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Home My WebLink AboutPermit File 1519 Latitude Circle (2) Cot/ of Anacorte Invoice/Permit #: BLD-2018-0244 904 6th Street Applied date: 04/20/2018 °""� :: P.O.Box 547 Issue date: 05/29/2018 :: '` `• i 6,: Anacortes, WA 98221-0547• Expire date: 11/25/2019 t', ', (360) 293-1901 0 9 Job Address: 1515 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: sfr Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360) 755-9021 License #: LANDEGD062D4 General Information: Fees: Occupancy Group r-3 Plan Review Deposit 200.00 # of Bedrooms 4 Building Permit Fee 2,556.15 Basement Square Footage 827 Plan Review Fee 1,461.50 Lot Area 8294 Mechanical Permit Fees 121.90 1st Floor Square Footage 2109 Plumbing Permit Fee 146.00 Garage Square Footage 745 State Building Code Fee 4.50 Deck Square Footage 359 Sewer Inspection Fee 50.00 # of Stories 2 Storm Drain GFC-Residential 1,597.48 Stove, Appliance 1 Sewer GFC-Residential 9,482.66 Building Valuation 378818 Park Impact Fee 615.00 # Forced Air Furnace <=1 ,000 1 Traffic Impact Fee 2 641.40 # of Bathtubs 3 Total Calculated: 18,876.59 # of Clothes Dryers 1 Deposits/Receipts: 200.00 # of Clothes Washers 1 # of Dishwashers 1 Total Due: 18,676.59 #_of_Gas Outlets 5 # of Gas Fireplace 1 . --I —rs Cu 1.-,. -r_, # of Gas Piping 1 m p.` ,,:: r- 1--- Co ' ' # of Gas Water Heaters 1 Ill 12. r••_I o•, -• 1- # of Water Piping 1 .. :,., 1'-1 .0 _ ,•-, rr 1--�• i i i r, # of Hose Bibbs 3 1-,1 1-F 1-i 1 r- =, ,-. (.....1 I.I �1 .r_F �,1 # of Kitchen Sinks 1 ..r::. , 1_t r # of Lavatories 4 c,.. -r:. -1 . 1--_I # of Range Hoods 1 := w• 0 • Izi # of Showers 1 m - an I— :;i . i ' • of Ventilation Fans 5 I,:. 1. ,1, # of Water Closets 3 -,-i . i" ,ji 171 I—I I'71 m 6:, I I--, 1,-�f_•1 1 I'..:1 I:;..1 1:1 --, 1:1_I I'[. ^T 01 1 111 m M• !'.:1 I-.- 1-+ 1-.• ...te'.. CO ..� 1:1:1 CO la. —I ..:.. s. It. 1—.t. 1 I.. i 1.. z1 f--1 1•.:1 .:f••. IT.. jI 1.•,I -i. h-..) 1µ1 c1 ':_n cn •-o ;, I-,• ••.I>t .AD ITS a co �. ,-t- BUILDING PERMIT APPLICATION REVIEW: DATE: — —" yt PERMIT#: M^ (aO _oa4,4 SITE ADDRESS: \S S 1.44 \41Q C)((fQPARCEL#: e \3.3 .0?,3 SURVEYED SITE PLAN: yes no • Does site plan &dimensions match survey yes ❑ no ,7ZONING DISTRICT: \- 2— • Is the land use permitted in zone 0 yes no -.\' CRITICAL AREAS: j • Is any critical areas located either on the subject property or within 300 feet ❑ yes Ncino SHORELINE JURISDICTIO . • ❑ yes no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment ❑ yes 0 no IMPERVIOUS SURFACE MAXIMUM: f-' \ -(--- 1 MINIMUM SETBACKS: V.?(73 k-<?_.0 ,` J iMINIMUM LANDSCAPING: ZINO il:\ I ,i,) —vc ee iMINIMUM # OF TREES: �4 � �MAX LOT COVERAGE: �� 5°to O i MAX PERMITTED HEIGHT: 35) U_C C*1 (Th OFF-STREET PARKING: 2_, EASEMENTS: i ` Y PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT o o RESIDENTIAL BUILDING PERMIT APPLICATION " , " ",1 _Wailing Address:P.O. Box 547, Anacortes, WA 98221 7'' �' Office Location:904 6th Streel, Anacortes WA 98821 4co4.:� -= Phone: (360)293-1901, Fax: (360)293-1938 PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): A4. likes (...-t- , i( ha Parcel(s)#: P`" 64E� Subdivision/Lot II: Project Valuation: $ 7t.,1/4-1- or .453 NI1 z1-1. r-L-i7r 2 c APPLICANT: Phone: Fax: LA-INIDe . Geis t DE-QELL7pH si,rr 1 1 f4 c_. - --i 55-9021 Address(Street,City,State,Zip): E-Mail Address: 504- a +-I uerti P ORiJ iL r AitA 4i3?33 - PROPERTY OWNER: Phone: Fax: A-S dog- ( A-t`I/6,c Sc(-L-C 309 155-?fir Address(Street,City,State,Zip): E-Mail Address: 504 e.-FAtt�N4AVEd't gv4ws'rut t WA-gi -5 CONTACT PERSON: Phone: Fax: --.)-AcC.v--- l .i� i NI, 51R 'JIoD-'75 -ciU21,$1t.1'S1 Address(Street,City,State,Zip): E-Mail Address: tp3s- .-F ke-1- v g:, BoRuI ii (,WAgg9 M . LENDING AGENCY: Phone: Fax: 12C0tr7GS 15 4 _ Address(Street,City,State,Zip): E-Mail Address: lenitw t2Ecv.i4-4t•QER1 (tiIUA ciOD2D 3--cit rr , i, . ' "U `C CONTRACTOR:'' Phone: ,:'� : Address(Street,City,State,Zip): E-Mail Address: 5o4 a. .6.,t(2-,1- VEi-if f5ORt.10 -r)1,t„Lit A q .05s. _ *All Contractors&Subcontractors must have a valid City ofAnacortes Professional License#: Exp.Date: IA.‘ai75-ebusiness license prior to doing work in the City. Contact the City's �� 2` 5 Finance Department at(360)299-1968. Business License#: Exp.Date: PROPOSED WORK: CDI-ASThUCT oi4� -,ttJiL-t '1=A11--1I\..4 �GIC)t✓ J CE CC>G\, c r-W-.2 t p -r- C2 ci-fe, NI c t- PROPOSED NEW SQUARE FOOTAGE: Basement SQ': 1 Finished Basement: W Unfinished Basement ❑ lst Floor SQ': t t Garage/Carport SQ': -1 4 2' a Floor SQ': Deck/Covered Porch!Patio SQ': '27c3' J Fire Sprinkler: Yes 0 No 0 Lot Area SQ': 2 '9 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: J v-, 0 . (r1(�15 -k Owner D Agent It(specify):_ Signature: „yt-- d Date: - li"3 """l I V Page 1 of 3 0 9 MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: t Elec#: Other#: ' Gas Water Heater: #: 1 Location(s): 440,Acie ! Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Boiler: Gas#: Elec#: Other#: BTUs: Exhaust Fans: Bath#: 4--. Laundry#: l Other: 5 Range Hood: #: I Location(s): K. ( TCJ1 t4 Fireplace: Gas#: I Flee#: Other:#: Location(s): L.r(V I.LY C1 I Clothes Dryer:/Duct: Gas#: I Flee#: Other:#: Location(s): L)t ce_' t' I Stove/Range/Oven: Gas#: I Elec#: Other:#: Location(s): t,-CL t c f 2. - 1 Range Hood: Location(s): LL.1`C"G1411-1 Gas Outlet(s): #: Location(s):1•41- r-ilaiJl -4 V I r LAL Y'i .'(( eA�L s Other: #: Location(s): T TOTAL 1,tv PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): "7 Refrigerator water supply(for water/ice dispenser): 1 Kitchen Sink: I Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: ! Tub: 122 Water Piping: Hand Sink: 4 Clothes Washer: 1 Shower: 1 Electric Water Heater: Tank-less? Yes ❑ No❑ Dishwasher: ( Backflow Prevention Device: Hose Bib: TOTAL OUTLETS: t (p TOTAL OUTLETS: 4- Page 2 of 3 PLANNING, COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT /0‘11: 9 RESIDENTIAL BUILDING PERMIT CHECKLIST Mailing Address:P.O. Box 547, Anacortes, WA 98221 :�AN `{ 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. PERI9�i i 1 TYPE - I57r E 'a mSUBNIITTAL REQulKK NIS ` ea_. . , 1 The number indicateOhe number of �`;r , ,.6 ra a copies for submittal(if applicable): g -, d: p .. g. ' — - ' - ,. :..-. '. r H -, = I, . ' , . 0 - - a-g. , : , . ,7 ,Q is . . --.,--- . , ,- ': ' ‘- . • 'ce'_'. . . , a �� :,.., . _ .., k Residential Building Permit Application 1 1 1 1 1 Site Plan(Drawn to Scale& Surveyed— 2 2 0 2 2 x if applicable) x Building Plans (Drawn to Scale) 2 2 2 2 2 X Reduced Site Plan(11"X 17") 2 2 0 1 1 x Reduced Floor Plan(11"X 17") 2 2 2 2 1 ?c Structural Calculations (if applicable) 2 2 2 2 2 Energy Code Compliance(shown on >l plans) Drainage Plan/Small Parcel Stormwater 2 2 2 ?� Plan u Landscape Plan 2 2 2 GradingPlan/Cut/Fill 2 2 2 Critical Areas Report(if applicable) 1 1 1 1 Geotechnical Report(if applicable) 1 1 1 1 Plan Review Deposit(due upon ' submittal) 1 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 1:"®4 Arniacortes 121ianiiing & Ceramurrriity Deveiopme:r,t 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 Wasffngttn State Energy C d 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. A inuClde-!mouse VentuPationa 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. PnsWation and WWrindowaa i rat in4 £in % AR« 1; e cTs ygl 2x6 construction* unlimited 0.30 R-49"* R-38 R-21 R-30 R-10 fi 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. i r LeaC.mgee 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 '2,41�6:161(p .6)(u. ft. X 5)/60)= .*.3�J•d$rnaximum cfrn rate during blower door test ENERGY Y CODE CHECKLIST Section R402.4.1.2 of the Energy Code requires that the building envelope be tested (normally referred to as a "blower door test")to determine that air leakage is within acceptable levels. A leakage of.00030 SLA measured at 50 pascals is considered acceptable. Sealing of doors, windows, ducts or registers is not allowed during testing. Section R403.2.2 requires leakage testing of the mechanical ducts to insure that the ducts are sealed. Testing may occur at rough-in or post-construction. Testing must comply with standard 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. ,,/ 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. �/ Whole house fan, if required, with a sone rating of 1.5 or less is installed, with timer or dehumidistat. 1 Exterior doors are weather stripped. V Baffles to maintain vent openings in attic are properly installed. Insulation is installed behind partitions and in corners; fitted around wiring and pipes. IInsulation is installed behind bathtubs and showers. IOpenings 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. I Interior doors are undercut to allow air movement. IExhaust fans terminate outside the building. IShowers and lavatories have 3 gpm flow limiters. SIGNATURE: ,Q ✓( �, � C (:).- For more information contact: City of Anacortes Building Department PO Box 547,904 6th Street Anacortes,WA 98221 360-293-1901 Fyrrce, Groc • From: Fyrrce, Groc Sent: Friday, May 25, 2018 2:32 PM To: 'Jack Reinstra' . Cc: Kennedy, Jack Subject: 1515 Latitude Circle Jack, Please see the note below of Jack's for corrections that need to be addressed so that he can finish his plan review. 1515 Latitude Circle 1, Must provide minimum required fire flow= 1750 gpm from an approved hydrant. 2. Must provide proof of available flow or require residential sprinkler system per NFPA 13D. Jack Kennedy Assistant Chief/Fire Marshal Anacortes Fire Department. 360-293-1932 Office 360-661.-3437 Cell Corrections from all other reviews will be sent out separately. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 m/ii•r<c'ic%Jc i7 'eck a/ir n,cmc/co ei reach/. My scorning and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 EXHIBIT "B" 1515 LATITUDE CIRCLE LOT 25, PLAT OF 48 NORTH P133683 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: C103: High Visibility Plastic or Metal Fence To be place along the perimeter of the site 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. 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 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. 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, to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture. C123: Plastic Covering Primarily used to protect the stock pile from erosion. May be used as a short term cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood. The primary source of dust control will be controlled spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following are permanent soil stabilization BMPs: C124: Sodding Establishes permanent turf for immediate erosion protection. C125:Top Soiling Provides a suitable growth medium for final site stabilization with vegetation. T5.13: Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. ELEMENT 6: Protect Slopes 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. 48 Ai. PLANNING,COMMUNITY, fir.ECONOMIC DEVELOPMENT DEPARTMENT G� Mailing Address: PO Box 547,Anacortes,WA 98221 t E` Phone:360.299.1984,Fax:360.293.1938 y ,w`� Complete Residential Rtormwatow ptia Checklist ta Minimum Requirements 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,Ith1D 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 1-5 of the SWMMWW apply,and you can continue with this document. If adding 5,000 sq.ft.or more of new hard surfaces/s)R 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. r Owner Game: klotg ; Site 4dcirnss: IS e` re-i » ecti- grief Description of the Pp.Jett: Pre Developed Conditions : {::noff of the Site: Page 1of4 March 22,2017 Developed Conditions&Runoff of the Site: Summarize difficult site parameters,the natural drainage system,and drainage to and from adjacent properties,including bypass flows: D Hydrological Site Plan: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, closed 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: a Up to 10%slopes=2 ft.contours • Over 10%to less than 20%slopes=5 ft.contours 61 20%or greater slopes= 10 ft.contours • Elevations at 25 ft. intervals o Soils Report:Done by a soil scientist certified by Soil Science Society of America, licensed sewage designer,or other suitably trained persons working under the supervision of a professional engineer,geologist,hydrologist,or any other professional supervised by an engineering geologist registered in Washington State.(Soils Report Page 2 of 4 March 22, 2017 must include details as listed on Pg.79). In addition,describe soils by name,erodibility, 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 native'vegetation cover:This is only required if there are native soil and vegetation protection areas proposed for the site.Survey shall be done by a licensed architect,arborist,qualified biologist or project proponent identifying any forest areas on the site and a plan to protect those areas.The preserved area should be placed in a separate tract or protected through recorded easements for individual lots. o Vicinity Map:Clearly locate the property,identify all roads bordering the site,show the route of stormwater off-site to the local natural receiving water,and show significant geographic features and sensitive/critical areas(streams,wetlands,lakes,steep slopes, etc). ❑ 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 ' I 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 41ccapancv ❑ Operation g. Maintenance Maouab 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 SWMIVIWW. 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. ❑ Deciarataon of Covenant for Private9y Maintained Row Control I Treatment T adlitles and On- Site Stormwaater 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 Doconsents:Record total impervious surface area of the site and their locations with the county auditor. By signing below,ywu are certifying that you have read and understand the stormwater requirements. Be sure that you have checked v f all applicable b»aneso r E L, D 6'6 -0 Applca Signature Dat f Page 4 of 4 March 22,2017 EXHIBIT 'A°° 1515 L_ `-tl ITUDC CDRC L LOT 25, PLAT OLD 48 NORTH P133683 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 Lot 25, Plat of 48 North, is 8,294 square feet in size, and 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 14%. The property is bounded as follows: NORTH: Lot 24, 48 North. EAST: Lot 26, 48 North. South: Fully improved street of Latitude Circle. 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 30.9%, and an impervious lot coverage of 36.1%. No detention was required for the Plat of 48 North, but there is an existing water quality bio-swale for the plat. A roof drains and footing drains will be hard lined to the existing stormwater collection system. The point of connection for Lot 25 is located in the northwest corner of the lot. 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 a grade 14% and the disturbed soil has been seeded and/or mulched to reduce erosion. The only significant tributary drainage the lot may receive is from Lot 26. Lots 26 will have their own drainage self-contained so as not to impact Lot 25 and intercept drains will be installed to adequately eliminate impacts from the east and south, if any. 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: An "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. LOT g5 h1 �� Planning, Co' ,munity, I Economic Develipmanf 'apartment PO Box 547, An C(rrtas, WA 98221 PH: 360.299.1984 (©®rIMPLIJCVOR 32©rrr e,ratar POVA igi©F1 Ncvenfoon plum) 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: 48 A/DATW 4rJ+4 C ,i L L C_ Site Address: /S/. Z A%,T-r 6' C CL J Prepared By: r'� 9".1t� .() .!evo-LO°/"16ru Atc, 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 elerne to ex lain the best management radices aBiles used or iastl reasonin for those that will not be used. If needed, please attach a narrative to further explain Playas or .lustifieation. t l ftEEMENT 1: Preserve Vegetation/Mark Clearing Limits 0 Before beginning land disturbing activities, including clearing and grading,clearly mark all clearing limits,sensitive areas and their buffers,and trees that are to be preserved within the construction area. ❑ Retain the duff layer, native top soil,and natural vegetation in an undisturbed state to the maximum degree practical. Page 1 of 8 March, 2017 ELEMENT 2: Establish Construction Access D 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. ❑ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. O If sediment is tracked off site,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. D 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 O Design, install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. O Construct sediment control BMPs(sediment ponds,traps,filters,etc.)as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. O 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 8 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. O Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. ❑ Provide and maintain natural buffers around surface waters,direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. O 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. O Control stormwater volume and velocity within the site to minimize soil erosion. O 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. O 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. O Minimize soil compaction and, unless infeasible, preserve topsoil. ELEMENT 6: Protect Slopes ❑ Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include,but are not limited to,reducing continuous length of slope with terracing and diversions, reducing slope steepness,and roughening slope surfaces(Ex:track walking). Page 3 of B March,2017 O 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. O Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. O Stabilize soils on slopes, as specified in Element 5. ❑ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. ELEMENT 7: Protect Drain Inlets O 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. O Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage(unless a different standard is specified by the product manufacturer). O Where possible,protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. D 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. EI Page 4 of 8 March,2017 ELEMENT 8:Stabilize h C annels 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. ELE .riENT 9: Control Pollutants O Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. O Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ❑ Provide cover,containment,and protection from vandalism for all chemicals, liquid products, petroleum products,and other materials that have the potential to pose a threat to human health or the environment.On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. ❑ Conduct maintenance,fueling, and repair of heavy equipment and vehicles using spill prevention and control measures.Clean contaminated surfaces immediately following any spill incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water,such as closed-loop recirculation or upland land application,or to the sanitary sewer,with local sewer district approval.Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers'label requirements for application rates and procedures. ❑ Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include, but are not limited to:bulk cement, cement kiln dust,fly ash, new concrete washing and curing waters,waste streams generated from concrete grinding and sawing, exposed aggregate processes,dewatering concrete vaults,concrete pumping,and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 ❑ Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only.Do not wash out concrete trucks onto the ground,or into storm drains,open ditches, streets,or streams.Do not dump excess concrete on site,except in designated concrete washout areas.Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ Conduct oil changes,hydraulic system drain down,solvent and de-greasing cleaning operations, fuel tank drain down and removal,and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures,such as drip pans. ❑ Clean contaminated surfaces immediately following any discharge or spill incident.Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining,over the vehicle. % :. Ef.EI:'ENT 10: Control De-Watering ❑ Discharge foundation,vault,and trench dewatering water,which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. ❑ Discharge clean,non-turbid de-watering water,such as well-point ground water,to systems tributary to,or directly into surface waters of the State,as specified in Element 8,provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system.Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State" may exist on a construction site as well as off site;for example,a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. O 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. O 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 O Maintain and repair ail temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. O 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. ELEMENT 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 P ;,It; . ❑ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ❑ Inspection and monitoring—Inspect,maintain, and repair all BMPs as needed to assure continued performance of their intended function. ❑ Maintain, update,and implement the SWPPP. ❑ Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan(e.g.,subdivision approval). O 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 B 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. ELEMENT 13: Protect Low Impact Development f3MPS 0 If implementing any bioretention facilities or rain gardens, see for requirements. / 76 Iv - 6/.0,,/ Applicant Signature . ', p t Page g of R March,2017 EXHIBIT"C" 1515 LATITUDE CIRCLE LOT 25,PLAT OF 48 NORTH P133683 PRIMARY BMPs damage from burying and smothering. Vegetative buffer zones for streams, lakes or other waterways shall be established by the local permitting authority or other state or federal permits or approvals. Maintenance Standards Inspect the area frequently to make sure flagging remains in place and the area remains undisturbed. Replace all damaged flagging immediately. Mara') VRBEDA yy F nta 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. Desig «yid Installation Specif catict ns High visibility plastic fence shall be composed of a high-density polyethylene material and shall be at least four feet in height. Posts for the fencing shall be steel or wood and placed every 6 feet on center (maximum) or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with a polyethylene tie. On long continuous lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sag- ging between posts. The fence color shall be high visibility orange. The fence tensile strength shall be 360 lbs./ft. using the ASTM D4595 testing method. If appropriate install fabric silt fence in accordance with BMP C233: Silt Fence (p.367) to act as high visibility fence. Silt fence shall be at least 3 feet high and must be highly vis- ible to meet the requirements of this BMP. 2014 Storrnwater Management Manual for Western Washington Volume Ile 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. Maintenancce Standards If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. ©105A Stabilize C H nstruction Entrance I Exit Purpose Stabilized Construction entrances are established to reduce the amount of sediment transported onto paved roads by vehicles or equipment. This is done by constructing a stabilized pad of quarry spalls at entrances and exits for construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be entering or leaving a construction site if paved roads or other paved areas are within 1,000 feet of the site. For residential construction provide stabilized construction entrances for each residence, rather than only at the main subdivision entrance. Stabilized surfaces shall be of suf- ficient length/width to provide vehicle access/parking, based on lot size/configuration. On large commercial, highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and Installation Specifications See Figure 11-4.1.1 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 ll- 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. 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 Ili 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 ;nai installation Specifications See Figure 11-4.1.1 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 ll- 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 Stormwater 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 Il- Chapter 4 - Page 272 Figure II-4.1.1 Stabilized Construction Entrance NOT TO SCALE • t1 I 1;I 1 dd.°// 100'min. ��riSii� � � �. Install driveway culvert if there is a ,. . . roadside ditch present o`t-1`X=rY �[44 h. 4"-8"quarry ��, � L •�., cs. spells +'� 104;1:1A1/Foe' !i Geotextile .� �7 Y'. .�.f Ar44-T4r,ti re Notes: 15'min. 1. Driveway shall meet 12"minimum thickness the requirements of the permitting agency. 2. It is recommended that Provide full width the entrance be of Ingress/egress crowned so that runoff area drains off the pad. ib"'M' • Figure 11-4.1 . 1 Stabilized Construction Entrance DEPARTMENT OF Revised June2015 ECOLOGY Please see http://www.ecy.wa.govIcopyrighthtml 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 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 v 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.qov/programs/wq/stormwater/newtech/equivalent.html 1 V '' Cl O y Wheed Wash 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 C 105: 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 Specisicaticns 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 11- Chapter 4 -Page 274 BFMs and MBFMs provide good alternatives to blankets in most areas requir- ing vegetation establishment. Advantages over blankets include: • BFM and MBFMs do not require surface preparation. • Helicopters can assist in installing BFM and MBFMs in remote areas. • On slopes steeper than 2.5H:1V, blanket installers may require ropes and harnesses for safety. • Installing BFM and MBFMs can save at least$1,000 per acre com- pared to blankets. 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: Tem- porary and Permanent Seeding. The products did not pass through the Technology Assessment Protocol — Ecology (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to con- sideration for local use. The products are available for review on Ecology's website at http://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html. 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 11- Chapter 4 - Page 284 • For less than 30 days on disturbed areas that require cover. • At all times for seeded areas, especially during the wet season and during the hot summer months. • During the wet season on slopes steeper than 3H:1V with more than 10 feet of ver- tical relief. Mulch may be applied at any time of the year and must be refreshed periodically. • For seeded areas mulch may be made up of 100 percent: cottonseed meal; fibers made of wood, recycled cellulose, hemp, kenaf; compost; or blends of these. Tack- ifier shall be plant-based, such as guar or alpha plantago, or chemical-based such as polyacrylamide or polymers. Any mulch or tackifier product used shall be installed per manufacturer's instructions. Generally, mulches come in 40-50 pound bags. Seed and fertilizer are added at time of application. Design and installation Specifications For mulch materials, application rates, and specifications, see Table 11-4.1.8 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/" sieve openings 70% Minimum Percent passing '/"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 Stormwater 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. Table 11-4.1.8 Mulch Standards and Guidelines Mulch Quality 'Applicatio!, Material Standards Rates R `marks 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; 2"-3" thick straw must be held in place by crimping, using a free from 5 bales per tackifier, or covering with netting. Blown straw Straw undesirable 1,000 sf or always has to be held in place with a tackifier as seed and 2_3 tons per even light winds will blow it away. Straw, how- coarse ever, has several deficiencies that should be con- material. acre sidered when selecting mulch materials. It often introduces and/or encourages the propagation of weed species and it has no significant long-term benefits It should also not be used within the ordinary high-water elevation of surface waters (due to flotation). Approx. 25- Shall be applied with hydromulcher. Shall not be No growth 30 lbs per used without seed and tackifier unless the applic- Hydromulch inhibiting 1,000 sf or ation rate is at least doubled. Fibers longer than factors. 1'S00 - about 3/4 - 1 inch clog hydromulch equipment. 2,000 lbs Fibers should be kept to less than 3/4 inch. per acre No visible water or More effective control can be obtained by increase dust during ing thickness to 3". Excellent mulch for protecting handling. 2" thick final grades until landscaping because it can be Must be pro-min.; directly seeded or tilled into soil as an amend- duced per approx. 100 ment. Compost used for mulch has a coarser size Compost WAC 173- tons per gradation than compost used for BMP C125: Top- 350, Solid acre soiling/Composting (p.297) or BMP T5.13: Post- Waste (approx. Construction Soil Quality and Depth (p.911). It is Handling 800 lbs per more stable and practical to use in wet areas and Standards, yard) during rainy weather conditions. Do not use near but may wetlands or near phosphorous impaired water have up to bodies. 35% 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4- Page 286 Table 11-4.1 e8 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, vari- mulch, the decomposition of the chipped veget- ation, and ation may tie up nutrients important to grass estab- interlocking lishment. properties. No visible water or dust during handling. This material is often called "hog or hogged fuel". Must be pur-2" thick The use of mulch ultimately improves the organic chased min.; Wood- from a su approx. 100 matter in the soil. Special caution is advised based p- ppregarding the source and composition of wood- Mulch or plier with a tons per based mulches. Its preparation typically does not Wood Solid acre provide any weed seed control, so evidence of Straw Waste (approx. residual vegetation in its composition or known Handling 800 lbs. per inclusion of weed plants or seeds should be mon- Permit or cubic yard) itored and prevented (or minimized). one exempt 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 11- Chapter 4 - Page 287 `able II-4.1.8 Mulch Standards e,,nd Guidelines (cflw n 9) Mulch Quality Application Material Standards Rates Remarks high length- to-width ratio. C` 22 ets dnnket 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 I1- Chapter 4 - Page 288 `iT abli lidA.`rf Rfilu dc( S11,_an col afivds as,c 0-ilde nes (c Mliam cdp r Mulch Q� fla % ppO cataou� — — Remwwks Material Standarrd 5 MAss high length - to-width ratio. BRIO C1222R©gsandB` DUGft 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. o 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 • 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 F gure 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 II- 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.goviN R/rdonlyres/3B41 E087-FA86-4717-932D- D7A8556CC D57/0/ErosionTrainingManual.pdf 2. Texas Transportation Institute: http://www.txdot.gov/business/doing_business/product evaluation/erosion_ control.htm • Use jute matting in conjunction with mulch (BMP C121: Mulching (p.284)). Excel- sior, woven straw blankets and coir(coconut fiber) blankets may be installed without mulch. There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances. • In general, most nets (e.g.,jute matting) require mulch in order to prevent erosion because they have a fairly open structure. Blankets typically do not require mulch because they usually provide complete protection of the surface. • Extremely steep, unstable, wet, or rocky slopes are often appropriate candidates for use of synthetic blankets, as are riverbanks, beaches and other high-energy environments. If synthetic blankets are used, the soil should be 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 II- 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-Page 291 Figure ll•4.1.3 Channel Installation11 / NOT TO SCALE r/// ::,:::::- /•. ii.;:%,* i'+�.�r Yi:'rf j:�5 Imo,Orr /1:' °/ / L / .,.A A .V / 1_/4 / / \ LONGITUDINAL ANCHOR TRENCH TERMINAL SLOPE AND CHANNEL mow ANCHOR TRENCH 4 STAKE Ar.3'-5'(f' ` `�•� 'Ar' INTERVALS 0 ! t" , �f.i G ir?..i r, � P• � >,,,,.:x;), 9 r Pirk t w \/\\ \ \\ /\ // Y CNECk SLOT AT 25' INTERVALS P \/ //<, ISOMETRIC VIEW P Allr ,i,.,,iiiiiii A 1:111111::;:ii:;::" \ \ \ \ \\Alt f/\\ \ \AO s \\ \\ 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. . 11""'10 Figure II-4.1 .3 lilliiiiiii Channel Installation Revised June 2015 DEPARTMENT OF ECOLOGY Please see http:llwww.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II-Chapter 4- Page 292 F urc., dii- rj do j' {off, © [lrasgaf1D ii n Anchor in 6"x 6" min, trench and staple at 12" intervals .- a -. : r r .,, -^ - 411r, tl• . Min. 2" overlap ‘1= =11 . -l11=11-11=11.= ,. 11=11If= i1.-11=1I= / tl: 1I 11 II �•may:.':: o� : - ! 11-11-11— •c'. :, .:,: :�' `.�1:U:ri,11=If' Min. 6"overlap 11 II .IV"tl.—ir r �zr r,`•�- '- �. Z. 11.-t1�_li.--1 41-11. 11 11 1. 1. I+. I1. _.. '. •:,.ate ^.,.� : ..•-�`.:•t• i1-11.�'t 1StiS—ftSS-�ti,Iti—Sti-11-11r.—ri t,,,:;��;':. w• , =11=11—ii-'�_ Staple overlaps 1-1-1t=11.=II'=f1=It=11.—II—'ti=�,.� '' '`�""�;-.�=_=7—c� rr—.tL=1i=11--i1= 11=11.=11 11.11'.1i=11 11=1f'--1l:' 11.=11.-11=f.=51401f.-11=11= max. 5"spacing 11=1i=11=11 .11-11=1-11.=11-11.