 Pw NS 2 Pw 19. MOUNT NWT ON PLATFORM IS" ABOVE GARAGE SLAB PER IRC SECTION MASTIC-APPLIED STONE GRADE 4x6 (MIN•)M13O1,3, STRAP HWT TO WALL PER IRC SECTION M1301,2, PROVIDE COLUMN BELOW (2 TYP.) -DF-L*2 PORCH OVERFLOW PAN 4 PIPING PER IRC CHAPTER 28. INSTALL T 4 P VALVE BEAM ABV, 4 PIPE TO EXTERIOR TERMINATION. INSTALL A VACUUM RELIEF DEVICE COWMAN PER MFR. SPECS. TO HWT PER UPC 504.E 211-6a" 81-II" 21' 6- a" / / / / 20. WHOLE-HOUSE VENTILATION PER NOTE *21. WHOLE-HOUSE FAN LOCATED IN /21-0" / 201-0" / / 31-6" )I-914" 51-8W" / / 5'-814" )'-9 6"/ 31- " LAUNDRY ROOM (VERIFY W/ BUILDER) „51-01 51-11a 51-11a 51-0 4'-O 4'-O 5'-3I`z 11-5 51-3a„ / / / / / / / / / / 21. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL COVERED WI 5/8" / 221-0" / 8-O / 22-0 /2 / MAIN FLOOR PLAN GWB AND PROVIDED W/ WEATHER STRIPPING GASKET / 54'-0" / COASTAL 1 & 2 22, FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR DUCT AT LEAST 6 SQ, IN, AND PROVIDE READILY OPERABLE DAMPER. INSTALL GAS FIREPLACE W/ CLEARANCES AND COMBUSTION AIR PER MAIN FLOOR FLANMANUFACTURERS RECOMMENDATIONS AND PER CODE 23. 12 - 16 FIBERGLASS FACED GWB BACKER AT TUB/SHOWER SURROUND SCALE: 1/4" = 1 -011 2,109 SQ, FT, JOB NO: LOWMAN 1 DESIGNED: LG 24, PROVIDE MINIMUM OF 22" x 30" ATTIC ACCESS W/ MINIMUM OF 30" HEAD TOTAL: 2,936 SQ, FT, DRAWN: JR CLEARANCE. USE PLYWOOD DAMS TO CONTROL CEILING INSULATION GARAGE: 745 SQ, FT, REQUIRED DATE: 5/25/2017 SHOP: 231 SQ, FT, 25, PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINYL. COORDINATE FRONT PORCH: S4 SQ, FT, SHEET THICKNESS W/ OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND NOTE: SEE I'S SHEETS" FOR ENGINEER'S LEVEL TRANSITIONS BACK PATIO: 275 SQ. FT, NOTES AND DETAIL FOR SHEAR WALLS, A. 3 .BEAMS, HEADERS, JACK 4 KING STUD CALLOUTS AND HOLD-DOWNS 26. USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING WA I IIMMI ses IMMMI SI IMMil LANDED GENTRY HOMES AND COMMUNITIES 2'-0" 25-6 24'-6" / / / DECK LINE ABOVE (SEE FON. PLAN) - _ \ \ \ a . od Dnd . Od Dnd �d cd - Dnd ,0 , a od h L 0 SHOP O -gyp' cif 231 2" x 10' 0'I \. o g o I , 2'-l1ti" 1 / in C/ A X a x -, L, djj ice s o o e I . NC o cam, J FUR GAS N. \1/4 X 'i o c. -'ER IRS 1305.3� - —5x18 OR 6.15x16.5 GLB— — - — - ® P.T. 6x6 POST BELOW BEAM o • END, OR POCKET BM. INTO - 1 I t CONC. WALL (VERIFY W/ BLDR) I I 6., FAMILY/MEDIA ROOM III, m CONNECTORS TO BE HOT I `r I - DIPPED GALVANIZED OR EQ. I 26'-10" x 13'-11'I I o p c I PLATFORM 18" ABOVE I ' SLAB (SEE NOTE *19 I I SHEET A3.11 �;"", I n . 1X/ \ `�' IW Q OA ,' / BEARING WALL SHEET A3.I"12 �o IIV/1 4 II j \ f \ Q = _ \ 4x8 PF-L'2 4/ L� - p m / 22'-9is' /� l Q UD 1'-IV2 x / 3'-4h 2'-I 3'-4 0-II GARAGE 21' x3310" Op HELF < ROD !irlllui_ tailik 4 � - - - - - - - — — — — — — x —, in ZI -co Q 0, i�� CLOSET 1 �� cn �_ 5x18 OR 6.15x16.- GLB v - �I \ ' 12" BYPASS (K ©Oil 01 �� 4'-I Ild�" / 4'-III" `0 0 IInn r- kaSilair al as " IL Q al 1 � ENTRY - in I n a = BEDROOM *4 m > 13141x 13'-2" a I - I r, . Q I U d m ini ill cn I 0 Q BATH ^n 4x8 p (���1 J DF L"2 can O � - I ON 1 — IO50 1050 -4x6 DF-L*2 (MIN.) O SEE NOTE '14 I (TEMP.) S/L I 5'-0" TUB d� SHEET A3.1 (TEMP.) C C 4 O W/ SHOWER 4x8 DF-L'2 4x8 DF-L*2 2.51 0 1 At in ] 5050 XO 5050 XO I� I PW 31 5 I/8x13 I/2 GLB 24F-Y4 DF/DF 3 \ \ \ STHD14 OR HD 5 ' 16'-0" x 8'-0" OVERHEAD GARAGE DOOR Q _ (VERIFY W/ BCD-.) CON:O"CH �- W _ - _ _ 2 PW —t Q Q Q 4" . SLAB I STHDI4 OR HDU5 1 Q Q v (VERIFY W/ SLOP.) I m n L J \ \ O� DECK L NE ABOVE _ - _ FLOOR LINE ABOVE IC1� I �l�I \ \ ���� Q } V P.T. 6x6 POST WRAPPED _ i RAILI G PER PER BLDR. WI 16" x 16" 1i BUILD MASTIC-APPLIED STONE COLUMN BELOW (2 TYP.) LOWMAN ' 19' 6 " 8'-II" / 2l'-6 " / 3'-0" 5'-41t" 5'-Ott" I'-lit" 5'-5It" 13'-5" 4'-0" 4'-0" 3'-0" 16'-0" / 3'-0" / 20'-0" 8'-0" 22'-°" / LOWER FLOOR PLAN • 2'-0" 50-0" /2'-0 / COASTAL 1 & 2 LOWER FLOOR FLAN JOB NO: LOWMAN SCALE: 1/4" = 1'-0" 521 SQ, FT, DESIGNED: LG DRAWN: JR DATE: 5/11/2017 SHEET NOTE: SEE "S SHEETS" FOR ENGINEER'S A /'�NOTES AND DETAIL FOR SWEAR WALLS,L.. l .BEAMS, HEADERS, JACK < KING STUD - J CALLOUTSEAMS, AND HOLD-DOWNS WA A M• COSI SIM US MS S LANDED GENTRY HOMES AND COMMUNITIES REVISIONS BY: 1 - 3 - 11 JR PROVIDE HOLD DOWN TENSION FLOOR SHEATHING: DEVICE PER R501,2.4 4 FIGURE 1. USE 3/4"CDX OR OSB STURDI-FLOOR T&G, R5O1.2.3(1) NOT LESS THAN (2) GLUE AND NAIL W/RING SHANK 8d's AT 6" LOCATIONS PER DECK, 2'-0" EDGES& 12" IN THE FIELD. FACE GRAIN MIN, FROM EA. END OF DECK. PERPENDICULAR TO SUPPORTS. P.T. 6x6 POST EA. DEVICE SHALL HAVE 1,500* 2. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS (4x6 MIN.) 3 TYP. MIN, STRESS CAPACITY AND BETWEEN UPPER AND LOWER STUDS P.T, 4x10 1-IFM2 BEAM AT FLOOR TO FLOOR HOLDOWN LOCATIONS. h0 ki 4 a •' pa 3. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. AT LEI,GE-- TO EN.' JS 4. PROVIDE TIMBERSTRAND RIMS WHERE FLOOR W/ "IA, AG SC"EWS g 2 JOISTS BEAR AT EXTERIOR WALLS. ad RO S S AGE ER=ir) b 5.CONNECTIONS: SIMPSON COMPANY OR EQ. 6. FIELD CUT ENDS, NOTCHES,AND DRILLED I/2" X,) '-I-ITS: E R-Ol.r P T. 2 10 F"2 'EC JO STS m 16' O.r , S 7• _ S R-+Ol,� 50 HOLES OF PERSCRIPTIVE TREATED WOOD i FI '•: R 1,2 1(IB) .� RB14r2,11,26.1 SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPAM4. I 2x 2 D--L"2 FUR -. 0 - •,C. II TIMBER: P.T 2x10 (M NJ EDP ER 1. MANUFACTURED WOOD PRODUCT (+ 4 ANT„ BACK-PA 8') Ill DESIGNATIONS: GL: GLU-LAM a �' a �° a LVL: MICROLLAM I � oa '�- D� eo ,.- � ., si il PSL: PARALLAM LSL: TIMBERSTRAND OSB: ORIENTED STRAND ' --LIE+ BOARD(RATED STRUC-1 FOR ROOF _11T, (3 rx6 =EL�� Pt6x6 POST AND WALLS,AND STURDY-1-FLOOR FOR FLOORS) FASTENERS: ' 5x = O" 6, 5x1-,5 G = 'F- D'/DF BELOW (2)2x12 III METAL ELEMENTS INCLUDING, 1 ' J .. .... .. . .... ... . . .... . .. ................ .. .. . .... ... . . 1 C. --T IL b. CONNECTORS, MUST USE HOT-DIPPED GALVANIZED METAL WHEN IN CONTACT Ill 6 ' _1L WITH[R319.3]AC AS E EPRESSUREE 37/ TREATED MATERIALS. D. A7.1 t. U —1 (2)2 - +�- 4x- FLOOD AREA FRAMING: E 0 L III � 2 + rBE PRESSURETREATED WOOD. (3)2xBELOW TS22 LIEnLHUCQ YE- ALLY1x112520EPSL W/ 6 BACKSPAN I fl 1r ir i • a " II• HES; 7YJO S7 ,o �_ TS2 LIU1LIIUFI .�� ELW VE-T, L :91 5x 8 O" 6, Bxl.,S LB •4F- 4 D' /DFQS22L (3)2x6 BELOW AP-L Q 0 AA E-T,1 r r p ,II �1�'itlIi!. III 'n 2xl- DR- •2 -- --- I � F- FL' , � �2) 'xl2 OF L'�2 FL-. ST'•. , S 'I � 1111 .I'4.1t �ICII II�I� + C, m 1, o C , O R CI E ry till ,I12x6 OR 'x6 V •1 (3)2x6 BELOW LO s II I n PROVIDE 3/4" SHIM I� 51II3.5 GL:� I I I (3)2x6 BELOW ` I --- -- Ii (3)2x6 BELOW 24'• V4 rF/�rI.'F ' BELOW BEAM END W/ I ' T, 'xl2 [ F"2 r' 16 MINI), I.�I " HUCQ OR SIMILAR 'i / 6 BA' KS"AN ,ggo{<S 'AN 6" MINA) HTS30 �� :•IST::R WI 16• g O.r� , Imo, -ilium� HTS30 SHEAR PANEL ABV, SHEAR PANEL ASV. STa G=-ErI 27 1.5x11,25 1,5x11.25 CSI6 LVL LVL CS16 • r NOTE: USE 3/4" OSB OR PLYWOOD FLOOR SHEATHING TYP. (VERIFY WI BUILDER) MAIN FLOOR FRAMING FLAN SCALE: 1/4" = 1'-0" LOWMAN I II- AII. 1 \I MAIN FLOOR r FRAMING PLAN , COASTAL 1 & 2 JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/11/2017 SHEET NOTE: SEE "S SHEETS" FOR ENGINEER'S NOTES AND DETAIL FOR SHEAR WALLS, ^ . BEAMS, HEADERS, JACK 4 KING STUD CALLOUTS AND HOLD-DOWNS , A. 1 WA x ii a a liao anal ii IMOMINII LANDED GENTRY HOMES AND COMMUNITIES ROOF FRAMING NOTES: 1. TRUSS HANGERS, CONNECTORS AND HURRICANE TIES TO BE SPECIFIED BY TRUSS ENGINEER AND/OR MANUFAC- 1 TURER. PLAN AND PROFILES(IF APPLICABLE)ARE OIDS CDS DESIGNER'S LA WER USSSNCEPT. VERIFY ANY CHANGES TO ENGINEER AND/OR MANUFACTURER.IS 6x8 DF-L*2 (TY°.) 2. TRUSS MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION AND INSTALL- ATION. 3. TRUSS ENGINEER TO VERIFY 2x OVERFRAMING CALLED OUT BY DESIGNER. 4. ALL TRUSS-TO-TRUSS AND TRUSS-TO-BEAM CONNECTORS ����� NOTS • TO BE SPECIFIED BY TRUSS MANUFACTURER. 5. SHEATHING NAILED W/8d NAILS @ 6"O.C.AT SUPPORTED EDGES AND 8d NAILS @ 12"O.C.AT INTERMEDIATE I. ENGINEERED TRUSSES o 24" 0,C., SPAN 44'-0", 18" TAIL ONE FRAMING MEMBERS(UNBLOCKED). FACE-GRAIN PERPEN- END ONLY DICULAR TO SUPPORTS. USE METAL"H"CLIPS(VERIFY)AT 1 UNSUPPORTED EDGES. - 2. ENG'D SCISSOR TRUSSES 51 24" O.C., SPAN 44'-0", 18" TAILS I 6. PROVIDE DIAPHRAGM EDGE NAILING ABOVE ALL EXTE- (SEE TRUSS PROFILE) RIOR WALLS, INTERIOR SHEER WALLS, HIP AND VALLEY TRUSS BEARING /// LOCATIONS. 3, ENG'D GABLE TRUSS, SPAN II'-5", 12 1/2" TAILS (SEE TRUSS PROFILE) W I t t I 7. OVER-FRAMED AREAS SHALL BE BUILT UPON FRAMING WITH SHEATHING ALREADY ATTACHED. PROVIDE FOR 4, ENG'D TRUSSES e 24" O.G., SPAN 22'-0", 12 1/2" TAILS 9I =_ _� VENTILATION. 01 .o S. ENG'D GIRDER TRUSS, SPAN 22'-0", NO TAILS I ODS —\ 8. BETWEEN TRUSSES AT BEARING, PROVIDE SOLID BLOCK- I ING(WITH VENT HOLES AT EXTERIOR WALLS). AT EACH 6, ENG'D TRUSSES 24" O.C„ SPAN 8'-Il", 12 1/2" TAILS 4 I END OF EACH TRUSS INSTALL SIMPSON H2.5(VERIFY) 41 TO TOP PLATE,OR OTHER TRUSS, UNLESS TRUSS IS ON >1 HANGERS. Z. ENG'D TRUSS o 24" O.C., SPAN 8'-11", CLIPPED m 8'-5 1/2", 12 1/2" TAIL SEE NOTE 2 1 SEE NOTE *1 9. PROVIDE A BUILT-UP OR SOLID WOOD COLUMN BENEATH ONE END ONLY \ V \ �' THE BEARING OF ALL GIRDER TRUSSES, ROOF BEAMS Li-1 AND FLOOR BEAMS. 