=11#11=11=q�'1L= :=11=11=S1:If1111=i1 11-11:Y=i1:00Rilmi1- 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 Mani iii Figure =40 t .4• ligkOill Slope Installation Revised June 2015 DEPARTMENT OF ECOLOGY Please see http.'//www.ecy.wa.gov/copyrighf.html for copyright notice including permissions, State of Washington limitation of liability,'and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 293 C ■23® Ce'��ih off ^-rit " Purpose Plastic covering provides immediate, short-term erosion protection to slopes and dis- turbed areas. Coradka ins of Use Plastic covering may be used on disturbed areas that require cover measures for less than 30 days, except as stated below. ▪ Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for longterm (greater than six months) applications. • Due to rapid runoff caused by plastic covering, do not use this method upsiope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. o Plastic sheeting may result in increased runoff volumes and velocities, requiring additional on-site measures to counteract the increases. Creating a trough with wattles or other material can convey clean water away from these areas. ▪ To prevent undercutting, trench and backfill rolled plastic covering products. • While plastic is inexpensive to purchase, the added cost of installation, main- tenance, removal, and disposal make this an expensive material, up to $1.50.2.00 per square yard. 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. • 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 o Chapter 4 e 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. Approved as Equivalent Ecology has approved products as able to meet the requirements of BMP C123: Plastic Covering. The products did not pass through the Technology Assessment Protocol Ecology (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's website at http://www.ecy.wa.gov/proqrams/wq/stormwate r/n ewtech/eq u i va lent.html 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 - Page 295 SaddHno 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. Condltior is 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. VVaterways may also be seeded rather than sodded, and protected with a net or blanket. Design end installation Speccificcegions Sod shall be free of weeds, of uniform thickness (approximately 1-inch thick), and shall have a dense root mat for mechanical strength. The following steps are recommended for sod installation: Shape and smooth the surface to final grade in accordance with the approved grad- ing plan. The swale needs to be overexcavated 4 to 6 inches below design elev- ation to allow room for placing soil amendment and sod. ▪ Amend 4 inches (minimum) of compost into the top 8 inches of the soil if the organic content of the soil is less than ten percent or the permeability is less than 0.6 inches per hour. See http://www.ecy.wa.gov/programs/swfa/organics/soil.html for further information. ▪ Fertilize according to the supplier's recommendations. ▪ 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 fora close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H:1 V. Staple the upstream edge of each sod strip. • Roll the sodded area and irrigate. • When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 - Page 296 Maintenance Seandards 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. �<<eP 12,& rr ordsorrong 9 Composghvo? Purpo Topsoiling and composting provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself, topsoiling and corn- posting are an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Use this BMP in conjunction with other BMPs such as seeding, mulching, or sodding. Note that this BMP is functionally the same as BMP T5.13: Post-Construction Soil Quality and Depth (p.911) which is required for all disturbed areas that will be developed as lawn or landscaped areas at the completed project site. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but they also serve as effective biofilters for urban pollutants and, by supporting more vigorous plant growth, reduce the water, fertilizer and pesticides needed to support installed landscapes. Topsoil does not include any subsoils but only the material from the top several inches including organic debris. Conditions 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 11- Chapter 4 -Page 297 Maintenance e S-(1: indarrds 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. TAO Ci Topsorav / Evil* . 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 com- posting are an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Use this BMP in conjunction with other BMPs such as seeding, mulching, or sodding. Note that this BMP is functionally the same as BMP T5.13: Post-Construction Soil Quality and Depth (p.911) which is required for all disturbed areas that will be developed as lawn or landscaped areas at the completed project site. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but they also serve as effective biofilters for urban pollutants and, by supporting more vigorous plant growth, reduce the water, fertilizer and pesticides needed to support installed landscapes. Topsoil does not include any subsoils but only the material from the top several inches including organic debris. Conditions of Use Permanent landscaped areas shall contain healthy topsoil that reduces the need for fertilizers, improves overall topsoil quality, provides for better vegetal health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. Leave native soils and the duff layer undisturbed to the maximum extent prac- ticable. Stripping of existing, properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. Preserve existing soil systems in undisturbed and uncompacted conditions if functioning properly. o Areas that already have good topsoil, such as undisturbed areas, do not require soil amendments. o 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 • 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 ano, insttallat _ $1 ecifications Meet the following requirements for disturbed areas that will be developed as lawn or landscaped areas at the completed project site: Maximize the depth of the topsoil wherever possible to provide the maximum pos- sible infiltration capacity and beneficial growth medium. Topsoil shall have: • A minimum depth of 8-inches. Scarify subsoils below the topsoil layer at least 4-inches with some incorporation of the upper material to avoid stratified lay- ers, where feasible. Ripping or re-structuring the subgrade may also provide additional benefits regarding the overall infiltration and interfiow 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.org/pdf/Soil BMP Manual.pdf. • The final composition and construction of the soil system will result in a natural selection or favoring of certain plant species over time. For example, incorporation of topsoil may favor grasses, while layering with mildly acidic, high-carbon amend- ments may favor more woody vegetation. • Allow sufficient time in scheduling for topsoil spreading prior to seeding, sodding, or planting. • Take care when applying top soil to subsoils with contrasting textures. Sandy top- soil over clayey subsoil is a particularly poor combination, as water creeps along the junction between the soil layers and causes the topsoil to slough. If topsoil and subsoil are not properly bonded, water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. The best method to prevent a lack of bond- ing is to actually work the topsoil into the layer below for a depth of at least 6 inches. d Field exploration of the site shall be made to determine if there is surface soil of suf- ficient quantity and quality to justify stripping. Topsoil shall be friable and loamy (loam, sandy loam, silt loam, sandy clay loam, and clay loam).Avoid areas of nat- ural ground water recharge. • Stripping shall be confined to the immediate construction area.A 4-inch to 6-inch stripping depth is common, but depth may vary depending on the particular soil. All surface runoff control structures shall be in place prior to stripping. • Do not place topsoil while in a frozen or muddy condition,when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. ® In any areas requiring grading remove and stockpile the duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas. Stockpiled topsoil is to be reapplied to other portions of the site where feas- ible. • Locate the topsoil stockpile so that it meets specifications and does not interfere with work on the site. It may be possible to locate more than one pile in proximity to areas where topsoil will be used. Stockpiling of topsoil shall occur in the following manner: • Side slopes of the stockpile shall not exceed 2H:1V. • Between October 1 and April 30: 2014 Stormwater Management Manual for Western Washington Volume If- 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. 1 .4ntenence Standar*s . 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. MP C126Polyacrylamide (PAM) for Soil Erosion Protection Purpose Polyacrylamide (PAM) is used on construction sites to prevent soil erosion. Applying PAM to bare soil in advance of a rain event significantly reduces erosion and controls sediment in two ways. First, PAM increases the soil's available pore volume, 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 300 Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. CondiUdons of Use • In areas (including roadways) subject to surface and air movement of dust where on-site and oft site impacts to roadways, drainage ways, or surface waters are likely. Design end insinsrMierition Specifications • Vegetate or mulch areas that will not receive vehicle traffic. In areas where plant- ing, mulching, or paving is impractical, apply gravel or landscaping rock. • Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s) in the original condition. Maintain the ori- ginal ground cover as long as practical. o Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. • Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto street, refer to BMP C 105: Stabilized Construction Entrance / Exit(p.270). irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. 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 (BIM C 126: 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- Chapter 4 - 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. o 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. BMP C150: Materials on Hand 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 11- Chapter 4 - Page 311 Purpose Construction of small dams across a swale or ditch reduces the velocity of concentrated flow and dissipates energy at the check dam. Conditions of Use Where temporary channels or permanent ch=nnels 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. ▪ 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. • Place check dams perpendicular to the flow of water. • The dam should form a triangle when viewed from the side. This prevents under- cutting as water flows over the face of the dam rather than falling directly onto the ditch bottom. ▪ Before installing check dams impound and bypass upstream water flow away from the work area. Options for bypassing include pumps, siphons, or temporary chan- nels. • Check dams in association with sumps work more effectively at slowing flow and retaining sediment than just a check dam alone. A deep sump should be provided immediately upstream of the check dam. • In some cases, if carefully located and designed, check dams can remain as per- manent installations with very minor regrading. They may be left as either spill- ways, in which case accumulated sediment would be graded and seeded, or as 2014 Stormwater Management Manual for Western Washington Volume ll m Chapter 4 e Page 352 check dams to prevent further sediment from leaving the site. • The maximum spacing between the dams shall be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. • Keep the maximum height at 2 feet at the center of the dam. • Keep the center of the check dam at least 12 inches lower than the outer edges at natural ground elevation. • Keep the side slopes of the check dam at 2H: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. 1f 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 svvale is greater than 4 percent.The area beneath the check dams shall be seeded and mulched immediately after dam removal. • Ensure that channel appurtenances, such as culvert entrances below check dams, are not subject to damage or blockage from displaced stones. Figure 11-4.2.7 Rock Check Dam (p.354) depicts a typical rock check dam. Maintenance 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 Dams. The products did not pass through the Technology Assessment Protocol— Eco- logy (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's website at http://www.ecy.wa.gov- programs/wq/stormwater/newtech/equivalent.html 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 353 Figure 11-4.2.7 Rock Check Dam View Looking Upstream .-A 18„ 12" (0.5m)• +i :,i • 150mm) i,lfr itai. 'f14 Note:° ! ~ s Key stone into channel banks and extend it beyond the abutments a minimum of 18" \'>,T \/\/ (0.5m)to prevent flow around dam. _ A Section A-A j 24"(0.6m) j�• • 8'(2.4m) Spacing Between Check Dams 1`=the distance such that points 'A'and'B'are of equal elevation. 'L' • Point'A' Point'B' ce/i,//:r•//\\i NOT TO SCALE Figure 11-4.2.7 Rock Check Dam DEPARTMENT OF Revised July2015 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stonnwater Management Manual for Western Washington Volume ll- 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. o Filter fabric or erosion control blankets should always be used under riprap to pre- vent scour and channel erosion. 0 New pipe outfalls can provide an opportunity for low-cost fish habitat improve- ments. For example, an alcove of low-velocity water can be created by con- structing the pipe outfall and associated energy dissipater back from the stream edge and digging a channel, over-widened to the upstream side, from the outfall. Overwintering juvenile and migrating adult salmonids may use the alcove as shel- ter during high flows. Bank stabilization, bioengineering, and habitat features may be required for disturbed areas. This work may require a HPA. See Volume V (p.765) for more information on outfall system design. Maintenance Standards Inspect and repair as needed. o Add rock as needed to maintain the intended function. Clean energy dissipater if sediment builds up. LI3210, .n2,13d etnrcm ` rye PMA Pfizoft©Mion Purpose Storm drain inlet protection prevents coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area. Ctndirions o Use Use storm drain inlet protection at inlets that are operational before permanent sta- bilization of the disturbed drainage area. Provide protection for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless conveying run- off entering catch basins to a sediment pond or trap. Also consider inlet protection for lawn and yard drains on new home construction. These small and numerous drains coupled with lack of gutters in new home construction can add significant amounts of sediment into the roof drain system. If possible delay installing lawn and yard drains until just before landscaping or cap these drains to pre- 2014 Stormwater Management Manuel for Western Washington Volume 11- 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 11-4.2.2 Storm Drain Inlet Protection Applicable for Type arthen Conti bons of Use Protection Overflow Surfaces:' Drop:Inlet.Protection Excavated drop Yes, tern- Applicable for heavy flows. Easy porary flood- Earthen to maintain. Large area Require- inlet protection ing will occur merit: 30'x301lacre Block and Applicable for heavy concentrated gravel drop inlet Yes Paved or Earthen flows. Will not pond. protection Gravel and wire Applicable for heavy concentrated drop inlet pro- No flows. Will pond. Can withstand tection traffic. Catch basin fil- Yes Paved or Earthen Frequent Maintenance required. ters Curb Inlet`Protectio Curb inlet pro- Small capacity Paved Used for sturdy, more compact tection with overflow 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 and 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. o 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 11-4.2.8 Block and Gravel Filter (p.360). • Provide a height of 1 to 2 feet above inlet. • Recess the first row 2-inches into the ground for stability. ® Support subsequent courses by placing a 2x4 through the block opening. • Do not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pool. • Place hardware cloth or comparable wire mesh with %-inch openings over all block openings. • Place gravel just below the top of blocks on slopes of 2H:1V or flatter. • An alternative design is a gravel donut. • Provide an inlet slope of 3H:1V. • Provide an outlet slope of 2H:1V. • Provide a1-foot wide level stone area between the structure and the inlet. • Use inlet slope stones 3 inches in diameter or larger. • Use gravel %-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 Fir; Lr c [111-4.2.8 Blocft and ecr°av e0 Falter° Drain grate <- oo.p,o.(AI 40 �a.e •�� flc��Qo oc,, •09% Concrete block o � �o.O : .fo 0, p . •�io ,00 jC •� �Coe Gravel backfill� L� Qj° 0` Qodo1 et�34 .� ) mot' J°0 °e Go+�.t Op • Qe � " o ) � CPO . 0�C° -. y�ros@ oo (2,- c Plan View Concrete block Wire screen or Gravel backfill Overflow filter fabric water Ponding height — —, , 4 '; ;'' 42/ ^ =i Water l�I�11�1 ( o •'" O°ra \V\ \ \\ \\ \ \. \ \//\ \ \\/\\/\r/\/\, \ \ �,, \ \/ Drop inlet \/\/\/\/\ //i//%/\/jj\/%// 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 . 11 Figure 11-4.2.8 IOWA' Block and Gravel Filter DEPARTMENT OF Revised August 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 II U 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. o Use a hardware cloth or comparable wire mesh with 1/2-inch openings. o 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 '-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 11- 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 Equivalent Ecology has approved products as able to meet the requirements of BMP C220: Storm Drain Inlet Protection. The products did not pass through the Technology Assessment Protocol— Ecology (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's website at http:llwww.ecy.wa.qov/programs/wq/stormwater/newtech/eq u ivalent.html 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4-Page 362 Figure it a2a9 'ziock and Grill ©u,ui[5) Q110N:; ; G'PAc Berri A — Catch basin Back of sidewalk 2x4 Wood stud Back of curb Curb inlet \ Concrete block IIIII1III1II!IIIIII.g•‘litp. lag -4.‘ cf: w ^:;rh�jsyr,:• s Wire screen or 4 • ,�( a•:` ° `)i ° �'!s 7L• ;,r! •� Ii �f S� •I�t�X .► < Ii r� a • 'G�•� ��'ct�.► filter fabric a' + •. '. .••v�• Vale.. a;4."'; ;�to•'!X4 .-'• e" • r, i M , a °a o I.t o t. 0 5 . in 3/4 inch (20 mm) Concrete block Drain gravel Plan View Ponding height 3/4 inch (20 mm) Drain gravel Overflow 01.441111 Ej �:t'•;:-.<. �' ,�a, Curb inlet .��/ \! � Wire screen or //,j j� filter fabric 2x4 Wood stud ��/' //, /, (100x50 Timber stud) Catch basin j \\/ Concrete block Section A=A Notes: 1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment, where water can pond and allow sediment to separate from runoff. 2. Barrier shall allow for overflow from severe storm event. 3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. NOT TO SCALE Figure 11-4.2 9 lows Block and Gravel Curb inlet Protection DEPARTMENT O\/F Revised August 2015 E C o L 0 G i 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 11 e Chapter 4 e Page 363 ngutr , n.44, . t} cmilt C .>7 err' Ranier Back of sidewalk Burlap sacks to overlap onto curb Back of curb Runoff h "- Curb inlet Runoff Spillway 444,ai Catch basin Han 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 Figure 11-4 2 10 Curb and Gutter Barrier DEPARTMENT OF Revised September 2015 ECOLOGY Please see http://www.ecy.wa.govicopyright.html for copyright notice including permissions, State of Washington Limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II a Chapter 4 - Page 364 BMP C232: Gravel Fitter Berm Purpose A gravel filter berm is constructed on rights-of-way or traffic areas within a construction site to retain sediment by using a filter berm of gravel or crushed rock. Conditions of Use Where a temporary measure is needed to retain sediment from rights-of-way or in traffic areas on construction sites. Design and installation Specifications . Berm material shall be 3/to 3 inches in size, washed well-grade gravel or crushed rock with less than 5 percent fines. • Spacing of berms: • 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. MP C233: Sift 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 downslope of all disturbed areas. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4- Page 367 BP AP C 232 C rz;vc-i Filter germ 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. Cc.,ndetins tf)f Use Where a temporary measure is needed to retain sediment from rights-of-way or in traffic areas on construction sites. Design en,' 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: o 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 ,aintenance Standards • Regular inspection is required. Sediment shall be removed and filter material replaced as needed. OMP C233: Silt Fen-a 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. Co,,,ditions of Use Silt fence may be used downsiope of all disturbed areas. 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 367 • Silt fence shall prevent soil carried by runoff water from going beneath, through, or over the top of the silt fence, but shall allow the water to pass through the fence. • Silt fence is not intended to treat concentrated flows, nor is it intended to treat sub- stantial amounts of overland flow. Convey any concentrated flows through the drainage system to a sediment pond. ® Do not construct silt fences in streams or use in V-shaped ditches. Silt fences do not provide an adequate method of silt control for anything deeper than sheet or overland flow. 2014 Stormwater Management Manual for Western Washington► Volume II- Chapter 4-Page 368 Fig -re 11-4 2.12 alit F�.. ; ,c_ Joints in filter fabric shall be spliced at posts. 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U. • • • i�tiyi�� • ass tL•♦♦♦♦♦♦�ii♦i♦ii ! ♦♦♦ii♦'♦iii♦ !�+�*:+:!yi�i►iOia■i ■I rt- r� Minimum f I 6' max i 4"x4"trench i l u Post spacing may be increased to 8' if wire backing is used 2"x2"wood posts, steel fence posts, or equivalent 2"x2"by 14 Ga. wire or equivalent, if standard strength fabric used Si \\\ me \\ Filter fabric ;r \��\\ Er Er 2' min Backfill trench with / /- ..-1:, native soil or = =:,; 1.5"washed gravel 3/4" �� _-' ///\ X\/\ Minimum • 4"x4"trench 2"x2"wood posts,steel fence posts, or equivalent NOT TO SCALE Figure 11-42. 12 Silt Fence MORS DEPARTMENT OF Revised October 2014 ECOLOGY Please see http://www.ecy.wa.gov/copyrighf.hfml 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 w Page 369 Design and Inst.,Ilation Specifications o Use in combination with sediment basins or other BMPs. Maximum slope steepness (normal (perpendicular)to fence line) 1 H:1V. • Maximum sheet or overland flow path length to the fence of 100 feet. • Do not allow flows greater than 0.5 efs. • 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 II-4.2.3 Geotextile Stand- ards (p.370)): Table 11-4.2.3 Geotexidile 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 o 30/o 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 ll- 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 2Y-feet max. height above the original ground surface. 4. The filter fabric shall be sewn together at the point of manufacture to form fil- ter fabric lengths as required. Locate all sewn seams at support posts.Altern- atively, two sections of silt fence can be overlapped, provided the Contractor can demonstrate, to the satisfaction of the Engineer, that the overlap is long enough and that the adjacent fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap. 5. Attach the filter fabric on the up-slope side of the posts and secure with staples, wire, or in accordance with the manufacturer's recommendations. Attach the filter fabric to the posts in a manner that reduces the potential for tearing. 6. Support the filter fabric with wire or plastic mesh, dependent on the properties of the geotextile selected for use. If wire or plastic mesh is used, fasten the mesh securely to the up-slope side of the posts with the filter fabric up-slope of the mesh. 7. Mesh support, if used, shall consist of steel wire with a maximum mesh spa- cing of 2-inches, or a prefabricated polymeric mesh. The strength of the wire or polymeric mesh shall be equivalent to or greater than 180 lbs. grab tensile strength. The polymeric mesh must be as resistant to the same level of ultra- violet radiation as the filter fabric it supports. 8. Bury the bottom of the filter fabric 4-inches min. below the ground surface. Backfill and tamp soil in place over the buried portion of the filter fabric, so that no flow can pass beneath the fence and scouring cannot occur. When wire or polymeric back-up support mesh is used, the wire or polymeric mesh shall extend into the ground 3-inches min. 9. Drive or place the fence posts into the ground 18-inches min.A 12—inch min. depth is allowed if topsoil or other soft subgrade soil is not present and 18- inches cannot be reached. Increase fence post min. depths by 6 inches if the fence is located on slopes of 3H:1V 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 ll- Chapter 4 - Page 371 be a maximum of 6-feet. Posts shall consist of either: • Wood with dimensions of 2-inches by 2-inches wide min. and a 3-feet min. length. Wood posts shall be free of defects such as knots, splits, or gouges. • No. 6 steel rebar or larger. • ASTM A 120 steel pipe with a minimum diameter of 1-inch. • U, T, L, or C shape steel posts with a minimum weight of 1.35 lbs./ft. • Other steel posts having equivalent strength and bending resistance to the post sizes listed above. 11. Locate silt fences on contour as much as possible, except at the ends of the fence, where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence. 12. If the fence must cross contours, with the exception of the ends of the fence, place gravel check dams perpendicular to the back of the fence to minimize concentrated flow and erosion. The slope of the fence line where contours must be crossed shall not be steeper than 3H: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 II- Chapter 4 - Page 372 5. Attach the filter fabric to each post with three ties, all spaced within the top fl- 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 fat-bladed shovel to tuck fabric deeper into the ground if necessary. 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 - Page 373 Figure ii-o .2.13 SOH Fence L;st< Teflon 'at- y SOicing Method Ponding height max. 24" 4 POST SPACING: Y 7' max. on open runs Attach fabric to 4' max. on pooling areas Top of Fabric upstream side of post 1 1 �dii►. r��..i Belt FLOW --`-- j POST DEPTH: Drive over each side of 'i�► As much below ground . top 8" silt fence 2 to 4 times 1 as fabric above ground with device exerting 60 p.s.i. or greater I j Diagonal attachment 100% compaction 100% compaction doubles strength =1►1I �I 11=1 11=1 I I- III-1 I f ITT 1 I 1=1 I =i II l=1 11=I 11=1 I I-1 lEl 11=11- 1-1 I l=L—T- 1►1=III=111=III ill=III—Il- l=III—III=1 •••k.'•111•• El I1=111=111=1 1=111=1 l la I 1=111E-111: •. =1 11-111E-111E-1 I I_ -I 11-111—I I I- —I I II—I 11— I-I I is l I-1II a 1 iII-1 11=11 I--I 11=f 1: - :111I-111E-111=11 ' t 11I—I I1=111E-1I I-III- Attachment Details: -I I I-111E-111 .:'. 0 s i l=TI-III=III-I I I III=IIII=II-:''.4 ail 1-111—I1 i-�—i 11— 6 Gather fabric at posts, if needed. —i 1(-111—I l i:0, a 1-111=1 I i=111-111E-11' 0 Utilize three ties per post, all within top 8" 11=111=11—"'-_ -III=111E-�=111=11- —1 I i=1 I II I I-1 I f 1-111E-111=11 I-111=11 of fabric. 11=1►1—►11=11I.- 111E-111=1I1=11IIII— 0 Position each tie diagonally, puncturing 11(=III:III=III 1—►1►=111-111E-111 , holes 1T 1=i11=111=III= I I I—i 11=111E-111_1— vertically a minimum of 1"apart. ;I11-III=III-111 1-111-III-11I-I'' o 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. Roll of silt fence Operation I Post 0I installed ;1 Fabric 1 after p above ` 1 ab ove compaction m p a ction ground Fence N, k i 111 f"-- T-111.11:1ffI-1Ihl -iI _ filit_ , , ! _T=11=1 -I1_____ = =1II-111E-11I-1 =111_111-1 11E-11 20o- '1 =1 1=111 I 1-111=11-III-111=1II=( I—III—II►-1I . , > ir -I►1= '11=111-1 11E-11' 'IE—I11-111E-111=i11=111E-11 � tlV 11 ` `111`11= 300mm 1I- 11 1=111;''11-III-111-111-1II1 I _ '' tkutt111 ►1' 11IA 1 = _ III=III— ►I - I ,�1- 1 ► ► 11 1 ,i '=III Slicing chisel point blade (76 mm width) (18 mm width) Completed Installation Vibratory plow is not acceptable because of horizontal compaction NOT TO SCALE . 11 Figure 11m4.2. 13 Iniiill Silt Fence Installation by Slicing Method DEPARTMENT OF Revised November 2015 E C O L O G Y�/ Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II o Chapter 4 0 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. t=} [1k)9P d 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. Cvndditti*ns of Use o 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 Flowpath Length 1.5H : 1 V or flatter 67% or flatter 100 feet 2H : 1 V or flatter 50% or flatter 115 feet 4H : 1V 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 ll- 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. Mainten: rice 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#Sectionl) 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 I!- 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 rifling 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 11- Chapter 4 -Page 377 Moms fI'C Hllr- ,,,,29i 41, We lees _ 3'-4' \ti\l j, -- \\ (1.2m) . / A . 1 -\ ‘1, \11/ 4'• ii. )_/\41';+" \ Straw rolls must be j� . 'i N. /// '' placed along slope \5" It,,, y 6g Adjacent rolls contours \ \ \ \ shall tightly abut Al/ - , , \\\\J. /N /, A, . ,.s,w,N', F. ` J e,. , '��G� 10 -25 3 8m 4 ,A f \ ‘ ( ) / \, \,\\\I ,..,(!,,, NY : \ Spacing depends `)� on soil type and / rj. slope steepness '7I'I`•. Sediment, organic matter, and native seeds are N. captured behind the rolls. i_____r"- ----Th 3" -5" (75-125mm) \ . �. \��j\ 8"- 10"Dia. / Ne4- 1 ( / -�,�\/ \ �� (200-250mm) Live Stake 1 ,// < , Itp`Y~// \`•�j // i'x 1" Stake \\ r� ,,,,,,\,_ (25 x 25mm) 4 i L NOTE: A 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 Wattles DEPARTMENT OF Revised November 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 m Chapter 4 , Page 378 Inspect the slope after significant storms and repair any areas where wattles are not tightly abutted or water has scoured beneath the wattles. Approved 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 m 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 1 � C236 Vegetative Filtrati • n Purpose Vegetative Filtration may be used in conjunction with BMP C241: Temporary Sediment Pond (p.388), BMP C206: Level Spreader (p.348) and a pumping system with surface intake to improve turbidity levels of stormwater discharges by filtering through existing vegetation where undisturbed forest floor duff layer or established lawn with thatch layer are present. Vegetative Filtration can also be used to infiltrate dewatering waste from foundations, vaults, and trenches as long as runoff does not occur. Conditions of Use • For every five acre of disturbed soil use one acre of grass field, farm pasture, or wooded area. Reduce or increase this area depending on project size, ground water table height, and other site conditions. • Wetlands shall not be used for filtration. • Do not use this BMP in areas with a high ground water table, or in areas that will have a high seasonal ground water table during the use of this BMP. • This BMP may be less effective on soils that prevent the infiltration of the water, such as hard till. • Using other effective source control measures throughout a construction site will prevent the generation of additional highly turbid water and may reduce the time period or area need for this BMP. • Stop distributing water into the vegetated area if standing water or erosion results. Design Criteria • Find land adjacent to the project that has a vegetated field, preferably a farm field, or wooded area. • If the project site does not contain enough vegetated field area consider obtaining 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 379 • nown-spowA Tom30 RuNflwailon Syztemo WI\VtiP T5.ai et X) 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 Modfiing 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 •if(er 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) o 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.456) presents an alternative infiltration trench sys- tem for sites with coarse sand and cobble soils. These systems are designed as spe- cified below. General 1, The following minimum lengths (linear feet) per 1,000 square feet of roof area based on soil type may be used for sizing downspout infiltration trenches. Coarse sands and cobbles: 20 LF Medium sand: 30 LF Fine sand, loamy sand: 75 LF Sandy loam: 125 LF Loam: 190 LF 2. Maximum length of trench shall not exceed 100 feet from the inlet sump. 3. Minimum spacing between trench centerlines shall be 6 feet. 4. Filter fabric shall be placed over the drain rock as shown on Figure ill-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 400I0, or in a landslide hazard area. 7. Trenches may be located under pavement if a small yard drain or catch basin with grate cover is placed at the end of the trench pipe such that overflow would occur out of the catch basin at an elevation at least one foot below that of the pavement, and in a location which can accommodate the overflow without creating a sig- nificant adverse impact to downhill properties or drainage systems. This is inten- ded to prevent saturation of the pavement in the event of system failure. Design Criteria for infiltration Drywells Figure III-3.1.4 Typical Downspout Infiltration Drywell (p.4571 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 III-3.1,2 Typical Downspout Infiltration Trench Plan View 4"rigid or 6"flexible roof perforated pipe drain r r ..— .___ sump w/solid lid infiltration trench roof drain /.. overflow Profile View 4"rigid or 6"flexible splash block A perforated pipe CB sump --- w/solid lid -* 6„ ( r 12" f IT washed rock 1 l"-%" —t 1'min • T1'min i' _ A fine mesh screen /`1 --f— I , varies + 10'min. --1.--0- 5'min. - - Section A-A filter fabric compacted backfill ,ice:$=:,2, :7- s;' te e - .ii& 14 24" '7~' 4.'—'- �� 4"rigid or 6"flexible 51-1 ;�s~'� 0 -4101►4 perforated pipe 12" ,:8. II r''�="7-1.17.1 '�' washed rock 1 y"-%" 11-1.-IL-11.-11.=11.- 24 --o-i NOT TO SCALE �� Figure 111-3.1.2 Typical Downspout Infiltration Trench DEPARTMENT OF Revised November 2015 ECOLOGY Please see http:// ww.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 Ill-Chapter 3-Page 455 FAo° ©3PeT )G' g 'dSt3 ' Out >o'fG'ueetko e (F'r,14 P TS.10C) A perforated stub out connection is a length of perforated pipe within a gravel filled trench that is placed between roof downspouts and a stub out to the local drainage sys- tem. Figure Ii1-3.1.8 Perforated Stub-Out Connection (p.466) illustrates a perforated stub out connection. These systems are intended to provide some infiltration during drier months. During the wet winter months, they may provide little or no flow control. Applications a Limitations Perforated stub-outs are not appropriate when seasonal water table is less than one foot below trench bottom. In projects subject to I-2,5.5 Minimum Requirement#5: On-site Stormwater Management . p.55), perforated stub-out connections may be used only when all other higher priority on-site storrnwater management BMPs are not feasible, per the criteria for each of those BMPs. Select the location of the connection to allow a maximum amount of runoff to infiltrate into the ground (ideally a dry, relatively well drained, location). To facilitate maintenance, do not locate the perforated pipe portion of the system under impervious or heavily com- pacted (e.g., driveways and parking areas) surfaces. Use the same setbacks as for infilt- ration trenches in 11I-3.1.1 Downspout Full Infiltration Systems (BMP T5.10A) (p.452). Have a licensed geologist, hydrogeologist, or engineering geologist evaluate potential runoff discharges towards landslide hazard areas. Do not place the perforated portion of the pipe on or above slopes greater than 20% or above erosion hazard areas without evaluation by a professional engineer with geotechnical expertise or qualified geologist and jurisdiction approval. For sites with septic systems, the perforated portion of the pipe must be downgradient of the drainfield primary and reserve areas. This requirement can be waived if site topo- graphy will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. Design Criteria Perforated stub out connections consist of at least 10 feet of perforated pipe per 5,000 square feet of roof area laid in a level, 2 foot wide trench backfilled with washed drain rock. Extend the drain rock to a depth of at least 8 inches below the bottom of the pipe and cover the pipe. Lay the pipe level and cover the rock trench with filter fabric and 6 inches of fill (see Figure 111-3.1.8 Perforated Stub-Out Connection (p.466)). Runoff Mode/ Repre sentetion Any flow reduction is variable and unpredictable. No computer modeling techniques are allowed that would predict any reduction in flow rates and volumes from the connected 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3 -Page 465 area. 171 urre EN1143U1 .c` ? PerTere,ed uL - vit ©o nec.;toord random fill ._______L 6" -;et;;i,;M:tii, q=°` >N 3,;:i filter fabric • Yam. i•1 ,• :YS-;:•, .<;y' r.....r '. Iasi' ��4 ! 4" pert pipe 18" min. . *Am, �!� .0M o...r•,7•:r441•,!`j0«►a 1 )4" -3/a"washed rock viiiipmgokiromeggail 24" min. Trench X-Section slope - -- to road f drainage system 2'x 10' level trench w/perf pipe Plan View of Roof NOT TO SCALE alkill__ Figure III- . 1 . NW" Perforated Stub-Out Connection Revised December 2015 DEPARTMENT OF ECOLOGY ' Please see htfp:llwww.ecy.wa.govlcopyrighf.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Sformwafer Management Manual for Western Washington Volume III - Chapter 3 - Page 466 T5Al2: Sheet Flow Dispersion Purpose and Definition Sheet flow dispersion is the simplest method of runoff control. This BMP can be used for any impervious or pervious surface that is graded to avoid concentrating flows ). Because flows are already dispersed as they leave the surface, they need only traverse a narrow band of adjacent vegetation for effective attenuation and treatment. Applications and Limitations Use this BMP for flat or moderately sloping (< 15% slope) surfaces such as driveways, sports courts, patios, roofs without gutters, lawns, pastures; or any situation where con- centration of flows can be avoided. Design Guidelines • See Figure V-5.3.2 Sheet Flow Dispersion for Driveways (p.910)for details for driveways. • Provide a 2-foot-wide transition zone to discourage channeling between the edge of the impervious surface (or building eaves) and the downslope vegetation. This transition zone may consist of an extension of subgrade material (crushed rock), modular pavement, drain rock, or other material acceptable to the Local Plan Approval Authority. ® Provide a 10-foot-wide vegetated buffer for up to 20 feet of width of paved or imper- vious surface. Provide an additional 10 feet of vegetated buffer width for each addi- tional 20 feet of impervious surface width or fraction thereof. (For example, if a driveway is 30 feet wide and 60 feet long provide a 20-foot wide by 60-foot long vegetated buffer, with a 2-foot by 60-foot transition zone.) • No erosion or flooding of downstream properties may result. • Runoff discharge toward landslide hazard areas must be evaluated by a geo- technical engineer or a qualified geologist. Do not allow sheet flow on or above slopes greater than 20%, or above erosion hazard areas, without evaluation by a geotechnical engineer or qualified geologist and approval by the Local Plan Approval Authority. • For sites with septic systems, the discharge area must be ten feet downgradient of the drainfield primary and reserve areas (WAC 246-272A-0210). A Local Plan Approval Authority may waive this requirement if site topography clearly prohibits flows from intersecting the drainfield. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 908 Runoff Modeling Where BMP T5.12: Sheet Flow Dispersion is used to disperse runoff into an undisturbed native landscape area or an area that meets BMP T5.13: Post-Construction Soil Quality and Depth (p.911), and the vegetated flow path is 50 feet or more, the impervious area may be modeled as landscaped area. Where the vegetated flowpath is 25 to 50 feet, use of a dispersion trench (see BMP T5.10B: Downspout Dispersion Systems (p.905)) allows modeling the impervious area as 50% impervious/50% landscape. This is done in the WWHM3 on the Mitigation Scenario screen by entering the dispersed impervious area into one of the entry options for dispersal of impervious area runoff. For procedures in WWHM 2012, see Appendix Ill-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 1 Ftigunrca 7-5.3.2 Wilei.i. now ItNsperrslion fOff DeriYOWSlyS 6 to to v- rfr co 0, 7 g'i .il Locate drain 26 from :II_ ''' ' . •—• .c • 'oj ROW if driveway - cy, 'fl slopes toward street. 700 sq. ft. max. between berms , 1-`` 1.._____;,..„ I 2-4" $10P9 . i L -:,_.;_1•,=;;L:1:-• -•- •L 7,-1;':-'•':::•..:--:.•:::) "'•••.: 1-- 1--• 6' min La-•-] -.2. -•?.-:•.'---F - ,-.-..7:,-;-•:..4,---: ;•17.- \ . . ---- :: Diagonal , ,,.,:•..;;;;:.7.• •,1,5! 25'vegetated berm with 25 flowpath dispersion / trench - i Plan Driveway Dispersion Trench Driveway Slope Varies and Slopes Toward Street i I 1\6// 63 / • 1:°- -.- / / ,, 1 ix • --• / .' / / i t ,Max' 297p Ori.vev;/av : '1.. - • CroSS/ slope / q#7:6197.-'764.77AM-,R. , : ) 70,-P5s-W-::!E:•i"-:+j•N'.. ,,,..7,(N.7:.:• ,'L,,:: .:•,.... Po -.A.,,F:.:•.::::.4;::::7 ,•:::,,,i-6•%"... -.:::::: :::::-:;-::::, I / 6)6r/.;t••a-fitj.:Tiff-f;F. :4)-4,4:.0.7t;.F•:i,:-:.'•:- 'Fr.;.., Plan , Sheet Flow Dispersion from a Driveway • -- ' Flat to Moderately Sloping Driveways I NOT TO SCALE "MAIM III Figure V-5.3.2 616111 Sheet Flow Dispersion for Driveways DEPARTMENT OF Revised January 2016 ECOLOGY - Please see http://www.ecy.wa.govicopyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5 - Page 910 LB IMP cSA 3o `J oo -Conz- r CIo on Quaff nor col Defion Pure tse and D finiti n 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 p-sticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow =.nd 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. 1 nning/Periniitting/Inspection/1/erification 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 Maintenance • Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. • Plant vegetation and mulch the amended soil area after installation. • Leave plant debris or its equivalent on the soil surface to replenish organic matter. • Reduce and adjust, where possible, the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff 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 s Chapter 5-Page 913 G� c��ii � �� ` a [ w .lac, f.� `1 © ass„,sea (:ovrll Ig tiY�A- :Yk r, ;r r i, ' °, �' ,-54,7 ; am, • ' :- a • , , wee .f , '• fyi F) def',,Y+'▪ ! - S? . ' ;tit. �J -.A.:- :` r at,? C 1 4• ` ic,� at r▪• y. 'A`'. i ' tMulch lj y .Y� �1 ! i! [41, t l f h fi , y s. -T.4<'Y ( --- 5f i 1 .t. ejy • �� emu. / 8f / ti• N i Loose soil with `" ' rt visible dark . �_}' Yleer'� { 6` s ' T organic matter ! ,i r r } t •,,. i • - N _ s.` C i .v' - 1 r sL t C-d` v h'v13't:"? .[ av k'a: ` � '"}NE k S. 'i Loose or y_.• .:. �.,, :. , . ,_; :. :ate . z �: 's .� • fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington, 2010, Washington Organic Recycling Council NOT TO SCALE lir aDIN Figure V=5 3e3 Planting Bed Cross_-Section DEPARTMENT O F Revised January 2096 ECOLOGY Please see http.://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V 7 Chapter 5 - Page 914 NAP T6A6A-V, RAN gerdiano Puy-pose 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. Applocw goons 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 BIVIP 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. esign 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 com- post that meets the compost specification for bioretrention (see BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959)). Compost that includes biosolids or manures shall not be used. For design on projects subject to 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. Und erdrains 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. f 1 i T5 14B: Bioretention Purpose and Definition Bioretention areas are shallow landscaped depressions, with a designed soil mix and plants adapted to the local climate and soil moisture conditions, that receive stormwater from a contributing area. Bioretention provides effective removal of many stormwater pollutants by passing storm- water through a soil profile that meets specified characteristics. Bioretention can also reduce stormwater runoff quantity and surface 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 _ 2316 Antone Way o: K. Garrison, P.E. Anacortes,WA 98221 Phone:(360)708-1865 COMUOting Engineer TimG@TimKGarrison.com Structural Analysis: Retaining Walls at Various Locations in Skagit County, WA Client: Landed Gentry Homes and Communities CCI Job Number: T17037 Building Design: Landed Gentry Date: January 25, 2018 GARr . ,E1P/ 1 ocormii4 (Pe., CIA Y OF ANACORTES 1,4 Orr f /' ''Lltv.,14tffrWEftd, �011TAL its6itg trinws wxvi g INDEX: Design Sketches SKI —SK2 Callouts and Tables CO1 Standard Specifications B—D Total No. of pages excluding cover sheet: 6 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). -�h • . ; NB_ Ff_..on z - ��, wd �leu 1� 5100— o VJA ,. ., ' .. -L ;ST ►2-'. _.. - - --- ' I Tiy ��C, LO �7 — z �00 . ! .. —.---h11�- .dam.. g rzi+.1,d- .._ • - !�.t� ��i�4 :Zoe 0 �, _ -- ----•- - ._....._ .. - - - � �'--- - . .. _ V��IC� _C-�-•Ra4✓E'L.- .cam. .. . tiA 1,L� a t ,, • L '- f� SdvinL : , E r .. 511� f L-,6w61cz,5 ' . ' _ .;_ 16 i.4 211 (;�►.lG Sl-��i� ALP, i _ h lk! 1Z B i .: i : '. . . - I . . • — /Lli -- -' _1 : '. '''i ,1; .:. ell,. - . Md _. .._. . -+-ir _.,2 11_1;77d i. .1._....! .. 1.... _i_.::::..,.[Ltir--- . _ F I i ' ; 1 391 tr.;i ATV . Tvy-kl e3=1 .1.,s1c2:t- ill ___,, r.) 0 —ax9 511119 0 ,) ----...„•=,-•-i---- 41 �111r 0 11 ) . i -=-- •----,••-S4.---..--.-,-7=—:,,,,-..-•„=, ,,, . r ;, _,,. 1, _ a I; 1.! t 3-(3 Z cg S7{G+eY RIM iI Jr-Z. r ' , 1`t l a�its A�1il `� "sdv evs.� � (- 1 J 3r'NQ wed J c SaAre `�ll& -Z �. i--34: it, 1 '� �n d ' r v'a 5 '� a O ii,,1_ r •597J 't QVo1 ' — all >� o -'f •1--,w n o..1,. `.91',S :' - Z}tr-In'oldrd-if3 I i r ti\ - ' ,. ' .,. r _l_siG___,c. , �C X�w l ,#_,,,,c : , 1: , eft, , .�_ �i �isi '�� Sad ��,`' o d_ �4< y rv5 f--- _____, . 9 ;74- csio Alit ____.fr . .‘ _____ 1 ji ' 14 10 r' a (SaLTN) --r)VC/1 Y 4. :i/ r_ 4 1Cantoleverr Retaining ','fall (with slab at base to resist sliding. No floor diaphragm connection at top of wall.) A B C D E W X V 9 Z r Retained Wall Footing Footing Wall Vertical Horiz. Footing Footing Ht. Position Width Height L Thkness Rebar Rebar Transv. Cont. 0' -4' 5" 18" 9" 8" #4©18" #4@12" #4@18" 2,#4 4.1' -6' 7" 30" i 9" 8" #4016" #4012" #4@16" 3,#4 ' 6.1'- 8' 10" 40" 10" 8" #5©18" #5@18" , #5@18" : 4,#5 $.1'- 10' 10" 52°' 12" 1 i 8" #5@9" #5@12" #5@9" 5, #5 10.1'- 12' 12" 64" 12" 10" #6@10"` #5@12" #6_@10" 6, #5 is Notes: * Columns C, D, E, F, M, N, P, W, X, Y, Z are minimums. May use greater. * Max gravity load on wall is two stick-framed floors plus roof. * No significant surcharge loading. Retained soil is level or uphill sloping no greater than 5-degrees. * Concrete f'c = 2,500 psi. * Rebar fy = 60 ksi, grade 60 * Min soil bearing = 2,000 psf. * Floor diaphragm must be connected before retained soil is placed against wall. * if"W" bars are spliced, min lap splice = 30". * Behind wall drainage is MiraDrain 2000, washed drain rock, or similar with 3" perf pipe to daylight. Braced Retaining Wall (top of wall IS connected to floor diaphragm) _ i _ A B C B l F G _ W X I Y Z Retained Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing IIt. Position Width Height Thickness Spacing Spacing Rebar ^ Rebar Transv. Cont. } 0' -4' 10" 28" r 9" 6" 72" Not Reqd ry #4 @ 24" #4 @ 24" #4 @ 24" 3, #4 4.1' - 6' 12" 34" 9" 6" 72" 72" #'1 @ 18" #4 @ 18" #1 @ 18" ' 3, #4 6.1' - 8' 12" 42" 10" 8" 1 42" 46" #1 @ 18" #4 @ 18" #4 @ 18" 4,#4 1 8.1' - 10.2' 12" 50" 12" _ 8" 24" 24" #5 @ 14" #5 @ 12" #5 @ 14" 5,#5 10.3' - 12' 12" 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" , #5 @ 9" 6,#5 Notes: '} Columns C, D, E, W, X, Y, Z are minimums. May use greater. * Columns F, El are maximums. May use less. * Max gravity load on wall is two stick-framed floors plus roof. No significant surcharge loading. Retained soil is level or uphill sloping no greater than 5-degrees. * Concrete f c=2,500 psi. * Rebar fy= 60 ksi,grade 60 *Min soil bearing=2,000 psf, * Floor diaphragm must be connected before retained soil is placed against wall. 'k If"W" bars are spliced, min lap splice=24". 11 d * Behind wall drainage is MiraDrain 2000,washed drain rock,or similar with 3" perf pipe to daylight. g • Standard Structural Specifications©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLIC I:LE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC.Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations.There are no calculations submitted with this report.If calculations are desired they may be obtained from the consultant for additional fee. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant.The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., doing business as ConstructionCalc, Inc., hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of new reinforced concrete retaining walls of varying heights. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. CCI has not analyzed any other portion of any building,including but not limited to:foundations,beams, columns, walls,floors,floor framing systems,roof framing system,connections,etc. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Floor dead: 15 psf O Roof+ceiling dead: 15 psf 0 Exterior wall dead: 10 psf O Roof snow: 25 psf 0 Assumed allowable soil bearing pressure: O Floor live: 40 psf 2,000 psf. SELECT APPLICABLE PROJECTS: The calculations,drawings,notes, specifications, and/or tables prepared by CCI are valid only for Landed Gentry designed and built homes in Skagit County where snow load is 25 psf or less.These documents are not valid,are not applicable to,and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed,and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General.Provide adequate temporary support to all walls,roofs,beams, columns,and floors during construction.Design of same is not included herein. Contractor or owner should check all temporary- G supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS;FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity,liquefaction potential, slope stability, active and passive lateral pressures,internal friction angle,and cohesion.In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however, CCI takes no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Non-Structural Fill:"Non-Structural Fill"is soil(native or imported)without: organic materials;rocks and lumps greater than 3"in any dimension;trash;and the like. If used as compacted fill, it must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches.Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. When roots,rocks, or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill.All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Footing Drains.Footing drains, with washed drain rock or Mira Drain or equivalent extending to fmished 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: Retaining Walls and other Structural Elements. Reinforcing bars(rebar)for retaining walls retaining more than 4-feet of soil and their footings, and for structural beams, structural columns and the like shall be grade 60(Fy=60 ksi)unless otherwise specified in the Plans. Splicing,Bending. All reinforcing shall be spliced, detailed, bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. 1 1 1, k •:•:.::•:•:•11 ' ; I J , r Eh jit'l,P n___ . 1 , , , CIA w :.tt• .:`: z 1 3- O Q . z o w i , t� 1 • )4ccil ct C.) -..:.*:•::1 I ❑ ::: : , r .E-Tis-il 1 ft i ‘10 /ik ,11/4 .. ... i ._ 1 it 4:4:4:::41 1 is / 1 , _ _ ..., 4:..4::4:.:, , 1 , . , N. ::::„:„ - :.�..„...4 1 _ a 1 ,_____..... 1 1 1 .::::::.:4: . . ... ...... 1 • ---. , i 1 :: ::.:: --, p 1 , I 1 _. 4:::4:4.4:.. , i. . 2:,.:.",. 1 , �I I I - we;b kl ti I Q __ ic. . . . ,. ,_ , 1 z4' 1 _ . .. ... . , , ,, I. I ht if �� o �, I� `� ICA � - , �.. o y W 1 I ;!- w O .: liii:ii I C eill 1 �.., z H A U ... 1 I 1 1— o �, Q 0 0 a W I b I w 18579 W. Lakeview Lane Tim K. Garrison, P.E. Mount Vernon,WA 98274 Consulting Engineer Phone: (360)708-1865 timg@BuildersEngineer.com • Structural Analysis: Retaining Walls At Various Locations In WA For Landed Gentry Homes and Communities Client: Landed Gentry Homes and Communities CCI Job Number: T15076 Building Design: Landed Gentry Homes and Date: July 21, 2015 Communities I c/ 9 Led_1 c e C c I� Nib b. lb\ 4e' ;8873 v'ack,!ttirsrero, iumilet BOW tOP1Ai. 16 - 1 i12r( INDEX: Design Sketches and Callouts SK1 —SK2, CO1 Standard Specifications. B—D Calculations. Cl —C20 Total No. of pages excluding cover sheet: 26 Notes,Disclaimers: ConstructionCalc,Inc. (CCI) takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further,this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). , , --r-k) 1 No ©;Z I Iki,--- FR-AN\E_-,) VALLI oT-7-16,./,ik.L... 1 (2 Ttk tl• I,1 VGA ..-1_, L.64:ar 12 1 1 IA-4-1-ES c. Lc'AP, w(►�. -Ft - fs - 2, 00 r�U I: S P1�x i - o GCS e, ) R bE �e 2 y Gg. — 4. � b ._ � � oaC1� iiud� E l,�oo .1I1M l FA A,,..k zoo o, 02 c ^ (v 4-1E5-) -,p ✓EL- e70.- - M AN- 1.1' o f cLialLuE S W S zyvk 1. ..A-a Fa\M- s)bEr AL. TT 2.5 lY -I- 'OF Gu( i �c sm e t,,, 9` x MA - f________— S`tu 5, *Az,51 M 1 kk LAP SPA( ; 2.4' Cc 5LA r-h3A IL/ :'• 4— 5 1 ,(-- tt... `( .._ /.. 8 i# , t . -,7, 4 _ . 10 ii T. ii ____.111,_-;: :--_-_-.tiP:-'---- G T0E HEEL P 2��cA61.1lK.4 V .!) , ,,ri,L\t.t_ t KIT"T"S) _ I J o L4 i �- ir 1 S c, .,}5 a? PA filk LC..E L. Da4Ct i oG ;----y-s--------- _er 3 i! - (-. 11 1_2,(s. t4 rvEiGN A >+'y r P n ;y 1 i 9. Soy f'q x Pi_ l- . i 'i'l -)I''C'.;:. ii -•••,,,,..-, ..Teril foISr5zet.e._ 4, , i FEA.VW p 1 cuLii(L_ _.-----1 t F , Nl at•a ri V\I - �[ - T20 1�e t " c.,tc.n LC,. It' h or, vi - I , 6.0 k..5L { �} E_ r'7 CO iELTEL� -Tc) 18-/"&c_1,. ( o i - soLL c &G-( - r — ON AY- LoS -L I E s. 9tatdEc 4 rac �/ X -- -p PI V.A,bb..4) z�a Z� es- INK), snt�w - '. 6c,eAv.E.t- oL.,cIAA . DILE24 F-Lvf�Q I at ,R' SA0-S1 �'��1 ClJv lOII -Etc-7l! Cp ti5 W`P.L. 4-"Got,G L . 0 A.t hl Irdi7 Sp1- t&E., ' 1 C S ® Z�• 1n a...1 fl c._ :," '" — y.Y /'1��t OG ry Nq I7 ,e__ ..._ _ ___i, rf ' 8 -{- _ _ ._ . _. Z- its liu1i ,_,.._it_ & 3.: .__„...,--4,-._ - - ' ,s, . . 0 - l i l i'=_ci i ll.(,-- �Co.(tt r To€ 4r-6L l Cantilever Retaining Wall A B C D E W X Y Z Retained Wall Footing Footing Wall Vertical Horiz. Footing Footing Ht. Position Width Height Thickness Rebar Rebar Transv. Cont. 0'-4' 10" _ 28" 9" 6" #4 @ 24" #4 @ 24" #4 @ 24" 3, #4 4'-6' 12" 36" 9" 6" #4 @ 18" #4 @ 18" #4 @ 18" 3,#4 6'-8' 9" 45" 12" _ 8" #5 @ 18" #4 @ 18" #5 @ 18" 4,#5 8'- 10' 12" 60" 12" 8" #6 @ 12" #4 @ 18" #5 @ 12" 6, #5 Braced Retaining Wall A B C D E F G W X Y Z Retained Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing Ht. Position Width Height Thickness Spacing Spacing Rebar _ Rebar Transv. Cont. 0' -4' 10" 28" 9" 6" 72" Not Reqd #4 @ 24" #4 @ 24" #4 @ 24" 3, #4 4'-6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" 3,#4 6'- 8' 12" 42" 10" 8" 42" 46" #4 @ 18" _ #4 @ 18" #4 @ 18" 4, #4 8'- 10' 21" 60" 12" 8" 26" 29" #5 @ 13" #5 @ 18" #5 @ 13" 6,#5 General Notes: *Columns C,D, E, W, X, Y, Z are minimums. May use greater. *Columns F, G are maximums. May use less. Standard Structural Specifications©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code.The designs herein are prepared in accordance with the 2012 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of this work is Tim K. Garrison,P.E., doing business as ConstructionCalc, Inc.,hereafter indicated as"CC1." Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of: O Braced retaining walls of various heights. O Cantilever retaining walls of various heights. O Assumptions are listed in these Specifications and on SKI and SK2. The retaining walls designed herein may be used on any Landed Gentry project in WA where the assumptions listed herein are adhered to. CCI takes responsibility only for items specifically addressed in our drawings and calculations. CCI has not analyzed any other portion of any building, including but not limited to: foundations,beams, columns, walls, floors, floor framing systems, roof framing system, connections,etc. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Deck dead: 0 psf O Roof+ceiling dead: 15 psf 0 Exterior wall dead: 10 psf O Roof snow: 25 psf 0 Interior wall dead: 0 psf O Roof tributary width: 20 ft. 0 Adjacent surcharge load: 0 lb. O Floor live: 40 psf 0 Assumed allowable soil bearing pressure: O Floor dead: 15 psf 1,500 psf. O Floor tributary width: 2 floors at 7.5 ft. 0 Load Summary: Live= 1000 plf. Dead= each; or 1 floor at 15 ft. 705 plf. Snow=500 plf. O Deck live: 0 psf SINGLE CLIENT: The calculations, drawings,notes, specifications,and/or tables prepared by CCI are valid only for Landed Gentry Homes and Communities in WA.These documents are not valid, are not applicable to, and shall not be used for any other client. INSPECTIONS: CCI recommends that the Contractor,Builder, or Owner retains a qualified structural specialist to inspect the items analyzed/designed herein.Note, this is not a requirement for"special inspection"per the building code. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. G Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. TEMPORARY SUPPORT AND + RAACING: 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 highway11 specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. When roots,rocks,or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade,shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified, MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs,and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318,latest edition. Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures.Industry recognized and approved admixtures affecting set time, flowability,and/or waterproofmg may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. 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,Bendin .Reinforcingbars (rebar) shall begrade 60 (Fy60 ksi) or better,unless � g = otherwise specified in the Plans. All reinforcing shall be spliced, detailed,bent,and supported in accordance with applicable ACI code. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x.229"steel washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section.An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2" steel plate washers.Use either 1/2"diameter x 8"min embedment wet- set, or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment,at 16"OC,unless otherwise shown. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather. Pressure treating chemicals shall be inert,or otherwise non-reactive with metal connectors(including nails,bolts,framing connectors,etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Floors.All wood floor diaphragms shall be nailed or screwed and glued.Use thickness as required to support the intended loads,never less than 5/8".Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans,connect floor diaphragm with 8d(ring shank or screw shank nails, or similar sized screws)at 6"on edges, 12"in field,non-blocked,per IBC Case 1 pattern.Install in accordance with APA guidelines. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be galvanized or stainless steel.If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. Ct ems RUCTION ALc ItetainCaic ConstructionCalc, Inc. w ara ,t,;q,:4160 scFN v2.01 Job Name ' ( D`7 Wall I.D. 4'max cantilever Other Info 7/20/2015 • Soil Under Footing Soil Type rCiass 5:Clay,sandy day,silty clay,clayey sill,silt and sandy silt Soil bearing capacity,unfactored 1,500 psi Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. = 130 psi Retained Soil Behind Wall Retained height,ft 4.00 ft Tot.wall hi Vertical distance from retained soil to top of wall,ft 0.50 ft 4.50 ft Soil Type Granlualr/clay mix,dense Moisture Content Moist Iv I Can top of wall move slightly? Yes Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if arty,ft - Backfill angle,degrees to horiz. 5 deg Resistinc,Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psi/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf I Depth of resisting soil,Dbf,inches. 0.0 In If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top V 400.0 plf 300.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 500.0 plf uous Members') No ® Floor 3 Loads Top ® 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top 4, 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top ® 180.0 plf Other'psf'load and trib width Top ® 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'l: Top V 0.0 plf Other gravity loads,pit Descrip'n,opt'l: Top a► Subtotals,gravity loads,unfactored: 9,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment, _�,� Q Subtotals,moments,unfactored: O ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psi Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? 1 I Use 1/3 increase to allowable soil bearing? [No Include wall weight in seismic force? RetainCalcV2 02.xls 7/20/2015 GZ Horizontal seismic soil coefficient,khi 0,00 I I I Vertical seismic soil coefficient,kvi 0.00 • Wall Type Wall Type: Cantilever(not restrained at top) Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.0 in Wall: Concrete,normal weight s Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 ' Toe Soil press 1,457 psf F.S.. Load Comb Okay? I Compressive strength to use,psi j 2,500 psi I Heel soil press 1,485 psf 1.03 D+L+S Okay Wall thickness,In. 6 • ® Overturning 683 ft-lb Wall thickness to use,in. 6.00 in Resisting 3,440 ft-lb 5.04 D+S Okay Footing: Footing width,ft. 2 33 ft 28.0 in Sliding Force 436 lb Footing height,in 9 00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location V Heel prof n Wall Design Unity Load Comb Okay? Wall location to use,in. 12.0 in 10.0 in Max mom apld 659 ft-lb Footing compressive strength,fc 12,500 psi _ ®I Moment allow 2,610 ft-lb 0.25 .9D+1 E+1 6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 494 lb Shear allow 4,018 lb 0.02 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size La v Horlz stl,spcg 18.0 in Q.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) I ® Min Req'd Length Layer 1,vertical rebar location(depth) Edge,earth side ® Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,in 2.00 in Earth face Stub 90-degree bend in footing 6.0 In Layer 1,vertical rebar center-to-center spacing,In. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ® Toe Unity Load Comb Okay? Layer 2,cover to use,In. Tension on Bottom / Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 964 ft-lb C�� 4 o Z� /y l2/L. V Horizontal rebar size I*a ®I Moment allow 3,357 ft-lb 0.29 '.D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,889 lb Footing Reinforcement Shear allowed 5,175 lb 0.36 0+1.6H+1.6L+. Okay Footing rebar grade Gra 60 V Hook req'd? No de Transverse rebar size #4 ® Heel Number of rebar layers(mats) i ® Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" ® Moment appl'd 182 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 3,362 ft-lb 0.05 .9D+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 360 lb Layer 2,transverse rebar location N/A,no 2nd layer ' ' Shear allowed 5,175 lb 0.07 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #a FP-1 Equiv.No of Bars. Area of steel 0.24 sq-In 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 3 Ea. Spacing 10.0 in O.C. 13.3 in O.C. 0.75 Okay Wall Shear Forces F.S., Load Comb Top wall V 0 lb NA Base wall V 494 lb 1.2D+1.6H+1.6L+.5S Max V 494 lb 1.2D+1.6H+1 6L+.5S Loc'n from top 4.00 ft Wall Moments F.S.. Load Comb Max pos. 659 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 659 ft-lb 1.2D+1.6H+1.6L+.5S RetalnCalcV2 02.xls 7/20/2015 G3 CA TM S RUCTl®NALC RetalnCalc - ConstructionCaic, Inc. Wetik{nil pc.wvr_IT"heeilu(tiiin9 Yihdustly v2.01 Job Name ,t.. . 0-f(r, Wall I.D. 6'max cantilever Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,slit and sandy slit Soli bearing capacity,unfactored I 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. I 130 psf Retained Soil Behind Wall Retained height,ft 6.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 6.50 ft Soil Type Granlualr/clay mix,dense _ V Moisture Content Moist ® Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz, 5 deg • Resisting Conditions In Front Of Wall i Condition [Concrete slab or asphalt on top of footing,against wall I®1 i Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf I Unit weight of material over top of toe,pcf 145 pcf t Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of fig,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall — I If ledger,what is its width(eccentricity,horiz dim),in. Live.psf Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20,0 psf 15.0 psf 20.00 ft Top s 400.0 plf 300.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No V Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 p1f 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Wall Dead Load 10,0 psf 18.00 ft Top ® 180.0 plf Other'psf load and trib width Top V 0.0 plf 0.0 plf Other gravity loads,pif Descrip'n,opt'l: Top V 0.0 plf Other gravity loads,p11 Descrip'n,opt'l: Top • Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading '__ Seismic load? Fero seismic load V Reduce seismic loads? - I ye Use 1/3 increase to allowable soil bearing? No I V Include wall weight in seismic force? No RetainCalcV2_02,xls 7/20/2015 G4 Horizontal seismic soil coefficient,khj 0.00 E Vertical seismic soil coefficient,kvl 0.00 Wall Type Wall Type: LCandlever(not restrained at top) -I Wall and Footing Construction -Cantilever and Braced • Stability Eccentricity,"e" 0.2 in Wall: Concrete,normal weight ,j Allow soli press 1,500 psf Wall compressive strength,psi, fc= 12500 w Toe Soil press 1,445 psf F.S.. Load Comb Okay? Compressive strength to use,psi I 2,500 psi 1 Heel soil press 1,344 psf 1.04 D+L+S Okay Wall thickness,in. 6 ®( Overturning 1,960 ft-lb Wall thickness to use,in. 6.00 in Resisting 6,409 ft-lb 3.27 D+S Okay Footing: Footing width,ft. 3.00 ft 36.0 in Sliding Force 880 lb Footing height,in. 9.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wail location V Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,In.1 18.0 in I 12.0 in Max morn apld 2,223 ft-lb Footing compressive strength,fc 2,soo psi ild Moment allow 2,296 ft-lb 0.97 . .9D+1E+1.6H Okay Key height,in. 0.00 in Key width,In 0.00 in Shear appl'd 1,113 lb Shear allow 4,076 lb 0.18 .90+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 ® Vert steel,min 0.13 sq-In 0.09 sq-in 0.65 Okay Vertical rebar size #4 w Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) l i ® Min Req'd Length Layer 1.vertical rebar location(depth) Edge,earth side V Measured from Stub vertical embed in wall 24.0 In Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend In footing 6.0 in Layer 1,vertical rebar center-to-center spacing,In. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 2,234 ft-lb Horizontal rebar size #4 V Moment allow 3,356 ft-lb 0.67 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 2,835 lb Footing Reinforcement Shear allowed 5,175 lb 0.55 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-in,min. Transverse rebar size [ 4 ® Heel Number of rebar layers(mats) i w Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 630 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 3,358 ft-lb 0.19 .90+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in 18.00 in Shear appl'd 1,223 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 5,175 lb 0.24 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? , Longitudinal rebar size x 4 ® Equiv.No of Bars: Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in . 3 Ea. Spacing •10.0 in O.C. 13.3 in O.C. 0.75 Okay Wall Shear Forces F`S Load Comb Top wall V 0 lb NA Base wall V 1,113 lb 1.2D+1.6H+1.6L+.5S Max V 1,113 lb 1 2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Wall Moments F.S. Load Comb Max pos. 2,223 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 2,223 ft-lb 1.2D+1.6H+1.6L+.5S • RetainCalcV2 02 xis 7/20/2015 ItatainCalc ConstructionCalc Inc. S RUCTION ALE 9 w'e'_[iliiPow.e'r:±Th63.13 llA ,9,ilr%Ou_rytry v2.01 Job Name -611501,6 Wall I.D. 8'max cantilever, case 1 full gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,silt and sandy slit Soil bearing capacity,unfactored i 1,500 psf Soil coefficient of friction NA t � Soil lateral sliding resistance,Cl.5 only. ; 130 psf Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granlualr/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes Unit weight,poll 130 pcf Angle of internal friction,degrees I 30 deg Depth to groundwater,if any,ft, Backfill angle,degrees to honz. 5 deg Resistin_ Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over lop of toe,pcf = 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall V If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft rop ® 400.0 plf 300.0 Of . Loads From Contin Roof Snow(only) uous Members? 25.0 psf 500.0 plf INo ® Floor 3 Loads Top V 0.0 pit 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top ® 180.0 plf Other'psf load and trib width Top ® 0.0 p1f 0.0 plf Other gravity loads,plf Oescrlp'n,opt'l: Top i 0.0 plf Other gravity loads,pit Descrip'n,opt'I: Top I®f Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise;opposite of ledger-applied moment, Subtotals,moments,unfactored: O ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? No _I®I Include wall weight in seismic force? No I V I RetainCalcV2_02.xls 7/20/2015 Horizontal seismic soil coefficient,khi 0.00 i �'‘ _ I I Vertical seismic soil coefficient,kvl 0.00 I Wall Type Wall Type: Cantilever(not restrained at top) V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.4 in Wall: Concrete,normal weight I®I Allow soil Ares: 1,500 psf Wall compressive strength,psi, fc= 2500 V Toe Soil press 1,430 psf F S. Load Comb Okay? Compressive strength to use,psi 1 2,500 psi I Heel soil press 1,279 psf 1.05 D+L+S Okay Wall thickness,in. I= I®1 Overturning 4,647 ft-lb Wall thickness to use,in. 8 00 in Resisting 10,123 ft-lb 2.18 D+S Okay Footing: Footing width,ft. 3.50 ft 42.0 in Sliding Force 1,565 lb Footing height,In. 12.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.i 28.0 in 6.0 In Max mom apld 5,269 ft-lb Footing compressive strength,fc 2,500 psi ® Moment allow 5,333 ft-lb 0.99 .9D+1 E+1.6H Okay Key height,in. 0 00 in Key width,in 0.00 in Shear appl'd 1,978 lb Shear allow 6,198 lb 0.24 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 !° Vert steel,min 0.21 sq-in 0.14 sq-in 0.70 Okay Vertical rebar size #5 ® Horiz sti,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G.V' Number of rebar layers(mats) i Min Req'd Length OP- Layer 1,vertical rebar location(depth) Edge,earth side ® Measured from Stub vertical embed in wall 30.0 in Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 7.5 in Layer 1,vertical rebar center-to-center spacing,in 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,In. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 5,572 ft-lb Horizontal rebar size L 5 ®I Moment allow 6,749 ft-lb 0.83 !D+1.6H+1,6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 4,271 lb Footing Reinforcement Shear allowed 6,750 lb 0.63 !D+1.6H+1.6L+ Okay Footing rebar grade Grade 60 ® Hook req'd? No Transverse rebar size a 5 'V Heel Number of rebar layers(mats) I. w. Tension on Bottom Layer 1,transverse rebar location Centered in footing 1 V Moment appl'd 125 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 6,772 ft-lb 0.02 !D+1.6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,In. 18,00 in Shear appl'd 421 lb Layer 2,transverse rebar location N/A,no 2nd layer ® Shear allowed 6,750 lb 0.06 !D+1.6H+1.6L+ Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Lonciitud'I Stee Provided Required Unity Okay? Longitudinal rebar size a 5 ® Equiv. No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 4 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 01b NA Base wall V 1,978 lb 1.2D+1.6H+1.6L+.5S Max V 1,978 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Wall Moments F.S. Load Comb Max pos. 5,269 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 5,269 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2 02.xls 7/20/2015 G7 • AS RUCTION CALE RetainCalc ConstructionCalc, Inc. Wtb"$L,diho eitl±toifldiigg,lrtdus'apy v2.01 Job Name , t 5®1 Wall I.D. 8'max cantilever, case 2, no gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,slit and sandy silt Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA i t Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granlualr/clay mix,dense I®I Moisture Content Moist Can top of wall move slightly? Yes AP Unit weight,pcf 130 pcf Angle of internal friction,degrees/ 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wail • Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored, psf/ft depth 0 psf Unit weight of material over top of toe,pcf E 145 pcf I Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,Inches 4.0 in Loads at Top Of Wall Gravity loads: An gravity loads applied to top of wall If ledger,what is its width(eccentricity,horlz dim),In. Live.psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 0.00 ft I ToP v 0.0 plf 0.0 plf Loads From Contin- Roof Snow(only) 25.0 psf • 0.0 If uous Members? P No ® Floor 3 Loads Top V 0.0 Of 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 0.00 ft [Top V 0.0 plf 0.0 pit Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top ® 0.0 plf 0.0 plf Wall Dead Load 10.0 psf 0.00 ft Top V 0.0 plf Other'psf load and Crib width Top ® 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt't: Top V 0.0 Of Other gravity loads,pli Descrip'n,opt'I• Top Subtotals,gravity loads,unfactored: 0 pit 0 ptf 0 pit Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals, moments,unfactored: 0 ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? !Zero seismic load Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? I No RetainCalcV2 02.xls 7/20/2015 Horizontal seismic soil coefficient,khi 0.00 J C. Vertical seismic soil coefficient,kv 0.00 Wall Type Wall Type: Cantilever(not restrained at top) I V Wall and Footing Construction -Cantilever and Braced Stability Eccentricity,"e" 7.7 in Wall: [Concrete,normal weight U Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 ® Toe Soli press 1,535 psf F.S.. Load Comb Okay? Compressive strength to use,psi 1 2,500 psi I Heel soil press (24 psf) 0.98 ✓ D+L+S N.G. �D - Wall thickness,in. le ®J Overturning 4,647 ft-lb Wall thickness to use,in. 8.00 in Resisting 8,133 ft-lb 1.75 D+L Okay Footing: Footing width,ft. 3.75 ft 45.0 in Sliding Force 1,565 lb Footing height,in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing input your own wall location ® Heel prof n Wall Design Unity Load Comb Okay? Wall location to use,in,I 28.0 in 9.0 in Max mom apld 5,269 ft-lb / Footing compressive strength,fc 2,500 psi (®I Moment allow 5,206 ft-lb 1.01 ✓ ,9D+1 E+1.6H N.G. / P v Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 9,978 lb t" Shear allow 5,913 lb 0.29 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.21 sq-in 0.14 sq-in 0.70 Okay Vertical rebar size #5 v Horiz stl,spcg 18.0 In O.C. 10.3 in O.C. 1.74 N.G. /or Number of rebar layers(mats) 1 • Min Req'd Length Layer 1,vertical rebar location(depth) Edge,earth side ® Measured from Stub vertical embed in wall 30.0 in Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 7.5 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? _ Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 4,850 ft-lb Horizontal rebar size f#5 v Moment allow 6,749 ft-lb 0.72 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 3,324 lb Footing Reinforcement Shear allowed 6,750 lb 0.49 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size #s ® Heel Number of rebar layers(mats) i v Tension on Bottom Layer 1',transverse rebar location Centered In footing V Moment appl'd 455 ft-lb • Layer 1,cover to use,in. 4.19 in Moment allow 6,755 ft-lb 0.07 '.D+1.6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,211 lb Layer 2,transverse rebar location N/A,no 2nd layer _1®I Shear allowed 6,750 lb 0.18 '.D+1.6H+1.6L+. Okay Layer 2,cover to use,in Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #5 v Equiv. No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing, max,in. 10.00 in 4 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb ' Top wall V 01b NA Base wall V 1,978 lb 1 2D+1.6H+1.6L+.5S Max V 1,978 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Wall Moments F.S.. Load Comb Max pos 5,269 ft-lb 1.2D+1.6H+1,6L+.5S Loc'n from top 8.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 5,269 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02.xls 7/20/2015 CAS TM RetaiitiCaic ConstructionCalc Inc. RI,�C'Bi®NALC 9 Wedtniow rr'u7be oil drrs'�r�y V2.01 Job Name Wall I.D. 10'max cantilever, case 1 full gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,slit and sandy slit Soil bearing capacity,unfactored 1,500 psi Soil coefficient of friction NA Soil lateral sliding resistance, Cl.5 only. ! 130 psf Retained Soil Behind Wall Retained height,ft 10.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type Grantualr/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg I Depth to groundwater,If any,ft - Backfill angle,degrees to horiz. 5 deg Resistin_ Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 1 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top or wall If ledger,what is its width(eccentricity,horiz dim),in. • Live,psf Dead.psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft ITop v I 400.0 plf 300.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No V Floor 3 Loads Top ® 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf • Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top w 300 0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top '® 180.0 plf Other'psf load and trib width Top 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'l: Top V 0.0 plf Other gravity loads,ph Descrip'n,opt'l: Top V Subtotals,gravity loads,unfactored. 1,000 plf 705 plf 500 plf Additional Moments,ft-lb [Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? I- I IP Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? No RetainCalcV2_02.xls 7/20/2015 Horizontal seismic soil coefficient,kh 0.00 Vertical seismic soil coefficient,kv 0.00 Wall Type Wall Type: Cantilever(not restrained at top) Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.2 in Wall: Concrete,normal weight ® Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 Ed Toe Soil press 1,280 psf F_S Load Comb Okay? Compressive strength to use,psi ; 2,500 psi J Heel soil press 1,227 psf 1.17 D+L+S Okay Wall thickness,in. 8 A V Overturning 8,484 ft-lb Wall thickness to use,in. 8.00 In Resisting 20,374 ft-lb 2.40 D+S Okay Footing: Footing width,ft. 5.00 ft 60.0 In Sliding Force 2,337 lb Footing height,in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location I i Heel proJ'n Wall Design Unity Load Comb Okay? 1 Wall location to use,in.1 40.0 in 1 12.0 in Max mom apld 10,291 ft-lb 1 Footing compressive strength,fc 2,500 psi • Moment allow 10,338 ft-lb 1.00 .9D+1E+1.6H Okay Key height,in. 0 00 in Key width,in 0.00 in Shear appl'd . 3,090 lb • Shear allow 12,577 lb 0.20 .90+1E+1.6H Okay Wail Reinforcement Provided Required Unity Wall rebar grade Grade 60 ® Vert steel,min 0.44 sq-in 0.14 sq-in 0.33 Okay Vertical rebar size #6 ® Horiz stl,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G.V Number of rebar layers(mats) a w Min Reo'd Length ii+e-- Layer 1,vertical rebar location(depth) Edge,earth side ® Measured from Stub vertical embed in wall 36.0 in Layer 1,cover to use,In. 2.00 in Earth face Stub 90-degree bend in footing 9.0 in Layer 1,vertical rebar center-to-center spacing,in. 12.00 In Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ® Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 9,902 ft-lb Horizontal rebar size Fs-Fr I Moment allow 9,954 ft-lb 0.99 !D+1.6H+1 6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 5,327 lb Footing Reinforcement Shear allowed 6,750 lb 0.79 'D+1.6H+1.6L+ Okay Footing rebar grade !Grade 60 ® Hook req'd? No Transverse rebar size #s ® Heel Number of rebar layers(mats) i Tension on Bottom Layer 1,transverse rebar location Centered In footing V Moment appl'd 1,284 ft-lb Layer 1,cover to use,in 4.19 In Moment allow 9,957 ft-lb 0.13 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 12.00 in Shear appl'd 2,554 lb Layer 2,transverse rebar location N/A,no 2nd layer ♦ Shear.allowed 6,750 lb 0.38 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #s ® Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1 20+1.6H+1.6L+.5S Max V 3,090 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Wall Moments F.S. Load Comb Max pos. 10,291 ft-lb 1.2D+1.6H+1.6L+.55 Loc'n from top 10.00 ft Max neg 0 ft-lb NA Loc'n from top NA Base wall M 10,291 ft-lb 1.20+1,6H+1.6L+.5S RetainCalcV2_02.xls 7/20/2015 Cl ConstructionCalc Inc. CCJS RUCTION CACC" RetainCalc W�;,U,j'(pow rT:h�"Uu'i1A jn9?Ll,I1 Ifs tfry v2.09 Job Name 'd2n'1 4 Wall I.D. 10'max cantilever, case 2, no gray. Other Info 7/20/2015 Soil Under Footing Soil Type Gass 5:Clay,sandy clay,silty clay,clayey slit,slit and sandy slit I V Soil bearing capacity,unfactored = 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI,5 only. 130 psf Retained Soil Behind Wall Retained height,ft 10.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type Grantualr/clay mix,dense V Moisture Content Moist V' Can top of wall move slightly? Yes Unit weight,pcf I 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall • ConditionConcrete slab or asphalt on top of footing,against wall �J Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf r I Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: IAli gravity loads applied to top of wall V If ledger,what Is its width(eccentricity,horiz dim),In Live,psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 0.00 ft Top V 0.0 plf 0.0 plf Loads From Contin Roof Snow(only) 25.0 psf 0.0 plf uous Members? INo V Floor 3 Loads ITop V 0.0 Of 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 0.00 ft Top V 0.0 plf 0.0 plf Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top s 0.0 plf 0.0 plf Wall Dead Load 10.0 psf 0.00 ft Top V 0.0 plf Other'psf load and trib width Top V 0.0 plf 0.0 plf , Other gravity loads,plf Descrip'n,opt'I: Top 0 0 plf Other gravity loads,ph Descrip'n,opt'i: Top V Subtotals,gravity loads,unfactored: 0 plf 0 plf 0 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. V Subtotals,moments,unfactored: O ft-lb 0 ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft Horiz width of applied load, a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? I Zero seismic load V Reduce seismic loads? • Use 1/3 increase to allowable soil bearing? !No V Include wall weight in seismic force? INo V RetainCalcV2_02.xls 7/20/2015 Horizontal seismic soil coefficient,kh 0.00 I G j 2- Vertical seismic soil coefficient,kv 0.00 I Wall Type Wall Type: Cantilever(not restrained at top) I V Wall and Footing Construction -Cantilever and Braced Stability Eccentricity,"e" 7.9 in Wall: Concrete,normal weight _ l i I Allow soil press 1,500 psi Wall compressive strength,psi, fc= 125oo s Toe Soil press 1,456 psi F.S.. Load Comb Okay? Compressive strength to use,psi 1 2,500 psi ; Heel soil press 168 psf 1.03 D+L+S Okay Wall thickness,in. B V Overturning 8,484 ft-lb Wall thickness to use,in. 8.00 in Resisting 15,956 ft-lb 1.88 D+L Okay Footing: Footing width,ft. 5.00 ft 60,0 in Sliding Force 2,337 lb Footing height,in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing I Input your own wall location I V I Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.; 40.0 in • 12.0 in Max mom apld 10,291 ft-lb Footing compressive strength,fc 2,50o psi s Moment allow 10,246 ft-lb 1.00 ,9D+ E+1.6H N.G. Key height,in. 0.00 In Key width,in 0.00 In Shear appl'd 3,090 lb Or-- V Shear allow 12,291 lb 0.23 .90+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Lrade 60 V Vert steel,min 0.44 sq-in 0.14 sq-in 0.33 Okay Vertical rebar size #6 • Horiz sti,spcg 18.0 In O.C. 10.3 in O.C. 1.74 ✓ N.G. Number of rebar layers(mats) I v Min Req'd Length D IL Layer 1,vertical rebar location(depth) Edge,earth side V Measured from Stub vertical embed in wall 36.0 in Layer 1, cover to use,In. 2.00 in Earth face Stub 90-degree bend in footing 9.0 in Layer 1,vertical rebar center-to-center spacing,in. 12.00 in Footing Design Layer 2,vertical rebar location(depth) EN/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 9,233 ft-lb Horizontal rebar size a 5 v Moment allow 9,954 ft-lb 0.93 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 4,369 lb Footing Reinforcement Shear allowed 6,750 lb 0.65 !D+1.6H+1.6L+. Okay Footing rebar grade [Grade 60 V Hook req'd? No Transverse rebar size a 5 V' Heel Number of rebar layers(mats) I V Tension on Bottom Layer 1,transverse rebar location Centered in footing V Moment appl'd 1,296 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 9,957 ft-lb 0.13 !D+1.6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,in. 12.00 in Shear appl'd 2,593 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 6,750 lb 0.38 'D+1.6H+1.6L+. Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size a 5 ♦ Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10,00 in 6 Ea. Spacing 10.0 In O.C. 12.4 in O.C. 0.81 Okay • Wall Shear Forces F.S. Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1.20+1.6H+1.6L+.5S Max V 3,090 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Wall Moments F.S.. Load Comb Max pos. 10,291 ft-lb 1.20+1.6H+1.6L+.5S Loc'n from top 10.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 10,291 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2 02.xls 7/20/2015 G/5 C S I RUCTIONCALC ConstructionCalc, I ItetainCaic Inc. We.12mpower T.h, Ouile,hg 4n Au siry v2.01 Job Name tc561 Wall I.D. 4'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,slit and sandy siltV Soil bearing capacity,unfactored I 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 1 130 psf Retained Soil Behind Wall Retained height,ft 4.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 4.50 ft Soil Type Granlualr/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,If any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition !Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete 6n top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads. All gravity loads applied to top of wall V If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft ToP ® 400.0 plf 300.0 pit Loads From Contin- Roof Snow(only) 25.0psf uous Members? 500.0 plf • No V Floor 3 Loads Top ® 0.0 plf 0.0 plf Floor 2 Loads 40,0 psf 15.0 psf 7.50 ft Top - 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top I . 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top Irr 180.0 plf Other'psf load and trib width Top ® 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'l: Top ® 0.0 plf Other gravity loads,pit Descrip'n,opt'l: Top Subtotals,gravity loads,unfactored: 1,000 pif 705 plf 500 pit' Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: O ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? No s Include wall weight in seismic force? (No V i RetainCalcV2_02.xls 7/21/2015 Horizontal seismic soil coefficient,kh 0.00 C- / 4- Vertical seismic soil coefficient,kv 0.00 Wall Type Wall Type: Braced,fixed(moment-reststIng)at base Wall and Footing Construction -Cantilever and Braced Stability Eccentricity,"e" 0.0 in t Wall: Concrete,normal weight ® Allow soil press 1,500 psf Wall compressive strength, psi, f c= 2500 v Toe Soil press 1;491 psf F.S.. Load Comb Okay? Compressive strength to use, psi __ I 2,500 psi J Heel soil press 1,496 psf 1.00 D+L+S Okay l" Wall thickness,in. ® Overturning NA Wall thickness to use,in. 6.00 in Resisting NA NA NA Okay Footing: Footing width,ft. 2.30 ft 27.6 in Sliding Force 383 lb Fooling height,in. 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location ® Heel prof n Wall Design Unity Load Comb Okay? Wall location to use,in.! 11.4 in 1 10.3 in Max mom apld -175 ft-lb Footing compressive strength,fc 2,soo psi ♦ Moment allow -3,817 ft-lb 0.05 .9D+1E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 437 lb Shear allow 3,118 lb 0.01 .9D+1E+1.6H Okay Wall Reinforcement provided Required Unity Wall rebar grade Grade 60 Vert steel,min 0.10 sq-in 0.09 sq-in 0.86 Okay Vertical rebar size #4 i Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) i v Min Req'd Length Layer 1,vertical rebar location(depth) Centered In wall V Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,in, 3.63 in Toe face Stub 90-degree bend in footing 6,0 In Layer 1,vertical rebar center-to-center spacing,in. 24.00 in Max allowed per Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ® per ACI=18" Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 1,021 ft-lb Horizontal rebar size #4 F® Moment allow 2,535 ft-lb 0.40 ,D+1,6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 2,449 lb Footing Reinforcement Shear allowed 5,175 lb 0.47 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-in,min. Transverse rebar size #4 ® Heel Number of rebar layers(mats) i w' Tension on Top Layer 1,transverse rebar location Bottom,minimum cover,3" ® Moment appl'd 415 ft-lb Layer 1,cover to use,in. 3.00 In Moment allow 1,410 ft-lb 0.29 !D+1.6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,in. 24.00 in Shear appl'd 964 lb Layer 2,transverse rebar location 1 N/A,no 2nd layer V Shear allowed 2,925 lb 0.33 'D+1,6H+1.6L+. Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Lonciitud'l Stee Provided Required Unity Okay? Longitudinal rebar size lA 4 V Equiv.No of Bars. Area of steel 0.22 sq-in 0.22 sq-in 0.99 Okay Longitudinal rebar center-to-center spacing,max,in. 11.00 in 2 Ea. Spacing 11.0 in O.C. 12.1 in Q.C. 0.91 Okay Wall Shear Forces F.S. Load Comb Top wall V 58 lb 1.2D+1.6H+1.6L+.5S Base wall V 437 lb 1.2D+1.6H+1.6L+.5S Max V 437 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 3.20 ft Wall Moments F.S.. Load Comb • Max pos. 178 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 3.10 ft Max neg. -175 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.00 ft Base wall M -175 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02.xls 7/21/2015 wry CAS RUCTION AL C RetainCalc ConstruchonCalc, Inc. W iE owe,Ir.tche oui;ld'ingahii`d� r;S da.a7 Job Name '(-1C7o 14 Wall I.D. 6'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,slit and sandy slit Soil bearing capacity,unfactored 1,500 psf t Soil coefficient of friction NA i 1 Soil lateral sliding resistance,Cl.5 only. 130 psf I Retained Soil Behind Wall Retained height,ft 6.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 6.50 ft Soil Type Granlualr/clay mix,dense 1171, Moisture Content Moist Can top of wall move slightly? Yes V Unit weight,WI 130 pcf E Angle of Internal friction,degrees! 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top or footing,against wall V Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil, Dbf,inches. 0.0 in If asphalt or concrete on lop of ftg,thickness,inches 4.0 In Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Tnb Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top ® 400.0 Of 300.0 pif Loads From Contin Roof Snow(only) 25.0 psf 500.0 pif uous Members? No V Floor 3 Loads • Top ® 0.0 Of 0.0 pif Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 plf 112.5 pif Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top w 300.0 plf 112.5 pif Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 pif Other'psf load and trib width Top rr 0.0 plf 0.0 pif Other gravity loads,pif Descnp'n,opt'I. Top V 0.0 pif Other gravity loads,pli Descrip'n,opt'i: Top I V Subtotals,gravity loads,unfactored: 1,000 plf 705 pif 500 pif Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: O ft-lb 0 ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? [zero seismic load Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? INo�_ Include wall weight in seismic force? !No I er RetainCalcV2_02.xis 7/21/2015 (-(, Horizontal seismic soil coefficient,kh; 0.00 !II Vertical seismic soil coefficient,kv; 0.00 Wall Type Wall Type: Braced,fixed(moment-resisting)at base Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.1 in • Wall: Concrete,normal weight 1 v I Allow soil press 1,500 psi Wall compressive strength,psi, f c= 2500 ® Toe Soil press 1,491 psi F.S.. Load Comb Okay? Compressive strength to use,psi 2,500 psi j Heel soil press 1,445 psf 1.01 D+L+S Okay I" Wall thickness,in. _-� Overturning NA Wall thickness to use,in. 6.00 in Resisting NA NA NA Okay Footing: Footing width,ft. 2.83 ft 34.0 in Sliding Force 768 lb Footing height,in. 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,In.; 16.0 in 12.0 in Max mom apld 626 ft-lb Footing compressive strength,f c 12,500 psf u Moment allow 1,310 ft-lb 0.48 .9D+1E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 973 lb Shear allow 4,076 lb 0.14 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 ® Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size #4 ® Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) 1 v Mln Reg'd Length Layer 1,vertical rebar location(depth) Centered In wall ' Measured from Stub vertical embed In wall 24.0 In Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend in footing 6.0 In Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 1,993 ft-lb Horizontal rebar size #4 r Moment allow 3,356 ft-lb 0.59 '.D+1.6H+1.6L+• Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 3,391 lb Footing Reinforcement Shear allowed 5,175 lb 0.66 !D+1.6H+1 6L+. Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-in,min. Transverse rebar size #4 V Heel Number of rebar layers(mats) i ® Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" ® Moment appl'd 544 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 3,358 ft-lb 0.16 .9D+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 973 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 5,175 lb 0.19 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,In. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #4 V Equiv.No of Bars' Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Lo igitudinal rebar center-to-center spacing,max,in, 10.00 in 3 Ea. Spacing 10.0 in O.C. 13.3 in 0.C. 0.75 Okay Wall Shear Forces F.S.. Load Comb Top wait V 139 lb 1.2D+1.6H+1.6L+.5S Base wall V 973 lb 1.2D+1.6H+1.6L+.5S Max V • 973 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.65 ft Wall Moments F.S Load Comb Max pos. 626 ft-lb 1.2D+1.6H+1.6L+,5S Loc'n from top 4.50 ft Max neg. -812 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Base wall M -812 ft-lb 1.2D+1.6H+1.6L+•5S RetalnCalcV2_02.xls 7/21/2015 C IS RUCTION ALC RetainCalc OIIStI'UCCIOIIC:aIC� Inc. we p owasr'T 1e:13..idIain9'31:redU 5Sr,Y v2.01 Job Name Wall I.D. 8'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type 'Class S:Clay,sandy clay,silty clay,clayey silt,slit and sandy slit r Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. ; 130 psf Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granlualr/clay mix,dense V Moisture Content Moist U Can top of wall move slightly? Yes Unit weight,pcf. 130 pcf Angle of internal friction,degrees; 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall V Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in • Loads at Tot) Of Wall Gravity loads: All gravity loads applied to top or wall If ledger,what is its width(eccentricity,horiz dim),in Live,psf Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top V 400.0 plf 300.0 plf Loads From Contin Roof Snow(only) uous Members? 25,0 psf 500.0 pIf No I V I Floor 3 Loads Top V 0.0 plf 0,0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top ® 180 0 plf Other'psf load and trib width Top V 0.0 Of 0.0 plf Other gravity loads,pIf Descrip'n,opt'l: Top ® 0.0 plf Other gravity loads,p11 Descrip'n,opt'(: Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored• 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading _ Seismic load? Zero seismic load 1 Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? No Include wall weight In seismic force? No RetainCalcV2_02.xls 7/21/2015 Horizontal seismic soil coefficient,kh' 0.00 _ I , Vertical seismic soli coefficient,kv 0.00 Wall Type Wall Type: Braced,fixed(moment-resisting)at base I'i Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.1 In Wall: Concrete,normal weight U Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 • Toe Soil press 1,497 psf F.S.. Load Comb Okay? 1 Compressive strength to use,psi 2,500 psi I Heel soil press 1,438 psf 1.00 D+L+S Okay Wall thickness,in. 8 • Overturning NA Wall thickness to use,in. 8.00 in Resisting NA NA NA Okay Footing: Footing width,ft. 3.50 ft 42.0 in Sliding Force 1,310 lb Footing height,in. 10.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in. 22.0 in j 12.0 in Max mom apid -2,180 ft-lb Footing compressive strength,fc 2,500 psi • Moment allow -2,434 ft-lb 0.90 .9D+1E+1,6H Okay Key height,In. 0.00 in Key width,in 0 00 in Shear appl'd 1,721 lb Shear allow 4,218 lb 0.31 .9D+1 E+1 6H Okay Wall Reinforcement rr Provided Required Unity Wall rebar grade ;Grade 60 ® Vert steel,min 0.13 sq-in 0.12 sq-in 0.86 Okay Vertical rebar size i 4 • Horiz stl,spcg 18.0 in O.C. 8.3 In O.C. 2.16 N.G. Number of rebar layers(mats) 1 • Min Req'd Length Pp, Layer 1,vertical rebar location(depth) Centered In wall V Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend in footing 6.0 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay'). Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 3,712 ft-lb Horizontal rebar size #4 • Moment allow 3,956 ft-lb 0.94 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 4,603 lb Footing Reinforcement Shear allowed 6,075 lb 0.76 !D+1 6H+1.6L+, Okay Footing rebar grade Grade 60 'W Hook req'd? Yes 6-in,min. Transverse rebar size i 4 • Heel Number of rebar layers(mats) i •I Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 857 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 3,958 ft-lb 0.22 .9D+1E+1 6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,610 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 6,075 lb 0.26 .9D+1 E+1 6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Lonuitud'I Stee Provided Required Unity Okay? Longitudinal rebar size rl s • Equiv.No of Bars: Area of steel 0.31 sq-in 0.30 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 12.00 in 3 Ea. Spacing 12.0 in O.C. 12.4 in O.C. 0.97 Okay Wall Shear Forces F.S.. Load Comb Top wall V 257 lb 1.2D+1.6H+1.6L+,5S Base wall V 1,721 lb 1.2D+1 6H+1.6L+.5S Max V 1,721 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Wall Moments F.S.. Load Comb Max pos. 1,488 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 5.80 ft Max neg. -2,180 ft-tb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft • Base wall M -2,180 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2 02.xls 7/21/2015 CAS RUCTIONCALC RetainCalc ConstructionCalc, Inc. V1/0,E.Wirvil,o„wrr The Duff e,n9 •ind,,,ery v2.01 Job Name -6( 567 Wall I.D. 10'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5;Clay,sandy clay,silty clay,clayey silt,slit and sandy silt MIP Soil bearing capacity,unfactored = 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 10.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type Granlualr/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resisting Conditions In Front Of Wall I Condition [Concrete slab or asphalt on top of footing,against wall III ®I Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall ® I If ledger,what is its width(eccentricity,horiz dim),in. • Live.psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft .ToP '' 400.0 plf 300.