8. ENG'D TRUSSES e 24" O.C., SPAN 19'-5 1/2", 18" TAILS 01 W I 10. ALIGN STUD WALL FRAMING WITH SUPPORTED TRUSSES, TRUSS HANGERS, CONNECTORS AND HURRICANE TIES TO BE SPECIFIED BY _ _ _ _RI GE LINE _ 0 I _ _ _ _ _ _ _ RAFTERS AND JOISTS UNLESS NOTED OTHERWISE. TRUSS ENGINEER AND/OR MANUFACTURER. PLAN AND PROFILE SHOWN W ARE DESIGNER'S CONCEPT. VERIFY ANY CHANGES TO THIS PLAN W/ 1 RIDGE 11. PROVIDE CONTINUOUS RIDGE VENT. TRUSS ENGINEER AND/OR MANUFACTURER LINE �1 12. SEE PLANS FOR HEADER SIZES. J_ 13. ATTIC ACCESS NOTE: PROVIDE MIN. 22"x 30"ACCESS c0 PANEL. SEE FLOOR PLANS FOR LOCATIONS. s :::.-LG, RIDGE BELOW 0 W 14. SEE PLANS FOR ROOF VENTING CALCULATIONS. t A 0 z 15. ALL EXTERIOR COLUMNS TO BE P.T. HF#2 MINIMUM UN- 3 / \ Ill NOTED OTHERWISE. .Z., g A / cc, TRUSSES WITH BOTTOM CHORD SLOFE OF 2/12 OR LESS ID / I I \ r..., N. WITH 30" HEADROOM ABOVE TO BE DESIGNED WITH 20 1— / \ PSF LIVE LOAD ON BOTTOM CHORD. 4 / \ 1 s /I-O 17. TRUSSES SHALL BE BRACED PER REQUIREMENTS OF THE -. TRUSS SUPPLIER OR IN ACCORDANCE WITH BUILDING w L. COMPLIANCE WITH SAFETY INFORMATION (BSCI-03)GUIDE c5, I Q I ��( TO PRACTICE FOR HANDLING AND INSTALLING AND BRAG- 0 / I I al I I \<<NN ING OF METAL PLATE-CONNECTED WOOD TRUSSES u/ / W , � Q \\� 00P5 0\11-0 "/ / I I 2x4 1 O 2x4 \Iii / 1 I I lc I \ / I I I `V I I \ 2x6 I I 2x6 / I 1 \ / I I I I \ / I I 12x6 I 12x6 I I I \ /1'-01" TRUSS BEARING--` / 1 1 \ (3)2x6 BELOW 2x8 2x8 I (3)2x6 BELOW TRUSS V/ JIL JIL JIL JIL JIL JIL JIL JIL JIL JIL TRUSS \ DSO" oDs 9 \ / SEE NOTE •5 \ II \ -, \ ____ CRICKET FRAMING j W 2x6 LEDGER OVER —� I11 \ WI N / D5 WALL SHEATHING 71I ' ODD = — p Z c II SEE NOTE "7 k 'nil T\ WI1-0,� / / Nwal / Q'I 1-OH" // /1 -0a 9 504 Z \ \ \ 11 O IX O SEE NOTE *3 / 11-01a„ NOTE: USE 1/16" (MIN.) OSS OR COX PLYWOOD 3 SHEATHING TYP. (VERIFY W/ BUILDER) 4x6 DF-L"2 (MIN.) ROOF FRAMING PLAN SCALE: 1/4" = II-On LOWMAN 12 4 2 / b� ROOF FRAMING PLAN 12 N COASTAL 1 IA.-- -DROP LEG ENTRY 5 " 331-In 104-5Ia" / 1'-O / II'-5'1 1 )'-01" / A/ JOB NO: LOWMAN /1'-6"/ 44' O" /V-6 / DESIGNED: LG DRAWN: JR TRUSS PROFILE *2 TRUSS PROFILE *3 DATE: 5/25/2017 SCALE: I/4" = 1'-0" SCALE: 1/4" = 1'-0" SHEET A-4 . 2 WA OD ID a 410 SO ISINI a LANDED GENTRY HOMES AND COMMUNITIES 12 1/2" PLYWOOD OR 1/16" (MIN.) OSB 4 12 SHTG, ON ENG'D. TRUSSES e 24" O.C. 4 1/2" PLYWOOD OR 1/16" (MIN,) OSB - \ SWIG. ON ENGID. TRUSSES o 24" O.C, y 2 2x4 VENTED BLKG. 12 -- -- 2 12 w 5/8" TYPE "X" 5/8" TYPE "X" 2x6 LEDGER GYP. BD. 5/4x8 FASCIA GYP. BD. I/2" BLANK PANEL - 6x8 DF-L"2 BEAM SOFFIT (VERIFY 2x6 STUDS ® 16 O.C. W/ BUILDER) ENG'D. TRUSSES P.T. 6x6 POST BEYOND e 24" O.G. NIF, Ate 2x6 STUDS g 16" O.C. I/2 GYP. BD, 2x4 FRAMING m 24" O.C. RAILING PER BUILDER 3/4 T 4 G PLYWOOD SHEATHING ON 1/2" BLANK PANEL METAL RAILING W/ TEMP. 2x12 DF-L"2 FLR. JSTS. PER FLOOR SOFFIT (VERIFY �--1/2 GYP. BD. (2)2xI2 GLASS PER BUILDER / DECKING PER BLDR. ON FRAMING PLAN / -2xI2 BLOCKING / P.T. 2x10 DECK JSTS. 0 16" O.G. W/ BUILDER) (3)2x12 STRINGERS 4x6 (MIN.) SEAM - DECK TRIM PER BLDR. DECK TRIM PER BLDR. P.T. 2x10 LEDGER P.T. 4x10 SEAM 2x6 FLOOR JSTS 5/5" TYPE "X" » -1/2 GYP. BD 'o- �11�1�11�11 �11=III�II�IL A 16" O.C. GYP. BD. UNDER P.T. 2x12 HF 2 DECK JSTS. �� SISTERED TO FLOOR JSTS. / ° P.T. 4x4 POST STAIRS W/ TER MIN. FLOOR JSTS, 2x4 STUDS 9 16" O.C. W/ 2x6 STUDS m 16" O.C.—�4. , c 4" CONIC, SLAB PER- V I/2" GYP, BD, EA, SIDE W/ I/2" GYP. BD, FOUNDATION PLAN (SLOPE TOP OF DECK o 1/4 PLF) CON(, PAD FIG. xBEAM — /III-lull=11111=111�11=III ° PER FDN. PLANI etc' ;__, 2x6 STUDS a 16" O.C. 8" CONC. FDN. WALLti �� a6" CONC. FDN. WALL- 1 -4x4 POST PER FOUNDATION PLAN PER FOUNDATION PLAN RIGID INSULATION 4 CONC. SLAB PER STAIRS IN FOUNDATION PLAN -CONC. FIG. PER FDN. PLAN 11-IltI1=111 ''� FOREGROUND �� 1 6 CON(, FDN. WALL PER- ! m 'A a a FOUNDATION PLAN a a 11=-11h��t-1( 11=111�11=111 a 4" PERFORATED DRAIN (TYP.) CONC. FIG. PER - °Q, 11-flt�l �� _ i11 0'�� A G FDN, PLAN CONC. MONOLITHIC FIG, �� 4" CONC. SLAB PER PER FOUNDATION PLAN FOUNDATION PLAN IS" x 8" CONC. FIG.- PER FOUNDATION PLAN CROSS SECTION 6 LIVING/KITC1-4EN/GREAT RM. CROSS SECTION 6 ENTRY SCALE: I/4" = I'-O" SCALE: I/4" = 11-0" r n Ilk -_ - g >>< - - -/ 12 IZI 4 1/2" PLYWOOD OR 1/16" (MIN,) OSB ENG'D. TRUSSES e 24" O,C.- - 2x OVERFRAMING SHTG. ON ENG D. TRUSSES e 24" O.C. 24 O.C. PER ROOF FRAMING PLAN 2x4 VENTED BLKG. k _ t t it 1 5/8" TYPE "X" GYP. BD. 5/4x5 FASCIA v IIIII 2x6 STUDS 9 16" O.C.- 1/2 GYP. BD. ��� 2x4 STUDS g 16" O.C. W/ 1/2" GYP, BD, EA. SIDE 4 3/4 T 4 G PLYWOOD SHEATHING ON 2x12 DF-L"2 FUR. JSTS. PER FLOOR- 1/2 GYP. BD. FRAMING PLAN 2xI2 BLOCKING i I ice► II 1/2" BLANK PANEL SOFFIT j..__ I� ]) 1 1 A (VERIFY W/ BUILDER) I- I- f 5/8" TYPE "X" GYP. BD. 5xI8 OR 6 3/4x16 1/2 GLIB A 5 I/Sx13 1/2 GLIB HEADER 0 CONC FDN WALL „ PER FOUNDATION PLAN a 4" CONC. SLAB PER FOUNDATION PLAN A TO SLOPE I/8" PLF TOWARD GARAGE DOOR �SCONC. FIG. PER FDN, PLAN COWMAN I'A BUILDING SECTIONS A . �u lta:tl` SIP=nbu-ul 4 PERFORATED DRAIN (TYPJ 4. �I�ilt�n�IC cc COASTAL 1 CROSS SECTION e MASTER 3DRM./&ARA&E SCALE: I/4" = I'-O" JOB NO: COWMAN DESIGNED: LG DRAWN: JR DATE: 4/12/2017 SHEET A- 5 . 1 WA 111140 SO a S S 41111114 4111 LANDED GENTRY HOMES AND COMMUNITIES n •/ SIDING PER ELEVATION J � :: __- WALL SHEATHING HEADER SEE STRUC. CAULKNG R-101NSULATION �:;♦ // METALIZ FLASHING NIP In •�♦� 2X6 WINDOW TRIM VINYL WINDOW FRAME WINDOW FLANG ��� ROOFING PER BUILDER ON 15 FELT �I�III' WINDOW FLANGE ♦• I 'I (PROVIDE 2 LAYERS IF 4/12 PITCH � '� / ( ORSHEATHING 1/2" PLYWD, OR 1/16" OSB ROOF PITCH 12 5/4"WINDOW TRIM FRONT &BACK ELEVATIONS ONLY) PER PLAN 2x4 VENTED BLOCKING VINYL WINDOW FRAME irril rWALL SHEATHING STUD WALL 5/4x6 SIS2E PRIMED SPRUCE FASCIA 5/8" TYPE "X" GYP. BOARD It SIDING OR BATTS (2)2x6 TOP PLATE t 1 V EDWINDOW HEADER WINDOW SILL SCALE 3" = 1'-0" SCALE 3" = 1'-0" 1/2" GYP. BOARD 3/4" T 4 G PLYWOOD OR OSS SHEATHING (VERIFY) ON 2x12 FLOOR JOISTS (SPACING WINDOW WEATHER STRIPPING 2x6 PLATE 4 GRADE PER FLOOR FRAMING PLAN) 1. INSTALL BUILDING WRAP PER MANUFACTURERS INSTRUCTIONS WRAPPING INTO OPENING. 2. INSTALL 6"SELF ADHESIVE FLASHING TAPE AT SILL 2x12 RIM JOIST (VERIFY W/ BUILDER) BENDING INTO OPENING 2-1/2" OVER 45° BOTTOM N. CORNER PIECES OR PLASTIC CORNERS. (2)2x6 TOP PLATE 3. INSTALL WINDOW PERRMANUFACTURERS RECOMMENDATIONS&BEDDED IN CAULK. 2" GYP. BOARD 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 OVER HEAD FLANGE LAPPING OVER JAMB TAPES. 6. INSTALL WALL BATTS OR SIDING AND WINDOW TRIM. INSTALL METAL"Z" FLASHING OVER TOP OF TRIM." 2x6 STUDS e 16" O.C. I/2" GYP. BOARD 7. CAULK BOTTOM, SIDE, &HEAD TRIM TO WINDOW FRAME AND SIDING. FLASHING TO BE UNDER BUILDING PAPER CONTINUING 1/2" PLYWD, OR 1/16" OSB UPWARD. SHEATHING W/ SIDING PER ELEVATIONS P.T. PLATE 4 ANCHOR BOLTS PER FOUNDATION NOTES 4" CONC, SLAB PER FOUNDATION PLAN M CONCRETE FOUNDATION WALL W/ - i s,P4( . RESAR PER FDN, PLAN - iz�" a a ?Si CI 1 3,� �N.6d a SEE A5.1 x y FOR HEADER DETAILS _ _i � �-�� � �� ,/,, ���' m —III—Ill=1 I Ot —1.1=III=111 2— 19 Mew (A in& ��^ �� �� ao 7 /��� ,� r �ab m ril FEEA5.1 ' 1/ CONGRETE FOOTING 4 REBAR 3FOR HEADER DETAILS _`r °__ PER FDN. PLAN 0 z 4" PERFORATED DRAIN IN w a o FREE-DRAINING GRAVEL BASE -3 o 00 z z_ z a 00 "3 SIMILAR m hO z I 3 TYPICAL WALL DETAIL ° SCALE: 1/2" = 1 -0" LOWMAN mersa NOTE: DETAIL IS SIMILAR, VERIFY W/ ELEVATIONS, FLOOR PLANS 4 ry FOUNDATION PLANS) I WALL DETAILS 9'-1 1/8" TYPICAL WALL 8'-1 1/8" TYPICAL WALL SCALE 1/2"= 1'-0" TYPICAL MAIN LEVEL SCALE 1/2"= 1'-0" TYPICAL UPPER LEVEL JOB NO: LOWMAN i DESIGNED: LG DRAWN: SD/JR DATE: 4/21/2017 SHEET A- 5 . 2 WA ES MIel SSP S S SIM LANDED GENTRY HOMES AND COMMUNITIES DECORATIVE BEAM RIDGE HEIGHT _ REVISIONS BY: / SHINGLE SIDING (VERIFY - I - 22 - IS JR �- - TYPE 4 LOCATION WI BLDR.) COMPOSITION ROOFING 2 - 19 - 18 JR 12 - (VERIFY TYPE W/ BLDR.) s 5/4x8 5152E PRIMED SPRUCE ISBN I - BARGE BOARD W/ Ix4 TRIM ml rr IMINNI r r 70P EDGE (TYPICAL) MAIN FLOOR PLATE HEIGHT - — - — - — — — - — — — - — 5/4x8 SIS2E PRIMED SPRUCE I 1 I - L I 1 FASCIA W/ 5" CONT. PAINTED METAL GUTTER (TYPICAL) ALUMINUM RAILING WI TEMP. GLASS PANELS 5/4x6 DOOR/WINDOW TRIM (VERIFY W/ BUILDER) m TOP 4 BOTTOM: 5/4x4 DOOR/WIDW. TRIM o SIDES ENTRY PORCH BEAM HGT. /�/ / / 7 / — / (FRONT e BACIG ELEVS. ONLY) // /// t/ / /f// _ = 2x10 TRIM BOARD W/ I/2" //�/ / / _ CHAMFER el TOP EDGE (TYP.) MAIN FLOOR LEVEL _ -9_sr - — . _LOWE SOQS E'�TE HEICaHT - — t. . O ■ 5/4x4 CORNER DECK TRIM PER � BUILDER (TYPICAL) H 1 - - = — II� ® � BOARD (TYPICAL) I — LAP SIDING (VERIFY TYPE ENTRY FLOOR LEVEL — i —� I 4 EXPOSURE W/ BUILDER) � - - - - - - - - - - - - - - I _ I I I I - r I 61 _ i, 1 II 11 , 1 I�-- H iiiQ SLAB e GARAGE DOOR - I —i ' I I 1 I , - MASTIC-APPLIED MASONRY (VERIFY ON-SITE) I STONE VENEER PER BLDR. IDLOWER FLOOR LEVEL I _____Iar - � - - - - - - - - - - - - - - - i I 1 Li } ` ak. v FINISHED GRADE FRONT ELEVATION ' SCALE: 1/4" = I'-O" <H 41%1/4 Nt -‘a lc jir 0.000 .' . .,_•.': ,s" ^ds ,.-: ...o- ."_"e",c .yx,. ..tic, _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - BUILDING HEIGHT - - - - _s„. / -\ , P.T. 6x6 POST- _ - n P.T. 6x6 POST WRAPPED PER BUILDER W/ 16" x 16" MASTIC-APPLIED STONE r� VENEER COLUMN BELOW RAILING PER BUILDER _ _ I. --',\\ LOWMAN APPROXIMATE — — — _ - I — FINISHED GRADE — — _ _ ' (VERIFY ON SITE) — — — — I APPROXIMATE _ _ — — — _ _ _ _ _I FRONT & LEFT ORIGINAL GRADE — — - - _ — AVERAGE ORIGINAL GRADE ELEVATIONS LEFT ELEVATION - - - - - - _ _ _ _ _ COASTAL 1 SCALE: 1/4" = I'-0" - - _ JOB NO: LOWMAN DESIGNED: LG DRAWN: RP/JR DATE: 5/11/2017 SHEET A-6 . 1 WA I Mt- NOM 1111111 011110 LANDED GENTRY HOMES AND COMMUNITIES REVISIONS BY: 2 - 12 - I8 JR SACK ELEVATION SCALE: I/4" = 11-0" .111,11,4„ki -NNN 4 VI I 1I- LOWMAN BACK & RIGHT ELEVATIONS RIGHT ELEVATION COASTAL 1 SCALE: I/4" = I'-O" JOB NO: LOWMAN DESIGNED: LG DRAWN: RP/JR DATE: 4/21/2017 SHEET A-6 . 2 WA GENERAL HOTS , PLUMBING (CONTID): ISMS I 108, HOSE BIBBS SHALL BE PROTECTED BY AN APPROVED NON-REMOVABLE TYPE BACKFLOW PREVENTION DEVICE PER IRC CHAPTER 29 imi SITE PREPARATION: FLOOR FRAMING (CONTID): 109. ALL PLUMBING FIXTURES, INCLUDING TOILETS, SHALL BE CAULKED OR SEALED AT THEIR BASE C UPC SEC. 401.2 I T `j I, BEFORE STARTING ANY SITEWORK CALL I-800-424-5555 TO HAVE UNDERGROUND UTILITIES LOCATED 53. JOISTS, RAFTERS AND TRUSSES MUST BE SUPPORTED TO PREVENT ROTATION BY INSTALLING SOLID BLOCKING AT EACH 110. ALL WATER LINES TO BE PROTECTED FROM FREEZING, IF WATER LINES ARE NOT LOCATED COMPLETELY BETWEEN LANDED D E D GENTRY N T R 1 BEARING POINT OR AS REQ'D BY MANUFACTURER I IRC SEC. 502.1 1 HEATED SPACE AND INSULATION PROVIDE MIN, R-3 INSULATION WHERE REQUIRED TO ASSURE PIPES ARE PROTEC- 2. HOMES AND COMMUNITIES ALL STUMPS AND ROOTS SHALL BE REMOVED FROM THE GROUND TO A DEPTH OF 12" IN THE AREA OCCUPIED BY THE TED FROM FREEZING BUILDING. NO EXCAVATED MATERIAL IS TO BE USED FOR BAGKFILL UNDER ANY CONCRETE WITHOUT APPROVAL OF THE 54. BEARING PARTITIONS PERPENDICULAR TO JOISTS MUST NOT BE OFFSET FROM SUPPORT BY MORE THAN THE DEPTH OF BUILDING OFFICIAL. ALL FILL UNDER CONCRETE TO BE STRUCTURAL AND SHALL BE COMPACTED TO 95% THE JOISTS. AT MINIMUM DOUBLE JOISTS ARE READ UNDER PARALLEL BEARING PARTITIONS. JOISTS FRAMED INTO MECHANICAL: PER IRC 2015 SIDES OF BEAMS MUST BE SUPPORTED BY JOIST HANGERS OR LEDGER STRIPS I IRC SEC, 502.4 1 BEAMS AND JOISTS: 55. IN FLOOR CONSTRUCTION JOISTS AND BEAMS MUST HAVE NO LESS THAN 1 1/2" OF BEARING ON WOOD OR METAL AND NO 121. NO MECHANICAL SYSTEM OR EQUIPMENT REGULATED BY THIS CODE MAY BE CONNECTED TO FUEL SOURCE UNTIL LESS THAN 3" BEARING ON CONCRETE I IRC SEC. 502.6 ] APPROVED BY THE BUILDING OFFICIAL I IRC SEC. 111.1 / NFPA 541,1,1.1 1 21. DIMENSIONAL LUMBER TO BE HEM-FIR •2 TYP. (U.N.O.). UNLESS NOTED OTHERWISE USE 4x6 HF"2 HEADER IN EXTERIOR WALLS ABOVE DOORS AND WINDOWS (SEE DETAIL 'G' ON SHEET A5.1). NOTE: HEARTWOOD BEAMS ARE NOT TO BE USED 56. ALL PLYWOOD OR OSB SUBFLOORING IS TO BE GLUED TO THE SUPPORTING FRAMING MEMBERS. GLUE IS TO BE APPLIED 122. GAS PIPING SHALL BE TESTED AT A MINIMUM PRESSURE OF 3 PSI. GAUGES USED FOR TESTING MUST HAVE AN W/ 4x DEPTH. BEAMS AND HEADERS TO HAVE 11/2" MIN, BEARING TYP. U.N.O. SEAMS SHOWN ARE MINIMUM REQ'D OR IN STRICT CONFORMANCE WITH MANUFACTURERS DIRECTIONS UPPER RANGE OF NOT MORE THAN 5 TIMES THE TEST PRESSURE I IRC SEC. G2411.4.I / NFPA 54 ] BETTER-SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION. CHANGES TO PLAN MADE DURING CON- STRUCTIONROOF FRAMING: 123. CLOTHES DRYER DUCTS SHALL BE CONSTRUCTED OF MINIMUM 0.016" THICK RIGID METAL HAVING SMOOTH INTER- LOCATIONIOR FINISHES WITH JOINTS RUNNING IN THE DIRECTION OF AIR FLOW, NO SCREWS SHALL BE USED. TRANSITION a LOADS SHOULD BE VERIFIED W/ DESIGNER SINCE ALL STRUCTURAL MEMBERS ARE SIZED FOR THEIR SPECIFIC DUCTS SHALL NOT BE CONCEALED WITHIN CONSTRUCTION AND BE NO MORE THAN 12" IN LENGTH, DUCT SIZE MIN. 22. WOOD JOISTS CLOSER THAN I8" OR WOOD BEAMS CLOSER THAN 12" TO THE GROUND MUST BE OF TREATED WOOD OR 61. PLYWOOD ROOF SHEATHING IF EXPOSED ON THE UNDERSIDE MUST BE EXTERIOR GRADE AND IDENTIFIED AS EXPOSURE 1 4" DIAMETER (OR AS REQ'D BY DRYER LISTING 4 PER MANUFACTURER INSTALLATION INSTRUCTIONS). DUCT SHALL TERMINATE AT OUTSIDE OF BUILDING WITH TERMINATION PER DRYER MFR. SPECIFICATIONS. TERMINATE MIN. 3 FEET WOOD OF NATURAL RESISTANCE TO DECAY [ IRC SEC. 311.1 ] [ IRC SEC. 803.2,1,1 I 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 OR FOUNDATION- 62. ENCLOSED ATTIC 4 RAFTER SPACES MUST HAVE CROSS-VENTILATION FOR EACH SEPARATE SPACE BY VENT OPENINGS MAXIMIM DUCT LENGTH SHALL BE 35 FEET AND SHALL BE REDUCED IN ACCORDANCE WITH IRC TABLE G2439.1.4.1. GRADE CEDAR OR REDWOOD AND MARKED BY AN APPROVED AGENCY. CUT ENDS OF TREATED POSTS MUST BE PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS DRYER EXHAUST SYSTEMS SHALL BE INDEPENDENT OF OTHER SYSTEMS RE-TREATED OR BE PROVIDED WITH PROTECTION FROM CONTACT WITH CONCRETE I IRC SEC, 311.1 1 THAN I/15O OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA TO I/3OO IS PER- 124. WHOLE-HOUSE EXHAUST FAN (IF REQUIRED) TO HAVE A SOME RATING OF 1.5 OR LESS 4 SE WIRED TO A TIMER OR PER- MITTED PROVIDED THAT AT LEAST 40% AND NOT MORE THAN 50% OF THE REQ'D VENTILATING AREA IS PROVIDED BY DEHUMIDISTAT. VERIFY PROPER REQUIRED) INSTALLATION F BAFFLESSON TO MAINTAIN OR L SS VENT WIORED IN CEILING.R IF 24. PRESSURE-TREATED WOOD SHALL BE USED FOR THOSE PORTIONS OF WOOD MEMBERS WHICH FORM THE STRUCTURAL VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABV. THE EAVE OR SUPPORT OF BUILDINGS, BALCONIES, PORCHES, ETC. WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER WITHOUT CORNICE VENTS I IRC SEC. 806.2 I. THE OPENINGS MUST BE COVERED WITH A CORROSION-RESISTANT I/4" MESH SCREEN FRESH AIR SYSTEM IS INSTALLED CONNECT TO RETURN AIR WITHIN FOUR FEET OF THE AIR HANDLING UNIT. PROVIDE ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING. SUCH MEMBERS MAY INCLUDE OUTDOOR INTAKE DUCT WITH DAMPER TO LIMIT AIR FLOW TO 145 CFM UNDER NORMAL OPERATING CONDITIONS. BEAMS, JOISTS 4 DECKING, POSTS, POLES 4 COLUMNS [ IRC SEC. 311,1.3 1 63. AN INSULATION DAM MUST BE PROVIDED AT THE ATTIC ACCESS OPNG. WHEN USING BLOWN-IN INSULATION UNDERCUT INTERIOR DOORS TO ALLOW AIR MOVEMENT 25, ENDS OF BEAMS ENTERING CONCRETE OR MASONRY WALLS SHALL BE PROVIDED WITH A MINIMUM AIR SPACE OF 1/2" 64. TRUSSES MUST BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL IN ACCORDANCE WITH ANSI/TPI I STANDARDS 125. EXHAUST FAN LOCATIONS 4 SIZES REQUIRED TO COMPLY WITH THE WASHINGTON STATE VENTILATION 4 INDOOR AIR AT TOPS, SIDES AND ENDS I IRC SEC. 311.1 ] I IRO SEC. 802,10.2 1 QUALITY (VIAQ) CODE ARE AS FOLLOWS: KITCHEN: 100 CFM (RANGE HOOD ACCEPTABLE) 26. STRUCTURAL EXTERIOR POSTS, BEAMS, JOISTS AND DECKING TO BE CEDAR OR TREATED MATERIAL I IRC SEC, 311 1 65. TRUSS BRACING MUST BE PROVIDED TO PREVENT LATERAL ROTATION AND PROVIDE LATERAL STABILITY IN ACCOR- LAUNDRY: 50 CFM MIN, DANCE WITH THE INDIVIDUAL TRUSS DESIGN DRAWINGS I IRC SEC. 802.10.3 ] BATHROOMS: 50 CFM MIN. 21. FASTENERS FOR PRESSURE-TREATED AND FIRE-RETARDANT WOOD MUST BE OF HOT-DIPPED GALVANIZED STEEL, STAIN- NOTE: ALL EXHAUST FANS ON 20-MINUTE TIMER. EXHAUST FANS TO VENT TO OUTSIDE AIR NO CLOSER THAN 3 FEET LESS STEEL OR COPPER (EXCEPTION: 1/2" DIA. OR GREATER STEEL BOLTS) [ IRC SEC. 311.3,1 ] 66. TRUSS MEMBERS MUST NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE FROM ANY OPENING APPROVAL OF A REGISTERED DESIGN PROFESSIONAL. ALTERATIONS RESULTING IN THE ADDITION OF LOADS THAT 126. ALL GAS COMBUSTION APPLIANCES (EXCEPT KITCHEN RANGE 4 CLOTHES DRYER) TO HAVE COMBUSTION AIR DUCTED 28. PORTIONS OF GLUE-LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE EXCEED THE DESIGN LOAD FOR THE TRUSS WILL NOT SE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPA- AND ARE EXPOSED TO THE WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING BLE OF SUPPORTING SUCH ADDITIONAL LOADING I IRC SEC. 802.10,4 ] DIRECTLY TO THEM SHALL BE PRESSURE-TREATED WITH PRESERVATIVE OR BE MANUFACTURED FROM NATURAL DURABLE WOOD I IRC SEC. 311.1,5 I 61, TRUSS BOTTOM CHORDS SHALL BE DESIGNED FOR LOAD WHERE CONDITIONS IN TABLE R3O1.5 ARE PRESENT (TRUSS WASHINGTON STATE ENERGY CODE COMPLIANCE: ENGINEER AND/OR MANUFACTURER TO VERIFY) WALL FRAMING: (IN GENERAL MIN. REQ'MENTS PER IRC CHAPTER 6, AS DEFINED HEREIN OR SHOWN ON DRAWINGS) EXTERIOR SHELL: 131, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE (IRC CHAPTER II) IS AS FOLLOWS: FLOOR: R-30 31. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS fa 16" O.C. TYPICAL, FRAME UPPER FLOOR EXTERIOR WALLS WALLS: R-21 W/ 92 5/8" 2x6 STUDS g 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) WALLS W/ 104 5/8" 2x STUDS (PER PLAN) a 16" O.C. W/ I/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL UNLESS NOTED T. FLASH AND COUNTER-FLASH ALL EXTERIOR OPENINGS AS REQUIRED TO MAKE THEM WEATHERPROOF. INSTALLATION VAULTED CEILING: R-38 OTHERWISE BY BUILDER. FRAME UPPER FLOOR INTERIOR WALLS W/ 92 5/8" 2x4 STUDS € 16" O.C. W/ 1/2" GLUES BOTH SIDES INSTRUCTIONS SHALL BE PROVIDED FOR EACH WINDOW BY THE MANUFACTURER DOORS: U=.200 MAXIMUM (VERIFY WEATHERSTRIP IS INSTALLED) TYP. (U.N.O.). FRAME GARAGE WALLS W/ 104 5/8" 2x STUDS (PER PLAN) 9 16" O.C. ANGLED WALLS TO BE 45 DEGREES WINDOWS: U=.400 MAX. TYP, UNLESS NOTED OTHERWISE 12, ALL EXTERIOR TRIM AND SIDING JOINTS TO BE AS SHOWN ON THE ELEVATIONS. WHERE TWO BOARDS BUTT ENE TO END, SKYLIGHTS: U=.550 MAX. SIDING OR TRIM PROVIDE A I5-DEGREE (MINIMUM) BEVEL ON ENDS OF JOINING BOARDS. FLASH CONTINUOUS ABOVE WATER LINES IN UNHEATED AREAS TO BE INSULATED TO R-3, HEAT DUCTS TO BE R-8 MIN. 4 EXHAUST DUCTS MIN. R-4 32. STUDS PARTITIONS CONTAINING PLUMBING, HEATING OR OTHER PIPES SHALL BE SO FRAMED AND THE JOIST BELOW SO ALL PROJECTING WOOD TRIM I IRC SEC. 103 ] (SEAL JOINTS, CORNERS AND BOOTS), VERIFY INSULATION IS INSTALLED BEHIND PARTITIONS, IN CORNERS, FITTED SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE A PARTITION CONTAINING SUCH PIPING RUNS - AROUND WIRING 4 PIPES AND IN SPACES BEHIND BATHTUBS 4 SHOWERS. INSULATE ALL ACCESS DOORS/HATCHES TO PARALLEL TO THE FLOOR JOISTS THE JOISTS UNDERNEATH SUCH PARTITION SHALL BE DOUBLED AND SPACED TO PERMIT SAFETY:SAFETY CRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY PASSAGE OF SUCH PIPES AND SHALL BE BRIDGED. WHERE PLUMBING, HEATING OR OTHER PIPES ARE PLACED IN OR PENETRATE 4 INSTALL WEATHERSTRIP TO MINIMIZE AIR LEAKAGE, SEAL OPENINGS AROUND INTERIOR PLUMBING PIPES PARTLY IN A PARTITION NECESSITATING THE CUTTING OF SOLES OR PLATES A METAL TIE NOT LESS THAN 1/8" THICK e e EXTERIOR WALLS. REFER TO 2015 LUSEC CHAPTER 4 4 IRC CHAPTER II FOR VERIFICATION OF INSULATION VALUES 1 I/2" WIDE SHALL BE FASTENED TO THE PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN (8)16d 81. EVERY DWELLING MUST HAVE ITS ADDRESS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET I IRC SEC. 319,1 I (CHECK WITH BUILDING DEPARTMENT OF JURISDICTION FOR ADDITIONAL INSULATION REQUIREMENTS THAT EXCEED THE NAILS EA. SIDE [ R602.6.1 I 2015 WSEC) N 82. EVERY BASEMENT, HABITABLE ATTIC AND EVERY SLEEPING ROOM MUST HAVE AT LEAST ONE OPERABLE WINDOW 33, DOORS THAT ARE NOT DIMENSIONED TO HAVE TWO STUDS (3") BETWEEN R.O. AND NEAREST WALL OR EXTERIOR DOOR APPROVED FOR EMERGENCY EGRESS OR RESCUE. WINDOWS MUST HAVE A MIN. NET CLEAR 132. INSULATION TO FILL ALL EXTERIOR WALL CAVITIES--DO NOT COMPRESS! CUT TO FIT AROUND PIPES, WIRES 4 OUTLET OPENING OF 5.1 SQUARE FEET (5.0 S.F. IF LOCATED ON GRADE FLOOR), A MIN. NET FREE OPENING HEIGHT OF 24" BOXES. 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. AND A MIN. NET CLEAR OPENING WIDTH OF 20 INCHES. FINISHED SILL HEIGHT MAY NOT BE MORE THAN 44 ABV, THE FLOOR, ESCAPE WINDOWS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF KEYS, TOOLS OR 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 SPECIAL KNOWLEDGE [ IRC SEC. 310 I DENSITY 4 COVERAGE. PROVIDE VENTILATION BAFFLES IN ATTIC WHERE REQ'D TO MAINTAIN I" AIR SPACE. BAFFLE TO HEIGHT SUCH WALLS MUST BE FRAMED OF STUDS HAVING THE SIZE REQ'D FOR AN ADDITIONAL STORY. CRIPPLE WALLS LESS THAN 14" HIGH MUST SE SHEATHED ON AT LEAST ONE SIDE AND FASTENED TO TOP AND BOTTOM PLATES OR THE 83. ATTIC ACCESS TO BE MINIMUM 22"x30", BE READILY ACCESSIBLE AND MUST HAVE 30" UNOBSTRUCTED HEADROOM EXTEND 6" VERTICALLY ABOVE THE SARG AND 12" ELOW GRAD ABV. LOOSE-FILL INSULATION. PROTECT ALL FOAM CRIPPLE WALL WILL HAVE SOLID BLOCKING. CRIPPLE WALLS MUST BE BRACED WITH 15% MORE BRACING THAN AS REQ'D ABOVE I IRC SEC. 801 1 INSULATION WITH METAL, PLASTIC OR PARGING AT BELOW-GRADE CONDITIONS 4 WHERE EXPOSED ABV. GRADE TO PRE- VENT DAMAGE FOR THE WALL ABOVE, WITH WALL PANEL SPACING NOT MORE THAN 14 FEET I IRC SECTIONS 602.9 AND 602.10.11,1 ] 84. WHEN WORK IS PERFORMED THAT REQUIRES A PERMIT OR WHEN A SLEEPING ROOM IS CREATED THE ENTIRE BUILDING 134. A ONE-PERM (OR LESS) VAPOR RETARDER (KRAFT PAPER, PVA PAINT, ETC.) IS TO BE INSTALLED ON THE WARM SIDE 36. WOOD COLUMNS MUST BE RESTRAINED TO PREVENT LATERAL DISPLACEMENT I IRC SEC. 401.3 ] MUST BE PROVIDED WITH SMOKE ALARMS, A SMOKE ALARM MUST BE INSTALLED IN EACH SLEEPING ROOM AND OF THE INSULATION OUTSIDE THE SLEEPING ROOM IN THE IMMEDIATE VICINITY. THERE MUST BE AT LEAST ONE SMOKE ALARM ON EVERY 31. ALL TRIMMERS AND HEADERS FRAMING AN OPENING SHALL BE PER IRC TABLES R602.1(I) AND R602,1(2) OR AT THE MIN. FLOOR LEVEL. ALL SMOKE ALARMS SHALL BE HARDWIRED WITH BATTERY BACKUP AND BE INTERCONNECTED. ALL 135. ALL RECESSED LIGHT FIXTURES IN THE THERMAL ENVELOPE TO BE CERTIFIED UNDER ASTM E-283 AND SO LABELED OR SHALL BE DOUBLED OR LUMBER OF EQUIVALENT CROSS-SECTION AND EA. END SUPPORTED WITH PROPER-SIZED FRAMING ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 211 AND HOUSEHOLD FIRE WARNING EQUIPMENT PROVISIONS OF SEAL AROUND THE EXTERIOR IN AN APPROVED MANNER TO BE AIR-TIGHT ANCHORS UNLESS ADEQUATE BEARING PROVIDED THROUGH OTHER MEANS NFPA 12 I IRC SEC, 314 I 136. SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM JOIST ST 30, PLACE A VAPOR 'BARRIER OF TYvEK (OR EQUAL) OVER ALL EXTERIOR W IN BUILDING ENVELOPE TO BE CAULKED/SEALED INCLUDING BUT NOT LIMITED SE CAULKED/SEALED. ALL HOLES WALLS I IRC SEC. 103.2 1 85, FOR NEW CONSTRUCTION AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE EACH SEPARATE STORIES SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS IN DWELLING UNITS WITHIN WHICH FUEL-FIRED APPLIANCES TO ELECTRICAL, PLUMBING 4 HVAC PENE- 39. WOOD STUD WALLS MUST BE CAPPED WITH A DOUBLE TOP PLATE INSTALL TO PROVIDE OVERLAPPING AT CORNERS AND ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES I IRC SEC. 315 ] TRATIONS. OUTLETS, SWITCH BOXES AND RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED/ SEALED WITH APPROVED SEALANT OR HAVE FOAM FACE GASKETS INSTALLED, ALL RECESSED LIGHTS TO BE IC RATED, INTERSECTIONS WITH BEARING PARTITIONS. END JOINTS MUST BE OFFSET AT LEAST 24 INCHES I IRC SEC. 602.3.2 1 SINGLE TOP-PLATE CONSTRUCTION IS NOT TO BE USED ON THIS PROJECT 86. PORCHES, BALCONIES, RAMPS OR RAISED FLOOR SURFACES LOCATED MORE THAN 30" ABOVE THE FLOOR OR GRADE AIR TIGHT 4 SEALED TO SURROUNDING GUMS. ROUGH OPENING AROUND ALL WINDOWS 4 DOORS TO BE SEALED/CAULKED BELOW SHALL HAVE GUARDS NOT LESS THAN 36" IN HEIGHT. OPEN SIDES OF STAIRS WITH A TOTAL RISE OF MORE THAN 131. THE BUILDING OR DWELLING UNIT SHALL BE TESTED 4 VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 40. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT TO EXCEED 25% 30" ABV. THE FLOOR OR GRADE BELOW SHALL HAVE GUARDS NOT LESS THAN 34" IN HEIGHT MEASURED ABOVE THE OF ITS WIDTH. STUDS IN NON-BEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE NOSING OF THE TREADS. GUAR (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICIAL, TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD GUARDS SHALL HAVE INTERMEDIATE RAILS OR ORNAMENTAL CLOSURES THAT DO NOT ALLOW 5 AIR CHANGES PER HOUR. TESTING SHALL CONDUCTED WITH A SLOWER DOOR AT PRESSURE OF INCHES W.G. STUD WIDTH. ANY STUD MAY BE BORED OR DRILLED PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO A SPHERE 4" IN DIAMETER TO PASS I IRC SEC. 312.1 ] 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 THE EDGE OF THE 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 R602.6(1) a R602,6(2) I 81. INSTALL 1/2H GYPSUM WALLBOARD (MIN.) AT GARAGE/HOUSE WALL AND GARAGE BEARING WALLS. INSTALL 5/8" TYPE-X 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-GAUGE METAL TIE I I/2" GYPSUM WALLBOARD AT GARAGE CEILING TYPICAL. INSTALL 20-MINUTE RATED DOOR BETWEEN HOUSE AND GARAGE OPERABLE WINDOWS 4 DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF AT THE IN WIDTH INSTALLED PER IRC FIGURE R602.6.1 I IRC SEC. 302.6 I NOTE: SELF-CLOSING HARDWARE REQ'D BY CODE FRAME PRIOR TO THE TEST [ WSEC R402.4.1.2 ] EXCEPTIONS: A. A STUD MAY BE BORED TO A DIAMETER NOT EXCEEDING 50% OF ITS WIDTH PROVIDED THAT SUCH STUDS LOCATED 88. THE FLOOR SURFACE IN A GARAGE SHALL BE NON-COMBUSTIBLE AND SLOPED TOWARD THE MAIN VEHICLE ENTRY DOOR- EXTERIOR WALLS OR BEARING PARTITIONS ARE DOUBLED AND THAT NOT MORE THAN TWO SUCCESSIVE STUDS ARE WAY I IRC SEC. 309.1 1 AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED IN ACCORDANCE WITH UL 325 I IRC SEC. ASSREV IATIONS: BORED 309.4 I B. APPROVED STUD SHOES MAY BE USED WHEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS a AT EL. ELEVATION MAX, MAXIMUM SW SINGLE-HUNG I IRC SEC, 602.6 1 89. BATHTUB AND SHOWER FLOORS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS AND IN SHOWER COMPART- PROVIDE METAL NAIL PLATES IN ALL LOCATIONS WHERE PLUMBING OR WIRING COMES WITHIN I" OF THE EDGE OF ANY STUD MENTS SHALL BE FINISHED WITH A NON-ABSORBENT SURFACE TO EXTEND TO A HEIGHT NOT LESS THAN 12" ABOVE THE A.B. ANCHOR BOLT ELEC, ELECTRICAL M.B. MACHINE BOLT (WINDOW) FLOOR I IRC SEC. 301 I 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 ADJ. ADJUSTABLE ENG'R ENGINEER(ING) MEMB. MEMBRANE SHTH'G SHEATHING FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES AND BETWEEN A TOP-STORY AND THE ROOF SPACE C IRC SEC. 302.11 1 90, FURNACE SHALL SE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AND THE REQUIRE- A.F.F. ABOVE FINISH FLOOR EQ. EQUAL MICRO, MICROWAVE SIM, SIMILAR INSTALL FIRE BLOCKING AT: MENTS OF IRC CHAPTERS 13 THROUGH 20 e CHAPTER 24. IF LOCATED IN GARAGE FURNACE AND HOT WATER TANK SHALL ALT, ALTERNATE EQUIP. EQUIPMENT MIN, MINIMUM SPEC, SPECIFICATION A. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS INCLUDING FURRED SPACES 4 PARALLEL ROW OF STUDS OR SE ELEVATED SO THAT PILOTS, BURNERS, HEATING ELEMENTS AND SWITCHES ARE MIN. leABOVE GARAGE SLAB. STRAP ALUM, ALUMINUM EXP. JT, EXPANSION JOINT MTL. METAL SQ. SQUARE STAGGERED-STUDS AS FOLLOWS: HWT TO WALL I IRC SEC. MI3O1.3 1, PROVIDE OVERFLOW PAN 4 PIPING AND INSTALL TEMPERATURE 4 PRESSURE RELIEF BA• BATH EXIST, EXISTING N.I.C. NOT IN CONTRACT S.S. STAINLESS STEEL a. VERTICALLY AT THE CEILING AND FLOOR LEVELS VALVE (W/ PIPE TO EXTERIOR TERMINATION) PER IRC CHAPTER 28. VERIFY PROTECTION FROM IMPACT BY AUTOS 'BDRM. BEDROOM EXT. EXTERIOR N.T.S. NOT TO SCALE STD. STANDARD 1 BLDG. BUILDING F.D. FLOOR DRAIN O.C. ON CENTER STL. STEEL b. HORIZONTALLY AT INTERVALS NOT TO EXCEED 10 FEET; BLKG. BLOCKING FIN. FINISH ODWH ON-DEMAND WATER STOR. STORAGE S. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, B.O. BY OWNER F.F. FINISHED FLOOR HEATER STRUGT, STRUCTURAL LOWMAN DROP CEILINGS AND COVE CEILINGS; PLUMBING: SOT. BOTTOM FUR, 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: BWP BRACED WALL PANEL FON. FOUNDATION CONTRACTOR INSTALL T 4 G TONGUE e GROOVE D. AT OPENINGS AROUND VENTS, PIPES AND DUCTS AT THE CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO CAB. CABINET F.O.G. FACE OF CONCRETE OH, OVERHANG TEMP. TEMPERED RESIST THE FREE-PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION: 101, NO PLUMBING OR DRAINAGE SYSTEM OR BUILDING SEWER MAY SE COVERED, CONCEALED OR PUT INTO USE UNTIL IT HAS E. FOR SITE-BUILT CHIMNEYS AND FIREPLACES, FIRE BLOCKING MUST BE A MIN. OF I" THICK AND SUPPORTED ON METAL BEEN TESTED, INSPECTED AND APPROVED I UPC SEC. 103,5.1.3 1 GSMT. CASEMENT (WINDOW) F.O.S. FACE OF STUDS O.H. OVERHEAD THK. THICKNESS CENTERLINE FT. FOOT OR FEET OPNG. OPENING T.O. TOP OF STRIPS OR METAL LATH: CLKG. CAULKING F.E. FIRE EXTINGUISHER OPT. OPTIONAL TV TELEVISION F. FIRE BLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQ'D AT THE LINE OF DWELLING SEteARATION 102. PLUMBING SUPPLY PIPING SHALL BE TESTED WITH WORKING WATER PRESSURE OR, EXCEPT PLASTIC PIPING, 50 PSI AT PRESSURE I UPC SEC. 609.4 ] CLO, CLOSET FRPLC. FIREPLACE PH PHONE TYP. TYPICAL CMU CONC. MASONRY UNIT FURN, FURNACE PIC PICTURE (FIXED WDW.) U.N.O. UNLESS NOTED GENERAL NOTES 42. FIELD-CUT NOTCHES, ENDS AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE TREATEC IN FIELD IN ACCORD- ANCE WITH AWPA M4 [ IRC SEC. 311.1,1 1 103. PLUMBING DRAINS SHALL BE TESTED WITH WATER FILLED TO THE HIGHEST VENT IN THE SYSTEM OR 5 PSI AIR PRESSURE COL. COLUMN GA, GAUGE P.I.P. CONC, POURED-IN-PLACE OTHERWISE [ UPC SEC. 112.2.3 I CONC. CONCRETE GALV, GALVANIZED CONCRETE V.T.O. VENT TO OUTSIDE CONST, CONSTRUCTION G.B. GRAB BAR P. LAM PLASTIC LAMINATE VERT. VERTICAL 104. ALL PIPING PASSING UNDER OR THROUGH WALL SHALL SE PROTECTED FROM BREAKAGE. APPROVED PROVISIONS CONT. CONTINUOUS GLU-LAM GLUE-LAMINATED PLAS, PLASTIC VEST. VESTIBULE FLOOR FRAMING: SHALL BE MADE FOR EXPANSION OF HOT WATER PIPING. VOIDS AROUND PIPING PASSING THROUGH CONCRETE FLOORS CPT. CARPET GR, GRADE PLWD. PLYWOOD VIN, VINYL ON THE GROUND SHALL BE APPROPRIATELY SEALED [ UPG SEC• 313.1 I C.T. CERAMIC TILE GWB GYPSUM WALLBOARD PR, PAIR W WASHER JOB NO: LOWMAN DIA. DIAMETER H'B HOSE BIBS P.T. PRESSURE-TREATED W/ WITH 51, JOISTS FRAMING INTO THE SIDE OF A WOOD GIRDER SHALL BE SUPPORTED BY APPROVED FRAMING ANCHORS OR ON DESIGNED: LG 105. HORIZONTAL PIPING SHALL BE SUPPORTED AT SUFFICIENTLY CLOSE INTERVALS TO PREVENT SAGGING. PIPE SUPPORTS D DRYER HDWD. HARDWOOD R RISER WC WATER CLOSET LEDGER STRIPS NOT LESS THAN NOMINAL 2" x 2" [ IRC SEC. 502,6.2 I DBL. DOUBLE HORIZ. HORIZONTAL R.D. ROOF DRAIN WD. WOOD FOR ABS MAY NOT EXCEED 4 FEET ON CENTER I UPC SECS. 314.5 4 314.5.1 ] DRAWN: BJ/JR DF DOUGLAS FIR HWT HOT WATER TANK REF. REFERENCE WOW. WINDOW 52. ALL JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS a OVER SUPPORTS WITH 2" NOMINAL WIDTH BY FULL JOIST D.F. DRINKING FOUNTAIN INSUL, INSULATION REF& REFRIGERATOR W/O WITHOUT DATE: 4/12/2017 DEPTH SOLID BLOCKING, RIM JOIST, JOIST HANGER OR OTHER APPROVED MEANS. NOTCHES AT THE ENDS OF JOISTS 106. WHIRLPOOL SATHTUSS SHALL BE PROVIDED WITH A REMOVABLE PANEL OF SUFFICIENT DIMENSION TO ACCESS THE PUMP DN. DOWN INT, INTERIOR REQ'D REQUIRED WP WATERPROOF SHALL NOT EXCEED 25% OF THE JOISTS DEPTH AND BORED HOLES ARE NOT TO BE WITHIN 2" OF THE TOP OR BOTTOM I IRC P2120 I DR, DOOR KIT. KITCHEN RM. ROOM W,W,F, WELDED WIRE SHEET OF THE JOIST. HOLES ARE NOT TO BE ANY BIGGER THAN 1/3 THE DEPTH OF THE JOIST. HOLES AND NOTCHES MUST NOT DTL, DETAIL JET. JOIST R.O. ROUGH OPENING FABRIC A- 7 . 1BE WITHIN 2" OF EACH OTHER. NOTCHES IN THE TOP OR BOTTOM OF THE JOISTS SHALL NOT EXCEED 1/6 THE JOIST DEPTH 101. SHOWERS AND LAVATORIES TO HAVE 2.5 AND 2.2 GALLON PER MINUTE FLOW RATE, RESPECTIVELY. WATER CLOSET SHALL DW DISHWASHER LAv. LAVATORY S a R SHELF a ROD XO SLIDER (WINDOW) 1 ANDARE NOT PERMITTED IN THE MIDDLE THIRD OF THE SPAN I IRC SEC. 502.1 a 502.8 1 FOR NOTCHING AND BORING OFRWG, DRAWING MAIL. MATERIAL SF, SQUARE FEET SLIDING GLASS DOOR MANUFACTURED FLOOR JOISTS REFER TO THE MANUFACTURER'S SPECIFICATIONS AND FOLLOW THEIR RECOMMENDATIONS BE 1.6 GALLON/FLUSH MAX.• EA, EACH HE HEM-FIR SW WA v Si IS OD OISI SD S S CMS SD IMIISIS iiiiimi LANDED GENTRY HOMES AND COMMUNITIES ELECTRICAL PLAN KEY v WALL SCONCE �p�- N t, ,� , ra 1,,, I - RECESSED CAN r °r • o oa o D,° e a '° �° - - - o c.° o o^° _ f� :T.p,^a ° ISM �" k.�. Y ,.. 1,-,:><`p,w r- La- ,m, rea;,4+,:1,s'g„,', 1.4..44,* ia$k.E{:I I.,° c.;[� 4'hNt a I, D V YY k -t1�- CEILING FIXTURE D� n 1; 4- EYEBALL CAN •a ° I II ,>. S ° SMOKE DETECTOR a ° II EXHAUST FAN/EXHAUST FAN W/LIGHT _ `�U d1 $ LIGHT SWITCH . 7 I IIA R , O a $q 4 WAY LIGHT SWITCH 13 3 WAY LIGHT SWITCH TO GARBAGE \ V/TEL TIMER SWITCH 1,' ���DDflISPOSAL II A / ' II I u I ' It/ / , 0 WALL OUTLET 120 VOLTS / I ° ° 1 II it i a \ (DRYER&OVEN PLUG) l � l � �� �i l /�Sp U 220 VOLT OUTLET(DR G) }III I ° ° . 1- ,_ , d _ TV/TEL GROUND FAULT A4 d;VvIt "@ t ' '.'-a'r" �". ,., ,v "'`+�k `.�3s.ltilim, ,,ii Imo. .. ,i,ii r' r. ,t,,... .: ° !I/ _I_ S� S TT WATER PROOFII / INTERRUPTER OUTLET 120 VOLT°° a Ill f- .• _ �• m �� ~ n' ` _ _ - _ OUTLET 120 VOLTS It \ , o E > IC- SC0 GROUND FAULT INTERRUPTER p �Ij Z o O Oen Q r� r� ��J - efSO A►�� / \ / \ Lig TV.!TEL `I R 1 ,1� _ �•J ��i y Saf = _ _ t 4 4 AND MTERNET MODUOLEEry t TV/TEL I p,- -. 0 HANGING -:.a / 11 m�e RA GE W/° _ 100 CFM MICRO/ I�� � I� FIXTUREPULL CHAIN LIGHT I � fl O NOOD ABV. �, �4 1.0 41 , I �aI WALL MOUNTED LIGHT 914 Io / — _1, 111 _ 'laatu" - — - . ® HARDWIRE OUTLET 1 / $ DEDICATED / ° ►*� 1 O CFM \ 11 FOR FREEZER (3) PENDANT ` 50 CFM NOTE: 1 - 1 w • • " EC311113: (MIND /(MIN.) so° '' - ` N -I H— f O LLl I I LIGHTS \ EX. FAN 1 SMOKE DETECTOR(SD)t9 110V INTERCONNECTED fSI l�J L�J _ 1' ' c EX. FAN , J II WITH BATTERY BACKUP c d, I �� A // II ' r . oh+ti.Sx�m=. *a'u>=,r .ror,,TItpUR+.x�.y i ,:'0:1.ii ao.'II n SII V II - - _ — aw_. I turn0 !.I I:..Iaal. w -;::� _ / � ' , ) ii / a,� �r � _ cos,:.. / SD \I = = = a o ii , �} , 0 ��� SDI p r 1 r9911101101‘191 I 1 1 . __ _ _ /' I _ > l s 50 _ 7 ! 1 \� II r / _ n 1y= = = , 5(MIN—)FM s „ I T i , r✓v /" �_ II / ' EX. FA . 1;1: 1 t ''. II /,/ . = = = „ = _ = . -1111161s- WI ‘ _---.-.--- it :(;• LL V • i d / 70 MAIN / 70 LO r 50 CFM I t ; / f<\ FLOOR I / TV/TEL �I FLOO 1 ,_ \ 'l.� _ D MIS. . i tI y Op 10 EX �Q e uS . ,. / A , _ �,. K -,.vau6 111 s&: ll)ti. ii. - \ �.. i i � 7V/TEL ,. II /� .°.11TV/TEL I � Am 6 �� a �- ' �� 11 i- � II ' - I 1 I�ANCsING _ I FIXTUR �FIXTURI o� f _ i \ : I ,141 \ II'50 CF • • ICI �'I, ' � � X FA I II , T / - \` f EX. FAN //uu ��. II i do • i IIP f I / .i / O I /TV/TEL 0 I� I s..