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No ® Floor 3 Loads Top ® 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top - ® 180 0 plf Other'psf load and trlb width Top ® 0.0 plf 0.0 plf Other gravity loads,Of Descrip'n,opt1: [Top 0 0 0 plf Other gravity loads,pit Descrip'n,opt'l: Top Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of Iedger:applled moment. ® i Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load V Reduce seismic loads? • Use 1/3 increase to allowable soil bearing? INo Include wall weight in seismic force? No RetainCalcV2_02.xls 7/21/2015 Horizontal seismic soil coefficient,kh. 0.00 I Vertical seismic soli coefficient,kvl 0.00 Wall Type Wall Type: Braced,fixed(moment-resisting)at base Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" -0.1 in Wall: Concrete,normal weight ® Allow soil Ares: 1,500 psf Wall compressive strength,psi, fc= 2500 [ 1 Toe Soil press 1,435 psf F.S.. Load Comb Okay? I Compressive strength to use,psi 2,500 psi 1, Heel soil press 1,452 psf 1.03 D+L+S Okay Wall thickness,In. 18 v Overturning NA Wall thickness to use,In, 8.00 in Resisting NA NA NA Okay Footing: Fooling width,ft. 5.00 ft 60.0 in Sliding Force 2,025 lb Footing height,in. 12.00 In Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location IF Heel proj'n Wall Design Unity Load Comb Okay? I Wall location to use,in.; 31,0 in 1 21.0 in Max mom apld -4,554 ft-lb Footing compressive strength,fc 2,500 psi _ [Id Moment allow -4,808 ft-lb 0.95 .9D+1 E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 2,680 lb Shear allow 8,423 lb 0.26 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Vert steel,min 0.29 sq-in 0.14 sq-in 0.50 Okay Wall rebar grade PGrade 60 Nty Vertical rebar size #s ' Horiz stl,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G. Number of rebar layers(mats) 1 ® Min Req'd Length Layer 1.vertical rebar location(depth) Centered In wail ® Measured from Stub vertical embed in wall 30.0 In Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend in footing 7.5 in Layer 1,vertical rebar center-to-center spacing,in. 13.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,In. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,In. Moment appl'd 6,702 ft-lb Horizontal rebar size #5 ® Moment allow 9,225 ft-lb 0.73 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,In. 18.00 in Shear appl'd 5,956 lb Footing Reinforcement Shear allowed 6,750 lb 0.88 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size #s ® Heel Number of rebar layers(mats) i v Tension on Bottom Layer 1,transverse rebar location Centered In footing V Moment appl'd 5,338 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 9,225 ft-lb 0.58 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 13.00 in Shear appl'd 5,838 lb Layer 2,transverse rebar location N/A,no 2nd layer ® Shear allowed 6,750 lb 0.86 .90+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #s ® Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing, max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 410 lb 1.2D+1.6H+1.6L+.5S Base wall V 2,680 lb 1.2D+1.6H+1.6L+.5S Max V 2,680 lb 1.2D+1.6H+1 6L+.5S Loc'n from top 7.25 ft Wall Moments F.S.. Load Comb Max pos. 2,869 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 7.00 ft Max neg. -4,554 ft-lb 1,2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Base wall M -4,554 ft-lb 1.2D+1.6H+1.6L+.5S • RetainCalcV2_02.xls 7/21/2015 .0 i G Zc7 Horizontal seismic soil coefficient,kh 0.00 I • Vertical seismic soil coefficient,kv 0.00 i • Wall Type Wall Type: Braced,toted(moment-resisting)at base12 Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" -0.1 in Wall: Concrete,normal weight ® Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 w Toe Soil press 1,435 psf F.S Load Comb Okay? i Compressive strength to use,psi I 2,500 psi t Heel soil press 1,452 psf 1.03 D+L+S Okay Wall thickness,in. 8 " I Overturning NA Wall thickness to use,in. 8.00 In Resisting NA NA NA Okay Footing: Footing width,ft. 5.00 ft 60.0 in Sliding Force 2,025 lb Footing height,in. 12.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.; 31.0 In 21.0 in Max mom apld -4,554 ft-lb Footing compressive strength,fc 2,soo psi I v I Moment allow -4,808 ft-lb 0.95 .9D+1E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 2,680 lb Shear allow 8,423 lb 0.26 .9D+1 E+1,6H Okay Wall Reinforcement __ Provided Required Unity Wall rebar grade Grade 60 ® Vert steel,min 0.29 sq-in 0.14 sq-in 0.50 Okay Vertical rebar size #s ® Horiz sti,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G. Number of rebar layers(mats) 1 v Min Req'd Length Layer 1,vertical rebar location(depth) centered In wall ® Measured from Stub vertical embed in wail 30.0 In Layer 1,cover to use,in, 3.63 in Toe face Stub 90-degree bend in footing 7.5 In Layer 1,vertical rebar center-to-center spacing,in. 13.00 in Footing Design Layer 2,vertical rebar location(depth) [N/A,no 2nd layer I V 1 Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in, Moment appl'd 6,702 ft-lb Horizontal rebar size #s w Moment allow 9,225 ft-lb 0.73 'D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 5,956 lb Footing Reinforcement Shear allowed 6,750 lb 0.88 !D+1.6H+1.6L+, Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size #s w Heel Number of rebar layers(mats) 11 ®I Tension on Bottom Layer 1,transverse rebar location Centered In footing V Moment appl'd 5,338 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 9,225 ft-lb 0.58 .9D+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 13.00 in Shear appl'd 5,838 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 6,750 lb 0.86 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Lonaitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #5 ® Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S. Load Comb Top wall V 410 lb 1.2D+1,6H+1.6L+.5S Base wall V 2,680 lb 1.2D+1.6H+1.6L+.5S Max V 2,680 lb 1.20+1.6H+1.6L+,5S Loc'n from top 7.25 ft Wall Moments F.S.. Load Comb Max pos. 2,869 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 7.00 ft Max neg. -4,554 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Base wall M -4,554 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02 xis 7/21/2015 b 1500 E.College Way#515 Tim K. Garrison, P.E. Mount Vernon,WA 98273 Phone: (360)708-1865 Consulting Engineer timg@BuildersEngineer.com / ç)9 44.2, Je C (e Structural Analysis: Lowman Plan, Coastal 1 & 2, at 48 North, Anacortes, WA Client: Landed Gentry Homes and Communities CCI Job Number: T17037-A Building Design:Jack Reinstra, Landed Gentry Date: May 8, 2017 f 4, „.. li 04425100 Nadi. ' is I INDEX: Design Sketches and Callouts SK1 —SK5 , CO1 —CO3 Standard Specifications. B—G Calculations. Cl —C 14. (Certain items are per previous calcs for same building, CCI Job No. t14055, 6/30/14) Total No. of pages excluding cover sheet: 28 Notes,Disclaimers: ConstructionCalc, Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized,stamped addendums). 1 2( 41 N C.� _.1.��l • 1 6x8 DF-L°2 6x8 DF-L°2 6x8 DF-L°2 5.5! 4x10 DF-L°2 P.T. 6x6 POST ( °� (3 TYPICAL) II I m iki DECKlin Q,I ~ Q - 2l'6" x 10'-0" [ I 2 < 1 dW1 a.._ N ..e ' 20 `/2�t1 t w i m BEDROOM 0°3 BEDROOM 02 1 w X 2444 N \ 10-5" x I I'-6" 10'S" x 12'-l" p - O 1 O 0 O �I a • 4•?•6 XO �q a • 4 : DF-L°2 / 4x10 P. L--- I , r ��O ` -- - -- �` = 6080D FRENCH _ �, f PANTRY r iv DOOR L,\ 3'-8!,6" 3'-10%6" DID- • iv ..tee- , - I -- y V I MECH. VOID p\ T2" BYPASS �' '_3" L'_2�" I'$�� 1 p VAULTED n d/° M CLOSET ,.' O KITCHEN a w L �, _2$= SHELF 4 ROD 0:1 W =O 13'-0" x 12.-4" T VAULT LLJ Z _ DINING- . •c• 0!iQ ° n 14r 2" x 11.-10" J O\• SHELF 4 ROD - i � L ��- / Oil Ili NO ISLAND W/ . -A r fr I WALK-IN CLOSET "1 FLUSH BAR p 0 . Z I N • l ,� I OII- O�-' �l / I W 4'I Li- ll] 4[ D4m ' " 1 ' Ill II 34 /2" HIGH 2x4 'n • m - - - - STUD WALL BELOW 1 j� iim _ n 3'4,6° 3'_91‘6" 6'T" "in 14 2" 2 8' 1 a'-4" W/SHOWER - l1jlI I — °a b T N �I 2'-is " 19'-8 " 4'-4" 3'-10" O �' �� J o0 2-8 CEILING RIDGE O a + - � ' tt t11 (� N I V bt1 � 'a m M .. y _ p ^ in MASTER a `� r .x9 _- (� -'- mot- --c .- _+,, MEffl p t. -� fmum — I- 3 5:6" 2'-8r� 3'-11" BATH 6.5" s o iv I° 'C fi m to) Q VAUL1tV ei I in 84" VANITY s in��^ 5'-0" SPAS.• Pi N LIVING ROOM M10 ! LAUND, G I' x - - - - ° I � Tua v - Q al VAULTED 42° HIGH WALL PF v • E RY- 6'-10 " 3'--4" T,5" W/ HDWD CAP 4r 4 ".9 1.0 ' OK -01 O I ALF WALL W/ • 2D1 p bF-L°2 HDWD. CAP ° I U- 6, III IC! (20� �! 49 '�ff . 050 1050 MASTER BEDROOM LL 0 , , _aL 2>r l Q S/L- I'. 5/L 21'-I" x 12 16 S I / y' r ` ' 4x10 nFIL°2-Q t i (r 1�� •,% DF-L°2 6080 FREN DOOR 4x8 DF-+°2 L._ (MI i' v IF; y / 5 Ili ��.rll - - - - ..A. ° \ fI a '- 5060/ 0 - 4x10 P. L°2 5060 X0 - - � r ► zo;^ =, P,' (TEMP.) WALL ASV. / P,.— H 6 - a.2�� 4x6(MIN.) 4" G•� SL• 6 D 'O2 L'�(� DF-L°2 II�,,I/WA - . _r .. DF-LP2 POR• re110:1;:' m m, ' .:- DECK 0 266+ 20'-0° x 5'-0" BEA 1 ABV . I. uR 1r 4x8 DF-L°2 Pie / .�. ' , 11 ,III III IL RncnYnx� a -7-•- .. I, -__LA- T_Li),:7•41,-_ 0, _ND IL,S — Loverc 1--,5-v . Vea (.........„ _____...,_.. •, . f., .'`'t,,, ,.•: e.• `', • o,e , •:' • ..• '4 • AS ..•7 • .• "4 •"7.7. ---- 1 • , ,., SHOP -0 23'-2“ x 10'-0" 4 o.• 1 7; 'A o 2'-ll , 6.' '.4 '.1 1 A. 4 ••',o Z ce 2 . .. , 5x18 OR 6.15x16.5 GLa _ _. cp_ ,.. P.T. 6x6 POST BELOW : a r _. '1' iC BEAM END,OR POCKET-- ;" ., FAMILY/MEDIA ROOM c° BM, INTO CONC, WALL 4 .., 26'-10' x 134" (VERIFY W/BUILDER) '1. \ 00 , .' -'i ',4 .'•1 ..._zi, ..• -''' 13 12- b4 cv I‘4 wonserarimatarpr • — • - seumaniss - ts - 4x8 PF-L*2 E'—1 22'-9W' 4'-6,'/ 71 ft zo ; . 3'-415" 2'4" +'-4" 0'-II" 4.-a"/A ._II, /0 GARAGE . .50 2r-I" x 33'-10"e.e 4 et\DF-L*2 4x:. DF-L*2, 7;.. /2-t...1 . ,/,,. . I r•r•-- - 1.— .1 I ,,;.. • s, 1 'SHELF 4 ROD STOR. 1, / — El vc„ K L., CLOSET 5xI8 OR 6,15x16.5 GLB — ' 00, ' ---- '" ' cc•s,‘ g-„, 12" BY-ASS k.' I . ... _--i st lc,,, -W 4-W Qj K_ p_. ... .,.., ; a--\- • -•?- r : 0 } rs, BEDROOM 04 , 13'-i" x 2" C)-L*2 w ' U_ • ENTFRY° ' . 1 , - BATH cli x8 — Ink ' \105 L 0E 50 0-..-._ 10 j -.r- /L S I t)i 2 l'-1 .r 5'-O" TUB 5Er' •'\ e § . k WI SHVER c Vi 2, .1 5' 4 , ' i 7/ -1 i) i 1 - \ I 4x8, ,F-L*2 4x4 DF-L°2 - / . \ ° • 1 J 5050 X0 5050 XO . ri Pktv 5 1/8x121 1/2 GLI5 24F-V4 DF/DF 1 - 1 I, — 16' x 8.-0" OVERHEAD GARAGE DOOR ..v. <,..,' / i 4" CONC, SLAB I [ DECK L NE ABOVE 1(T 1 r ! FLOOR LINE ABOVE Ar ir ----t.,--- in P / ;# Ili -\,•'" P.T, 4x)O 1-1F°2 BEAM ° - •1 f a.. . of „0 e t� / ... u� P T, 2>10 1-F°2 DECK JO ST5 m 16' O.G. s. s �� d oP • D 2x 2 DF-L°2 FLR, J5T'S. 9 16" D.C. �7 /i; ?s c _P.T 2x10 al N.) 1 EDCCER_ (9 CANTI,BLCK9PA� )�' Po J �Q ' J (3)2-x6 BEL W P.T. 6x6 POST r 5x13 OR 6.-5x16.5 G_B 24F- • D-/DF , BELOW L Q li 0 J ✓/ -r- yl(2)2x12 e • X 2x1'< DF-L°2 FILR, JSTS1, s 16" O.C. � E O 1_, a j i_ % J (2J2x6 OR 4x6 2x12 D--L°2,FLR- JS'S, 9 16" D.C. L p�r(3J2x6 BELOW^ < - P'i�`~.Q L. BFI OWu-7NY"-----.. r FS lxl1.25 2.0E P5L W/ 6• BACKSPAN r r i t i t -IF 1 F i L 4xE DF•L°2 x r (FLUSH WI JSTS,)W/CS 16x36 THRU 'HESE WALLS TYF. JO ST \ Jw TOP PLATE,UP E OVER BEAM TO • f SLICE LOCATION \ / E POST BELOW Co BUTT END) DF-L2 4DL°2 JLL r(3) ELOW V/ �p �l2)2xf2 5x 8 OR 6,15x16.5 GLB'4F-V4 D /DF r Jcv L (3)2x6 BELOW r � N �131� vj 2x12 DF-L°2 FLR. JOTS. 9 16' 0.6. ` / / 3 + . J1. , r ,--- E "(2)2xl2 CII _J j I14x6 DF-L°2 r -IF i 1 r 01 i 4 �2x6 HF°2 I. / / �, 2x12'DF-�°2 / --------- 2x12 DF- °2 1111 . } FLR JS'E [�• is�e I " O.G. '_ (2):xI2 DF-L°2 FLR. .,STS.�` F JS l, 0 12" O,G, p O. . j PQur3c �v l � 1. I p 7 ors-` B D_O OR 4x6 yl�(��2' ; DELI`7�..� 1��1 13nx6 BELOW ^Bzo 76>S o PROVIDE 3/4" SHIM 5c13.5GL=• !F U r o I u (3)2x6 BELOW--1'. 0 ' —(3)2x6 BELOW BELOW BEAM END W/ 24F-V4 DF/IPF J 11 OR SIMILAR J/ 6 BACKS-AN F.T. 2x12 -1F°2 -` 16 O,G. �.� �r� \ �'"I� �� d..� -fa �'7 ��,�✓ L q ��a,u�� BACKSFAN -'-6" MIN d :l�"�d %'J�/y ��`CE�I�L �1VL )1/4 3 PP- ' 0�k.s-c �1 �� q MAIN FLOOR FRAMING FLAB! SCALE: 1/4" = 1'-0" `I • 5'-6" 45'-O" r" Ski" 4'-94" 1-0" 34'-0" !0'-O" / 19'-11" (VERIFY) 14'-I" (VERIFY) 9'-SI4" 2%1 / 16'-11%." 3'-lii" j 14'-23" / 4 S I 0_ M T `i Tkk 4 4 t r i r i . C I d l I O` --1 • 6 ! \ � o e t p fie . ^ A e 'aa ' 4 ' _ ! I 4 1 0 • • • e p • e • r • • • d e • e • p • • 4 • d • p - e w • I 1 ( — U •I I I I . I I I 1 I ( I I .0I I _ I 1 I r 1a°' I A I ' I I I 1 , •• I I I I 4 I I . I I I I 1 I I STEP FDN. PER GRADE. USE 1 I I I ° f • 1 I I J DETAILS *II $ •12, SHEET A2.2 1 I 1 n I I ' II •`-d'�� J [ - - 7 •`-0;• I I I I FOR FOOTING SIZES PER WALL I ,t I 1 ` I I I I I HEIGHT I .'a Z ( C 1 I I I I I I O � �'• I I I ! I IO I , pi p I- . © • 6 I I I I I a I 1 1 ° . I ! I I I °' Xl m Im �O 1 " O I I I I I •4 D m In • I I I I I I �6 N Z = I� 1 ° i I I I I ° \ O 0 i Ir W 1 I l I ! 3 D Im ^? k I ` i ® I I I lO I •'a• 1 (ID A I> _ 1 I I ! I • I ` m 71 10 1 0 I D 701 Im 1 • I ! I I I , 0 I r 0 I I ° I I I I I °• I m I I a I I I I I 1 04 I I I I I I v I �, I I ° I 1 I 1 I I I It. I I I I 1 ; I I 1 ` ' r _ � 4 I I I I I •�a W � - + r H - ' a . • 0 1a - • I I I t I I I I I -1 -1 1 I •I -4 I 1 1 I I I I I o I "0 X s. to.r _ I O L - - I I I o I ` IO'/ , 4'-O" f 15'-'1�" I ' I I I I I I °' O IN -0 -r (10 1 I f. 1 I •Y I I I I 1 I 4 1 © 1 C 0 N o z 1 / 5•-0" I- 1 I I I 1301-0" ! 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D2 framing perpendicular. • `r�t�s�,o2 rR.u55 06- 4 c"ram,• ; a(z fLAF--r .2 /�LT_a -J015T ',lb ' t ra I GEct,1uA otL , "- ASL� H?.,5 az ' 1 • ` I..t:a55 air- 12hr7G►2 f�iM tiff . 6�7r,1 -T ts'�" Gen -� Stake. �n►s� L • • h $ tom !i C(�. Ste, d� f F P1ktai a (4 c.ctLirx .aft,. AST JA z.5.. S•Dur WGI (.0a : pi f.(2.0.-A ei,P-- CC;)„.1"IT • 1: kilt �. 4 RE' 11-ic#4Gi . 1 ; I - ti • . ; I I , _ Structural Shear Wall Callouts°—Copyright ConstructionCalc,Inc (CCO r I I Typical Shear Wall Callout Symbol This symbol indicates a dedicated shear wall or panel,the type pe callout below. ��__�— Walls without this symbol are not dedicated shear walls-use cod -standard construction. 1P Min.length of shear panel,ft. 3.4 4 1 If"W",construct entire Wall per this callo t,with minimum ' dividual panel lengths indicated on plan. If"NS",means Not a Shear Wall.Build per code minimum. Sill Bot anchor Top of plate to, max Capa- Stud Nail Edge Sill Block- Top of wai11 from- I spc'g/ city, Nails Stud Stud mat'Il /Field Top plate&I ing at wall cone to lug, min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- 1 conn to perpean- max. Mud sill embed- Call- seis, lag, Sides of screws, max., max., size, std st°l Stud Plate, splice, w/edge ported parallel dicular � spc'g, anchor to meat, out Eh,plf min. wall size ft. in, 1 min. 1 specs) spac'g,in. nun. min. naii'g edges framing framing ' in. concrete in. 6/6@24 10 24 2x4 Sawn 6/12@16 Con't one, — Con't sheathing 5/8"j-bolt 7/16" either 12 16 2x6 Sawn 6/12 16sheathing +blkg or or 5/8" 1P�.1 120 168/ OSB oor side, 8d @ 48"lap or A34 or H2.5 or Titen HD, p yw apply I 2-2x4 w/8- 2x NA LTP4 at SDWC- 16d @ 6 w/3" 72/4 od directly 16 12 2x6 Sawn . 6/12@12 , 16d 36"m 15600,@ wshr.Or to studs Se D1 24"m MASA or 22 12 1.75x5.5 LVL 6/12@12 See D2 ISAP 2PW 1 250 (same) (same) (same) (same) (same) (same) (same) 4/12 16 @ (same) (same) (same) 2x (same) (same) 16d @^ (same) 36/4 n a 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 STHDI4RJ. * Nails:Use 30, 16d to full-height stud as follows. * Stud:Use larger of: king stud as speed 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. Ce23 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 H 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, Sl=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 o 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. fl Where rock is sloped 3:1 (18-degrees)or greater,use#4 x 16"long dowels rotohammered 6"into rock. Rotohammered holes to be 'A"diameter,perpendicular to face of rock.No epoxy is necessary. Dowels to be located as follows: o For continuous footings,use dowel within 6"of ends,corners,and intersections and at 48"OC max spacing.Dowels to be centered on stemwall. o 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(LE. 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 may be 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 l-1D 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 roofmg designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces,installation procedures,blocking,bracing, etc. L I 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. be ci I • • 1500 E. College Way #515 _. Tan K . Garrison , P . E . Mount Vernon, WA 98273 Phone: (360) 708-1865 Consulting Engineer timg@BuildersEngineer.com • . 2 ZZ 1 2 I . • , • • 6FFL0 Me wa'7 _ - -�ooii^ - _ - I .J TPLJ1.+ F p �'��A�....+�� JEcw �a G b L J ` " tu 1 : _ rr. • . a'o' n� 9 BEDROOM BEDROOM x! cccG�� ` »-'-'+. x- x It-6 a'�i'<C-r t p I aifY • I i ^ .O.b %0 i . . . . _t..-.Y� 0. c 1 aTyr tee ti - ... . . - . i 12311 F..TR, r % t V. >-0Il• '.L59 „r i -� ---� Drrfcal.vco� e•aipus �• Aoeo 11. tU -e f• AvtiL� • K o � • i 9 ,r , . ,� -0•x 0�t� { - .• ' P, KI'cwEN * I VAu-rm 71 1 n I I r1r - elcis i MOP I {t{pi O D a Du• ^ i DINING S D`^ n /�[[^/L�Q� �' ' 1 t4 O jl�a( L.Y . ..» Q\, '�F 7 BElr 1 ROD - iti tl — �.. _ C/ ) �.. of ` ' fff I C I•J/n : KJN CLOSET.ILG.V w [ ' UlAL , 2 PLOW ea _ R O �' �' aaa•G py, I� A Gam ' • _ r, ._ '-- _ . ._ _ I11 [... . �aa r• TT'^- W Y fff 10.s4' Tim I-j P1; 4 >•.v: •1 >'�.,L. a�. 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I •` w colt. *LAD .,aPy. •] a.e DNA 146 . .] I • or .e a t.. . ,: I I 1 DE-'C OF4�e MRU1 RA:OIG >.YG aJ , s ' - . i ID-0T6t• DCA Pt eLDR i' I J ' I • , I - f I • I 1 I 1 I I • ... _ . : I ' I ... 1 I 1 i • •• •• •. . - _ - I . .. -. -.. I -- . _ . -.. - )1•-. - •` ...• •. :%..... ' ._ .. . •.- - .. •. . • a . •r J • 1, - I I I t I I ' 1 I 9 SWOP r . ._ .. . _... - _. ... ( I I I at I i 1SIS. '1 I 4 ] • 1. 41 • I i I I • ! s/EOR63�Y5G '• .. .. . .. ... _. , _... .. • . P.r. 6.6 POST eaca) �' isEde a..DR pocKET ' I I FAMLLTRIEDIA ROOM 4 DM. rao coHO. L•aLL I . -I •: 16'00' a D'Jr 0 rvb rr WIonotc1] •• I J'-1»' r-r Y-.• �.n• ALP' y ua�{A GARAGE D i . , �DF-L,1 1 1 SFT]'ao' i�i i I Tm cr4n _ . • Jr soar I ROO Most n r Tw -� cunt X• -.—.� �.�-.hb OR 6.T5LLD HH�.�.�. .5 aY e> Ass Y r a . u I . - 1 • F i BEDROOM 14 eNTnr . . . . . . I R DT- • cia n .% 9 I .• I - BATN r-�(Z ..e• 5� loll JF ' ... 0 laso •� I Sp, 1L /{ Ste DI DEuts 9 I //v" r Iv yLvam ., . j1i QM4f II• ..6 cr}n P .9 n I Pow WO EOw xe '+ Jr` I ve.D m 4'.H vr.w 0F10 LLo• +A141 0 etRIGA'p*AOl0e c0cR %-a--t . i • POfcH e f..TAj. elatl I I - I I FLFI[L1.a AD:rf FLOOR L`S 430.2 1 I 1 i . 1 1 I 1 I I I I • • , • I • •• &S mecu § Design Loads II& 2015 83 ASCE 7 10 Seismic Calculations = Per ASCE 7 0 Project Lowman model Job No 070371 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 •' Site Class (Stiff Soil Profile, D(Typ,) Risk Factor [Comm.!,Industrial,Residential-Med Hazard,II Equiv Lateral Force Method Seis importance, IE = 1.00 Structural System Bearing wall-wood or light steel shear wall —�--♦ .2 sec response, Ss = 1.100 Ss use for Cs = 1.100 Is structure regular and 5 stories or less? Yes w 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, hn = 24 ft 0 - Str factor, On= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 1 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, Sps = 0.777 0 - Str factor, 00 3.00 Design spectral parameter, SDI = 0.455 Seismic Base Shear, V 0.120 *W 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 Csmax = 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 = 0.311D Wind Loads Per ASC1 7=10 A 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 D don't apply, Enclosure Classification Enclosed Building(Typical) 3-Sec Gust, Basic 1120 mph V ASCE7-10 maps, Fig 26.5, p247 Method ASD, Basic Combos.Stress increases allowed for wood only. '�' Load Comb Factor 0.6 Roof Pitch 1 4.00 /12 Slope 1 0 = 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 "� 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) hin = 19.0 ft 3-Second Gust Power Law Exponent a = 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 (i) = 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 q, 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 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 Slope 13.34 psf 001 1 - 20.5 psf 4.00/ 12 tel. -6.26 psf -8.11 psf 0.35 psf 12.56 psf 19.7 psf \ 12.08 plf +/- 5.03 psf 19.2 psf +/- 5.03 Ilsf 11.53 psf { +/- 5.03 psf -7.13 psf 18.7 psf /- 5.03psf 18.0 psf 10.85 psf I P /1/§f1,-7/7`%/,4-` 48.0o ft 1 .; 7/-./�`/%/, 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 ConstructionCaIc, Inc `4- 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 N Dim 2 49.00 v 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.r 15.0 i 15.0 ' 15.0 ; 15.0 1 15.0 [ 15.0 ; 15.0 1 15.0 1 Seismic factor.; 0.120 0.120 ; 0.120 1 0.120 : 0.120 1 0.120 ; 0.120 ; 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 To 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 w Dead weight, psf.I 10.0 I 10.0 1 10.0 I 10.0 i 10.0 ' 10.0 ' 10.0 ' 10.0 1 Seismic factor.: 0.120 i 0.120 i 0.120 I 0.120 j 0.120 t 0,120 i 0.120 ' 0.120 �, Calc'd seis load 1212.0 y 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 Dead weight,psf.; 15.0 1 15.0 1 15.0 1 15.0 ; 15.0 I 15.0 1 15.0 1 15.0 j Seismic factor.i 0.120 a 0.120 I 0.120 [ 0.120 I 0.120 i 0.120 I 0.120 'I 0.120 1 1 Calc'd seis load 0.0 0.0 4314.6 0.0 0.0 0.0 0.0 0.0 1 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 4 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 ce Wind psf load; 4.5 I 4.5 f 4.5 , 4.5 1 4.5 1 4.5 , 4.5 1 4.5 Calc'd wind load 1602.0 310.5 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 24.00 ;n Dim 2 7.00 n 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 19,2 A 19.2 I 19.2 i 19.2 I 19.2 i 19.2 j 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 _ to 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 Trib Area 243.0 374.5 480.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load; 18.0 ; 18.0 ; 18.0 ; 18.0 ; 18.0 ; 18.0 ! 18.0 ; 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 - - - - - ° G� Construc ion ale, inc Description: up n-s tot Distribution of Lateral Loads Total V, unfactored 7,589 lb Wind or Seis control? (w or e) 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 PnI 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! #DIV/O! 2.8 If 2.6 If 4.3 If 12.1 If 5.4 If 3.8 If 31.0 If 73 plf 1PW 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 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 PnI 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 1PW .b 0.0 If #DIV/0! #DIV/O! 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! =.r 0.0 If #DIV/01 #DIV/0! 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 Addi uplift from upper story, Lt. end, lb 1,358 lb Add'I 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 plf 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/01 #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/O! #DIV/0! I CC '' _ Tim Garrison, P.E. . Co�N-{�S RUCTIONCALC ProBeam We Empower The burldln•;.ZgductrY 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 2 1 2 3 4 5 Type? Simple span,fully braced 4,1 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:t,/360&1J240 v I ' r r r 360 I = 0.20 in Total L/ 240 i = 0.30 in N/A = 0.00 in Total,L/1 N/A 1 = 0.00 In i Pitch if Member Being Designed is Sloped: 0.0:12 J Mem True Len: 6.00 ft Add Self Weight? i Yes•Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No. _7. Increase Roof DL for pitch? Yes .7 i 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 3.00 ft - 45.4 lb/ft 75.0 lb/ft Tot Unif Load - 45.4 lb/ft 75.0 lb/ft Loads Point loads are 1/10 scale 150 - 100 - 50 - -50 1 2 3 4 5 G 4x And Smaller(Lumber) Calc'd Member • Results For 2 x 6 Solutions Using Self Weight of Sawn 2 x 6,2.1 plf 2 x 6 l► Load Duration Snow 1.1S r %Overdesign 2 x 5 (4)2 x 3 Moisture €Medium Dry_183° v► Douglas Fir-Larch sj Repetitive Use? No .. Pos Bending 53.8% (2)2 x 4 3 x 4 Press Treated?I No,Not PT, • i No 2 v. Flat Use? No— r Neg Bending NA (3)2 x 3 4 x 4 Temp Cond. 100 deg F&fess V 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 in^4 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 plf Cond's Of Use:Load Duratlon:1.15•Snow For2x6 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 Defl - 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_W C O /w �`'" `�' ProBeam - Tim Garrison, P.E. CCOi'�IS rRUCTIONCAll We EmPOWer The nulk/Ina inauete v6.0 t 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 case 2 Other Info. 5/5/17 • 4 1 2 3 4 5 6 7 4 Type? Simple span,fully braced v' 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&L/240 360 = = 0.27 in Total, U'•, 240 = 0.40 In I N/A ' = 0.00 in L/'; N/A = 0.00 in • i Total, Pitch if Member Being Designed Is Sloped: 0.0:12 J 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 Loads From Continuous Member? 1N9. ._".- Increase Roof DL for pitch? .Yes w! Roof Pitch 1 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 Unlf Load - 45.4 Ib/ft 75.0 lb/ft • Loads Point loads are 1/10 scale 150 100 - 50 - 0 . 50 1 2 3 4 5 6 7 L� 9 4x And Smaller(Lumber) IN. c. Calc'd Member Results For 2 x 8 2./a9 Iva L ;----------.--------- t_....... — — — Solutions Using Self Weight of Sawn 2 x 8,2.8 plf ' ;2 x 8 V Load Duration Snow.1.1s rr i %Overdesign 2 x 8 (4)2 x 4 Moisture 1 Medium Dry•18% V Douglas Fir-Larch v I Repetitive Use? No .1 Pos Bending 38.0% (2)2 x 5 3 x 5 Press Treated? No,Not PT. v ,No_2___— V Flat Use? No V Neg Bending NA (3)2 x 4 4 x 5 Temp Cond. [100 deg f&less ♦- 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 Duratton: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 Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deft - 0.000 in - - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Dell - -0.058 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7_0_WC 0 Tim Garrison, P.E. CCAtSRUCTIONCAll ProBearn 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 Other Info. 5/5/174 m .... 0.5 1 1.5 2 2.5 3 3,5 4 4 5 Type? Simple span.fully braced • 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 i Live Only, U Code Minimum-Normal:11360&t/240 •I I 360 = 0.13 in Total,U1 240 I = 0.20 in N/A = 0.00 in Total, Ul N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 4.00 ft Add Self Weight? [yes•Self weight will be added to applied DI. . Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Ng. . ..T. Increase Roof DL for pitch? ye ]s. . • 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 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 0.5 1 1.5 2 2.5 3 3.5 4 5 -500 4x And Smaller(Lumber) Calc'd Member Results For 2 x 8 Soluti sing Self Weight of Sawn 2 x 8,2.8 plf 2x s •. Load Duration Snow.1.15 •1 %Overdesign 2 x 10 (4)2 x 5 Moisture Medium Dry_16% •- Douglas fir-Larch • Repetitive Use? No IF! Pos Bending -30.3% (2)2 x 8 3 x 8 Press Treated?i No,Not PI, ;No.z �► Flat Use? No_ • Neg Bending NA (3)2 x 5 4 x 6 Temp Cond. I 100 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 - - O ft-lb O ft-lb O ft-lb O 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 Defl - 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 0 C., '°' Cq - Tim Garrison, P.E. C S'?'RUCTIONCALC ProBeam We Empower.The euueln• tnduttr v6.0 Important: Notches and connectors not cosfdered Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. r— Job t17037 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 21h case Other Info. 5/5/17 4 m m.. .. . ....... ... ..... . 1 2 3 4 Type? Simple span,fully braced r! Left Cantilever Scan 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:L/360&L/240 r 1 360 I = 0.17 in Total, U' 240 1 = 0.25 in N/A = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 5.00 ft Add Self Weight? Yes•Self weight will be added to applied DE r • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [tip,• -•r_ Increase Roof DL for pitch'? Yes '.1 Roof Pitch 1 1.5:12 I 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 lb/ft - • Loads Point loads are 1/10 scale 1000 - 500 - 1 2 3 4 t5 -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)2 x 8 r. Load Duration 'Live:1.00 ♦I %Overdesign '2 x 12 (4)2 x 6 Moisture Medium Dry8%,t Douglas Fir-Larch^ _`r� Repetitive Use? I No r Pos Bending 5.0% (2)2 x 8 3 x 10 Press Treated? No,Not P.T. V. •`•No.2 r' Flat Use? `.No r i Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 100 deg f&less r 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 Neg 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).2x 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 - - 0 ft-lb 0 ft-lb 0 ft-lb 0 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 Defl - -0.066 in - - - Allowed 0.250 in 0.250 in 0.250 in ProBeam_v7_0_WC 0 Cl0 Tim Garrison, P.E. CCAtS RUCTtoNCALC ProtBeam We.Empower The.aultdin• Induscr a 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. 21 h case 2 Other Info. 5/5/17 ' 4 ........ .... . _ m _ .. 1 2 3 4 Type? Simple span,fully braced or 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, L/ Code Minimum-Normel-L/360&U240 Vl • L 360 = 0.17 In Total, U) 240 •' = 0.25 in • l N/A t = 0.00 in Total,U N/A = 0.00 in Pitch if Member Being Designed Is Sloped: 0.0:12 Mem True Len: 5.00 ft Add Self Weight? i Yes.Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? E ?_.. .-'" Increase Roof DL forpitch? Ye. ' ..� Roof Pitch � 1.5:12 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 - • 0 1 2 3 4 6 -500 4x And Smaller(Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8,6.5 plf 14 x 8 s` Load Duration i snow 1.1S !ii %Overdesign 2 x 12 (4)2 x 5 Moisture I Medium Dry-18% s Douglas Fir-Larch s I Repetitive Use? i No _ . ►! Pos Bending 51.0% ( . (2)2 x 8 3 x 10 Press Treated? t No,Not P.T. AP No. —V Flat Use? L No _♦• Neg Bending NA (3)2 x 6 4 x 8 Temp Cond. 1.100 deg 1;&less s 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 1111.15 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 - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 696 lb 696 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 0.250 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 o • C (i `� n., Tim Garrison, P.E. CCAS RUCTIONCAI-C ProBeam We Empower The nuttain• xndustr v6.0 Important:Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.AU 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 3 Other Info. 5/5/17 4 1 2 3 4 5 Type? Simple span,fully braced V,I 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 VI r t 360 = 0.18 in Total,UI 240 i = 0.28 in N/A 1 = 0.00 in Total,UI N/A I. = 0.00 In 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 DI. 'i Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No .._.-!'_ Increase Roof DL for pitch? Y '!es 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 1 Solutions Using Self Weight of Sawn(2)2 x 8,5.6 plf i(2 • )2 x 8 s•. Load Duration :Snow-1.15 V' %Overdesign 2 x 14 (4)2 x 6 Moisture L or Dry-18% V Douglas fir-arcl► NY Repetitive Use? i No i Pos Bending -1.2% (2)2 x 10 3 x 10 Press Treated?Lo,Not P.T, • No.2 Ir Flat Use? NI. o ♦ Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 1100 deg t;&Less s 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 - - 0 ft-lb 0 ft-lb 0 ft-lb 0 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 Dell - 0.000 in - - - Allowed 0.275 in 0.275 in 0.275 in Max On Dell - -0.038 in - - - Allowed 0.275 in 0.275 in 0.275 in ProBeam_v7_0_WC C l'i✓ Tim Garrison, P.E. Cd IS RUCTIONCALC ProBeam We EmpoWar The Buildin• tnductr v6.O 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. 22h Other Info. 515/17 1 2 3 4 5 4 Type? Simple span,fully braced WI Left Cantilever Span 1 Sean 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&t/240 ♦1 i t = 0.00 0.30 In i N/A = in Total,Li N/A '_. = 0.00 in 360 = 0.20 In Total,U= 240 tft 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 V Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? [.NP !. Increase Roof DL for pitch? Yes.... 1 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 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 1 500 - 0 1 2 3 4 5 -500 4x And Smaller(Lumbert Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn(2)2 x 10,7.1 plf ( 2 x 10 ♦ Load Duration i snow 1.15 j 2) ' ' %Overdesign 4 2 x 8 Moisture i Medium Dry-18% IP Douglas fir-Lard; s Repetitive Use? No �r Pos Bending 1.4% Bending (2)2 x 10 3 x 12 Press Treated? No,Not P.T. '4, No.2 It►! Flat Use? No '• NegNA (3)2 x 8 4 x 10 Temp Cond. 1100 deg r&less a 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 inA4 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 ksl 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 - - O ft-lb O ft-lb O ft-lb O 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 i3 G L3 Tim Garrison P.E. CA7 S UCTI©NCALC ProBeam c cwe empower'rho purlein• .Indust, v6.0 •important: Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.AD 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 Other Info. 5/5/17 nn 2 4 6 8 10 12 14 4 18 Type? Simple span,fully braced gr 1 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, U Code Minimum-Normal_1/360&t/240 s 3 1 { 360 = 0.53 in Total,L/? 240 = 0.80 in s • N/A 1 = 0.00 in Total,U[ N/A i = 0.00 in Pitch if Member Being Designed Is Sloped: 0.0:12 j Mem True Len- 16.00 ft Add Self Weight? [Yes Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? 1.Nq._...-'Y Increase Roof DL for pitch? .,Yes _'I 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 - 1 p' 2 4 6 8 10 12 14 `t 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 I Load Duration %Overdesign 2.5 x 18 5 x 13.5 8.75 x 12 I Moisture Medium Dry-18% •I I S x 13.5 s Snow;1.15 !I Pos Bending 31.1% 3 x 16.5 5.125 x 13.5 Press Treated? jj No,Not PT. v 1 zaF-va,DF/DF 4" Neg Bending NA , 3.125 x 15 6.75 x 12 Temp Cond. I too deg F&less NI, 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 Cond's Of Use:Load Duration:1.15-Snow For 5 x 13.5 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 Sean 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.665 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7_0_WC r n -i� :rl Tim Garrison, P.E. CCgNS RUCTIONCALC ProBeam We Em•ower The sulidinn Zodustr Vg.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. deck beam - Other Info. 515/17 1 2 3 4 5 6 7 8 4 10 , Type? Simple span,fully braced 'V[ Left Cantilever Span 1 San 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft .Allowable Deflection, Main Spans Live Only,U Code Minimum-Normal l/360&l/240 V I I' 360 = 0.30 in Total,Uf 240 1 = 0.45 in I N/A I = 0.00 in Total,U N/A 1 = 0.00 in 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 DL '/ Loads: . Uniform Loads Over Full Length of Member . Loads From Continuous Member? I No_+...V_.'r.. Increase Roof DL for pitch? YI _-es_--._.w Roof Pitch � 1.5.12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psi 15 psi 25 psi - - - Uniform Ld.2 40 psi 10 psi 5.00 ft 200.0 lb/ft 50.0 lb/ft Uniform Ld.5 - 10 psf - - Tot Unif Load 200.0 Ib/ft 50.0 lb/ft - Loads Point loads are 1/10 scale 300 - 200 - 100 - 1 0 A . -100lr 1 2 3 4 5 6 7 8 1 10 4x And Smaller(Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10,7.1 plf i 4 x 10 • Load Duration Live.1,00 rr %Overdesign - (4)2 x 8 Moisture 1•Medium Dry• 18%, V Hem•Fir •i Repetitive Use'? No v i Pos Bending 30.4% (2)2 x 10 3 x 12 Press Treated?I Yes,P.7. ♦ 'No.2 v; Flat Use? No 1r i Neg Bending NA (3) 2 x 8 4 x 10 Temp Cond. 1100 deg F&less • 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 pif Cond's Of Use:Load Duration:1.0-Clue 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 Oft-lb 0 ft-lb 0 ft-lb Mln 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 Defl - 0 000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max On Defl - -0.133 in - - - Allowed 0.450 in 0.450 in 0.450 In ProBeam_v7_0_WC Site Address I S Lr ,1.m. . 