�� I: RIJ _ _ _ _ rI e• t�i 4 . , _ ___ _ _ ii , \ 1, __ _ ___ _ 0 0 I w_� - �_ __ _ _ _ __ _ _ � - Y II i � \ II '� �a y ; * IL -- L I I I TO GARAGE I EXT. LIGHTS IW 0 III ILL'. LOWER FLOOR ELECTRICAL FLAN MAIN FLOOR ELECTRICAL PLAN SCALE: I/4" = II-0" I/4" = II-O° LOWMAN NOTE: EXCEPT FOR EXI-1,4UST AND SMOKE DETECTORS, FIXTURE LOCATIONS ARE ELECTRICAL PLANS DESIGNER'S SUGGEGESTIONN ONLY F (VERIFY ALL FIXTURE TYPES AND LOCATIONS W/ OWNER), EXHAUST FANS TO COMPLY W/ WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (CHAPTER 3). FAN NOISE NOT TO EXCEED 1.5 SONES COASTAL 1 & 2 9 0.1 INCHES WATER GAUGE, EXHAUST FANS TO BE VENTED TO OUTSIDE AIR TYP, VERIFY ANY ADDITIONAL LIGHTING, A/V OR COMPUTER WIRING REQUIREMENTS WI OWNER AND/OR BUILDER INTERIOR LIGHTING: A MINIMUM OF 50 PERCENT OF ALL JOB NO: LOWMAN LUMINAIRIIES SHALL BE HIGH EFFICIENCY LUMINAIRIES, DESIGNED: LG EXTERIOR LIGHTING: LUMINAIRIES PROVIDING OUTDOOR DRAWN: JR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL DATE: 5l01/201 7 BE HIGH EFFICIENCY LUMINAIRIES, SHEET It' E - 1 . 1 1 . WA 11 I - see LA-TE/I-AL- d•j4x.'S -1 ow82• LE.tt- Vc %1 I uu! GS nOr OP _ �: 9D5 2�+t __ © ---- _,- _ . .. . ... �.. : far P.T.,Kb✓BWM LANDED GENTRY sxs DPLn -- -oar - .. .. .--oFLa 5, .b cxvez 14' , .. • P•: .. P•• "•c. I •' if t • HOMES AND COMMUNITIES y Rice-timer - 1°tA„J Fur_ SHOP Y8 = I' T. •- • {p) ».i.IGVITe.to O. _ •• r L'Ic a TYPICAL) pQ . Q ry /� '• 9 aa'4 x bx 10'O' .1 • IT 'x b'a• 0 BEDRDOF'1•9 6EDR001'1 4 II,'• ��J1!•�[ s •� I I � l Ps ♦ b'a•x Pi' b'a'x7-Y D_.�. f a'-nI 1I AG• nxLR ATR a IV O.G. XO xll, • P. e• I I_� a'"Ua• Y"Y P'f ... . .. i .. �... •..4 . . F.. .. . . . •. � . .. ,_ F � I Iirr .� t eD90 R�TICN K �. _ •'•� 9a3 9-IO , . 'ri •.( r ✓' -_ .: DOOR - 9 MUM mai v.. it- -ASS •n —�; ' a' 4-aIS' 12'1. .. • ' .._ •. . *T.M POST ' I VAULTED / • 'I OLOOET i� - — �._!AP cm s.G�niGy9�D.�.-..- :1 ✓ 9xe. <.Sw'U CaL a{FW 9F/OF % GILW KITOHEN • VAY.T® ¶ Ya• SW a RCO :t : //ranin DF 0 O *'O'z IY-4• p (\�'$��/\ P.T.ea PLAT*CLOY c.) 4 C) yR + H-Y x W-10 1 9 l , ow.ROD .• I DM DF....n RR J/T4.Y'at. ` • 2:; vU 2 y, BEAM 91D,GR POCKET Y U i, • 9 Bn.INTO GONG,WALL • ♦. I I� RAM0.TmEpA ROOM r I� ,6-10 x 13.11• NB2FY W/*(ALOE¢, •' 1• C - „+ = mLAND UP I WALK-IN CLOSET • o B t' Y PLOW AAA •� y9 • • O B.1 111 3'-P]• !'i• { •"a•-- ' i ` J • ^ �;5 1. BATH �!'r.'' *jab• © ram Iuu.L emau e ��e S �� Y • Y �{////.t.� AI m 1,.1a_nm nesW .W toys OR 41s .. — % . ° ••.. . D'-Y4` a•-9b' L'4 , H'-Y Ya i n' " j ult bVOYRR Os Tie a p �c - .wl F1n �// • ' • • N'• N Y,Aa1' Ai xJ.. TxII.Tb 2pC MEW i'*b:ICPPAN D L III 1'-Ilk' *'wN' Ili a i' a-ID' � � C-I 'GO (FLUSH W/WSJ W G!WOG TAM—„�� -,��, T-_" ■■ "aPPPPPP••••••••11piTz 9'-Ay' Y-I• •-4, VA' 4'a' -a R GARAGE $ TOP PLAT*UP.O A*SRAM TO I. i r COLD*ROC* n / J,� - x-I•x u'-»• �+F i Stott Peer*awn*IrtT FRO) 1 ✓ �'? r 2bLl __ _ Ml3T@2 's *Hsi a ROD ercR. 1 _ ha`�"' / _. A 11 n L DRin *n Act 4 nxN j . t BATH ill P O 7 CLOSET Sx16 0R b.*xb.!6LB • W - i. '.!- . 1 yy Ts°s AS9 T4. 3 M1 is!' "- ZoH * 411 3 '6 -°�- _. ._ . : val TRri, ,.. ?Ill I. '�l ` ' 'isu _; j ediliS Y ,° Q L V -__ _f :� _II a Q d do , �'. HOW.GAP ' �" I n ,(� • -�C1 0 nY III �?f'j V'r' e>_ MA6Ttx!BEDROOM =III• s� 4 S6P. - ID _ DeuBc.£ �.D tS'( yy'}ri�� rsx�oR w. ( 1bU6+ �n ✓oK p Q'nTE 1 (71-Ayt:4: S,- nnxceswaaa DaA3LC (ZIT% xb.. s II M Des i n a aPtn 2' N/ 76Ts t °' 2-5' -.PINS *ORO •-._ •- DOOR Am•• nilkgtAl - .. -�"Q• ,u 'f_°�=r— I r W 3 P tm.l GI*x4rws DFmr 3 11ii< ;.r�;�rr =.— T I 1R e �•_, + •�- sow XO woo Xc -_ _ -- laws nanW ._•i •. . . Az10. n 5060 xoPROVbE L4•WM ,yw L'rt/DT ues V ��� aTa��J. e ac•waANEADO.ARr. Xn Pal Da 7 !' ` � A del I 2 VW fi ✓ q Y�� �I SAeovSw �A CP s DOOR Are; •tom DltOIY**4M CIID W 4 Ai . _ ALL N PORCH sus OR swum ,✓r s *aac9Pay ems, I aov 94• _- rtET+P, _ , P a-!v I=n +•coNa:sue �,Pw i i{up *mKswN Ir�nru I� era nc) �� ( 4CDP _ Ana,Kea . \ ?@:K LNE A*OVC BOOR LNG ABOV£ S•�L AO./�� r� lap © .i ran 181{D ($UD ' castes.wlCrP)44 all 0 Nsc,�6 MAIN FLOOR FRAMING PLAN v.v.„ ap'-D Structural Callouts©—Copyright ConstructionCalc,Inc (CCI) I • 20 H 'Header ow Fdt r�TJ A i1+7>t „r,a• W-He , , 9'4 f ✓ 131TS Twisted Strap-Joist Holdown j * i Header:use min:2x6,tall dimension vertical in"L"configuration Or use min,2-2x6,or 4x6. (/g =1 O * !Min,Capacity: Good for 1 2151b.tension. j 1 _ For"L"configuration,connect vertical header member to flat 2x with 16d @ 4"OC. P.Y.Lxa.P�T — —_- s.Lax i(P TYPICAL) * i TwoUse min.,TS22 twistedstrap vertically. * Trimmer: (a k.a.,Jack Stud)Use min., 1-2z,or concealed flange hanger,each end. Twisted Strap: tra applied - ` h (Attach to beam or floor joist above. I. \'t ©✓ KO✓ ✓O ) 1 -•-..______ - IAS alternate,may use FC4 for 2x4 wall,FC6 for 2x6 wall.(FC4 good for 865 Ib.,FC6 good for 1010 lb.) ✓ Attach to double stud below. 1 * 1 King Stad: full height bottom plate to top plate: -`-.- NOTC. .a lm AAA POR DECK © 14 TS Twisted Strap-Joist Holdown § • T,.a.MPw MATERIALS IT _ Openings wider than 5',use min.,2-2x,each end r ._-_ ._ s , J G .../.. s * Min.,Capacity:Good for 1,4501b.tension. Openings 5'wide and less,use min., 1-Zx,each end. -.-_...--, - s� © * Twisted Strap:Use min..,HTS30 twisted strap applied vertically to outside of wall sheathing. 21 H Header I - - !Attach to cantilevered floor joist above.Wrap over top if necessary. * " R } Header:use min:2x10,tall dimension vertical in L configuration.Or use min.,2-2x8,or 4x8. • - Attach to double stud below. For"L"configuratnect hea member to flat 2x with @ 4"OC. •• R 15 FF Floor-To-Floor Holdown _ I * Trimmer:(a.k.a., aka,Jackion Stud)con Usevertical min., 1-2xder,or concealed fl ge16d, / O * 'Min.,Capacity: Good for 1705 lb tension. - �_ ange hen reach end. ✓Q�• 1 * Strap:Use CS16 vertical strap applied to outside of wall sheathing.Attach to 2 2x,3x,or 4x studs lined up alternate, Y use FC4 for 2x4 wall,FC6 for 2x6 wall.(FC4 good for 865 lb.,FC6 good for 1010 lb.) Strad: full height bottom plate to top plate: above and below rim joist.Fill all nail holes with 16d. * King -y I__ i F ✓ 6_ { If strap falls on rim,header or beam below,nail to rim,header or beam and wrap around bottom if necessary. ,,Openings wider than 5',use min.,2-Zx,each end. �'' - ` Fl" - !Openings 5'wide and less,use min., 1-2x,each end ____• ,t 58 L SV tik ✓� I j * ;End Distance: 12"min.to each upper and lower studs. Approx total length=24"+depth of floor system. 22 ItReader - / I y I 18 HD 'Alt 1-Holdown-Embedded Strap Type. __ * i Header:use min: 2-2x10;or 4x10. 'ic9 O 4 * Min Capacity: Good for 38151b.uplift,wet set application only. I * Trimmer:(a.k.a.,Jack Stud)use min., 1-2x,or concealed flange hanger,each end 9 • R !g i * Holdown:Use STHDl4 for no rim joist condition. I * King stud: full height bottom plate to top plate: d } — — - r ' For rim joist condition use STHD1412J. ✓ p 2 C 1 I - Openings wider than 5',use min.,2-2x,each end- © x,4 e k p * (Nails:Use 30, 16d to full-height stud as follows. - Openings 5'wide and less,use min., 1-2x,each end. —._ ✓O _ * I 'stud:Use larger of king stud as speed elsewhere;or choice of 2-2x,3x,or 4x. 23 H Header t - i • Alt 2-Holdown-Bolt Type — * I 'Header:use min: 5x13.5 glulam,LVL,or PSL. e , G o * Holdown: Use HDU5. I * 1 Trimmer:(a.k.a.,Jack Stud)use min.,2-2x,each end. p t * I Lags:Use 14 SDS 1/4 x 2.5 to full-height stud per above. * King stud:Use min.,3-2x,each end,full height bottom plate to top plate. .. ," • 30' R Rim _- •_r ••J * Anchor Bolt:Use 5/8"diameter SSTB24,or 5/8"all-thread with nut and 3"washer on embedded end.Min ✓ _`p f T• embedment= 16". * Use min. 1.5 x 11.25 LVL. . IG • .. • • • --.' § ✓ '° - If too long to fit in footing,bend 90-degrees at bottom of footing,maintain 3"cover at bottom of footing. _ 31 L Ledger-Deck Joists to Rim. v � 1- If cripple wall below,use all-thread and CNW coupler nut or similar. * !Ledger:Use min.,2x PT led ..