6,120,E, Project s cA•'0 .% Building Permit # BCD - Ldep -r o 2 Day e r 37eriarner� ® ccw Buiic[ing ( p -- sue F Public Works V41,61' S, ��g°ieS S 1 1 , le Planning Sr..::-J...y\t \(.....c Q..)......)(....‘k _kk,...._ c>) , I l 1 I Stormwater 57ZMg Alk r-k(g(0- I Fire lt 0 1 -p 7,,..2, i 1/� 1 / /J,-yi M.%t,,,,,vtv 'r ✓ .. . ./ Ai. 42', r I •1 s . l/ lir is (.1...- 57 5(-I ic i✓PV94 Hi) Project Inter-Departmental Plan Review Tracking - Ci 4r of An eco rLe Cf vo ce C rmu 'P :his _2 - 2 .4 904 6fih Street .1. __ P.O_L3ox 547 �`y��➢� F� �� !•�2��2C��F� issue date: ��9/�� V&� ?: '' .` ;' Anacortes, WA 9822 i-0547 —�a 11 41 :''.. Expire date: 11125/2019 s-/q Job i0ddress: 3&t5 LATITUDE C1R Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: AP7 : Remarks: Construct new single family per approved plans. Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT [NC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360) 755-9021 License #: LANDEGD062D4 General Information: Fees: Occupancy Group r-3 Amendments/modifications 55.00 # of Bedrooms 4 Plan Review Deposit 200.00 Basement Square Footage 827 Building Permit Fee 2,556.15 Lot Area 8294 Plan Review Fee 1,461.50 1st Floor Square Footage 2109 Mechanical Permit Fees 121.90 Garage Square Footage 745 Plumbing Permit Fee 146.00 Deck Square Footage 359 State Building Code Fee Resi 6.50 # of Stories 2 Sewer Inspection Fee 50.00 Stove, Appliance 1 Storm Drain GFC-Residential 1 ,597.48 Building Valuation 378818 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: 18,933.59 # of Clothes Washers 1 Deposits/Receipts: 18,878.59 # of Dishwashers 1 # Total Due:of Gas Outlets 5 55.00 # of Gas Fireplace 1 � -; ,y, r- Ott' ## of Gas Piping 1 - # of Gas Water Heaters 1 t:-? =' $ CO - =' # of Water Piping 1 .,. 4.$ tit • ...0 -t•• .1-.1 :- 1--, 1 I i ii # of Hose Bibbs 3 r t �-i- '" t==t t_•; :1:., : r tit .. # of Kitchen Sinks 1 (4 Ct = 0 2> 0I", wt 0 t`•1 z t`-1 LL # of Lavatories 4 ''' .4. `�' t:.n z�� .�• m t:, # of Range Hoods 1 -" r� --; ist ao ii� !{, ' t.•.. i 1 r-, --0 # of Showers 1 :2. w hi p, # of Ventilation Fans 5 + �' s Cr, : it. 43 # of Water Closets 3 - : co i. t--t . • cl m 0 I '-_ 1-- r-,, i--s• 0 co ID :z 0 0 VI rn r+ h.1 F•'• z co -G+. t t. --1 -P- it. 0 I--' µt s--t t-, 1 c t:.R tt. t:`t • 1••1 �- rF- ' t --tin r • AHHRE1gATF0 f F?Af f)FSCRlP770N' ( LOT 24 r �• r ; '1i • LOT ?� 4e NORM PLAT : FVD, SECTION 22 ; i _ r Yi OT 27 I TORNSH(P 35 NORIN, RANGE I FAST• Wit. CITY - OF ANAC(W?E5, SKAOT COUNTY, STATE OF . * . , WASHINGTON, A.F. 201705020029. i i Si IQORANAGE FJ,S5 •dill i .; LANDED GENTRY \.,. 3 ,y(� POMSS d :: D r0 :r „ r n4111ns PT .."' `' PROPOSEC I I S a :i ` i •PERi61ElF,R 58T PROPOSED TSCN ap f• 'yFgl : 7r •i !. NElt BiiNPCL7 7('vy PERr .., PVC DRAW LINE I GENERAL NOTES • . IX:NCfl CIE .. . . . . . . . . . ... ..,... ..... f aR CCNCRETale S 'I'ER if6.05' ( i' r 6 3 O LANDED GENTRY ,q, ♦— 29.7Y 4Q00' 1• ii 8f7RUNG7ugV. WAS ` 189.2 5732 EXIST LOT LIRE l .. 962J3 TEMPORARY GPAOE CON5tRUCTIOM ! - 1 I EXST rss-vo2f ENTRANCE PER 8MP I —�'`— '�-��- I B M 0.FLOOP AREA- 109 Si 7 9D.p ... GA �_r �_rl EXIST 4E CT05(SIZE TO FfTJ..... ;,[' '' 3e •ttn.- itucral - „•.•,_, I _ k._... (v.1a •6. 9N {.CONS` pN T, .��. .cm ♦ 151 y�'o NOpe -` 40D' sS00' 1. \is Eli .' 1 1 ..r r` � sco.ouni V cat .-- '— —� ,` ( ` 1 SHOP A CA- 745 Sr .: s s r ` 1 _ I TOTAL GARA Oo 9 J I '1 1 ��r � '�`'�O��Vfiyr -- ._. i - 76 SF DS _ ff --l—�— _ l l 4 1 + _- , - a .. , " • -0 —r \,, - f.... �T�YP! th r A` i ...,. 1 ' t :.DS d1 ... ° CIECK DAM PER sue ' . \ ,, iota* L n/ 1 SC I LL ...14s SSCO N CY::LNECY,DmIS. / C) P U.0 (UNOERLYWC R2) ) J aS NFFOFO. N Q Q i £ ,- ) 20'. no4T YARD / SETDACKS U Q - SETBAh( LINE F �¢.• ALL SEIDAa s IN COMPLIANCE -, ARD TAW 20' �o p e 8 / / In' 7 I 9*DEEYpARDS AON 5LES '', G0481NED 16' W .. 4 § p i 1 1 8 DRIVEWAY 9 `--. GARAGE ISHO? 2 ' T Q P C511.1{'J�115.1 npM • I FRONT REAR YARD AY RD MIN 20' )• ) 1 ) aH. i 17j CyT Z 861�.905L V' LO'OETIN / �� , s 'LOT 25 •, �/ . 0 SOIL NOWAt kD WAX. AUD1sm. as' �r A ;) : '` PROPOSED:UNDER ?C L 2S d�' 11 i 1` : / m r � / I PARlONC 'r` ff� p 2 < h /' I PARKING SPACES PRONQED� a I (0 £ • : 2 M GARAGE 2 IN DRIVEWAY r kit, i < $' : • dA. I Chff:CHECK PER BNP I 3.3 �• -1-r+ Z /' • G^OT:CNECP.D!JAF. Q I It >; I"" 1_� I • �A NEEDED. 1 LOT COVERAGE Im]I %DP.0 55 t 1 -I vI . SERVICE ENE 1 1 ' / • / ! 0fI6.WNC AREA: 1 3' ( � �1 '�i d `V• �yp-o / ," . .. -1 . . - _ < 2.566 SF. /. k 'zi IP •s'- r / , 1 1, _ _ /- 'zip y() I ill r / , • LOT AREA: ! 1 • GRADE FF MAIN: i Q2fR A: cF LL'AN.O / I 10111Nf ' Pf lT COt A,�, ,.: 19AN ' , ' I LL7. /' I i as66 / S2us . ,7Le vx 3.; I g .• / F/AMYUN AfLOMED: 575x PE PERIMETER F. 1 s • , LOT 26 :' FEfl G(TVP)PER I ' IMPERVIOUS COVERAGE M)3 :':> SOi STOCKP • .LIE ,• I { � . LDCTOaI \ ,• / • ' /},• ' ( BVHDLNlA 6A75 Sr, �� PIASIIC OER YATH URIft01 /• F $ ' �• f • / • ,�e�14'(} e I / I FORM DPM^ 6Se SF. 4 SF. STORM EVENTS) \ S. ,g 4' / e to K t I PATIO: 73 SE RprArt PLACE SV.T \ \\ • / ' q U L4f LOT AREA: FENCING ON DOWN Q I / , • 4?94 SF. 6fALAU SIDE F 00' i t.71f.• e�ivp.-cz f.P I • 1-'4 / ..tttl u.3 1.�--. 20r REAR YAffO I Ma/ifCOVERACc : __I _ _ .p• / I WD rn BUILDING ACK NA4wuu ALLOYED: 48 lr • . • G SF I 294 35.1X O S \0 r , / ' / , • >, y PRCPO6EDsit ---- IGVERHA110A60741 , `� SCI{ONO Q17pC111'U '',i.,P,cPCH� aI IDS . -Ds --- p • , S,• • • po4tln NF/S h.g1iLP'f A+�-C\� S00' F .? .00' j . - f0.00' -- J i �• /; z,/,• � . _ ' , 49.00' / 141 • ' ' 2 / `� S, 'GIECK DAM PER BVP •/ PROPOSED 4'60140 b PETPMEETER ', • ' fie' / me ORMr1LIIIE K CPISIRUGI011 Z .0. ' CM7:CHECK DADS. / • 1G9VGf UM ASNEEDEO• . 47 rcveP.FER RIP C103 :/ / - • 1911,Z RIC LOT u.orWE.VAV IINE 11 1 ".400f .i IG ,/ a10 • sa GRADE 20f,.e. o e o 0 0 1 - i0 0 0 0 o 0 0 4 0 0 0 0 0 0 GRAPHIC SCALE v / \\ • •.v • •�iit!mr sit1� TI • F 1 \ .. - aril , N V+ Al \ `.'. : ,' -� 'C1 aISpNG CnIVEI\'AYAPRON \ / f ,.. .�/• . .. Kona. Sale: 1 FEET nchl- 6 PLa! / \ - ...... i ..,... I c • \ .+.. . . .. . . . �. ._. ... EMS JO R?YEWAY APROfI,:,• n fr REPLACED NUN CONCRE7Ei— ' •• : p \\\ �. r CL1s0 LGUTITER G0R8 Q GUTTER LAOWMAN LL NORTH \ • • • ' ,'= ,• I PRRq'POSEDPERII{E1ER • 2-CAR GARAGE LEFT N\ .. . • . ' ' . :•. SSVH i o=RRuaCI FEVCE L Erodbn ConUol Nolo*rat Residential CaCmJan•Clog orA•erannn .. .; l . ;'. ATI UDE CIRCLE EROSION CONTROL PLAN & . . .. ,(. .. ....:........„ -: . . . .,. SITE A Eassln Cat el Ben•ACnaQemen:Prattle shall be In Pam pit t1a os•fdad eta an P1NIe PPPCOnelnx)ILn*Mt ."..,; '..t .. : I .. _. . .. . . • ' .. . ._. \. PLAN B. Ole erpt,nCemrolnapbehspedc on:,adayaMmnflfrdtomintIhoaurmuMh2mntlmsmneeded. LOT 25 (P133683) C. lhn Mon, yal•m con M denied dnIIy(Radian 7M7.3).AO baIAA6a myelin OM ha dn+1M IOMs AtC,fVArga y pm Cpyel '� r • , A,are-I,,vrlelletic:eenna.afowpmincl 1515 LATITUDE CIRCLE D. S1Aalll{e4 tenenttllon en reat^a and toads slAf be h,MlIN nt the MDllrenp dmnnlntr➢m nM mnlnlMned Nip lee dmAten of lad '` • I : pro/eel,Additional meHo(*)may be requl-ed Guth eswnaq maul.. pads to maurat on pond NMI are ea I,pt dn.No mulls ap,wed S2 • 'l I I I ANACORTES, WA enie cnln cly+Ve il. . %i . e. Any toll.nepnnee mot will nol be alslurbad 00 Mc 12)days durdq tin vet sawn nnnvn(7)61,4 h pad dy soap'snap M I _ :i ImmMl lrb.nbMll{nd PAP,theapve.ed ESC wetnads(eneenp,mJdRlp,plank Pstel"g etcl ,. j 'd I j r, :Jp NC- PLAT OF 'gB NORTH' F 'Me Rl w,min ow to lie beQtnnmd o11M%el season IOaebei I\oIl dl*h,bed mms MAIM myi.w,d In IMnpfy y 4ch coat{ante I • • ) • J CESINF.C. LG seeded In Fmpaallnnf0•lee vMnrer rain Dinbrbee areas nhnll be seeded%drill me111 we.a of Me bar/minp 0fhe wel season.A �;•• (•� : s*nbh map CI toss ran to be traded end Meta trees le Mmel•unco Brad?MI la suleellLtd le IM P,plsd timer; TM Pm)ed .` DRAWN MmM^•ton relpbA slsdnq Its 00d01Cnnt emee In order h_Wool surface nmiere,nC•,rnr{pmpedle.r aminnse 064011m. • I• / ' . ' r • 04FDG2018 0 P•nalUea IP an Emda,Conker violation ne autTnel to n S30C to SI MO One non C,spin 17AS-: shin fa Vhlalhrt Each day Is j '1 / "'-.. �r _1._ OA•E omlemen dither{vhlelm, i 1 t SNErs i 1of1 700 -Ert-r-- Irs4a--frvi(___ Hydrant Flow Test Report Test Date 4/26/2017 Test Time 12:30PM Location Tested by 1419 Latitude Circle Commercial Fire Protection, Inc. Anacortes, WA 98221 17199 Bennett Rd Mount Vernon, WA 98273 Mark Taitano Notes Read Hydrant New Hydrant, No Hydrant number yet. 86 psi static.pressure 56 psi residual pressure hydrant elevation Flow Hydrant(s) Pitot • Outlet Elev Size C Pressure Flow #1 3.5 0.93 29 1831 gpm Flow Graph 100 2804.0 gpm at 20 psi 80 60 • psi 40 20 0 750 1500 2250 3000 3750 gpm Created with the free hydrant flow test program from www.igneusinc.com • �{A 98221 Anacartes, �� 4 . "de Ctrcte, 1419 Lath y rj ' F I r Y t 48 Noah 4 •r New Developmen it fzi 0 ad w i Circle • L it ; ^ : 1 9 Latitude g• 4 ` ;A" � ` rant at 4 � •• , '; aLE' /••.1 ,r4' New Hyd 41 ll "' R sidual : 56Ps '. Static: g6psi e 4:l Hmp tot: v 1829�p . 29 • • (� 4 ' ' y C, b .� } • li y . . - v 6. - . • • , • • .. 1 .. ' , rep , • • • •• ver. 6.4 n . • • • ay A ' Y - _ - y • L 1 i _ . r Cityof Anacortes Invoice/Permit#: BLD-2018-0244 ' 904 6th Street Applied date: 04/20/2018 P.O.Box 547 Issue date: 'Cl�:` Anacortes, WA 98221-0547 Expire date: 10/17/2019 Wr (360) 293-1901 15 l4 Job Address: 1315LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: sfr Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360)755-9021 License#: LANDEGD062D4 General Information: Fees: Plan Review Deposit 200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,597.48 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 m 9k, .. ?a' 0 C. N. r r• ▪ ,t r. I I If, rr + Ci r 4 • ' ^7 C' , ...1 u { N F `i� r.a 41 > , . m • r C, ,t. =, .. r, -s V, ▪ m rt, :x, ' ' THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DA S,iWII`i CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMM tilp . ;J_ HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVt$I. Nq:, OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR:NOT, OE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER ItTi(4Tt:b ' LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ~' 2 ''='- ,_ --I -P. ,ro I i 1\1 0 ci ,—, i CD CD ID CD Lrl SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY ' r' '' "v --_ _____:::___ _— ___._ ��_� zoo 7��02 o2a ------ _t� _ AUDITORS TIFICATE moo _ Skagit County Auditor $1G0.00 �'— .t:' ,� f (�f ) ][IJ) r f[I T ]iV F 512I2o17 Page 1 of 311:40AM RECORD OF SURVEY AT TH t z1U^FSt OF DALE K. HERRIGSTAD __ ..„.. ,.,:.:,. ...,,. ..„ ., ,,,, SECTION 22, TOWNSHIP 35 NOR,TH RANGE 1 EAST W M , CITY OF .ANACORTES WASIIINGTON 41 A 1i ` ._ 'rJq. PD'r' ' `UDI •R GENERAL INFORMATION A .� , r` Ii i\ SKAGIT COUNTY TREASURERS CERTIFICATE DEDICATION J ° : =` 1. Assessor's Account Nos 350122-4-004-0000, P31681,. ' >. �t,„of I certify that all taxes heretofore levied and which have become a lien upon the Know All Men by these Present thats- 1 IT`STATE; BAi , n'artgage ii'older, and 2. Description and exception information is from the 3rd 48 NORTH ON FIDALGO ISLAND, LLJ pf'bperty:.064in� of t�ae fend hereby platted, lands herein described have been fully paid and discharged accordin Revision to Subdivision Guarantee, Order No: 153377-OA, records of my office, up to and including the year of 20 /'? apt°S a�! declare this plat and dedicate;;,.to tree tJ*e et the public fariev�ic-r, streets and dated March 7, 2017. h., OFFiClAl �C� avenues shown hereon and;Ah61:r:use 't ereof:; r all pt to'c OP-poses consistent 3. This property is SUBJECT TO and TOGETHER WITH /1d �`� _ oG with the use thereof for "public h.ghwa�r,pu¢poses .} tjetf r with the right to make easements, reservations, restrictions, covenants and other Certifie this day of J�ld�-- , 20 1 1 . h- �a ?,z all necessary slope for cut* th d r)s up?n ae :lo1s And blacks shown hereon in instruments of record including but not limited to those J Q 1�jIj the original reason le grading`<aqf ail,,such stl'ietsf;`and avenues shown hereon. instruments referred to in the Subdivision Guarantee The Owners anctAheir'cxssign 1-NN,,hy"`;waive'i',.all�=Maims for damages against referenced under Note 2 above. Said report lists documents Skagi Coun rea rer �® . which may be 6acag' he-W;jo ;the a 'ac• t prsperties by the construction, recorded under Auditors File Number AF 732440 (Avigation �b�SWAL 49 drainage c, t . mairzt 'h'e af_> aia; r d 4nd or area. Easement), AF 200807220033 (Record of Survey), AF CITY OF ANACORTES APPROVALS '... -} _201607050142 (10' wide Puget Sound Easement over new The Planning ommi ion of h City of Anacortes meeting in regular _}} ,) _•. _. J�,: utilities), AF 201612060089 (10' wide Puget Sound Easement session on did find that the 48 North Plat & i%; over new utilities), Al 201612190147 (Covenants, Conditons PUD serves the public use & in erest & has authorized the Subdivision '' and Restrictions on adjoining property) and AF 201702240096 Administrator to execute its written approval. ' 8 i`4RTH ON 1D ; I ViND, LLC V (access and utility easement over Lot 17 as shown on the .----- 3----------_____._._ 3—� 0" 'II ;; i �,•�. ,9" a it Plat). Deed of Trust recorded under AF 201605130083 Signature of PlanningDirector "'ii' iz 1f (Skagit State Bank). g ::,J::. ' A prov I by theCouncil of the,CCity of Anacortes, WA, this p'? T' 1 \ 4. Residential Low Density (R2). ' ��-day of � 0 1 vr°. I r, SIT 5'`>kii SANK 5. Water Supply: City of Anacortes. J - 'T.. i' 6. Sewer Disposal: Cityof Anacortes ATTEST: CityClerk .�- fV1 % P „,,,,,,.,1.:;,,,.,:.. 1. Boatel, of Washington 7. Storm Sewer City of Anacortes -• ..Ti.-..,'q'<<_. ''•'€t_ "r:: 06urity of Skagit Examined a approved th• is L5 day of 11-a =`;^20 /" , ''? I rtify that I know of hove satisfactory evidence that 1� -''•:.; si'•ned this instrument, on oath stated that h /she/) wa /are) authorized to execute the '`: 1 = '}' instrument and acknowledged it as the YV12tnn-he'l- of '�. 1i'` ;e' 48 NORTH ON FIDALGO ISLAND, LLC to be the free and ` ';rs {, J voluntary act of such party for the uses and purposes mentioned in the instrument. .,•.... ',b7;,_ r dayof 14f ti , 20 1`7 •r;:, ��,. r.�1:._ :�' Given under my hand and official seal this • y:,�.•.., yA` 'ram `'.% „..,.:, .: ''''' t Notary Public in and for the State of Washington .-% a,, ;;I i_ Name printed (= I;t r\Y1 t G 1/�Ct t l�� W.. /�''. 'r. 1, Residing at Al C Dv .. L)A .• 4. h, - NOTESi. My commissions expires 14/t /ZDIS s' :0 C1o(MY 1. Subject to Declaration of Covenants, Conditions, ,: %3• ,,r, - • PUBU6 :o` Restrictions, (CC&R's), recorded under; "4- "'� ' I 0 �� ~ «.. k AFN 9 ( b. `1 4 FND MONUMENT IN '' "}-•..,_ ,; _ CASE WITH COVER 2. This plat is subject to the Tree Preservation Plan dated t;=: _20 O Jam' ?610.39 2-19-2009 "�.. .. August 12, 2015 and recorded under; .�.i -.�;,_ , 22 ,::".,. ,..:. .,„ „.„ , ,,,- ��.-J, ` 652 60 652.60' State of Washington r.' r„s) - County of Skagit AFN . 61-100•DCln.230 • �.,Y;,,;,_;,; cv -1 0 I certifythat I know of have satisfactoryevi ence that re.-1/10 redi� �� ``=1, q "i: W O signed his instrument, on oath stated tat she/) ( ra /are) authorized to execute the r! .;. S 88 39 46 E j t instrument and acknowledged it as the Vi Ce ::::::\itoil:11:yio:� of3. The PUD reference number PUD-2015-0003 and date �f ..rA "' F''` C , O instru STATE BANK o be the free and approval shall be included in all deeds and contracts. ; _ � 655. '6 655.36t G LOT 2 voluntary act of such party for the uses and p ioned in the instrument. Via, °11.. 1,j Given under my hand and official seal this 2aApril , 20 r _ i''':. ''. '' r C :! N^ O Nota Public in and for the State of Washin to4_ View Protection Covenant under Auditor's: " ; � )• to rY 9File No. t , s o �Sj O N Name printed �L ►ln >� L 1r.�Llt��>' bQ't9 b re_ccv4& (2-1- Lake ei e ;;.r�. .:, " _.�} :t,�,:,:,::, d • \ F„i ,r�' `,,-,2, , ''r, o / a0 Residin of f�.ln 0. ®� S l v� 69i ^: ;;,. ":F., Z/ ' h My commissions expires t-1 1 I2 l _ `YL,: . 504. 12 658. 13 I = :" — z- may`• '" .\ f go Jam---- PtS6L �, 1 ' ;;,i} :,',``' S 88°59'17" Ec\I 9 a �• n, :,. °;'°, `\, S 88°59'17n E TF a s�. 4. ' 1316.26 `� ,•,,i;°"n"Ot..,,, , •,i',` ^ 1)lq)))))1)/AJ)1))1))JJI111111pp1U11111)11i�� ; ::.. v z 1/16TH J , %fir• �r•"' •F' ,}',•,. .,.t iF,,, irk oo - � HER/ e SURVEYRt CERT1G1�TE}: co CORNER • o <, °F "^sy' ' _ / Cr) _ vrF, - iy I hR.t by ce of that the 4i; North PFat '& PUD is based upon � n z CO ty. (N Cr) '4 r3 Z'- r .. aegac$ ial stdrveJ,. and subdMrisie5n performed by me or under my - FND MONUMENT IN m jr supezvisr n *Set- 22,/Township 35 North, Range 1 East, �. 27B07 P w.M.;`.`the.',91af'fs a'-btue''ans''•correct representation of the land O CASE WITH COVER ss...c/ ""° P CALCULATED CORNER O 2-19-2009 gvgi••` ro 1,: _ i;' tualiy:Isui ieye .,that.,tti -"'courses and distances are shown Cr) 'ti. •correatiKti n e ground; and that I have complied with the 1327.27 � 1327,27' 22 23 OWNER/DEVELOPER LAND SURVEYOR ` '' , 'tro�igons"' .f statutes and plotting regulations and that «rrurrr«rua««rr«r«rrrrrrrrrrrrrrrrnt°`\ '''� `,, an'r7t.,,contrbl monuments have been established at each v , „ , 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS 1,2,4 p�17 ~' . .. P S 89°37 49 E 2654.53 27 26 4320 WHISTLE LAKE ROAD s�, '- `%.an �tevery Carl/'rolling corner of the parcel of land being i PO 80X 319 ., ;._4 '` S E C T I 0 \ 22 TOW\, S H I ANACORTES, WA 98221 ANACORTES, WA 98221 SHEET I OF 3 '.a :. DALE r K. HERRIGSTAD, P.LS.G _ ;.) Certificate No. 27807 35 ' A G E 1 EAST W. U . } o e _-.__- 0 � - 1 [ A i 1.,,,,,;;:�:r Date fl PI�� J 01 ! �• I _ LDWN BY: DK!{ " �J� �.tl , �U�rt�J-ri � If� ` i �� tC1,�_t�l tl� (t1t tL1 �R,vl Jlae� NG J SCALE NOTED l J CAL - ._ . \ 0 �! — DATE: APRIL 2017 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 1 JOB 2015-53 l 48 NORTH PLAT & PUD ►�s�i i i ,i�: . inr►1i 20 , 5 ��. SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. Skagit 2 ,CounSjl�#1util�;&_••J'+2 '4 31140AM 5188,00 51217 *feO := .r, CITY OF ANACORTES, WASHINGTON ., Y` EASEMENT NOTE P31583 LOT,{1 SHORT RAT ANA-98-002 I LOTS P31682 I .`l- ,��, ' ! 0 AF#9806220012 1 PSE EASEMENTS UNDER I .r'"{;S,f' n1L4. '.'7,, :"' `'',.: ,.,. -',-, AUDITORS ALE NUMBERS 0 N 88°39 46' w - _ CURVE TABLE. T.;,. , 201607050142 & o �P�" 35,23' 75.12' • "`� +: ;ri,l;0: 201612060089. N. / 4 o' k - -20' SETBACK - 75,59' - © .__133,34' ' NUMBER RADIUS ARC LENGTH DELTA ANGLE,' .;:y''NUM ' t RADT('S• 'ARC LENGTH DELTA ANGLE • , , tl. f7 / e , • o S © 10' SETBACK -1 - Cl 670.00 83.10 7 06 23 , -;;,Clad' 80,00`'', 30,43 21 47 32 S t 10' PRIVATE 3 , , o , .:,rlry :;5 v�"' , f,r. , o r , �� : \VS „)o, ', v QV 30' SETBACK _ _ 4 C2 67,50 165,72 140 40.41�?'' _ �t 2_8., 9;1+D, 5.15 3 16 54 • <z\`,,°'° c, �~ 4,`� SD ESMT 3 3 ti C3 57.50' 89,13' 88°4 '41'. r "1'i, 'ttt, C' -.-''0,Q ' 52.06' 33°08'26' • 2 'v o 7861 SF ' 10,690 SF C4 57.50' 90,09' 89°46 .l.'''' .c30°�;;t,.'-'�° 9€b0 29,15 18 33 35 Q G�� /o s " 1408 h 410 .,r",:, ,, , r ,,, p 8007 SF o C5 67.50 64,77 { 58 3S r; C ' 647,50' 39,20' 3°28'07' +� y` ' ' cb // r rc'' 1406 ® N 88'39'46' W C6 670.00 83.10 +• • '�c,_. ,>� 4:. ;;F '' ' "� �, 7"l�-'�'�4... '` C3 ::'-� 20,00' 10,06' 28°48'20' '`S ' / 10' PRIVATE °?a- '�S r 10' PUBLIC 3 112,28' C7 687,50' 1. ,107' ''' tt'4 .'2'4'•= , -r,, 1 .33 20,00' 22,64' 64°50'58' y \ O ` '� ' .'�_,3° 3 4,'�''` ,;� .0. C34 20.00' 26,36' 75°31'21' \P ro\ SS ESMT F` i UTILITY ESMT C8 b87,50 'e7,6 �, I 0 ��2' c,� A& // 1 _--- - 1 o 0 5 I C9 50,00! 12 r�76=• 1` ' 0c1 :r ,,.,'i C35 20.00' 6.33' 18°07'56' �loo P��" o �lr� s 7755 SF/ / C�5 Cis 1 :� 8092 SF C10 4c1 "i1 62,�0=',, •`i`k, 8$t: 8r'4�,' C36 647.50' 39,01' 3.27'06' FS #' """`\ Fs\ 'rid 1404,,/ /'� " c- c\"' 1414 I Cil 40.Q0�. ' , 62,67'�,. :;•89 ''U C37 522.50' 69.86' 7°39'39' c�`p �\�' A `\s'� 'i\ 4 '�s° ��% G\� - /� \ C12 0,00", N.:h 18,11' . �`.''�,�.20°4 '08' C38 522.50' 20,00' 211'35' SQ� �P 1 4 G 49J !2 °�.\ °- e•�S/6 \plc. C2 \2 N 87°47'58' W N.. .r e• •„�. b1 :;: e , , • , �l /� r• r \ o/ S I C13 ,,�. 5"Bo 7.. .. 9,87 ;' -34 13 48 C39 522,50 125.40 13 0015 tip ,bti ` $3 C \/0 & u . r \ /, o \'''' C9 \ i\ 86.60' ,c14 "". ``b0,00' ''. ;5=,21£P '. 22°24'53' C40 552,50' 80,82 8°22'54' �p,\'\' gat P 0�i 0. \s� F�� 4 0 j �'io' L3 IN C1 9000 Q,Q4 A" 19 06 00 C41 552,50 44,58 4 37 21 P'<c G� a4 ��/ `P,s� ./ r0 ---' o ROW 17,51';>'� SETBACK �, 6 Imo, :rCl ,,; 90,00; ' 65.57 41 44 31� C42 670A0 34,52 2 57 07 ,`� rr' F o RO 3 O 4 ,,,, 7.1 90,04; 30,00 19 06 00 S �P� 1 �i�si\\ d,`o. /01 /v'( `I 7682 SF f:-:,�; 1.;, L c� ;r 90 30,16' 19°12'00• LINE TABLE . � I ' c- ,' ( / �, 8155 SF • �� ...I.'. _,.. "' t7 )to. \ I I, ' 19' ;:. O.Q�r 30,02 19 06 36 NUMBER BEARING DISTANCE \i $2c'2� PLS s� 7558 SF /� �,� -� �� :•°'ii �1 h 0 1417 ( e- 0 r''L"''=.,86c IO' 39,50' 28°17'27' Ll N 29°29'13' E 21.20' + 5$'S. fr<l P610 ,\chic/c, ��. / d I M 7.50 R W �j , "° I �''� , L2 N 29 2913 E 17,30 NO LEGAL FOUND / o ' - N 87 47 5 1� r4 C 80,00 33,75 24 10 07 ° ' ' ' >D 2 21 Ls / �� I S se 5917E I OW ),,s,; st C:-` 80,00' 34,21' 24°30'00' ' I /... F z°� � / �P'�''��s� �� i 113.37' I�::'- ..°',, •'�:. :aa' � L3 N 34°46�17 E 34,ll 8129 SF 22.5o C6 �:: w :: 44 ;,. 1.,41._, 3 80,00 16.55' 11 5116 L4 N 60 3311 W 20,02 (L / r.' •.i=`"v'ry>;i, L r L•'ii�:�i•^' If .r I 1608 Goo ROW 7.50' /CZ Fsgll 20 10' PRIVATE ��°� '` i;, ',y: ;,;�.�-C24 80,00' 23,74' 17°00'00' LS N 39°30'43' E 22,27' ' © RO i/ �T iu SS & SD ESMT I iv I F;,.4 �, �� 10 _ ' �" C25 80 00' 30,02' 21'30'00' 10' PUBLIC / n d i„o 7500 �~ L6 N 39°30'43' E 22,22' UTILITY�SMT/ / �� ' / N c 29 ro`' s�. r III z o , TRACT C z I '�. 1418 ;, ^ C26 80,00 41,16 29 28 39 L7 S 88°59'17' E 40,64' 6e. ©.' /10 ( / 6552 SF I 7936 SF ':\:,. N.. .s ' L8 S 54°30'43' W 16.82' c' . U / I a;. �r l'z.' V/ V'/ S 88'59'17' E h 419 "<;n�N '47�sp�.,W NOTES g / N/ / • S 8e 5917 E 11 > I r P56562 Y ao 1. - SET CONCRETE MON WITH BRASS CAP IN CASE WITH COVER. h M 6! 116.27 I 113,37'...)410,• '•"1,.:� 20 i1606 ;� N I ;,,• M 2. SET RE-BAR AND RED CAP PLS. #27817. • L✓ 10' PUBLIC UTILITY 4ry' ©7500 SF I" I I 23 1 p b'; `" 8 ( in 3.Q FOUND EXISTING REBAR AND CAP MARKED PLS #9569 OR AS NOTED. ESMT iv 2 8 ;'rv7 i'i`. o N ! o VISITED 1-4-2017. 10' PRIVATE' ti 8287 SF o 0 t�0 7500 SF SS I. SD.ESMT I I I -r19J6,.. SF I• "'..;:^t'' 't4; I g w 4. EQUIPMENT USED: CARLSON CR2 2" TOTAL STATION. �" - ^ ... `� 5. ALL CONCRETE MONUMENTS WERE VISITED ON 2-1-2017. N �, � h 605� �`��. 4•�:t11 I:.w;,�r, X l"�, _r:��'., r�s- 1420 I l6 Cjo� I rn P. I I z,:s I No 6. ERROR OF CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS. o J,0 4, iO i S 88'S9'17' E ri, S !s$'S '17.; E�'}:'-�.. �. i„`,•j N 87'47'58' W i1l 7. SURVEY METHOD: STANDARD FIELD TRAVERSE. • Ig I I o 117,78' ,n! " , s )� ') 100,00' I ' 8. BASIS OF BEARINGS: Record of Survey, AF 200104030063. 1t3„3y, t.::.,. Q x o rj I/ iv s� ;,.;F ,u �+.r< <r.r' Cl! 9.r-(ADDRESSES SHOWN ON PLAT. 1 7 I ',. `':� �•• 10' PUBLIC to ") 24 ``''L '' �'" o UTILITY ESMT z 10. SEE SHEET 3, PUD AND PLAT CONDITIONS #2 FOR BUILDING SETBACK O t� ciN aC 7500 SF oI v _ I� �, ,,, .1%.or'.,�1 A..t,. 'P','I-f:, n, ^ © 9 I REQUIREMENTS. .a © o o 818 ' S,1.):.�:,,;rziriw o = 9 F o o . oa NI o o I0 '' !i1 i� +, i 7500 SFI N. f r ::-' anI 1 1502' h ,1 OFFSET PROPERTY CORNER NOTES C7� � I Irc? � k.xl 22.50'I17.So, �1'-''�`�,S 88�59'f�' E f '' �`� •t 88'S9'17' E , I Z d rNi �� ROW ROW :5,, `{; `�,. fie I N 87 47 58 W , O 2.6.0 `r; '=' s'> I 113.37 1Q REBAR & CAP SET 1.00 S 32'20 58 W OF 1n a7 y.+L., ei:. =:y 3-.' `5.., �.r :�� 1 �. m 10U.00' I 18 ., , `3 `'-• o TRUE CORNER DUE TO FENCE. m o I ,•• u'�` 1 ;1I •• ,ws:, A; li) 1 z 6v7 m 1 Q o 0 REBAR & CAP SET 1.00 S 1'20'14" W OF I�781 SF I k"'�•�'"" ..,Fy �, ', �, 8175 SF ,,� IN TRUE CORNER DUE TO FENCE. (4 I • 1602 py `., t +, ' 1,,: I N I 1505 7518 SF REBAR & CAP SET 0.75 N 1'0 43 E OF 7'� ::, L,. s*•,' 20ACK_ z I / j Ia r. TRUE CORNER DUE TO FENCE. J ....\., \ _ !, 0 15041 7 V»),»»»»»ll m»»),»),»)»»»»177,,,o ,:;= .7, "idi _ LI0' SETBACK, G� �! '� ® REBAR & CAP SET 0.50' N 13'21'22 W OF RI N 88'S9`17;j��r•_„t-, 4�, !r. 74.35' (� 74.19' / a: TRUE CORNER DUE TO FENCE. Ei_ HER �, ;01 I�. 4`is f C3 N 87'47'58' W , w ��J 42iE1 : •3:' �. 7 / /� Q� a REBAR & CAP SET 1,00 S 62'27'00" E OF END REBAR &1 PRIVATE 20' SHA ED .��C, S 8 `� ,. `�� LATITUDE CIRCLE ' N. /4- I Q'' TRUE CORNER DUE TO FENCE. �,� :�/ * = I� y /CAP HERRIGSTAD UT1U . AF 2'(r;-792`L' '6 5'4a' �'�'/�� kr� © REBAR & CAP SET 1.00' N 58'29'41" E OF /: �4� '/i �i \ N 88 5917 W 148.54 `' 11 ,� N. �: Ao ;, r o I TRUE CORNER DUE TO FENCE. 27807 g. rZ :r .�,. t,, '', , .;."' ` 11' ''"• 14.,% 4 39,i8'* 80,00' 29,36'•• C2 ��'� s�as� 8054 SF o ® REBAR & CAP SET 1.00' S 2'12 02 W OF Ss, Al..L �.� -' j' 0 �� _L. �� 1506 I CORNER DUE TO WATER METER BOX. • • :f a ''•• •a 'a' `' 10' SETBACK 10' PUBLIC \ �'�•�' - h 3' ?'ir 1 J' d" "iirrrrrrrrrrrnrrrrrurrurarrrrrrrnrrrrrrrrrrr n+`� , ,, ;, 17 -,. W ' ' ,UTILITY ESMT H ' ra, 9\ "�' 87°47'S8' V I! P5�tr 7,,.. 4' t. 441 . � 16 N 15 ) 14 w ;� ,,,,,,\��\ N 94,51' °! ,-,,. '4-'"t. "-,,.v an o 8092 SF a N 7930 SF .- 8000 SF o 7617 SF A t_ 12 OWNER/DEVELOPER LAND SURVEYOR . ;,„ R,,f ray •- ,:i� •:' z 1518 t.,, 1516 - 1514 w �, h 512 I I Q gg49 SF 25 0 GRAPHIC SCALE 100 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS '41t hu,..'�i. '''``° TyL- ' 30' SETBACK 'gym 3 I - - ,...,.� PO BOX 319 4320 WHISTLE LAKE ROAD c MI.. h 510 .o - - -�� `_ '' `.,1 �.h�'; •` `` 31� ( IN FEET ) ANACORTES, WA 98221 ANACORTES, WA 98221 75 �,): ' `.., -,1 -,,.;<<' 75.00' 89,08'.. 0 `'I 10' WA ESMT :'u '•'- i,. s�t k 80.00 80,00' 76.06' Iz 103,98' 34.0' TPOB 1 inch = 50 ft. SHEET 2 OF 3 ." -..'2,,,.., "fl• ;. �}; 1/16TH S 88°59 17' lE 504,12' �� ;.;i , CORNER II ';n '` '��- .., NO STRUCTURE ON �} '� LOT 15 SHAH BE CLEARIDGE DN. II j j Js`ti?, may''1 '`I is- P82597 P82596 / / / P 4J D -- 2 015 - 0 0 0 3 P W j16 - 005 -DEV -- I, TALLER THAN 25 AF#8204220013 r• � I FROM THE NE P82593 : CORNER. P82595 P82594 / p� :,;:,,.Zr,::.; I OWN BY. DKH HERRIGSTAD ENGINEERING OG SURVEYING SCALE: NOTED `, DATE: APRIL 2017 4320 Whistle lake Road, Anacortes, WA 98221 (360) 299-8804 JOB 2015-53 I 48 NORTH &PLAT PUD ,Q0 7 ;D 0028 Skagit C�nt,{�1{iafLpr -?,, $160.00 SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. .11. ;1'IIPage �:42.•�3 fr 311:40AM CITY OF ANACORTES, WASHINGTON ', PUD AND PLAT CONDITIONS `l.,,L '; •:•,,, f 48 NORTH PLAT & PUD LEGAL DESCRIPTION `' u'' ''�-' "` '� ` UTILITY and ACCESS EASEMENTS & , DEDICATIONS °`'. ::« :a' u h; I, PUD-2015-0003 a' • us,:. '+'• 1. An easement is hereby reserved for and conveyed to the CITY OF ANACORTES, That portion of the South 1/2 ofs ie�litdrtheast 1/41 or^:the Sit;..1: 4, of Section 22, Township PUGEf SOUND ENERGY INC.(A.F. NO. 201607050142 & 201612060089), FRONTIER 35 North, Range I East, W,M.}�;-l9 na&iuthea iy of the ` ,IRROWS BAY ROAD", EXCEPT the "COPPER • All parcels within the subdivision are subject to the "Findings of Fact and COMMUNICATIONS TELEPHONE COMPANY, CASCADE NATURAL GAS COMPANY, AND MINE ROAD' along the East.: (te ttlereof, Or MEM' U ,.folitfwing described tracts: of Law" as adopted by the Anacortes City Council on the 21st COMCAST CABLE TELEVISION COMPANY and their respective successors and r,, ,i� '}'r ,, ;..,.-- Conclusion -... day of March, 2016. The followingConditions were required to be f'•°` •1 -1' ,:1 ""'9' q assigns under and upon the front ten (10) feet, or as shown on the plat, of a.) Beginning at thr'Sou east%pmer oehe Sout TA2r. orthe Northeast 1/4 of the Southeast 1/4 identified on the face of the Plat. front boundary lines all lots, tracts and spaces within the plot lying parallel with of said Section; '=s r';, 44k, 'I`'i' ., .,. and adjoining all public street(s), as shown on the plot, in which to construct, thence North 88'55;;46"`'►estt long�t:�e ttt1inei t'}Isaid South of the Northeast 1/4 of the 1. (FF #10) The lots in this subdivision are subject to applicable water, operate, maintain, repair, replace and enlarge underground pipes, conduits. South s t41 30. f' o th, Wes$;;Ifne o;�f}a "COPPER MINE ROAD"; sewer, and stormwatergeneral facilityand hookupfees and transportation, Inc••' r 8 t P cables and wires all necessary or convenient underground or ground mounted ihenr'P c Gnu'�;NortFy;B$��5?46"'e�est 7�-88`•feet; fire, and park impact fees. These fees are payable at levels in effect at appurtenances thereto for the purpose of serving this subdivision and other t •r :; 11:- , ,,. Ithence Vo .Eas z.64,34 eet to the North line of the Southwest 1/4 of the Northeast the time of building permit issuance and may differ from those fee levels property with electric, gas, telephone and other utility service, together with the _a`` L currently in effect; sewer and water latecomer charges may be payable. ;, 1 j of'tae ..ti}t#ieast`•lt/4�•,onrk4_iki6 true point of beginning of this description, said point being 9 Y P Y right to enter upon the streets, lots, tracts and spaces at all times for the '':. the't orthw'&t a nei'•'r f thaiS�certain tract conveyed to the Port of Anacortes, a municipal g purposes herein stated. s,:. 2. (FF #11) ZONING INFORMATION: L rponition, ,,deili rec'orrlai(iuly 22, 1968, under Auditor's File No. 716164; Underlying Zone: Residential District (R2) 2. A 10 foot ;.' they e #k-em said;trltr point of beginning run South 2'11'29" West alongthe West line of said Port Y 9 private storm drainage easement across the North boundary of'',•,,. ;� ,..Wilk, e9 9 Zone's Minimum Lot Size: 7,500 Square Feet Lots 2, 3 and Tract B as shown on the plat is hereby reserved for and '}; '°t,. of Anttcort-srsy tract,,,a:i thstance of 15 feet; Gross Acreage: 7.48 Acres (included 1/2 abutting ROW) conveyed to Lots 2, 3 & 4 for storm drainage to service lots 2, 3 ;y ,.4trir;;;r.? thence +fesftparatlel with the North line of said Southwest 1/4 of the Northeast 1/4 of the Net Acreage: 7.20 Acres which to construct, operate, maintain, repair, replace and enlarge u der rQinc , �, '';,„ South est /4 to the Easterly line of the "BURROWS BAY ROAD"; pipes, thereto for the purpose of serving the lots herein. The m 1te ei'ce`�'iif '� 4:'Zone's Maximum Density: 4 Dwelling Units (DU) per Gross Acre orbtte N�ttherly along said Easterly line to the North line of said Southwest 1/4 of the Northeast Density Calculation: 4 DU 7.48 Acres = 29.92, rounded to 30 DU the improvements to the easement will be the responsibility of amid O.iiared by ''t='.;_ 1/4.of�v{he Southeast 1/4; Proposed Lots: 30 Lots +1 CommunityPark the benefiting lots. . !,'' ri,i:;. "'�"en' j, :r ' thence East along said North line to the true point of beginning. SETBACKS: 3. A 10 foot private sanitary sewer easement across,�z re'N ct.hw t i undary of lq b.) Beginning at the Southeast corner of the South 1/2 of the Northeast 1/4 of the Southeast 1/4; Front Yard: Lot 1 and Tract B as shown on the plat is hereby.tesei !gg foi�r;;,an&cofveyed,,- :'• thence North 88'59'46" West along the South line of said subdivision 30.00 feet to the West line of For lots 3-17 only, the front setback is 10 feet for the residence & 20 to Lot 2 for sanitary sewer pipes to service lot in_,;atiiltich"tQ, cstriitet, 3 the "COPPER MINE ROAD", and the true point of beginning; l;: feet for garages. operate, maintain, repair, replace and enlarge unr err, ound pipit.. fob the'`•` ukpos All other lots must meet the 20 foot front yard setback for the R2 Zone. of serving lot 2. The maintenance of the impropentents to the''ea$ment will be thence continue North 88'59'46" West 781.$8 feet; the responsibility of lot 2. `a thence North 2'11 29 East 669.34 feet to the North line of said subdivision; ;,,rl,ts^•;� f� f! thence South 88'40'23" East along the North line of said subdivision 760.00 feet to the West line of • Rear Yard: _� x• For lots 3-17 only, the rear setback is increased from 20 feet to 30 4. A 10 foot private sanitary sewef1&.•S;tQrrn'5�lraii�rage"�t aseme..t* ,across the the "COPPER MINE ROAD"; feet. West boundary of Lots 27, 28, i2,9' 8c;�:�$ `agrr;,rshotifn 2yt2_the"fiia`t•,is hereby thence South O'1859" 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 t.;bts•�; 6, 27, 2%, 21',& 3S;F,f.. „Istinitary sewer & beginning. storm drainage pipes to service^.Jots't 6, 27, 2 F 2 & 30 in which to Side Yard: construct, operate, maintain, repaii,, *lace and';(.enOrge 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 hero.'•.,The mnthance of the improvements Zone. to the easement will be the responsit;X}lity';flf d :pnared by the benefiting lots. .L•. 4r' ( # ) 5. A 10 fogtxiprivate sanitary sewer &•'44.torftai`drainage easement across the 3. FF 15 A homeowners association shall be established and be responsible for the maintenance of the bioretention swale (Tract A), West bound i`}f,• Lots 18, 19, 20, 21 &�aTract A as shown on the plat is hereby reserves fir and conveyed to Lots 17, 18, 19, 20 & 21 for sanitary IMPERVIOUS COVERAGE LIMITATIONS landscaping buffer (Tract B) and communitypark (Tract C . �•P g ) sewer & storm 4°,•.dratr age pipes to service lots 17, 18, 19, 20 & 21 in which to Based on the storm water design for the plot the total impervious coverage for each lot is 48%. co{es2•A,ict, operati, n jntain,, eepow, replace and enlarge underground pipes for 4. (FF #19) Pursuant to AMC 16.50.120 (D), the applicant shall record d' e purii•se of seiigLi tinhe!