-\ 9 ,- --- PP PI g gar,at least as tall as joists. , 19 DS 1IDrag Strap 3 ✓© © e I ✓ _+-- - * I (Ledger Connecion: Connect to rim with SDS or LedgerLOK at max., 12"OC and within 3"of ends and ✓ * 1 ,Min.,Capacity:Good for 1,705lb tension splices. _ © © + _ - * !Drag Strap: Connect beam end to exterior welt top plate beyond with CS 16 x 24",centered over beam/top - Where ledger cantilevers,use 4 SDS or LedgerLOK spaced 3"apart.Center this cluster of connectors 6"from 1 'i GONG 9 1 late intersection. end of rim joist. Min.backs ' P _ ; J gan of Leger before asplice=8. TO BADE Strapmust be straight and horizontal. I - SDS or Led erLOK to be of len f>h __-. ,-_ g length necessary for full penetration in rim. Strap may attach to either side or topor bottom of members connected. - -- - __-___. __ • Jorst Connection:Connect joist to ledger with U or LU hanger. * I a Nark: Use Lod all holes filled. - 71 P I Post _-n * Post:Use min.,3-2x4,or 2-2x6,or 4x6. Shear wail top connection- Shear wall top connection- Structural Shear Wall Cahoots() Copyrigh ConstructionCalc,Inc(CCD -' D1 framingparallel. D2 r al Shear Wall Call at Symbol - - * (cavity. loot Condition: Where bearing on floor with post below,ensure solid blocking through floor C framing perpendicular. I gyp♦ ;cavity. This symbol indi es a dedicated sh wall or' el,the type per callout Sow. 73 P Post Taus,ov ,____r Walls without this ymbol Are not deli aced sh walls- use colt-standard construetipn. * Poet:Use min. 4x6 PT -- - - _._... _ - - P•A 7aaas5 ea 1 PVV T -- 4„ 2ANrFa ® Min length o shear panel,R. * Connection at Base:Use PB AB ABU ABW CBSQ or similar.f``jT If"pJ",cons ct entire Wall per is cailou,with minimum' dividual panel Len indicated on plan LOWMAN . I�tt �— If'1H S",m Not a Shear Wall.wild code m rmum. I KR.•C FIFA{ — ESu-loy ez ?VI'Ht.S'e¢ I ' i ORSc- PAAct.,[ 00.4r Ht Sill _. -a -{- S+-Y 5 J j`-ALT., Hot anchor Fir.......... sowNflobo Top of plate to max Cape- Stud Nail Edge Sill Block- Top of wall tram- apc'g/ STRUCTURAL - ��-/Tort, oz RgPTEY - g,> K� I city, Nails Stud Stud mat'l /Field Top plate& ingat wall conn to ing, min. (� h'a- 4; Y a �7o.5T _ __ _ T'S_1� wind! Sheath_; or height, spec g, Stud (see epee g @ Top plate studs ansap_ eonn to perpen- max. Mud sill embed- NOTES & DETAILS is,'4, I SHfAt�Ei- - �T-CL Call- sets, Ing, !Sides of screws, max., max., size, std sf1 Stud Plate, splice, w/edge ported parallel , dicular spc'g, anchor to ment, I Aa•'4. s'u E I out I Eh,plf min. 1 wall , size 1 ft. in. min. specs) spac'g,in. min. min. naii'g y edges framing 1 framing in I concrete in. JrL-icc - l " H —_ 10 24 2x4 Sawn 6/6@24 I \cr,L,psS aL Aaxz.S 6112@16 Cont 5/8"j-bolt tilt re O0e' or 5t8" JOB NO: LOWMAN SaAu•,6, R ConR sheathing ALT : 7/16 either 12 16 2x6 Sawn 6/12@16 48"1 sheathing +blkg or Titen HD DESIGNED: LG —. - s c we istoo 168/ OSB or side, lap or A34 or H2.5 or -TI ^ _ 1PW ! 120 1 o- 1 Sd r - - 2-2x4 w/8- 2x NA LTP4 at SDWC 16d @ 6 w/3" 72/4 DRAWN: JR RI.n o1z co.,1r P Yw apply 16 12 2x6 Sawn 6/12@12 l6d 36" 15600, wshr' _(-BLf:c, od 1 directly ': �" @� MASAor DATE: 5/11/2017 --- Ito studs _—- -- ._...__ . 1 MASAP SHEET 4`? I 22 12 1.75x5.5 LVL 6/12@12 See 5a,-ice. i I S 1 mac fPas71 2PW 350/ (same) (same) i (same) I (same) (same)I (same) I(same)14/12@16 I (same) f (same) (same) I 2x (same) (same) 116d @ 41 (same) 36/4 _ 1 ! I I i II I i WA --- ass Standard Structural Specifications®—Copyright, Tim K. Garrison, P.E. al MED ali BASIS OF DESIGN—APPLICABLE CODES: MATERIALS AND METHODS: as Code.The designs herein are prepared in accordance with the 2015 IBC.Construction shall conform with Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is Where rock is sloped 3:1 (18-degrees)or greater,use#4 x 16" long dowels rotohammered 6"into rock. strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in the most recent building code adopted by the approving jurisdiction. the contractor's responsibility to ensure all field personnel understand and adhere to this. Rotohammered holes to be%"diameter, perpendicular to face of rock.No epoxy is necessary.Dowels to be strict accordance with epoxy manufacturer's recommendation. LANDED GENTRY located as follows: LIMITED SCOPE OF CONSULTANT'S WORK: TEMPORARY SUPPORT AND BRACING: CONVENTIONAL WOOD FRAMING: 0 For continuous 1p chargefootings,use dowel within 6"of ends,corners,and intersections and at 48"OC max HOMES AND COMMUNITIES Consultant.The consultant in responsible of the work indicated herein is Tim K.Garrison,P.E., General. Provide adequate temporary support to all walls,roofs,beams,columns, and floors during spacing.Dowels to be centered on stemwall. Material.All sawn framing lumber,not including beams,posts,and columns, shall be Spruce Pine Fir,Hem doing business as ConstructionCalc,Inc.,hereafter indicated as"CCI." construction.Design of same is not included herein. Contractor or owner should check all temporary- Fir,or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all o For pad footings,use two dowels spaced 8"apart,centered on footing. If dowel is too long to fit in moisture content less than 25%. Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single- temporary and/or permanent support systems, footing,use 90-degree bend as necessary to provide 2"cover at top of footing. General Construction Predrill all nail holes where required to avoid splitting.Connect all wood members family residence as follows: Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay Slabs on Grade- Subgrade below slabs shall be similar to the above.A layer of free draining material and a per the Plans and applicable building code.Where Structural Plans do not specifically address a structural *This model was analyzed previously by CCI.Certain foundations,beams and columns did not change and to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls suitable vapor barrier(designed by others)are recommended for all interior slabs. element,construct said clement per minimum building code. are approved herein by inspection.The previous analysis was CCI job no.t14055,6/30/14,sealed by Tim that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished Beams and Posts.All sawn structural beams,headers,and posts shall be Doug Fir Larch No 2 or better, K.Garrison,PE. until such horizontal diaphragms are in place and properly connected to the retaining wall. grade,shall be provided at the base of all footings and retaining walls which will have earth placed against except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No.2 or better. *This analysis is for the Lowman model,versions Coastal 1 and Coastal 2. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: them.Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise Glulams,PSLs,LVLs,etc. shall be per Prefabricated Wood Products section below. , *This analysis may be used for any such models constructed in the Landed Gentry 48 North community in Geot hnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends specified. Multiple Ply Members. Anacortes,WA. that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. STANDARD CONCRETE: * If any variation(s)to the above models is/are made, an addendum to these calculations is required. Soils analysis and geotechnical engineering are not a specialty of CCI.CCI depends on others for the Trimmers,King Studs, Headers.Where more than one 2x is placed against another and used as a multiple provision of soils data,which includes but is not limited to:allowable bearing capacity,liquefaction Standard Concrete. Concrete for footings, slabs,and walls shalt attain a minimum 28 day strength of Pc= ply king stud,trimmer,or header,connect all plies with 16d at 4"OC,staggered. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard.Maximum xplacedagainst another and used as a multiple items not specifically addressed herein shall be builtper minimum code. potential,slope stability,active and passive lateral pressures,internal friction angle,and cohesion.In the Beams, Columns.Where more than one 2 or LVL, or LSL is water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318,latest edition.Mixing pecrfi y absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes ply beam or column, connect all plies with glue and 2, 16d at 4" spacing. and placing of all concrete to be in accordance with IBC and ACI 304,Iatest edition. LOADS no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of Glue.Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 Following are the loads used for the subject design/analysis: any kind. Admixtures.Industry recognized and approved admixtures affecting set time,flowability,and t or days.Use Liquid Nails LN-940 or equivalent.Prep and apply per manufacturer's recommendations. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway waterproofing may be used provided the strength and durability of the concrete is not adversely affected. O Roof live: 20 psf. o Exterior wall dead: 10 psf specifications for imported mad base or sub base;or use sand or other clean granular materials no larger Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Window and Door Openings. O Roof+ceiling dead: 15 psf 0 Interior wall dead: 7 psf than pea gravel. All structural fill must be compacted per the following section. Header. Use header size shown on Structural Plans.May use larger of same material.All headers shall be O Roof snow: 25 psf 0 Seismic Factors: Ss= 1.10, 51=0.437Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or single O Floor live:40 psf 0 Seismic Des Category: "D" Non-Structural Fill:"Non-Structural Fill"is soil(native or imported)without:organic materials;rocks and corresponding reduction in cement content.Any such concrete shall obtain at least the strength and LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no O Floor dead: 15 psf 0 Wind Exposure 'C',3-sec gust: 120 mph. lumps greater than 3"in any dimension;trash;and the like.If used as compacted fill, it must be compacted durability characteristics as Star,: ud Concrete listed above. header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. O Deck live:40 psf 0 Assumed allowable soil bearing pressure: per the following section. CONCRETE REINFORCING: Multiple Adjacent Openings.Where adjacent door or window openings occur in a wall,headers for each O Deck dead: 10 psf, 1,500 psf. Compaction:Place all fill materials in lifts not exceeding 8-inches.Compact using mechanical(vibratory or Strength, Splicing,Betiding. Reinforcingbars(rebar)shall begrade 6060 ksi)or better,unless shall be individual members with full-height studs betweenthem.Farh header shall use the impact)methods. � 8 $ (Fy= opening � Fa otherwise specified in the Plans.All reinforcing shall be spliced,detailed,bent,and supported in number of king studs specified in Structural Callouts. SINGLE PROJECT: In paved areas and under structures,use structural backfill compacted to 95%relative compaction, accordance with applicable ACI code. Discontinuous Top Plate.Where wall top plates are cut,omitted,or otherwise discontinuous at a header,the The calculations, drawings,notes,specifications, and/or tables prepared by CCI are valid only for the In non-paved or non-footing areas use structural backfill or native backfill minus rocks,lumps, and organic BOLTS AND DOWELS IN CURED CONCRETE: end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with project indicated herein.These documents are not valid are not applicable to,and shall not be used for any matter, compacted to 92%relative compaction. minimum 12"length on the header and t2" length on the top plate beyond. Strap may be on top,inside, or other project at anylocation other than 48 North,Anacortes. General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer outside of wall. Where pipes enter and exit structures(distribution boxes,utility boxes,catch basins,manholes, etc.)use techniques. Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any COMPETENT CONSTRUCTION PERSONNEL/SAFETY: structural fill around the structure.Carefully place and compact to 95%relative compaction under and edge or end of concrete=3"from hole centerline unless otherwise specified. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts.Concealed flange hanger of similar Only competent personnel familiar with construction and safety practices germane to the project shown around all pipes. bearing length and capacity may be substituted for trimmer. Existing Reinforcing.It is important that no existing rebuts are drilled or cut during rotohammer operations. herein should be employed to assemble and construct the work. When roots,rocks,or other undesirable materials cause over-excavation,fill over-excavation and compact Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar,or similar). King Studs.Use size(or larger)per Structural Callouts.These must be full-height,bottom plate to top plate, Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. per the above. LE Washers.Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted,with diaphragm diaphragm. Contractor assumes full responsibility as to construction methods used, safety provisions employed,and the Foundations.Footings on Soil:All footings and foundations to bear on undisturbed existing soil or plate washer under the nut as allowed by the IBC.At non-mud sill locations,smaller washers may be used. Anchor Bolts. finished as-built condition of the structure and related systems. structural fill.All organic and deleterious material beneath footings and foundations to be removed and Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Non-Epoxy Systems.Use Simpson Titers LID where shown in the Plans-These anchors maybe used to in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x.229"steel Foundations,Footings on Rock:Where footings bear on rock,clean the rock free of dirt, moss, debris, or resist tension loads and shear loads. Install per manufacturer's recommendations. washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. other deleterious substances.Place concrete directly on cleaned rock.Where Where rock is sloped less than 3:1 Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in Epoxy Systems. For bolts, use S .rpson epoxy-tie bolt system with ET-TIP or Slyl high strength epoxy, (18-degrees),no dowels into rock are necessary. with zinc plated,A307 'all-thread' bolts as shown in the sketches. For dowels,use ET-HP or SET high 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. allielaamommanol..1110111.10101.11Seallia . Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and Engineered Wood—General.These products must be provided,stored,and installed in accordance with NN., : corners and shall be fitted with 2"steel plate washers.Use either 1/2"diameter x 8"min embedment wet- manufacturer's recommendations.Failure to do this may void the warranty and diminish load carrying set,or 1/2"Titen HD with 4"min embedment. capacity.Any nationally-recognized brand that meets the below specifications is acceptable. Non-shear wall anchors may be 0.145"diameter powder-actuated pins with 1-1/2"min concrete I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete embedment,at I6" OC,unless otherwise shown . with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when manufacturer. directly exposed to weather.Pressure treating chemicals shall be inert,or otherwise non-reactive with metal PS (Parallel Strand Lumber)and Versa-Lam.Where called for,use minimum 2.0E, 2,900 psi minimum connectors(including nails,bolts, framing connectors,etc.)or structural steel members. allowable bending stress. In certain cases non-pressure treated lumber may butt against concrete.In these cases use a layer of heavy, LVL(I aminated Veneer Lumber).Where called for,use minimum 1.9E,2,600 psi minimum allowable asphaltic-treated construction paper between wood and concrete. bending stress. Blocking/Bridging.Provide continuous blocking at all bearing locations.Provide full depth bridging or LSL(Laminated Strand Lumber).Where called for,use minimum l.3E, 1,700 psi minimum allowable blocking at 8'OC max.in joist or rafters without continuous plywood diaphragm connection on thetop . bending stress. Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer Glue-Laminated Timbers.Unless otherwise noted,all glu-lam beans shall be 24F-V4 DF/DF industrial post,column,or other concentrated loads through the floor to the supports beneath. appearance grade,manufactured by an AITC approved fabricator. Store and install in accordance with Bolts.Unless otherwise specified:Use washers on all bolts;tighten all bolts to a very snug wrench tight manufacturer's recommendations.If these span continuously over one or more interior supports or are condition;use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt;for bolts in cantilevered use 24F-V8 DF/DF. If visually exposed to interior living space,use Architectural Appearance steel drill holes 1/16"larger than the bolt diameter. Provide the following minimum edge distances between Grade, centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: Plywood or OSB Shear Walls.All shear walls shall be positively connected to horizontal diaphragms or slabs at their tops and bottoms per the Plans and Callouts.Wall sheathing maybe either Oriented Strand 5/8 inch diameter bolts 3 inches Board(OSB)or plywood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. 3/4 inch diameter bolts 3.75 inches Store and install in accordance with the recommendations of APA and IBC for shear resisting vertical wall 1 inch diameter bolts 4.75 inches sheathing. Minimum distance between edge of bolt and any edge of steel plate(angles,gussets, flanges,webs, etc.' shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. I ay Bolts.All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole ir: threaded portion shall be 70%of the unthreaded shank diameter(or alternatively,90%of the root diameter of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they arc 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 ahemate nailing and LOWMAN /or alternate connector. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans,all prefabricated structural roofing members shad' be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces,installation procedures,blocking,bracing,etc. STRUCTURAL //�� UCTURAL NOTES & DETAILS JOB NO: LOWMAN DESIGNED: LG DRAWN: JR a• Rt . it __ -- DATE: 5/11/2017 :, SHEET 1 S ....2 WA