}1otpAerein. The maintenance of the improvements notice with the Skagit County Auditors Office which provides a public t$, t o eaktoent wil:l..be�• he_;;responsibility of and shared by the benefiting lots. hS record of any approved tree preservation plan and conservation areas; the '^:,.; Il e...., u, application of this title to the ,a; a x,. ° `pp property; and that limitations on actions�;jati`�s;. 6.' A`�,.20 •,tit &�'1;� foot public water main easement on and across Lots 12 & or affecting the property may exist. See recording number on sheet ?;k. 'i." 13``;_as' t•�5i;vr},,ut;•th P'plot is hereby reserved for and conveyed to the City of ';,,;1j- 'i':,;t, Ana,ort`es.i,:t' whieWto construct, operate, maintain, repair, replace and enlarge 5. (FF #20) This Subdivision is subject to the Tree Preservatiot'tilifi3isat,; 'r_, `•tkundetlgrofi'hd pipes for the purpose of serving this subdivision and other property Dated August 12, 2015. Retained Trees shall be maintaineck 6y_:;,}M.:,.lot^" 11/4 •`fev_ith 'atal- service, together with the right to enter upon the streets, lots, tracts owners, unless approved for removal by the City of Anacor. es.,4 dtid sOac*s at all times for the purposes herein stated. 6. (FF #21) The maximum permitted height for Lot_.15 s alr be restrictett -. ..,..;;;=' access and utility easement on and across Lot 17 is described in to twenty—five (25) feet from the high point of ttxe ' open / i existing . Auditor's File No. 201702240096. grade. .y_ ii., -i'•s. t: '' •. A ?' 4t<,:« :P 8. Tract A is hereby r �: .:' v� •,;,;3:Ir .1,1` dedicated to the City of Anacortes as a storm drainage 7. (FF Modifications) Lot coverage is rtyddifiigi"from 1t9 Z';tinc "tistrict, :�' conveyance and water quality treatment facility. Tract A will be maintained by maximum of thirty—five (35) percent,;ta aonaxim of i seven and the 48 North Home Owners Association and the City of Anacortes. The 48 one half (37.5%). L,; 41, N•:, .1., North Home Owners Association maintenance and upkeep requirements are ` '4 ``i. �It•A identified in the recorded Declaration of Covenants, Conditions, & Restrictions. .,'3" .,, ' .4.w it c%,....' See Note #1 on sheet 1 of 3. All other maintenance and upkeep is the 'i responsibility of the City of Anacortes. ''II V lt '"�t, Milt-' •"1 'tt.„ 9• Tract B is hereby dedicated to the 48 North Homeowners Association for the 'r� .., -'z purposes of landscaping and landscape maintenance. ...,m8AWV..i:3:, hy., r• „,,-;1?' '}�Sti;:i' `[ : "s "• 10. Tract C is hereby dedicated to the 48 North Homeowners Association for the II a �;: i; IL,, purposes of a Community Park to be maintained by the Homeowners Association. f irt 0 is �.yi ii at. i4 h ;;;=' 11. All common retainingwalls will be the responsibility and owned bythe 48 �:NERR� P Y F..:•'oe as i4;,.t.. •';'45 �, North Homeowners Association. A 5 foot wide easement across Tract C and Lot "h� w H''':� i U, y r ,.;N T� 30 for the length of the wall as shown on the plat map is granted to the �,(37 d= = Iris :1 ' .. ;; '.<:,, 4 Homeowners Association for upkeep as identified in the recorded Declaration of ,j, f ""` Covenants, Conditions, & Restrictions_ See Note #1 on sheet 1 of 3. Pk .. �n 'i' "* -..�''_• TL �11"`` : OWNER/DEVELOPER LAND SURVEYOR 'civ.R. LAto 4. `4.2 =''` ;�. "�t -,:. "';'• ''. j�''t� 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS = ,,„rrrrrra,,,,,,,,,Irrr,,11,r,t„1,1111It11 •. •'` 'r?;. .- ''.,,,"" PO BOX 319 4320 WHISTLE LAKE ROAD .. 3,+. =;�4. �,�1 ?':� ,iA, t ~r ANACORTES, WA 98221 ANACORTES, WA 98221 SHEET 3 OF 3 sa. PUD 2015 - 0003 PW �1• �'�+y.4. �I ,k # 16 - 005 --DEV q4 ."1 Ei '�-.:�T; DWN BY: OKH HERRIGSTAD ENGINEERING & SURVEYING • SCALE: NOTED DATE- APRIL 2017 4320 Whistle Lake Road, Anocortes, WA 98221 (360) 299-8804 JOB 2015-53 , sea 4a IMMID GENERAL NOTES : I, ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE 21, TO COMPLY W/ 2015 WSEC SECTION R408,2, THIS HOUSE (3041 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 e 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. • i6" 0.C, TYPICAL OPT. 3a (I.O CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT. USE GAS REVISIONS BY, FIRED FURNACE W/ MIN. AFUE OF 94%. USE CHAMPION GAS RURNACE 3, FRAME MAIN FLOOR INTERIOR WALLS W/ 104 5/8" 2x4 STUDS a 16" O,C. W/ (OR EQ. - VERIFY W/ BLDR,) W/ 95,5% AFUE. 54',•O" 2 - 9 - 18 JR 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL. FRAME LOWER FLOOR OPT. 5a (.5 CREDITS): EFFICIENT WATER HEATING. ALL SHOWER HEADS 4 / INTERIOR WALLS WI 104 5/8" 2x4 STUDS a 16" 0.C, W/ I/2" GWH BOTH SIDES KITCHEN SINK FAUCETS SHALL BE RATED AT 1,15 GPM OR LESS. ALL OTHER 2'-0" 24-6" / 21'-6" / TYPICAL UNLESS NOTED OTHERWISE. LAVATORY FAUCETS SHALL BE RATED • 1.0 GPM OR LESS, OPT, Sc (1,5 CREDITS): EFFICIENT WATER HEATING. WATER HEATING SYSTEM 11 -215 ' 10'-515„ / 2'-10 ' / 11 8 / 3-3 1 12'-1„ / 4. FRAME GARAGE WALLS WI 2x6 STUDS • IS" 0,C, (VERIFY HEIGHT OF SHALL INCLUDE GAS WATER HEATER W/ A MIN. EF OF OBI. USE HAVEN ,. 5'-3" 5'-2I5" , / 5'-9" 5'-11" / / 51-1" 1'-0" / WALL ON-SITE PER AS-BUILT FOUNDATION) NPE-18OA (OR EQ. - VERIFY W/ BLDR.). UNIFORM ENERGY FACTOR OF .96, • RECOVERY EFFICIENCY OF 99%, / 9'-2" 9'-2" 9'-2" / 5, PLUMBING WALLS TO BE FRAMED WI 2x6 STUDS • I6" 0,C. SEE PLANSI 5050 XO1 FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND BELOW FOR V (SEE NOTE 0I4) G816x24° CLEARANCE) _\-\ II a IF" mom- EL IRE 2 �\ 14' I 4x8 DF-L°2 5,5' .---T--, bx8 DF-1762 Sx8 DF•L•2 6x8 DF-L°2 I 6, ANGLED WALLS TO BE 45 DEGREES TYPICAL UNLESS NOTED OTHERWISE en , 4 1 P.T. Sxb POST I ei 1, DIMENSIONAL LUMBER TO BE HEM-FIR°2 TYPICAL UNLESS NOTED OTHERWISE a I e"*,,,' I (3 TYPICAL) 8. UNLESS NOTED OTHERWISE, USE 4x8 HEADER IN 2x6 EXTERIOR WALLS ABOVE I ' al b 100. DECK I Q DOORS 4 WINDOWS WI R-IO (MIN.) INSULATION. SEAMS AND HORS, TO HAVE V • Q N I „ 3 " 21' 6" x 10'-0" I I I/2" MINIMUM BEARING TYPICAL U.N.O. BEAMS SHOWN ARE MINIMUM REQUIRED 0 •° BEDROOM •2 BEDROOM °3 0 N-)- 1 O0 la 1 0 OR BETTER. 812E GRADE MAY BE INCREASED PER BUILDER'S DISCRETION. Q ,1 X , Q 10'-5" x I2'-l" I 10' S° x ll' 6" P O 1 adi:Ti ° S 9, VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS OF GIRDER m H x I 0 I I In 2 TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET A4,2 Y I V Ns 4046 XOEX y I 4x10 OF-L°2 V 4x8 DF L°2 10. PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, M y 1'-1" 3'-lI5° El Tp \ \ t ,'' n - TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. BETWEEN STUDS, L I( = COORDINATE W/ BUILDER/OWNER FOR LOCATIONS a 3'-1015" 3' 81<i" -7 6000 FRENCH PA Y 1 ( °a . I I II. INSTALL I/2" HIGH-DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSE J' it B PASS MEGH. VOIDDOOR n � , l_ ____ JJJJ WALL AND GARAGE BEARING WALLS, 4 5/8" TYPE-X GWB a GARAGE " \ ',8:� 4'-21<jn L3" :t .1_ I� /CEILING W/ SCREWS o 6" O.G IN FIELD AND • EDGES ( YPICAL) n CLOSET 0VAULTED p 1 nr - - 2' e° " KITCHEN . o SHELF 4 ROD VAULTED a 3 0 12, INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELF CLOSING HARDWARE Is, \ t 1 , W z DINING '4 • 13'-0" x 12'-4" ' z O IQ clI SHELF / ROD _ 6w . '=,, At 0 14-2" x I1'-tO" -Cr IN ' Z Q f� T 13. REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312. DECK Q7i :� in ff - I ", RAILINGS TO COMPLY IF PECK IS 30" OR MORE ABOVE FINISH GRADE WALK-IN CLOSET I _ I a} ISLAND W/ F I ;r, (VERIFY ON-SITE). A' I 12 in Z G t FLUSH BAR I w n ltn '� Q I 14. EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND SILL HEIGHT TO 9 I 8 B 6'-2l /��y(("'�1� 4 r. Q r lQ \ ,q COMPLY W/ IRC SECTION 310.1 (VERIFY WI WINDOW SUPPLIER AND/OR I� 13'-915" 1'- / BATH\ 1 IA \ �{ IE an � , 1 40 MANUFACTURER) 1 lJ �j W nI` '� 34 I/2° HIGH 2x4 el 1 L - - ' el= 1i STUD WALL BELOW I 15. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE 4 IRC SH• I R. N I I \ CHAPTER II IS AS FOLLOWS: \ 5'-0" TUB \ \ m SLAB PERIMETER: R-!O (IF APPLICABLE) " " _ W/ SHOWER " " " m FLOOR: R-38 4 m - :Q Iu • ! 3.4 � i 2' 8 14 -2 6'-1" 3'-915" 3'-l15" +� :St in WALLS, R-21 (R-lO MIN, • HEADERS, TYP.) `� m m �© NCla ° `xi° l 3'-lOw 4' 4n 19' BV" �t'-115"- INT, BSMT. WALLS: R-2! OF APPLICABLE) .x/ Q K.....„..ile 8" Q / Q `� - r i FLAT CEILING: R-49 (R-38 IF INSUL, DEPTH IS MAINTAINED TO \ /O CEILING RIDGE X Q OUTSIDE FACE OF EXT, WALL) � ' in ` a1 "� t] ' \ r + VAULTED CEILING: R-38 "' ASTER ,_ I Ne : -� v • , -\ \ `IQ g = IC t° a DOORS U=.200 MAX. (ONE DOOR UP TO 24 S.F. EXEMPT) •� BATH a ie WINDOWS, U=,280 MAX. z 0 . ,t 6'-5" m 3 -11 �, 2'-8" I, ►1 GLAZING: 463.0 S.F. " 19.3% OF FLOOR AREA m I p /te r 3'-5ui"�`1 'I 3 ` * r SKYLIGHTS, U",500 MAX. ip `t ?+ = a .1 4 Q d O Iq III FURNACE TYPE: NATURAL GA5 FORCED AIR (VERIFY W/ BUILDER) a;' , " l di 84" VANITY " n ill ' I F d j VAULTED V jE a REFER TO 2015 WSEC CHAPTER 4 4 IRO CHAPTER 11 FOR VERIFICATION 04 5-0 SPA 1 A LAUND, m in LIVING ROOM 5 Q OF THESE VALUES •7 0• TUS t_ _ Lcp _ _ - C4-` _ _ _ pl Z Q 21'-I" x 20'-5" b _ . . Q = IX 16. MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS \ \ \ \ \ - it t° 2 (CALCULATED a I/BOOth OF ATTIC AREA): 0 42" HIGH WALL N o MIN. REQ'p: 1,184,58 SQ. IN. ` 4'-415" W/ HDWD CAP 1-5" 3'-4" i, 6'-1015" VAULTEDENT x` `a) d \ = ACTUAL PROVIDED: CI: 1,452,68 SQ. IN.; C2: L432,08 SO, IN. 1 / / / Q VENTED BLKG.: Cl: 480.68 SQ. IN. (51 a 9.425 SQ. IN, EACH) 9 Q S' C2: 556.08 SQ. IN. (59 • 9.425 SQ. IN. EACH) \ HALF WALL W/- 4x8 LL x M RIDGE VENT: CI: 91200 SQ. IN.. (SI L/F • 12 SQ. IN. PLF) U G HDWD, CAP pF LyZ () o 4 int C2, 816.00 SQ. IN. n3 L/F o 12 SQ. IN. PLF) W I 1. ce X R a N ° MASTER BEDROOM !O5O % 1050 v ' t0 11, SEE ELECTRICAL PLAN ON SHEET ELI 4 FOR LOCATION I SIZE OF EXHAUST , _ \ §O 211-1" x 12'-0" c. S/L S/L (TEMP.) 'a =, FANS. LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE STATE OF 5' - IL IP (=EMP,) 1 in 7 WASHINGTON VENTILATION 4 AIR QUALITY CODE 4 IRC MI5O1,4 ARE AS -t m R Q v 4x10 F•L°2 4 c: FOLLOWS: `" ,4 4x6 PF-L°2 (MIN.) 'd ( ,) 2 es 4x8 DF-L°2 6080 FRENCH DOOR 4x8 OF-L°2 2.5' KITCHEN: 100 CFM RANGE HOOD \ o BELOW GIRDER r _ _ I a I TRUSS ABOVE (1YR) FRAM 5060 XO 4x10 OF-L°2 A5060 XO \ \ LAUNDRY, 50 CFM 80 CFM RECOMMENDED) ai w ° Ca WALL ABY. . (TEMP.) 2 poi (TEMP.) N-CS16 ° BATHROOMS: 50 CFM (SO CFM RECOMMENDED) in <4 `7s PORCH CSI6 � Q Q NOTE: ALL FANS ON 20-MINUTE TIMER TYPICAL, ELECTRICIAN TO 2,2' 4x6 DF-L°2 4x6 DF-L°2 2.2' 4" LtONC, SLAB "� 1 1 . 4x6 (MIN.) \ VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS. VERIFY >1/4 \ \ _ TYPES 4 LOCATIONS OF ALL ELECTRICAL FIXTURES W/ OWNER AND/OR 2060 I 7660 AILING is -DF-L°2 PORCH D>�K -9 - BUILDER PIG, 4x6 DF-L°2 P1C, BEAM AB /, 20'-O" < 5'-0" iiiBUILDER \ \ - - O PER BLDR. \ \ SIG 8060 XOX (SEE NOTE °14) GS16 Is. INSULATE ALL ACCESS DOORS/HATCHES TO CRAWLGPACESIATTICS 4\ R �-, \ TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR w © 6x6 POST WRAPPED TEMP. GLASS Its META- Ns CEILING THROUGH WHICH THEY PENETRATE P.T.w = 2 Pu1 Ns 2 tL PER BLDR. W/ 16" x 16" FRAME RAILING PER BLDR. STE°S TO 19. MOUNT HWT ON PLATFORM 'au ABOVE GARAGE SLAB PER IRC SECTION 4x6 rMIN.) GRADE MASTIC-APPLIED STONE M1301.3. STRAP HWT TO WALL PER IRC SECTION MI301,2. PROVIDE DF-LI2 PORCH - COLUMN BELOW (2 TYP.) - A OVERFLOW PAN / PIPING PER IRC CHAPTER 28, INSTALL T 4 P VALVE BEAM ASV. 4 PIPE TO EXTERIOR TERMINATION, INSTALL A VACUUM RELIEF DEVICE LOWMAN PER MFR. SPECS. TO HWT PER UPC 504.E 211-615" 86-11` 2l'-615° / / / 20. WHOLE-HOUSE VENTILATION PER NOTE °21. WHOLE-HOUSE FAN LOCATED IN 31-6" )L5I ° 5'-ew' I 5'-a ' )'-91§/ 3'-6" / / 20'-0" /2'-0"/ LAUNDRY ROOM (VERIFY W UIL/ BDER) / / 5'-315" 11'-5" / 5'-31h" / 4-0" / 41-0" / 5'-0'h" / 5'-I111" / 5'-11w" / 5'-0>`a" 21. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL GWB AND PROVIDED WI EA HER STRIPPING GASKET W/ 5/8" /2'-0" / 22'-0" / 8�'O" ,/ n -O / MAIN FLOOR PLAN / 54'-0" / COASTAL 1 & 2 22. FIREPLACE TO SE 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 PLAN MANUFACTURERS RECOMMENDATIONS AND PER CODE 23. 12 - I6 FIBERGLASS FACED GWB BACKER AT TUB/SHOWER SURROUND SCALE: 1/4" = I'-O" 2,109 SQ. FT, JOB NO: LOWMAN 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: 145 SQ. F7, REQUIREDDATE; 5/25/2017 SHOP: 231 SQ. FT. SHEET 25. PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINYL COORDINATE FRONT PORCH: 84 SQ. FT. NOTE: SEE "S SHEETS" FOR ENGINEER'S THICKNESS W/ OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND BACK PATIO: 215 SQ. FT. NOTES AND DETAIL FOR SHEAR WALLS, A_ 3LEVEL TRANSITIONS HEADS, HEADERS, JACK 4 KING STUD 1 CAI-LOUTS AND HOLD-DOWNS e 26. USE PRIMER/SEALER ON GWB BEFORE AND AFTER 1 D<TURING WA 1 Mae a a a lai IS ........mi LANDED GENTRY HOMES AND COMMUNITIES REVISIONS BY' 2 - 9 - 18 JR „2'-0" / 5O'-0" /2'-O" / / 24 -6' 25.-e / _ DECK LINE ABOVE (SEE FDN. PLAN) \ \ ( •.• a •ice . ^ . 7 ,_ e 'r ar . ^ . 7 .. ^ '°.`V " • • .�= . . .. n •).,•a4 • ° w • e. I - - - �4 4 i �• 14 ° • .• • ,a • 1 ° I SHOP I Q 231-2'1 x 10'-0" 0 I 0 4 . •. e r-1115"In ,4 ° • '• I I _ I I, - v > J :It - . a . a . \ ‘c 14 bn • ha • 1 0 LI jP 4 ' G.Qb e pi: URN. '4 ER IRC - • I °,' 5x18 OR 6.15x16.5 GLB o5 '4 L• — . . . . . . . . . . . . . . . . . . . . . - _• _bx6• _ • - _ _ _ POST BELOW BEAM — P.T HWT a I I 1 . END, OR POCKET BM. INTO I 4, CONC. WALL (VERIFY WI BLDR) .i1 I . CONNECTORS TO BE WOT °� FAMILY/MEDIA ROOM v_ � ' DIPPED GALVANIZED OR EQ, m 26'-IO" x 13'-II" s • .•L 'IC 9 PLATFORM IS" ABOVE . - . , SLAB (SEE NOTE 019 ' I ip SHEET A3,1) I in > `= 5! NOTE •I? I v p SHEET A3,1 N BEARING WALL M ° I v • a al N 1-73 c n 4xS OF-L•2 " . *\ I \ 'j 0; a1.114, 6Sy it I. ', GARAGE / 19 3'-IIW' 41-an ,{ 91-1t1 31-4" 21-111 3'-415" I►( jI•_fl ° : us 4 m -WI ij al 8 0 21'-1 x 33'-10 ' I •' ,\ I 4x8,DF-L �4x L*2 I n> m co'', Ed 0x 5TOR. SHELF I ROD IQ�j - 4. 5xIB OR b•15_16.5 GLIB gI CLOSET -. °' I z O n M z a _ . _ . � . . . . . . . . . . . . . in —.I 12" BYPA99 W - � � Ia m �' © �0 z I m moo- (5 8 / 4'-Ith" / 4'-111.5" / , IO ILL I Z m m a - 1 _ _ n = \ -n Ar r - `R-4 L ENTRY m al ;t BEDROOM °4 C 4 H I at 'ti Q l 131-1" x 13'-2" Ll > I m ,4 r iv ,. I '4 m in 7 — t) - 4x6F-L 1�1� BATI I a p I \ cl i+ nR DF-L•2 �L Jo 0 I n1 \ - - I--I4 s O x 1 N b �4x& DF-L•2 (MIN.) - 1050 1050 • v SA- f 5/L REMr.) SEE NOTE •14 l 1 I Q Q (TEMP,) ° A•' SHEET A3,1 3 5'-O" TUB 1 I N W! SHOWER I = © Nt 2.5' DD 4x0 DF-L•2 4x8 DF-L•2 5' I 9 3' 5 1/8x13 1/2 GLB 24F-V4 DROP 3' I Fwll- 50 XO s 115050 XO ti �- I - - \ \ -\ I 16'-0" x 8'-O" OVERHEAD GARAGE DOOR ` 5-ND14 OR HDU5 w \ \ QI © PORCH (VERIFY WI BLDR.) Pw _ 4 - - - - - ® 4 `• I BTHDt4 OR HDU5 I 4" CONC. SLAB 0 Q Q 41 I (VERIFY W/ BLDR,) I L 4\ FLOOR LINE ABOVE J DECK LINE ABOVE \ \ n \ \ P.T. bx& POST WRAPPED 4 PER BLDR. W/ 16" x 16" RAILING PER MASTIC-APPLIED STONE BUILDER COLUMN BELOW (2 TYP.) 21'-aW' , /8'-11" -615" / COWMAN • / 5'-0II" / 5'-415" / 3'-0" , / 3'-0" / 16'-0" .� 31-0" / 41-0" / 4'-0" / 13'-5" I 5'-515" I'-III.f f ?2'-0" / 8'-0" 20'-0" / LOWER FLOOR PLAN /2to, / / 50-0" 21-O"y COASTAL 1 & 2 LOWER FLOOR FLAN SCALE: I/4" c I'-O" 821 SO, FT. JOB NO COWMAN DESIGNED: LG DRAWN: JR DATE: 5/11/2017 SHEET NOTE' SEE "9 SHEETS" FOR ENGINEER'S A- 3 . 2NOTES AND DETAIL FOR SHEAR WALLS, BEAMS, HEADERS, JACK 4 KING STUD AIM CALLOUTS AND HOLD-DOWNS WA ammo A$$REUTATED LEGAL DESCRIPTION; LOT (��T �4 fr II !1 MEMO =• LOT 25, 48 NORTH PLAT & PUD, SECTION 22, t i / �OT 27 TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY I I I + OF ANACORTES, SKAGIT COUNTY, STATE OF . WASHINGTON, A.F. 201705020028. r I I ' to DRAINAGE EASEM �� LANDED GENTRY J HOMES AND COMMUNITIES (( I ' / PROPOSED , i [ PERIMETER SILT / PROPOSED 4"SCH 40 I GENERAL N 0 TES FENCING A PCCI2 3(TYP)PER PVC DRAIN LINE I/ CONCRETE _ J OWNER: CURB B GUTTER Y 116'.05' I 504LANDE. FAIRED HAVEN I 29.73' a 188.2 49,00' •,, I 37.32' I i 98233 GTON, WA EXIST LOT LINE TEMPORARY Z- ..._______GRADE 7 / EXIST 1-(360)-755-9021 CONSTRUCTION - ' J/ / GRADE BUILDING:MAIN F ENTRANCE PER BMP .._'�' '-I-'— -- —�--— a _ _ — —®, ' I FLOOR AREA- 2,f09 SF C105(SIZE TO FIT) 1^ SD I MULCHING& `—"m-'— —°—�-R-- —,—,--•,._--,.—,�•,4,=1- ,d„_f„— _ I LOWER Ff.00R AREA-87.7 SF ins oNI � I BMP�P�$T-CONS�UCT40N 4.00' �� / y— �` TOTAL FLOOR AREA- 2,936 SF fl Tclo) "o I yD g011�QUALIn ANO� � r®� 45.00' / o �l ^— — —_ GARAGE AREA- 745 SF LFl U' Id I /. L yJ --= �S" , 1 _ •_ • L GARA f HOP-976 SF $HOP AREA 231 SF TOTAL GE S �cia Ci r=a®®.a r�EnC�rf c�cn orao o �VERI�-At�G ABOVrc�7 I i/ SITE: _—II _ or�ni _ ^®©�uoo� ® me., oca o cI <7L-I LJ ooL-ro®r® o� r J r I mow= — � - ,. . . ., i 1 TYPICAL �.: • ZONING: ®SS - 5�q - CHECK DAM PER BMP SSCO �' AS NEEDEDK DAMS, N O r I P.U.D (UNDERLYING R2) 20'. FRQI�T�'ARD_ ( Q ) I • I S ALL SETBACKS IN COMPLIANCE WITH CITY W ACKS: oo N -SETBA< LINE VI o o �•• 1 f S S(DEYARDSGMINL5 ECOMBINEO 15' 10 2 Z n 0' 20 (Z o uUCHING REARFRON YARD YARD MIN NN 220' illp p M UreaX U ® o DRIVEWAY cs - GARAGE/SHOP o, o C121:M CT10N pp I Z VP Ah0 OEPTt1 ti U /;. 4 I. Cd c T513OPOST I r j¢CO U y a //�f,,� N 0 J SOIL UAI>1Y • HEIGHT: ALLOWED: 35' 1L ry la o I 11 y� ( I �G [�c:� II '�/ PROPOSED:UNDER •v q "l U n • / I PARKING: 9 g , , Q a I, PARKING SPACES PROVIDED= U t] 2 00X -CHECK DAM PER BMP / I 2 IN GARAGE, 2 IN DRIVEWAY U -tea AS NEEDEDK DAMS, • �__� I a3 I LOT CO l/ERA GE '• \� 189.31 TC 31 I PROP.4'SS 0 0 — _ I; • I SERVICE LINE �(-4 p ( i I BUILDING AREA: I U �� to o O\�� ,�POt I • I LOT AREA 2,566 S:F 1 1903 $ I EXIST YD fl I p �.$� cQO� c I • I 8,294 S.F. IP GRADE I FF MAIN:261,0 I S ti) FF LL:191.0 I LOT LINE PERCENT COVERAGE SSA91 0 r — ® , • I 2,566 /8,294 = 30.9% �I �� ® SS{CO / / I c, I// MAXIMUM ALLOWED: 37.5% / �\\`® 9 PROPOSED ' PERIMETER SILT ✓ 1 `0® b.•®0 �,e c' o co / I • tLOT 261 _• FENCING(TYP)PER 1 L �/ IMPER l//OUS COl/ERAGE BAIPC233 ` SOIL STOCKPILE OQ I • ii BUILDING: 1,935 S.F. • ill / LOCATOR \ Q(COVER WITH \ 0 Q00 :// I /I STEPS/LANDING: 58 S.F. PLASTIC DURING o O�'6- / I PORCH: 84 S.F. o ti PATIO: 275 S F. STORM EVENTS) \\ ®� N / '' o N I • I DRIVEWAY: 644 S.F . \ - / Y Z TOTAL: 2,996 S.F. , \\ I 0 0 > / U LrJ I LOT AREA: PLACE SILT \ 2 OI • 8,294 S.F. FENCING ON DOWN \\ © / Ct Q CO I 2O' REAR YARD I STREAM SIDE OF ` ', Z 00' PERCENT COVERAGE.' 131.1P C233STOCK LE,P.• `.\ o / 2,996 /8,194 = 36J% i ® ; ( BUILDING SETBACK I l 0 (n CK C�� / MAXIMUM ALLOWED:48.0% C ; A / N cP4 PROPOSED 4• �{ NIN ` (OVERHANG ABOyE) `► SCH 40 PVC p C121t to TRUCTION DS / j J / I • DRAIN LINE BM 12 SAzoTis EpSN! q j ' DS 0 O 1 I // SDr: 13: ^ / / T5: UA11Tf ANOO� 5.00' / / • SOILO /d4.00' 10.00' (� �� as.oo' i" --- 1 / i • / , PROPOSED - - 7 - O C�0, , PROPOSED 4"SCH 40 o PERIMETER Z ? • CHECK DAM PER BhtP d'�, .� • C207.CHECK DAMS. PVC DRAIN LINE & a CONSTRUCTION •01111' ,i ,/ ' / , • AS NEEDED. LOT LINE 8 C121: LCHIN UCT10N FENCE PER BMP C103 '- VP •_ CO NSTfZ / 198.7/ RIGHT•OF-WAY LINE, 15.13�Q'Au�y ANO DEP / • EXIST SO\L ��+. GRATE FOIST . _,_. : . • . •/ cruDE GRAPHIC SCALE FH 1 WM I WM ( h .� \ e ( IN FEET ) \ EXISTING DRNEWAYAPRON / I I / Hora z. Scale: 1 Inch = 6 Feet \\I \ socB I Z \ / \ fXlST]NC DRIVEWAY APRON I \\ / TO BE REMOVED AND j -,T - I 48 NORTH \ I `' CURB&GUTTER REPLACED V/ITH CONCRETE! i J / V CURB & GUTTER I \\ _ I, 74.35' COWMAN LL PR POSED PERIMETER / 2—CAR GARAGE LEFT \\ SSMH Cc 4STRUCTION FENCE — - PER BMPC103 �I I i Erosion Control Notes for Residential Construction-City of Anacortes ��TI II �d® co iz, / EROSION CONTROL PLAN & SITE PLAN iI A. Erosion Control Best Management Practices shall be In place par the accepted site plan prior to any construction start. I B. The erosion control shall be Inspected once a day and modified to meet the surrounding conditions as needed. I ;; LOT 25 (P133683) C. The storm drain system shall be cleaned daily(Section 7-07.3).All drainage systems shall be cleaned to the acceptance of the City of I I ' 1515 LATITUDE CIRCLE Anacortes prior to acceptance of the project, 1 D. Stabilized construction entrances and roads shell be Installed at the beginning of construction and maintained during the duration of the I I I 1 ANACORTES WA project.Additional measures may be required such as wash pads to ensure that all paved areas are kept clean.No mud Is allowed to I enter onto City streets. , I _ E. Any soils exposed that will not be disturbed for two(2)days during the wet season or seven(7)days In the dry season shall be I Ii I JOB ND: PLAT OF"48 NORTH" Immediately stabilized with the approved ESC methods(seeding,mulching,plastic covering,etc.) F. Two(2)weeks prior to the beginning of the wet season(October 1),all disturbed areas shall be reviewed to Identify which ones can be I r I DESIGNED. LG seeded In preparation for the winter rains.Disturbed areas shall be seeded within one(1)week of the beginning of lhawet season,A __ _ r DRAWN: sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the Project Manager.The Project Manager can require seeding In additional areas In order to protect surface waters,adjacent properties or drainage facilities. — i% 1 i DATE: 04/06/2018 G. Penalties for an Erosion Control violation am subject to a$300 to$1000 fine under Chapter 17.66-Penalties for Violation.Each day Is considered a different violation. `_ SHEET of 1 / / ' GI OP GO ellifill aiillE) Ct!S, IIIIMMO iNIINIM11=11) 41MINIIIMIM (II !0 LANDED GENTRY II 0 m c s A N D C 0:.A M t;N I.1 I e S I. i V,' IS' si 1,10 ,Nio toti sl lip,st , 9 1 ?, I l.ill St 0 ..., :Marmon Alm! , •%i% I7II.'.-' (::1 • SildililOit Pont Marine Center '-' 0 /7m,5 I 9 (i, all 3 co (.,2, :.;. 1411 ‘,0 -0 ..-, .1,6.,,,s% i 15 .V ... , ?: I?,-," 414: . -•::-.‘ . .k si. 1., U: • iiihnia 6 c ..tw N ; SITE LOCATION 4 , et I, 71:o •i es 7 c.c,;]Fer i,011:: vo.s4'' p F-7, .,.0 4:1. .`_..-• et. Ship Harbor inn 0 Cranberry '' a el .4•'' • LCike Pdrk sunset Ave - Stli," ..,,‘ ,I rsve T, ..3 f San Juan Airlines 0 Skinnet Ave ".,,., .„ ., . 'Q .iogarloaf* '-'04,_, 0 i•*"g = Anacortes . •.- ito'NoY 417. At, Airport 0 si —17 u. ,.:• -z. , .:,... 440 6- Id - .4,P(' Doi, di.o 0, . ... e „c• Old Salt's Deli&Markel 0 d tb '5- I,' i... ...1 •X 4 ANACORTES, WA .. „ --, Skyline Marine Center ...}- I. q- -.' -= 4-) a cobikiLitr. rk V4J, Ceirl CI. 48 NORTH Skyline Marini '4, , t••• 9., . Clytip i„ . LOWMAN LL Owners Association - ,...14, Cl. .ay . 6.p 2-CAR GARAGE LEFT . , ,„ Otinnst ,I r,....., .. •., ; ,..8(.76 :gle EROSION CONTROL PLAN & . ,...,. -tko,' . SITE PLAN , Map datal02017 Google 1000 ft' 1 LOT 25 (P133683) VICINITY MAP 1515 LATITUDE CIRCLE LOT 25 (P133683) ANACORTES, WA 1515 LATITUDE CIRCLE JOB NO: PLAT OF 48 NORTH" ANACORTES, WA DESIGNED: LG DRAWN: DATE: 04/06/2018 SHEET 2 of 2 i 1 j ABBREVIATED LEGAL DESCRIPTION; LOT 24 LOT 25, 48 NORTH PLAT&PI/D, SECTION 22, .9. �� TOWNSHIP 35 NORTH, RANGE I' EAST, W.M., CITY • / ®T �� OF ANACORTES, SKAG/T COUNTY, STATE OF WASHINGTON, A.F. 201705020028. / ' 10'DRAINAGE EASE •�� LANDED GENTRY I IlODtCS AND CODi\itSNITIES PROPOSED 4°SCH 40 F 1 / • / PVC DRAIN LINE ' ; GENERAL NOTES • / „_-/ w _I OWNER: CURB 8 GUTTER - / 29.73' .- m Y. `° a c 16.05' I .� °� ! 504 E. FAIRHAVEN LANDED GENTRY 0 i 1882 LOTIaNE49.00'— m I 37.32' ' e _i form WA J� EXISTI Jam- GRADE 7 EXIST I 98(360)-755-9021 1 / GRADE I BUILDING: r j i I MAIN FLOOR AREA- 2,109 SF \.! ' i or FLOOR REA-827 SF I_ -_ r / REA .- -- -- ' TC(P) / ' 00 still / TOTgL FLOOR 2 936 SF Tc 16 // - C - / `� V j , -1-"' O L GARAA 7 I F o / I 1 f. �,. ,, --- ---- TO GE/SHOP-9 J t, IovERHANo A80VEf Y`4 dJ ► -� 76 SF SITE: 1 j• / TYPICAL 4 �: SS jI c�j ti 1 - j j r O �) /! / ZONING: P.U.D (UNDERLYING R2) `� I I ' + j I / Et Q j SETBACKS: i 20 FRONT YARDPO� / Q ALL SETBACKS IN COMPLIANCE �� V j SETBAK LINE o / >- W j j W1n+ CITY GUIDUNES i I ~o A I c / / • (n SIDEYARDS MIN 5; COMBINED 15' $ 5? lU / REAR YARD MIN 20' ! e / No DRIVEWAY LL GARAGE/SHO $ : Q�Z j FRONT YARD MIN 20' �� - � N Tj " , - / -1?) / LLI y ��•j i i / OT 25 / )/' t i MAX. ALLOWED: 35' PROPOSED:UNDER PARKING: /� PARKING: ' t /' j PARKING SPACES PROVIDED= i / 2/N GARAGE, 2 IN DRIVEWAY j / / \ ��I 1D9.31 ' I -�=.__ / % LOT COVERAGE / BUILDING AREA: Z566 SF. �� Se EXIST LOT AREA: f� `` i "`/• ORATE (9 i V FFMAIN:201,0 8,294 S.F. N \ 1 1 _ - FF LL•191.0 / LOT L711i PERCENT COVERAGE: SS... 144_. , / / 2,566/8,294 = J0.9X 1 les I_ / LOT 26 / -/ MAXIMUM ALLOWED: 37.5% — . 40 .")..-, • . 1 1 _ / j 1 n \ tl I / • cr t`�'k' j n / / ‘� IIe. / / I- Q � oo' o / / 20' REAR YA{7D o 7/ LU J� Ill �J� a BUILDING S T8 / - i 1 �Qy�� - 1' [ rov yr 1 • -- -��J -/ . V/ /la I ::�\5..; • �: ;ti. j \w 5.00' / -J4.00 i j Y 10.00'—� CO\ / 'a` 1/ 49.00' 1 = o i/ ca oki \ j LOT LINE& 'fie•, 198,T/ RIGHT•OF•WAYLINE /'---7- / �' ,' ` 0 DE /11//1114/,:t<GtDI:STE GRAPHIC SCALE \ �J `\ �\\ ' / i� 6 3 6 f2 \ z ir FH ,- ,-^ \ \ 1 \ , i !1 / EXISTINGDRA/EWAYAPRON ( IN FEET ) 1 \\ ` C_.• J SDCB I 7 Hartz. Scacde: f Inch = 6 Feet • �\ / _ -_.•'_. _-. _ ., EXIT DREMOWAY APRON • V �AND -- -. .. r \ .Is,. . /) ! j , 1 REPLACED W1TH CONCRETE = _- 48 NORTH \ CURB 8G I CURB curTER COWMAN LL T( 74.3s• LANDSCAPE NOTES: ' i. 2-CAR GARAGE LEFT `. ._•- SSMH LAT I 11!'E C I R L E j PROVIDE (I) TREE (EXISTING OR ADDED) PER 1,000 SQ. FT. OF LOT (S TREES } �\ ' 17 LANDSCAPE PLAN ./ // - - - �° ---f ,.., - /- - �� -, . - -- -� LOT 25 (P133683) MIN. - VERIFY LOCATION W/ BUILDER) W/ A MINIMUM 211 CALIPER (PER CODE. ' TREES PROVIDED WILL BE A COMBINATION OF DOGWOOD, ALASKAN CEDAR, . -, 1 1515 LATITUDE CIRCLE VINE MAPLE 4 WESTERN HEMLOCK (VERIFY LOCATIONS W/ BUILDER). VERIFY a ANACORTES, WA i TREES TO BE REMOVED IN FIELD WI BLDR. IF APPLICABLE. 'i I ` '•,,,,-- , i Joe No: PLAT OF"48 NORTH" / /1 DESIGNED: LG PROVIDE LANDSCAPING IN A COMBINATION OF SOD LAWN AND PERENNIAL .'.-~1 r`J 71 f DRAWN: PLANTING BEDS TO COVER A MINIMUM OF 20% OF THE LOT (1,659 SQ. FT.). f ! .- SHEET `- / I DATE: 04/06/2018 ---7_,----.—__ 3 \ VERIFY LAYOUT W/ BUILDER. • / j } SHEET 1 of 1 s I- C W �\ Q o u') • a M sitmral CC Z Z • > CC IF FLR.SHEATHING CONNECTED L� DIRECTLY TO P.T.2x PLT. INSTALL O a CL < 0 . <, 1 �\ cz Q NAILS OR SCREWS @ 2"O.C. Q 4 STAGGERED -S Q NO SURCHARGE OR WHEEL Z m, Li.l 1 n 2x F.J. (PARALLEL Q > � LOADS WITHIN 5'-0" „E., TO FDN.)-is PER FLR. LL W 0 f / FRAMING PLAN CC Z ` v� a') n WHERE FLOOR JOISTS ARE —�� 0 0 a- N • `� PERPENDICULAR INSTALL 2x FLOOR JOIST I A35 EACH JOIST TYPICAL (PERPENDICULAR F-- . Q • 0 _, WHEN"A" EXCEEDS 4'-0"; TO FDN.)PER FLR. V Z } '" W WHERE F.J.ARE PARALLEL FRAMING PLAN Z ti *o Q ao INSTALL ML26 W/SDS 1/4x1 1/2 \->"11 .„ ., i �. 5 0 019 �' OEACH BLOCK TYP- IVI IUI a E Illl �= w w Z as CC SEE FOUNDATION NOTE#1 � 5 IRI IIll Q I/IlT a OQ cl. r v r r \ Q r r W \ C s Q- Q Q v1 t/` 4 WHERE F.J. PARALLEL TO 6" MIN. . ., L FDN. INSTALL 2x BLOCKING 111--Ill—111—Ill—.1J1— aD,o; - (MATCH JST.DEPTH)FIRST 00 32"&SCREW OR NAIL SHTH'G 5 DEGREE MAX. SLOPE Oop' 4 •' L „ „ INTO BLKG. @ 3"O.C.TYPICAL o�a 'D F (SEE COLUMN"G" IN BRACED O,y,4 ' 4 RETAINING WALL SPECS. CONC. FDN. DAMP-PROOFING ar,.. D FOR O.C.SPACING OF BLKG.) TO BE WATERPROOFED, FDN. o o a, WALLS THAT RETAIN EARTH& 0O�s n .4 L ENCLOSE INTERIOR SPACES o0 ' c,• iAND FLOORS BELOW GRADE 6070 a . 4 SHALL BE DAMPPROOFED <Dn.A . L NOTE: FROM THE TOP OF THE FTG. �p0'p. D TO THE FINISHED GRADE o0U°° 4 DO NOT BACKFILL FOUNDATION MIRA DRAIN 2,000 OR �00� 4 I UNTIL FLOOR DIAPHRAGM IS � ' WASHED GRAVEL(OR SIM.) '0 0?4° °•D 4. CONNECTED TO WALL „/'1 �" p0os.n . L . A . tic=2500psi Y00a° 14 fy=60 ksi,grade 60 06 . / ,w, ' MIN. SOIL BEARING EQUAL 0� • A . = 1,500 PSF 'gos•n L Oo0> MAX. NO.OF STORIES o00 a "X"„ SUPPORTED=2 STICK c,Co 4 FRAME RESIDENTIAL �o0y'4 II L IF STUB BARS MINIMUM �"G'a - LAPSI'LICE=24" DIRECT FLOOR =LVOKS+ r200F Vvr o0 ° 25 PSF SNOW MAX. rrgrr0p6yo4 L / 0, . 4"(MIN.)CONC. DIAPHRAGM CONN. o O a° .I°4' / SLAB12-0WIDE(MIN.) :00s 0 0: ,YCzyt0� I•. . • 4 . 4 V . 4 . 4 . a 00100l c0�c>0 D 'wn , D. . D'4 . D'4 . D'4 . D'n . SCREWS OR El x 8 cOO�Op�Osn .4 Dvo DV 4 .4 D m • NAILS @ 2"O.C. CD CC "D" °� �'D D .' 8" ' D D STAGGERED ® U 0 0o0c0� a•° a ° • ° 4 Om "Z" ►_�11 C3 g '4 1,6% .. D'4 4/ 'A . r [W • r` -111=ll!—111=1I1= !=1!1 n� � r �C 4"DIA. PERF. PIPE " Y 111 00 0 °D - e3 a O IN FREE-DRAINING o 0 ° 4 GRAVEL BASE HEEL/ tr. /TOE 9p' ° . A BEAMS OR •,� -c� 0 .• D . FLOOR JOISTS PER PLAN '170 BRACED RETAINING WALL DETAIL SCALE: 3/4" = 1'-0" BRACED RETAINING WALL SPECIFICATIONS (TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM) A B C D E F G W X Y Z RETAINED WALL FTG. FTG. WALL MASA BLOCK VERTICAL HORIZONTAL FOOTING FOOTING HEIGHT POSITION WIDTH HGT. THICKNESS SPACING SPACING REBAR REBAR TRANSVERSE CONTINUOUS (MAX.) (MAX.) NOT 0'-4' 10" 28" 9" 6" 72" REQ'D #4 @ 24" #4 @ 24" #4 @ 24" (3)#4 4.1'-6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" (3)#4 6.1'-8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4)#4 8.1'- 10.2' 12" 50" 12" 8" 24" 24" #5 @ 14" #5 @ 12" #5 @ 14" (5)#5 10.3'- 12' 12" 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" (6)#5 NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. NO SURCHARGE OR WHEEL "E" LOADS WITHIN 5'-0" / NO FLOOR FOR r^v r AT LEAST 12" FRAMED WALL OPTIONAL I_I 'o ad° 5 DEGREE MAX.SLOPE 8"MIN. .b.°. IrSBORSOILOY \ f'c=2500psi o,°.a 00P111=111 111=111_111=Ill k ,,o C fy=60 ksi,grade 60 0 "W" 0 0 .p0C) MIRA DRAIN 2,000 OR MIN.SOIL BEARING °°° 00o WASHED GRAVEL(OR SIM.) =1,500 PSF / Gp00 0 2"CLR. MAX.NO.OF STORIES X a p 0 o SUPPORTED=2 STICK 1'a . 000 "A" FRAMED RESIDENTIAL A .ppo FLOORS+ROOF W/ o ° 0 0 25 PSF SNOW MAX. 0 4�0"B" / 00 c. D .00 a ° p°o IF STUB BARS,MIN. 4"(MIN.)CONC. ° ,a LAP SPLICE=30" SLAB 12'-0"WIDE(MIN.) , . 0 =,. Al ° 00� 3"DIA.(MIN.) a a V° a a a °I•o Ia �lj000aop PERF.DRAIN •A . D g 0'g°. 0 g°. 0•y°. 0 g, . 0o Oo 0o 0g TO DAYLIGHT 0 0�V ° a a a a a a - <000 1`b f: 'A . 0'A . 0•o . 0'a . /^'0 . 0.0 8, 0'A . 10�pQ001.000 "D" U o A . ° °D .�> A . o A . P A . > A °A Op �.p ,•o .a0o .a0'A a0o .a.6'A a0•o aU. 6000000 II1=111_111_II=111=1U_Rl_!ll_111-1 IA „Y„ "C" TOE/ /HEEL CANTILEVERED RETAINING WALL DETAIL SCALE: 3/4"=1-0" CANTILEVER RETAINING WALL SPECIFICATIONS (WITH SLAB AT BASE TO RESIST SLIDING. NO FLOOR DIAPHRAGM CONNECTION AT TOP OF WALL.) A B C D E W X Y Z RETAINED WALL FTG. FTG. WALL VERTICAL HORIZONTAL FOOTING FOOTING HEIGHT POSITION WIDTH HGT. THICKNESS REBAR REBAR TRANSVERSE CONTINUOUS 0'-4' 5" 18" 9" 8" #4 @ 18" #4 @ 12" #4 @ 18" (2)#4 4.1'-6' 7" 30" 9" 8" #4 @ 16" #4 @ 12" #4 @ 16" (3)#4 6.1'-8' 10" 40" 10" 8" #5 @ 18" #5 @ 18" #5 @ 18" (4)#5 8.1'-10' 10" 52" 12" 8" #5 @ 9" #5 @ 12" #5 @ 9" (5)#5 10.1'-12' 12" 64" 12" 10" #6 @ 10" #5 @ 12" #6 @ 10" (6)#5 NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. To f I / I _._ IIIIIIIIMIND LOT00 ABBREVIATED LEGAL DESCRIPTION: I ' ��, LOT 25, 48 NORTH PLAT & PUD, SECTION 22, LOT 27 TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY °' "I r OF 25, 48TES, SKAGIT COUNTY, STATE OF WASHINGTON, A.F. 201705020028. �� °ja 1 10' DRAINAGE EASEib1E1 � 7,3:' LANDED GENTRY .ip 1 HOMES D COMMt1NIC AN ' IFS PROPOSED PROPOSED4"SCH40 1 /PERIMETER SILT GENERAL NOTES FENCING (NP)PER PVC DRAIN LINEOWNER: ' BMP C233 -- LANDED GENTRY hCONCRETE 116A5' s;CURB&GUTTER 29•73'O 49.00' ,� ' i BURLINGTON, WA N188.2 37.32L 98233 P� A LOT LINEEXIST 198.0 1!,,?0•1,-; LDING' -755-9021 TEMPORARY GRADE / , � offCONSTRUCTION I ENTRANCE PER BMP e. FLOOR AREA— 2,936 SF �' e as �° x�.x�x�x�xtx�x�x�x�k�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�x x�x�.x�x—�x�x�x�x—. ..x—x—x—x—,—x�x�x�x`.�x�x. ..x�x�rx�x� ��x��x—..x�x+.�x�x�x ,, MAN FLOOR AREA 2,109 SF C105 (SIZE TO FIT) . �� ,0iSD I P c,1zr.MULCHITRUCTION o 4.00' LOWER FLOOR AREA- 827 S isa.is *a I BM POST-CONS DEPTH „ 45.00' . o — 18TC.16(P) a♦ I T5.13'QUALIN AND . h ^�(.� TOTAL W a a YD SON . — — _ SHOPGAREAEA 74�3 S 3F TOTAL GARAGE/SHOP-976 SF u as DV l I OVERHANG ABOV� it � � � � � r. � ra � � raLrar. � r. ra � . �_ \ SITE Jr ■ TYPICAL ream "°?a t.: ; 7:11.4"rags--, _ Ip -5.0°10x 4 I �� p CHECK DAM PER BMP �' 2OP.U.D (UNDERLYING R2) cr e ,.e - �5 � �s N C207: CHECK DAMS, o I C� ,fir AS NEEDED. N Q SETBACKS: 20' r R01 T 4eARD Q m ALL SETBACKS IN COMPLIANCE W w >-- LLJ , " IWITH CITY GUIDLINES 'SETBA4' LINE W� N 9 O � � CO II i,A ileio ) ¢ - :_ LV FREAR RONTYARDYARD MIIN 2000MBlNED 15' 2 ❑ III' o ' Ca' C7 LCHING& N FRONT MIN 20' `' Z a I p GARAGEISHOe m p D Q L_ '` _ p DRIVEWAY U I N ip— Z B 519 DOS G ANd DEPTH W ¢ zo 4 1 1 � N rr I V 115,1 w T 2 N O SOILOUAI HEIGHT. if t 3 It k 1 - . 1 o x 10 MAX. ALLOWED: 35 1 Q , " I t, O PROPOSED:UNDER o Q al 1 1CO I 1 PARKING: cs 1 2AINK GARAGE,ING C2 IN ES RDRNEWAY CHECK DAM PER BMP .0°I C207:CHECK DAMS, •x • t o I 11 ._ amri� �� •' i SAS NEEDED. i Ici-- t LOT COVERAGE i=€ iss.3t PROP.4"SS TCPI SERVICE LINE . - ` - BUILDING AREA: ' �...-,-.1- o I 2,566 S.F. 190.3 I ro ?c�� oiff J�Q�'� v�i LOT AREA: 0 0 EXIST 8 294 S.F. Q , ' GRADE YD FF MAIN: 2U1.0 11111101 I ♦ ; ��, I FF LL:1"91.0b LOT LINE PERCENT COI�ERAGE: � e SSMH �.-x jj 1' i i� 1II 2,566 / 8,294 = 30.9% s Id `• ■ �� o \ MAXIMUM ALLOWED: 37.5% LOT 26 PROPOSED ♦ /� (a PERIMETER SILT p. ♦ IMPERVIOUS li O V'ERA GE FENCING(TYP)PER 1 BMP C233 �t SOIL STOCKPILE LOCATON \ ♦ w 1 BUILDING: 1,935 S.F. (COVER WITH \ ♦ 'o , - �Q� o STEPS/LANDING: 58 S.F. PLASTIC DURING p ¢" GO tiG r\ 'xa O co <c) i J �" in84 8.4ili STORM •EVENTS) \ ♦ _ p N PORCH: 75 S.F. PATIO: 275 S.F. e e I z DRIVEWAY. 644 S.F. \ k •131 i TOTAL: 2,996 S.F. 0 `!, \\ ♦ > C) l V LOT AREA: N.. PLACE SILT IV \ • ♦ L Cr S� 8,294 S.F. ,m FENCING ON DOWN ;" \ \ 1 m L> l I PERCENT COl/ERAGE. STREAM SIDE OF `x 28400' / Q I--- (n ice_ 20 REAR YARD Ittilll STOCKPILE, P.' o ♦ L� 2,996 / 8,294 = 36.19 (,� BUILDING SETBACK a BMP C233 #Sy�� N ♦ MAXIMUM ALLOWED: 48.0Z e ; �� v O 4 ' i , \ �� L (OVERHANG ABODE) -0 ' r % �P PROPOSED 4" ACHING& DS L= - O © � p SCH 40 PVC P Gi2l-.pA TRUCT?ON D S .- • DRAIN LINE 13t P BM OS��OOpEPTH r SD ;SOIL OUAL A \ 5.00 34.00' - - 10.00' m g ° • ' 49,DO' / j9 \\ ,5 - - ,„ 5„ aa • • ` - - „ � O PROPOSED" - - - Q i? �6, PROPOSED 4 SCH 40 p PERIMETER 'CHECK DAM PER BMPN Z ?�. • INGeTt ro ,,FENCE PER BMPI C103 "" 6' C207: CHECK DAMS, ' PVC DRAIN LINE & � , �_ �; AS NEEDED. LOT LINE& MP 0121'. ' LCH U -vs .. B • T CONSTR 198.7- RIGHT-OF-WAY LINE ,' T5.13.P• pND DEPTH ; EXIST SOIL^ AL1TY • /207.5 ameimmanimajaisto • IS 1 GRADE EXIST GRADE GRAPHIC SCALE \ j 6 O 3 6 12 '� ; cn ..r �rri•r. FH WM lJM \ —�� EXISTING DRIVEWAY APRONanalo ( IN FEET \ 4. Nis, p� SDCB Horiz. Scale: 1 Inch = 6 Feet liti e .TeL.... A ra m° tAW e".a rs+ 6e ax fi' 8 ._ EXIS T R1 1 7EWAY APRON p,a° / • "" r_; I / e .. ?"_... ° a 8re mm..¢tl&v °: A, t ° . °s . 0 a " re �e� �vm. p fi: ,. a -r` ':Y," _s= T — i \ REPLACED WITH CONCRETE' sa e: 48 NORTH \ CURB&GUTTER \ • a CURB & COWMAN LL 74.35 v .5 ' 'ate , Q, 2—CAR GARAGE LEFT \ l � � PR•POSEDPERIMETER // T5 13 \ SSMH co STRUCTION FENCE�� PE• BM C103 LATITUDE CIRCLE `'Erosion Control Notes for Residential Construction-City of Anacortes .,;),„„.03.„,„....3,03.3....3,3,.. 3. ��rocouptuA3 EROSION CONTROL PLAN & °°....:.. ..... .. .°.p , 9o .�e a.x...v.a� ��".e .., ;.,bq3 n"ge3e "ire;'e'?s° ��a xssa°ea6xsgp� `smq�w a°m .g x;e°}°, lee s e ., a.5.6°° yn.ae$S4 °e S sM1. 'J,9m '"�"&s.`°P ��PF.z'�a4'wy a kAe 16e nr g6 e is" °$ftSITE PLAN b0 = " ,x,0 j,=. Aay Is ,>..> > a . " ':• #xttT.be-�n�:°"mrr ,u` .::- :vA3e°aaaase. ::a �+: A. Erosion Control Best Management Practices shall be in place per the accepted site plan prior to any con 1 coon start. 1. a$I 1$ IS- [` ( `�`� Q B. The erosion control shall be inspected once a day and modified to meet the surrounding conditions asn -.ed. �� ` �° l �� / J LOT VP `�`' C. The storm drain system shall be cleaned daily(Section 7-07.3). All drainage systems shall be cleaned to a acceptance of the City of := ja. Anacortes prior to acceptance of the project. Ill 15 fi 5 LATITUDE CIRCLE D. Stabilized construction entrances and roads shall be installed at the beginning of construction and main ,fined during the duration of the � '" �1' ,4 project. Additional measures may be required such as wash pads to ensure that all paved areas are ke .,eon. No mud is allowed toill "' ANACO RTES, WA lit: ti enter onto City streets. E. Any soils exposed that will not be disturbed for two (2) days during the wet season or seven(7)days in i- dry season shall be ��a a �;l�� JOB NO: PLAT OF °4$ NORTH" immediately stabilized with the approved ESC methods(seeding, mulching, plastic covering, etc.) • F. Two (2)weeks prior to the beginning of the wet season (October 1), all disturbed areas shall be review: to identify which ones can be 4e sae e _, DESIGNED: LG seeded in preparation for the winter rains. Disturbed areas shall be seeded within one(1)week of the b:•inning of the wet season.A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the roject Manager. The Project DRAWN: Manager can require seeding in additional areas in order to protect surface waters, adjacent properties drainage facilities. g,,. nonweami G. Penalties for an Erosion Control violation are subject to a $300 to $1000 fine under Chapter 17.66- Pe ,(es for Violation. Each day is DATE: 04I06/2018 Pr : SHEET of considered a different violation. __ ° VICINITY 1' _ # 25))' 1 �, 1 1 LANDED GENTRY HOMES AND COMMUNITIES I 48 NORTH LOWMAN 1 GARAGE ROSION PLAN SITE 1 LOT 25 (P133683) CIRCLE1515 LATITUDE ANACORTES, WA Jos NO: PLAT OF "48 NORTH" DESIGNED: LG DRAWN: DATE: 04/06/2018 SHEET 2 ®f 1/2"X10" ANCHOR BOLTS, EMBEDED 7" INTO CONCRETE, AT 4'-Wo/c, AND SET BETWEEN 3 1/2" AND 12" FROM BOARD ENDS WITH 3" X 3" X 1/4" THICK WASHERS. MIN. (2) A.B.'S PER BOARD [R403.1.6.11 FINISHED GRADE I `R 4" MIN. PERF. PIPE — W/PERVIOUS BACKFILL d 8" 16" — R-21 INSULATION — 5/8" TYPE X G.W.B. — 2"x6" STUDS @ 16"O.C. — 2"x6" TREATED PLATE — 4" CONCRETE SLAB 6 MIL VISQUEEN R-10 INSULATION (2') I II- -1-#4 BAR IN THE UPPER 12" OF WALL COMPACTED SAND/GRAVEL 114 BAR 18"o.c. HORZ. (TYPICAL) —144 BARS HORZ. (TYPICAL) DETAIL AT BASEMENT FLOOR SCALE: 3/4" = 1'-0" 1/2"x4" TITAN HD @ T-0" O.C. 4" CONC. SLAB W/ (2) #4 BARS AS SHOWN 2 1/2" MIN. COMPACTED FILL VAPOR BARRIER 2 #4 BAR CONT. NOTE: FOOTING TO REST ON SOLID BEARING SOIL DETAIL AT INTERIOR FOOTING SCALE: 3/4" = V-0" NO FLOOR FOR AT LEAST 12" NO SURCHARGE OR WHEEL "E" LOADS WITHIN 5'-0" 5 DEGREE MAX. SLOPE 6" MIN. ° •1 '00�III�III_Iil.l1l=II1=111 I c = 2500 psi ° fy = 60 ksi, grade 60 ° �� MIRA DRAIN 2,000 OR W ° WASHED GRAVEL (OR SIM.) MIN. SOIL BEARING °• 0 = 1,500 PSF •° , o p0- 2" CLR. MAX. NO. OF STORIESX„ °D O SUPPORTED = 2 STICK ° 00 "A"FRAMED RESIDENTIAL (fJo FLOORS + ROOF W/ p. D ° o Q 25 PSF SNOW MAX. o f 0�0 'B" i o °D. 00 4" (MIN.) CONC. o ° pro SLAB 12--0" WIDE (MIN.) o. D �0 a 0 0 Of • d y ° n,• a A ° . 4 ° d • . 4 • . "WJ > > > > V (� . o� D o D o� D o D u D o D ,Iil_Ill-Ill=lll_111=II1_III:III_Ill_ _111= NCN TOE CANTILEVERED R SCALE: 3/4" = V-0" IF STUB BARS, MIN. LAP SPLICE = 24" 4" DIA. PERF. DRAIN LINE HEEL ETAINING WALL DETAIL CANTILEVER RETAINING WALL SPECIFICATIONS A B C D E W X Y Z RETAINED HEIGHT WALL POSITION FTG. WIDTH FTG. HGT. WALL THICKNESS VERTICAL REBAR HORIZONTAL REBAR FOOTING TRANSVERSE FOOTING CONTINUOUS 0'-4' 10" 28" 9" 6" #4 @ 24" #4 @ 24" #4 @ 24" (3)#4 4' - 6' 12" 36" 9" 6" #4 @ 18" #4 @ 18" #4 @ 18" (3#4 6' - 8' 9" 45" 12" #5 @ 18" #4 @ 18" #5 @ 18" (4)#5 8'- 10' 12" 60" 12" 78" #6 @ 12" #4 @ 18" #5 @ 12" 1/2" G.W.B R-21 INSULATION 2"x6" STUDS @ 16"O.C. 2"x6" TREATED PLATE z dI IIIIIIIIIIIIIIII-1: 2"x4" STUDS 16"o.c. 1"AIR SPACE I— ` 1-#4 BAR IN THE UPPER 12" OF WALL NOTE: OR USE P.T. 2x6 STUDS @ 16" O.C. W/ NO AIR SPACE I 2"x4" TREATED PLAT POWERED NAILED 24" N d. 4. R-10 INSULATION 6" MIN. COMPACTED SAND/GRAVEL 18" DETAIL @ BASEMENT 3/4" = 1'-0" ATTACH LEDGER TO END JST.— W/ 1/2" DIA. LAG SCREWS @ 23" O.C. (2 ROWS STAGGERED) & 1/2" (MAX.) SHTG. SEE R507.2 & TABLES R507.2 & R507.2.1 & FIGURES R507.2.1(1) & R507.2.1(2) 0 #4 BAR 18" D.C. HORIZ. (TYPICAL) #4 BAR HOOKED 48" o.c. (TYPICAL) 1 #4 BAR HORIZ. (TYPICAL) 4" MIN. PERF. PIPE W/PERVIOUS BACKFILL SHEATHING 1/2" OR 7/16" SIDING SEE ELEVATIONS GALVANIZED FLASHING P.T. 2X10 LEDGER w/ SIMPSON (2)SDS 1/4"X3" HDG @ 12" O.C. w/ 1/8" PILOT HOLE MAX. SIMPSON HANGER TYPICAL (HOT DIPPED GALVANIZED OR EQ.) HOLDOWN OR SIMILAR TENSION DEVICE PER IRC 507.2.4 2X10 P.T. JOISTS @16"OC GRADE (SEE GRADE NOTE BELOW) J •nn � opQ RESIDENCE / DECK 3/4" = V-0" ' NO SURCHARGE OR WHEEL LOADS WITHIN 5-0" "E" WHERE FLOOR JOISTS ARE PERPENDICULAR INSTALL A35 EACH JOIST TYPICAL WHEN "A" EXCEEDS 4'-0" WHERE F.J. ARE PARALLEL INSTALL ML26 W/ SIDS 1/4x1 1/2 EACH BLOCK TYP. SEE FOUNDATION NOTE #1- 6" MIN. IF FLR. SHEATHING CONNECTED DIRECTLY TO P.T. 2x PLT. INSTALL NAILS OR SCREWS @ 2" O.C. STAGGERED 2x F.J. (PARALLEL TO FDN.) PER FLR. FRAMING PLAN 2x FLOOR JOIST (PERPENDICULAR TO FDN.) PER FLR. FRAMING PLAN 1111 K11 nn III � III I11 II II � � II11 II11 WHERE F.J. PARALLEL TO FDN. INSTALL 2x BLOCKING 111=111 OR a o (MATCH JST. DEPTH) FIRST Og •° 32" & SCREW OR NAIL SHTH'G 00 INTO BLKG. @ 3" O.C. TYPICAL oa o ° D F (SEE COLUMN "G" IN BRACED 060 ,o ° RETAINING WALL SPECS. 0 CONC. FDN. DAMP -PROOFING oa FOR O.C. SPACING OF BLKG.) TO BE WATERPROOFED, FDN. og o• ° a WALLS THAT RETAIN EARTH & 010 ° , ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE 0 SHALL BE DAMPPROOFED o� ° a FROM THE TOP OF THE FTG. �o D NOTE: TO THE FINISHED GRADE o0-° g o ° 13DO NOT BACKFILL FOUNDATION MIRA DRAIN 2,000 OR �G� . UNTIL FLOOR DIAPHRAGM IS WASHED GRAVEL (OR SIM.) Op °. ° a CONNECTED TO WALL w A. /1 0 ° . Inc = 2500 psi �p o° ° D fy = 60 ksi, grade 60 00- .° ° „W„ MIN. SOIL BEARING EQUAL O D = 1,500 PSF ° . MAX. NO. OF STORIES 00o Gb o "X" SUPPORTED = 2 STICK FRAME RESIDENTIAL 00 ° I IF STUB BARS MINIMUM FLOORS + ROOF W/ 0p� P LAP SPLICE = 24" 25 PSF SNOW MAX. Opo °• a Brr 0 ° o 4" (MIN.) CONC. 00 0 °� SLAB 12'-0" WIDE (MIN.) a 6' 0° 1•. a a a ° a M iop ° p "D' 8 0�p0 °° ° , a , C) A nZn =111=111=111=III_ I=111 4" DIA. PERF. PIPE rrv" IN FREE -DRAINING 1 GRAVELBASE „C„ HEEL TOE COMPACTED BLOCK OUT GARAGE SLAB TO BACK OF FNDN WALL @ SIDES FULL WIDTH OF GAR. DR. R.O. SO DRIVEWAY SLAB CAN RUN INTO SPACE SLOPE GARAGE SLAB CONTINUOUS FOR POSITIVE DRAINAGE AWAY FROM SLOPE �— �— STRUCTURE I—III=III-1114 11—III— — — I- FILL TO BE GRANULAR MATERIAL d, .. COMPACTED TO 95% SEE DETAIL 1 FOR FOUNDATION CALL -OUTS GARAGE O.H. DOOR %I 3/4" = V-0" 3/4" T&G SHEATHING GLUE & NAIL TO SUPPORT MEMBERS 1/2" GWB 2X6 SILL CONT. RIM P.T. 2X6 MUD SILL 1/2" EXPANSION BOARD SLOPE d d i � IIII- 777: ° SEE DETAIL 1 FOR FOUNDATION CALL -OUTS GARAGE RESIDENCE 3/4" = 1'-0" PERPENDICULAR JOISTS SIMPSON A35 @ 48" O.C. WOOD BEAM 2 X STRINGERS FLOOR SHEATHING 2 X TREADS 3/4" PLYWOOD RISERS WITH (2) 16d RING - SHANK NAILS @ EACH STAIR STRINGER NOTE: SEE FLOOR PLAN FOR RISER HEIGHT 7 3/4" MAX. AND TREAD WIDTH 10" MIN. LENGTH (TYPICAL). NOSING PROJECTION SHALL NOT BE LESS THAN 3/4" & NOT MORE THAN 1 1/4" STAIR DETAIL R-21 BATT 2X6 STUD WALL z co 1/2" GWB P.T. 2X6 SILL CONT. 4" CONCRETE SLAB ON 2" GRAVEL BED d °_".>.•. BADE = 1/2 X 10" ANCHOR BOLT p SEE DETAIL 1 o I- FILL TO BE GRANULAR o a" MATERIAL COMPACTED TO 95% D NOTE: DETAIL IS DRAWN SEE DETAIL 1 FOR AT HIGH POINT OF THE FOUNDATION CALL -OUTS SLAB GARAGE WALL 4 3/4" = V-0" 2"x12" STRINGER — 3-16d NAIL: 2"x4" 16"o.c. STUD, P.T. 6X6 HF CB66 (HOT DIPPED GALVANIZED OR EQ.) ° 12"0 SONO TUBE 0 co GRADE a° W a a a 6" 1' -0" 6" 24"X24"X8"THICK FOOTING 2'-0" w/ (2) #4's EACH WAY COLUMN DETAIL 10" MIN ° b 2 v � 3l4" WIT NAI I STR 2 i �o STAIR DETAIL �� N.T.S. BRACED RETAINING WALL SPECIFICATIONS A B C D E F G W X Y Z RETAINED HEIGHT WALL 'POSITION FTG. WIDTH FTG. HGT. WALL THICKNESS MASA SPACING BLOCK SPACING VERTICAL REBAR HORIZONTAL REBAR FOOTING TRANSVERSE FOOTING CONTINUOUS 0' - 4' 10" 28" 9" 6" 72" NOT REQ'D #4 @ 24" #4 @ 24" #4 @ 24" (3)#4 4'- 6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" (3)#4 6'- 8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4)#4 8'-10' 21" 60" 12" 8" 26" 29" #5 @ 13" #5 @ 18" #5 @ 13" (6)#5 BRACED RETAINING WALL DETAIL SCALE: 3/4" = V-0" PLYWOOD RISERS 1 (2) 16d RING -SHANK S AT EACH STAIR NGER X TREADS SIMPSON H5'S AT 32" O.C., STUD TO STRINGER LANDED GENTRY H OMES AND COMMUNITIES REVISIONS BY: 2-9-IS AR LOWMAN FOUNDATION DETAILS JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 4/21 /2017 SHEET IG6►� WA r l Structural Shear Wall Callouts©— Couridt ConstructionCalc, Inc (CCI) Structural Shear Wall Callouts©— Couridt ConstructionCalc, Inc (CCI) Typ Shea Wall Call ut Sym of his s bol indi a dedicated she wall or anel, th type pe callout low. alls w thout this bol not dedi ated she' walls use cod -standardconstructs n. IP Min length o shear p nel, ft. 3.4 If " ", construct entire Wall per is callou , with m rumi dividual panel len s indicat d on pl . If' S", means Not a hear Wall. uild pe code mi imum. Sill But anchor Top of plate to max Capa- Stud Nail Edge Sill Block- Top of wall fram- spc'g / city, Nails Stud Stud mat'l / Field Top plate & ing at wall corn to ing, min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- court to perpen- max. Mud sill embed- Call- leis, ing, Sides of screws, max., max., size, ctd st'1 Stud Plate, splice, w/ edge ported parallel dicular spc'g, anchor to ment, out Eh, plf min. wall size ft. in. min. cpecs) spac'g, in. min. min. nail'g edges framing framing in. concrete I in. 6/6@24 24 2x4 Sawn 6/12@16 Con't 5/8" j-bolt one, Cont sheathing or 5/8" 7/16 either r12 16 2x6 Sawn 6/12@16 qg�� lap sheathing g +blk or g Titen HD, 168/ OSB or side, Sd 2- 2x4 w/ 8- 2x NA or A34 or H2.5 or1PW @ 6 w/ 3" 72/4 120 plywo- apply 16d LTP4 at SDWC-16d wshr.Or od directly 12 2x6 Sawn 6/12@12 36" Se Dl 15600, @ 24" m MASA or to studs MASAP See D�2 22 12 1.75x5.5 LVL 6/12@12 2PW (same) (same) (same) (same) (same) (same) (same) 4/12@16 (same) (same) (same) 2z (same) (same) 16d @ 4 (same) 1 36/4 350/ G ENEiR,4L NOTES: I. ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE. VERIFY DIMENSIONS SHOWN ON PLANS. DO NOT SCALE OFF DRAWINGS, 2, FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS is 16" O.G. TYPICAL. FRAME LOWER FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS m 16" O.C. TYPICAL 31 FRAME MAIN FLOOR INTERIOR WALLS W/ 104 5/5" 2x4 STUDS m 16" O.C. W/ 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL. FRAME LOWER FLOOR INTERIOR WALLS W/ 104 5/8" 2x4 STUDS m 16" O,C, W/ 1/2" GWB BOTH SIDES TYPICAL UNLESS NOTED OTHERWISE. 4, FRAME GARAGE WALLS W/ 2x6 STUDS m 16" O.C. (VERIFY HEIGHT OF WALL ON -SITE PER AS -BUILT FOUNDATION) 5. PLUMBING WALLS TO BE FRAMED W/ 2x6 STUDS m 16" O.C. SEE PLANS FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND BELOW FOR CLEARANCE) 6, ANGLED WALLS TO BE 45 DEGREES TYPICAL UNLESS NOTED OTHERWISE 1, DIMENSIONAL LUMBER TO BE HEM-FIR*2 TYPICAL UNLESS NOTED OTHERWISE 8. UNLESS NOTED OTHERWISE, USE 4x8 HEADER IN 2x6 EXTERIOR WALLS ABOVE DOORS a WINDOWS W/ R-10 (MIN.) INSULATION, BEAMS AND HORS. TO HAVE 1 1/2" MINIMUM BEARING TYPICAL U.N.O. BEAMS SHOWN ARE MINIMUM REQUIR OR BETTER. SIZE a GRADE MAY BE INCREASED PER BUILDER'S DISCRETION, 9. VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS OF GIRDER TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET A4.2 10, PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC, BETWEEN STUDS. COORDINATE W/ BUILDER/OWNER FOR LOCATIONS 11, INSTALL 1/2" HIGH -DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSE WALL AND GARAGE BEARING WALLS, a 5/8" TYPE-X GWB m GARAGE CEILING W/ SCREWS m 6" O.0 IN FIELD AND m EDGES (TYPICAL) 12, INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELF-CLOSING HARDWARE 13. REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312. DECK RAILINGS TO COMPLY IF DECK IS 30" OR MORE ABOVE FINISH GRADE (VERIFY ON -SITE), 14, EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND SILL HEIGHT TO COMPLY W/ IRC SECTION 310.1 (VERIFY W/ WINDOW SUPPLIER AND/OR MANUFACTURER) 15. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE E IRC CHAPTER 11 IS AS FOLLOWS: SLAB PERIMETER: R-10 (IF APPLICABLE) FLOOR: R-36 WALLS: R-21 (R-10 MIN, m HEADERS, TYP.) INT. BSMT, WALLS: R-21 (IF APPLICABLE) FLAT CEILING: R-49 (R-38 IF INSUL. DEPTH IS MAINTAINED TO OUTSIDE FACE OF EXT. WALL) . VAULTED CEILING: R-38 DOORS: U=.200 MAX. CONE DOOR UP TO 24 S.F. EXEMPT) WINDOWS: U=,260 MAX. GLAZING: 463.0 S.F. = 19.390 OF FLOOR AREA SKYLIGHTS: U=.500 MAX, FURNACE TYPE: NATURAL GAS FORCED AIR (VERIFY W/ BUILDER) REFER TO 2015 WSEC CHAPTER 4 a IRC CHAPTER Il FOR VERIFICATION OF THESE VALUES Itoo, MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS (CALCULATED m 1/300th OF ATTIC AREA): MIN, REQ'D: 1,184.58 SQ, IN, ACTUAL PROVIDED: Cl: 1,452.68 SQ, IN.: C2: 1,432,00 SQ, IN, VENTED BLKG.: CI: 480,68 SQ, IN, (51 m 9,425 SQ, IN. EACH) C2: 556.08 SQ. IN. (59 m (3.425 SQ, IN, EACH) RIDGE VENT: CI: 912,00 SQ, IN. (81 L/F m 12 SQ. IN, PLF) C2: 816.00 SQ. IN, (13 L/F m 12 SQ, IN, PLF) I11 SEE ELECTRICAL PLAN ON SHEET EIJ a FOR LOCATION a SIZE OF EXHAUST FANS. LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE STATE OF WASHINGTON VENTILATION a AIR QUALITY CODE a IRC M1501,4 ARE AS FOLLOWS: KITCHEN: 100 CFM RANGE HOOD LAUNDRY: 50 CFM 80 CFM RECOMMENDED) BATHROOMS: 50 CFM (80 CFM RECOMMENDED) NOTE: ALL FANS ON 20-MINUTE TIMER TYPICAL. ELECTRICIAN TO VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS, VERIFY TYPES d LOCATIONS OF ALL ELECTRICAL FIXTURES W/ OWNER AND/OR BUILDER I& INSULATE ALL ACCESS DOORS/HATCHES TO CRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY PENETRATE Is, MOUNT HWT ON PLATFORM 18" ABOVE GARAGE SLAB PER IRC SECTION M1, 1303. STRAP HWT TO WALL PER IRC SECTION MI301.2, PROVIDE OVERFLOW PAN a PIPING PER IRC CHAPTER 28. INSTALL T a P VALVE a PIPE TO EXTERIOR TERMINATION. INSTALL A VACUUM RELIEF DEVICE PER MFR, SPECS, TO HWT PER UPC 504,E 20. WHOLE -HOUSE VENTILATION PER NOTE *21. WHOLE -HOUSE FAN LOCATED IN LAUNDRY ROOM (VERIFY W/ BUILDER) 21, DISAPPEARING STAIRS OR ATTIC ACCESS PANEL COVERED W/ 5/811 GWB AND PROVIDED W/ WEATHER STRIPPING GASKET 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 MANUFACTURERS RECOMMENDATIONS AND PER CODE 23, 12 - 16" FIBERGLASS FACED GWB BACKER AT TUB/SHOWER SURROUND 24, PROVIDE MINIMUM OF 22" x 30" ATTIC ACCESS W/ MINIMUM OF 30" HEAD CLEARANCE. USE PLYWOOD DAMS TO CONTROL CEILING INSULATION REQUIRED 25, PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINYL. COORDINATE THICKNESS W/ OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND LEVEL TRANSITIONS 26, USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING 21. TO COMPLY W/ 2015 WSEC SECTION R406.2, THIS HOUSE (3,041 SQ, FT.) WILL NEED 3.5 ENERGY CREDITS, TO ACHIEVE THIS, THE FOLLOWING OPTIONS HAVE BE SELECTED FROM TABLE 406.2: OPT. la (.5 CREDITS): EFFICIENT BUILDING ENVELOPE. SEE NOTE *15 FOR INSULATION VALUES, OPT, 3a (1.0 CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT, USE GAS FIRED FURNACE W/ MIN. AFUE OF 9496. USE CHAMPION GAS FURNACE (OR EQ, - VERIFY W/ BLDR.) W/ 95.59a AFUE, OPT, 5a (.5 CREDITS): EFFICIENT WATER HEATING. ALL SHOWER HEADS a KITCHEN SINK FAUCETS SHALL BE RATED AT 1,15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED is LO GPM OR LESS, OPT. 5c (1.5 CREDITS): EFFICIENT WATER HEATING, WATER HEATING SYSTEM SHALL INCLUDE GAS WATER HEATER W/ A MIN. EF OF 0.91. USE NAvEN NPE-180A (OR EQ, - VERIFY W/ BLDR.). UNIFORM ENERGY FACTOR OF .96, RECOVERY EFFICIENCY OF 9996, m £D - S" O i"1 m (L 3 33k 4" N n T O to m O - - st _ N N O S, O c0 .n I u� V,T,O. 2' O" 24'-6" 21'-6" 71 91_21 i PW 5050 XO w (SEE NOTE *14) C81644" - - - - - - - - 4' 4x8 DF-L"2 5.5 !: 6x8 DF-L 2 - - - - - - 6x8 DF-L'2 6x8 DF-L"2 � I �I o ma P.T. 6x6 POST I (3 TYPICAL) N -4 w l (Y DECK I s : p 0- 3 z 21'-6" x Id 0" 1' x w BEDROOM 02 BEDROOM 03 m J LL 0 Q 10'-5" x 12'-1" 10'-5" x 11'-6" r z \a O (4 Na 4046 XO 1' 111 3'-1 4x10 DF-L*2 w 4x8 DF-1_*2 ro 1 - 1.`H L .�i:..: i N .�:..i i 3'_10V23' 8 1080 FRENCH - -i® — DOOR r PANTRY p --� Nt n DW 12" B PASS MECH. VOID 4'-21�2" CLOSET SHELF a ROD „ 2.8 m m O w `' VAULTED KITCHEN p 9 O Z VAULTED DINING , 1'-O" x 12'-4" I SHELF a ROD - - - - - - 14-2 x If-10 l7 O Q (K I (Y r Q U " I WALK-IN CLOSET _ 0 ISLAND W/ I I N v Q _ FLUSH BAR I 8'-8" 6'-2�i" I } � p I --------- --------I 'BATHCa QIW 33 y� Z3 I .1 _ 34 1/2" HIGH 2x4 IL ulL SH, e R, N STUD WALL BELOW 5'-0" TUB o W/ SHOWER 3' 4" 2'-8° 14' 2" m °� 6'-1" = N J 3'-9 3'-IVz° 1 / V 1 3'-10" X-4" x o"� � _ in — s CEILING RIDGE J — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -- — — — J w MASTER 2x " Q p a BATH m 3' 5�" co cv W tH _ 84" VANITY itt O 0 Ot_-4 TUB— �!— p LAUND. VAULTED LIVING ROOM Q — - — — @L — — 21'_l" x 20'-5" U4 as 7 Op p 1Yxw 42" HIGH WALL x N Z W/ HDWD CAP -Ti 3'-4" 6'" VAULTED ENTRY v .4 Q v Lj HALF WALL W/ HDWD, CAP 4x8 F-L*2 ui tL p MASTER BEDROOM 1o50 N 1050 x O 21'-1" x 12'-0" y+ S/L S/L CTE P') `� 1 LL p (EMP.) - Q �9 4x6 DF-L*2 (MIN.) r 4x10 F-L*2 .1x v BELOW GIRDER _ _ (M _) _ _ _ _ 2 6' I 14x8 DF-L*2 6080 FRENCH DOOR 4x8 DF-L*2 2,5' TRUSS ABOVE (TYP.) FRAMED 5060 XO 4x10 DF-L*2 5060 XO WALL ABV w Ns PORCH w (TEMP,) 2 Pw (TEMP.) 2,2' 4x6 DF-L"2 4x6 DF-L*2 2.2' I' 4" ONC, SLAB CSI6 4x6 (MIN.) 260 RAILIN DF-*2 PO RCH E PIC. PIC, PER B R, BEAM AB2660 20'-DO Ell-OilK GS16 8060 XOX (SEE NOTE *14) lilb w w w P.T. 6x POST WRAPPED TEMP, GLASS I META 2 Pw Ns 2 Pw STES 70 PER B DR. W/ 16" x 16" FRAM RAILING PER l 4x6 MIN,) G ADE MASTIC -APPLIED STONE DF-L02 PORCH COLUMN BELOW (2 TYP.) BEA ABV. 21'46V2" 20'-0" 2' O" 5-3V2 II'5" 5'-3%$" 4-O" 4'-0" 2'-O" 221-0" 8'-O" 22' 0" 54'-0" MAIN FLOOfR fDL4N SCALE: 1/4" = I'-O" 2,10S SQ, FT, TOTAL: 2,93io SQ, FT, GARAGE: '145 SQ, FT, SHOP: 231 SQ, FT. FRONT PORCH: 04 SQ, FT, BACK PATIO: 2"15 SQ, FT, 0 X n ti ui s Q r 2 �Q v 0 m � 0 � ro It �CSI6 � Q 1 m 0 N I NOTE: SEE "S SHEETS" FOR ENGINEER'S NOTES AND DETAIL FOR SHEAR WALLS, BEAMS, HEADERS, JACK E KING STUD CALLOUTS AND HOLD-DOWNS LANDED GENTRY HOMES AND COMMUNITIES REVISIONS I BY: 2-9-18 1 JR LOWMAN MAIN FLOOR PLAN COASTAL 1 & 2 JOB No: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/25/2017 SHEET A-3ml rw O V 'C 2' O" 24'-ro" J SHOP 23' 2" x 10'-0" a 0 a 4 5x18 OR 6.15x16.5 GLB _ - _ - _ - _ - _ - _ - _ - _ - — P.T, 6x6 POST BELOW BEAM a END, OR POCKET BM, INTO _ CONC, WALL (VERIFY W/ BLDR) CONNECTORS TO BE HOT DIPPED GALVANIZED OR EQ, m I PLATFORM 15" ABOVE SLAB (SEE NOTE %19 eo SHEET A3,1) I � SEE NOTE #12 -- Q SHEET A3,1 r— 3 U fl o GARAGE O (4 21'-I" x 33'-10" � m � w Q `t-_____-_5xI80R6.15x16.5GLB __ ---- 3 _ r ifl NWT IT di 4x6 DF-L"2 (MIN,) �— ---- O 5 I/5xl3 1/2 GLB 24F-V4 DF/DF 50'-Ofl 2'-0" 25'-roll DECK LINE ABOVE (SEE FDN, PLAN) a - e e o I I I D I °a ,e I I I 2'-11!/2" I I e � I I o I I I I I <a I I I I I I FAMILY/MEDIA ROOM 26'-10" x � I I I I I — IBEARING WALL i 4x8 DF-L"2 4' bye 29„ 3'-llh" 8 ?84 4x8 DF-L" 4x8 DF L"2 I I� STOR, _ _ _ _SHELF d ROD N CLOSET r co Q M ro z -A IJ _yv 12" BYPASS Uzl ttl 4'-Ilh" 4' III" 0 co t Q LL 3 m Q � I ENTRY s BEDROOM 04 0.4 P 13'-1" x 13'-2" ? n r `n n 4x8 BATH f I DF-L'�2 0 s o i 1050 1050 nv S/L S/L (TEM .) SEE NOTE 014 (TEMP,) SHEE7 A3,I 5'-0" TUB O ;'! W/ SHOWER 2,5 4x8 DF-L"2 4x8 DF-L"2 w 3 /irw\ fro'-0" x 6'-0" OVERHEAD GARAGE DOOR \ PO CH L 5THD14 OR HDU5 4" CONC. SLAB (VERIFY W/ BLDR,) L — J FLOOR LINE ABOVE _ P.T, 6x6 POST WRAPPED PER BLDR. W/ 16" x 16" MASTIC -APPLIED STONE COLUMN BELOW (2 TYP.) m1m 10 -O" 3'-0" 4' O" 4' 0" 22'-0" 8'-O" XO 5050 XO 4D14 OR HDU5 RIFY W/ BLDR.) DECK LINE ABOVE RAILIN PER BUILDE LOWEfR FLOOfR fDLAN SCALE: 1/4" = I'-O" 021 SQ, FT, 'V m O u� 4 OO NOTE: SEE "S SHEETS" FOR ENGINEER'S NOTES AND DETAIL FOR SHEAR WALLS, BEAMS, HEADERS, JACK 6 KING STUD CALLOUTS AND HOLD-DOWNS LANDED GENTRY HOMES AND COMMUNITIES REVISIONS BY: 2-9-IS JR LOWMAN LOWER FLOOR PLAN COASTAL 1 & 2 JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/11 /2017 SHEET A-302 Lai P.T, 6x6 POS' BELOW (3)2x6 BELOW (3)2x6 BELC HT53 SHEAR PANEL AB' CS PROVIDE HOLD DOWN TENSION DEVICE PER R501,24 4 FIGURE R5012,3(I) NOT LESS THAN (2) LOCATIONS PER DECK, 2'-0" MIN. FROM EA, END OF DECK, EA, DEVICE SHALL HAVE 1,500* MIN, STRESS CAPACITY P.T. 6x6 POST (4x6 MIN,) 3 TYP, P.T. 4x10 NF*2 BEAM D - 4" P. 0 v p� T, 2 10 F*2 EC J ISTS m 1 " O, , a v 0 a 2A21DF-IL02 F R. 675 I O D ° P. 2xl (M N,) ILEDC ER a °All (m( ANT., BACK" PA 8') L d d v � 522 L ° PP IED r r (3 2x6 EL W L r 5xi OR 6,1 x16. G 2 -V DF F L J a (2)2x12 J 0 a T82 AP LIE 2xl DF L*2 LR. JS7 m 6" G. _v L V r p — 4 VE T, x - I a r a N N J L ()2x OR 4x6 _ 2x12 F- 2 F R, J TS, m l " 0, , ELL)L r r JER 822 PP LIED J ICA LY L x 4x DF L*2 F F F F F r TH SE AL 8 T P. 015 _j SP ICE LOC TIO r S22 J PP IED 4x DF- *2 Ll � p ER (3 2x6 BEL W J L J L L J L J J ,, 4x *2 J -- —— —— — - - - - - - DF- - (2)zx12 cx 5xl OR 6.1 x16, GL 24 -V4 DF/DF -- J A EM r PL J V 2 12 D -L* FL , JS 8, 16" .C, r J (2)2x12 �F IF IF r 46D-L*2 2 F2FR, JS . 9 " ,C, 2x 2 -)rM2 ---- --------------------------------- - -- 2x1 p L*2 y 'i TS, O 2 12 F- *2 L J TS J TS, i r 16 1 O C, 9 61II ,Or N y N (2)2 6 4 N �x x BE W � I V U (3)2x6 BELOW x13. Ga iL 12 *2 16" 0.0 2 -v DF F O7T T1 77HTS30 C SP N -6" IN. W/ B CK PA SHEAR PANEL ABV. I STE W/ to 16d GE 3" ED O, 1.5x11,25 1,5x11.25 16� LvL LVL C616 NOTE: USE 3/4" OSB OR PLYWOOD FLOOR SHEATHING TYP. (VERIFY W/ BUILDER) MAIN FLOOIR FiRAMING i=L N SCALE: 1/4" = 1 O" — (3)2x6 BELOW HUCQ 1xII.25 2,OE PSL W/ 6' BACKSPAN (FLUSH W/ JSTS,) W/ CS 16x3C6 THRU TOP PLATE, UP 4 OVER BEAM TO POST BELOW (im BUTT END) U- Q w cl cN N � �U- O x Ln —(3)2x6 BELOW PROVIDE 3/4" SHIM BELOW BEAM END W/ HUCQ OR SIMILAR LANDED GENTRY HOMES AND COMMUNITIES REVISIONS 1 BY: 2-9-18 1 JR FLOOR SHEATHING: 1. USE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE AND NAIL W/ RING SHANK 8d's AT 6" EDGES & 12" IN THE FIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. 2. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. 3. PROVIDE BLOCKING BETWEEN I -JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. 4. PROVIDE TIMBERSTRAND RIMS WHERE FLOOR JOISTS BEAR AT EXTERIOR WALLS. 5. CONNECTIONS: SIMPSON COMPANY OR EQ. 6. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PERSCRIPTIVE TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPAM4. TIMBER: 1. MANUFACTURED WOOD PRODUCT DESIGNATIONS: GL: GLU-LAM LVL: MICROLLAM PSL: PARALLAM LSL: TIMBERSTRAND OSB: ORIENTED STRAND BOARD (RATED STRUC-1 FOR ROOF AND WALLS, AND STURDY-1-FLOOR FOR FLOORS) FASTENERS: METAL ELEMENTS INCLUDING, CONNECTORS, MUST USE HOT -DIPPED GALVANIZED METAL WHEN IN CONTACT WITH ACZA PRESSURE TREATED MATERIALS. [R319.3] - SEE 37/A7.1 FLOOD AREA FRAMING: ALL FRAMING BELOW FLOOD ELEVATION MUST BE PRESSURE TREATED WOOD. LOWMAN MAIN FLOOR FRAMING PLAN COASTAL 1 & 2 JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/11/2017 SHEET NOTE: SEE SHEETS" FOR ENGINEERS Aiiiiiii,,l,,401 NOTES AND DETAIL FOR SHEAR WALLS, BEAMS, HEADERS, JACK 4 KING STUD CALLOUTS AND HOLD-DOWNS WA TRUSS NOTES: I. ENGINEERED TRUSSES 9 24" O.C., SPAN 44'-0", 18" TAIL ONE END ONLY 2, ENG'D SCISSOR TRUSSES 0 24" O.C., SPAN 44'-0" 18" TAILS (SEE TRUSS PROFILE) 3, ENG'D GABLE TRUSS, SPAN II'-5", 12 1/2" TAILS (SEE TRUSS PROFILE) 4, ENG'D TRUSSES 9 24" O.G., SPAN 22'-0", 12 1/2" TAILS 5, ENG'D GIRDER TRUSS, SPAN 22'-0", NO TAILS 6, ENG'D TRUSSES o 24" O.C., SPAN 8'-II", 12 1/2" TAILS _1. ENG'D TRUSS o 24" O.C., SPAN 8'-Il", CLIPPED a 8'-5 1/2", 12 1/2" TAIL ONE END ONLY 8. ENG'D TRUSSES m 24" O.G., SPAN 19'-5 1/2", IS" TAILS TRUSS HANGERS, CONNECTORS AND HURRICANE TIES TO BE SPECIFIED BY TRUSS ENGINEER AND/OR MANUFACTURER. PLAN AND PROFILE SHOWN ARE DESIGNER'S CONCEPT. VERIFY ANY CHANGES TO THIS PLAN W/ TRUSS ENGINEER AND/OR MANUFACTURER s (3)2 TRL DS - � DSO Fix DF-L 2 (TY ,) I is I> TRU S BE RING - It ca I� DS I� Id I> SEEN TE *1 1 id SEEN TE *2 U - IL 1() IW I Ul RIDGE LI E— — — — — — — — — — _-RIDGE LINE---' ro * IU lU � LG.RIDGE BELOLL vI / y< \C 1 W J I Q I I (Q 1 I II w IU w O w Q DSO v v I I 2x4 l a I �i 2x4 I I \ / I I x " 1 \ I I I I 2x6 I 2x6 1 I I i I I I I 2x6 2x6 I RU$S BEAR NG x6 BELOW / I I I I I I 2x8 I I I 2x8 I I I \ ( )2x6 MELOW _ SS RUSS JIL JIL JIL JIL JIL JIL JIL JIL JIL JIL s ;; Dso SEE NOTE *5 D6 w N CRICKET FRAMING—— wi OD 2x6 LEDGER OVER WALL SHEATHING SEE NOTE 01 / z Z I Dso O SEE NOTE *3 O = I'-O s° I I- 10'-5 I_ 33,_111 5V1" IN TfRU55 FfiROFILE #2 SCALE: 1/4" = 1'-011 4x6 DF-L*2 (MIN.) (ROOF FiRAMING fDL4N I SCALE: 1/4" = 1'-0" TfRUSS i:DiROFIL 3 SCALE: 1/4" = I'-OII 0!/ NV It: Ut7C I/1(9 (1-IIN_J UOM VK (_L J^ P-L7 WVVV SHEATHING TYP. (VERIFY W/ BUILDER) LANDED GENTRY HOMES AND COMMUNITIES REVISIONS 1 BY: 2-S-18 1 JR ROOF FRAMING NOTES: 1. TRUSS HANGERS, CONNECTORS AND HURRICANE TIES TO BE SPECIFIED BY TRUSS ENGINEER AND/OR MANUFAC- TURER, PLAN AND PROFILES (IF APPLICABLE) ARE DESIGNER'S CONCEPT. VERIFY ANY CHANGES TO THIS PLAN W/ TRUSS ENGINEER AND/OR MANUFACTURER. 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 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 FRAMING MEMBERS (UNBLOCKED). FACE -GRAIN PERPEN- DICULAR TO SUPPORTS. USE METAL "H" CLIPS (VERIFY) AT UNSUPPORTED EDGES. 6. PROVIDE DIAPHRAGM EDGE NAILING ABOVE ALL EXTE- RIOR WALLS, INTERIOR SHEER WALLS, HIP AND VALLEY LOCATIONS. 7. OVER -FRAMED AREAS SHALL BE BUILT UPON FRAMING WITH SHEATHING ALREADY ATTACHED. PROVIDE FOR VENTILATION. 8. BETWEEN TRUSSES AT BEARING, PROVIDE SOLID BLOCK- ING (WITH VENT HOLES AT EXTERIOR WALLS). AT EACH END OF EACH TRUSS INSTALL SIMPSON H2.5 (VERIFY) TO TOP PLATE, OR OTHER TRUSS, UNLESS TRUSS IS ON HANGERS. 9. PROVIDE A BUILT-UP OR SOLID WOOD COLUMN BENEATH THE BEARING OF ALL GIRDER TRUSSES, ROOF BEAMS AND FLOOR BEAMS. 10. ALIGN STUD WALL FRAMING WITH SUPPORTED TRUSSES, RAFTERS AND JOISTS UNLESS NOTED OTHERWISE. 11. PROVIDE CONTINUOUS RIDGE VENT. 12. SEE PLANS FOR HEADER SIZES. 13. ATTIC ACCESS NOTE: PROVIDE MIN. 22" x 30" ACCESS PANEL. SEE FLOOR PLANS FOR LOCATIONS. 14. 15. SEE PLANS FOR ROOF VENTING CALCULATIONS. ALL EXTERIOR COLUMNS TO BE P.T. HF#2 MINIMUM UN- LESS NOTED OTHERWISE. 16. TRUSSES WITH BOTTOM CHORD SLOFE OF 2/12 OR LESS WITH 30" HEADROOM ABOVE TO BE DESIGNED WITH 20 PSF LIVE LOAD ON BOTTOM CHORD. 17. TRUSSES SHALL BE BRACED PER REQUIREMENTS OF THE -O TRUSS SUPPLIER OR IN ACCORDANCE WITH BUILDING COMPLIANCE WITH SAFETY INFORMATION (BSCI-03) GUIDE TO PRACTICE FOR HANDLING AND INSTALLING AND BRAC- ING OF METAL PLATE -CONNECTED WOOD TRUSSES Y LOWMAN ROOF FRAMING PLAN COASTAL 1 JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/25/2017 ' SHEET A402 WA 12 4 1/2" PLYWOOD OR 1/16" (MIN,) OSB SHTG, ON ENG'D. TRUSSES w 24" O.G, 2 12 TYPE GYP, BD, �--_2x6 LEDGER GYP, 2x6 STUDS m 16" O,C. ENG'D. TRUSSES 9 24" O,C. 2x4 FRAMING 6 24" O,C, 1/2" BLANK PANEL (2)2x12 1/2 GYP, BD. SOFFIT (VERIFY W/ BUILDER) (3)2xl2 STRINGERS — 4x6 (MIN,) BEAM 5/8" TYPE "X" 2x6 FLOOR JSTS GYP, BD. UNDER o 16" O,C, STAIRS 4" CONC, SLAB PER FOUNDATION PLAN 4x6 BEAM ' 4x4 POST STAIRS IN FOREGROUND 0 D D = 4" CONC. SLAB PER FOUNDATION PLAN 6" GONG, FDN, WALL PER FOUNDATION PLAN F CROSS SECTION 10 ENTF SCALE: 1/4" = V-O" u 8" CONC, PER FOUN' CONC, FTC 4" PERFOf 6x8 DF-L*2 BEAM P.T. 6x6 POST BEYOND RAILING PER BUILDER DECKING PER BLDR, ON P.T. 2xIO DECK JSTS, a+ 16" O.C. DECK TRIM PER BLDR. P.T. 4xlO BEAM P.T. 4x4 POST CONC, PAD FTG, PER FDN, PLAN 1/2" BLANK PANEL SOFFIT (VERIFY W/ BUILDER) 2x6 STUDS A 16" O.C. P,T, 2xlO LEDGER 8" CONG, FDN, WALL PER FOUNDATION PLAN CONC. FTG, PER FDN. PLAN— 5/8" TYPE "X" GYP, BD, 2x12 BLOCKING 2x6 STUDS v 16" O,C. W/ 1/2" GYP, BD, CROSS SECTION 6 MASTER 5DR1" I./GARAGE SCALE: 1/4" = 1'-0" 12 4 2 12 1/2 GYP, BD, 3/4 T 4 G PLYWOOD SHEATHING ON 2xl2 DF-1-*2 FLR. JSTS, PER FLOOR - FRAMING PLAN 1/2 GYP, BD.- 2x4 STUDS m 16" O,C, W/ 1/2" GYP, BD, EA, SIDE 4" CONC, SLAB PER FOUNDATION PLAN MONOLITHIC FTG. )UNDATION PLAN USSES w 24" O.C, 0 16" O,C, PANEL SOFFIT BUILDER) GLB HEADER 1/2" PLYWOOD OR -1/16" (MIN,) OSB SHTG, ON ENG'D, TRUSSES 9 24" O.C, 2x4 VENTED BLKG. 5/4x8 FASCIA METAL RAILING W/ TEMP. GLASS PER BUILDER DECK TRIM PER BLDR, P.T. 2xl2 HF*2 DECK JSTS, SISTERED TO FLOOR JSTS, W/ 9'-6" MIN. BACKSPAN (SLOPE TOP OF DECK 1/4 PLF) 2x6 STUDS 6 16" O.C. F fG INSULATION 6" CONC, FDN. WALL PER FOUNDATION PLAN lax 8" CONC, FTG, PER FOUNDATION PLAN LANDED GENTRY H O M> S AND COMMUNITIES REVISIONS 1 BY: 2-9-18 1 JR BUILDING SECTIONS COASTAL 1 JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 4/12/2017 SHEET A-501 HEADER SEE STRUC. R-10 INSULATION SIDING PER ELEVATION WALL SHEATHING CAULKING METAL'Z' FLASHING 2X6 WINDOW TRIM WINDOW FLANG VINYL WINDOW FRAME VINYL WINDOW FRAME WINDOW FLANGE 5/4" WINDOW TRIM (FRONT & BACK ELEVATIONS ONLY) WALL SHEATHING STUD WALL SIDING OR BATTS WINDOW HEADER WINDOW SILL 1 SCALE 3" = 1'-0" 2 SCALE 3" = 1'-0" M WINDOW WEATHER STRIPPING 1. INSTALL BUILDING WRAP PER MANUFACTURERS INSTRUCTIONS WRAPPING INTO OPENING. 2. INSTALL 6" SELF ADHESIVE FLASHING TAPE AT SILL BENDING INTO OPENING 2-1/2" OVER 450 BOTTOM CORNER PIECES OR PLASTIC CORNERS. 3. INSTALL WINDOW PER MANUFACTURERS RECOMMENDATIONS & BEDDED IN CAULK. 4. INSTALL 4" WIDE SELF ADHESIVE FLASHING TAPE OVER JAMB FLANGE EXTENDING PAST HEAD MIN. 2 1/2" & OVER SILL TAPE. 5. INSTALL 4" WIDE SELF ADHESIVE FLASHING TAPE OVER HEAD FLANGE LAPPING OVER JAMB TAPES. 6. INSTALL WALL BATTSOR SIDING AND WINDOW TRIM. INSTALL METAL "Z" FLASHING OVER TOP OF TRIM.' 7. CAULK BOTTOM, SIDE,.& HEAD TRIM TO WINDOW FRAME AND SIDING. FLASHING TO BE UNDER BUILDING PAPER CONTINUING UPWARD. Wl HEADER DETAILS 9'-1 1/8" TYPICAL WALL SCALE 1/2" = V-0" TYPICAL MAIN LEVEL P 8'-1 1/8" TYPICAL WALL SCALE 1/2" = 1'-0" TYPICAL UPPER LEVEL I DETAILS ROOFING PER BUILDER ON 15" FELT (PROVIDE OR LESS) 1/ SHEATHING 2x4 VENTEC 5/4x& 8152E 2x6 PLATE 2x12 RIM JOI (2)2x6 TOP 2x6 STUDS 1/2" PLYWD. SHEATHING ELEVATION: P.T. PLATE PER FOUND CONCRETE REBAR PEF 4" PERFORf FREE -DRAINING GRAVEL BASE SIMILAR TYFICAL WALL DETAIL SCALE: 1/2" = I'-OII NOTE: DETAIL IS SIMILAR, VERIFY W/ ELEVATIONS, FLOOR PLANS 4 FOUNDATION PLANS) PE "X" GYP. BOARD OP PLATE G PLYWOOD OR OSB SHEATHING ) ON 2x12 FLOOR JOISTS (SPACING E PER FLOOR FRAMING PLAN) '. BOARD SLAB PER TION PLAN ETE FOOTING 4 REBAR N. PLAN LANDED GENTRY r:ceiSffmjMwifabililt4mkvj �juw LOWMAN WALL DETAILS JOB NO: LOWMAN DESIGNED: LG DRAWN: SD/JR DATE: 4/21 /2017 SHEET A,,,,,,,,,,,,5m2 ,I DECORATIVE BEAM PER BUILDER SHINGLE SIDING (VERIFY -- TYPE $ LOCATION W/ BLDR.) COMPOSITION ROOFING (VERIFY TYPE W/ BLDR.) 5/4x8 8I82E PRIMED SPRUCE BARGE BOARD W/ Ix4 TRIM 0 TOP EDGE (TYPICAL) 5/4x8 6I82E PRIMED SPRUCE FASCIA W/ 5" CONT, PAINTED METAL GUTTER (TYPICAL) 5/4x& DOOR/WINDOW TRIM s TOP d BOTTOM: 5/4x4 DOOR/WIDW. TRIM A SIDES (FRONT t BACK ELEVS. ONLY) 2x10 TRIM BOARD W/ 1/2"— CHAMFER ® TOP EDGE (TYP.) 5/4x4 CORNER - BOARD (TYPICAL) LAP SIDING (VERIFY TYPE 6 EXPOSURE W/ BUILDER) MASTIC -APPLIED MASONRY STONE VENEER PER BLDR. BUILDING HEIGHT P.T. 6x6 POST l PER BUILDER W. MASTIC-APPLEEL VENEER COLUMI RAILING PER Bl -AVERAGE ORIGINAL_GRADE ■■ ME ■■ ■■ ■■ ■■ ■■ ■■ ■■ minim minim 00000000 wiminimin n8ffif1: =ei 5 wk Til �'- ---------------- .__. FRONT ELEVATION SCALE: lia" = i'-O" LEEMM09 Lmill -----RIDGE HEIGHT---�-_- MAIN FLOOR PLATE HEIGHT ALUMINUM RAILING W/ —TEMP. GLASS PANELS (VERIFY W/ BUILDER) - P ENTRY PORCH BEAM HGT, — — — MAIN FLOOR LEVEL — _ LOIUF=R FLOOR�ATE HEICzHT — _ DECK TRIM PER ro BUILDER (TYPICAL) ENTRY FLOOR LEVEL _ SLAB m GARAGE DOOR (VERIFY ON -SITE) LOWER FLOOR LEVEL FINISHED GRADE - 7 6x6 POST LANDED GENTRY [IOMT S AND COMMUNITIES REVISIONS 2� i I COWMAN FRONT & LEFT ELEVATIONS COASTAL 1 JOB NO: LOWMAN DESIGNED: LG DRAWN: RP/JR DATE: 5/11 /2017 SHEET A-6ml BY: 5,4C;K ELEVATION SCALE: 114" = V-O" I LANDED GENTRY HOMES AND COMMUNITIES REVISIONS I BY: 2-12-I0 1 JR LOWMAN BACK & RIGHT ELEVATIONS COASTAL 1 JOB NO: LOWMAN DESIGNED: LG DRAWN: RP/JR DATE: 4/21 /2017 SHEET l//�' Aa V ■ GENERAL NOTES: SITE PREPARATION: I. BEFORE STARTING ANY SITEWORK CALL 1-600-424-5555 TO HAVE UNDERGROUND UTILITIES LOCATED 2, ALL STUMPS AND ROOTS SHALL BE REMOVED FROM THE GROUND TO A DEPTH OF 12" IN THE AREA OCCUPIED BY THE BUILDING. NO EXCAVATED MATERIAL IS TO BE USED FOR BACKFILL UNDER ANY CONCRETE WITHOUT APPROVAL OF THE BUILDING OFFICIAL. ALL FILL UNDER CONCRETE TO BE STRUCTURAL AND SHALL BE COMPACTED TO 95% BEAMS AND JOISTS: 21, DIMENSIONAL LUMBER TO BE HEM -FIR 02 TYP. (U.N.O.). UNLESS NOTED OTHERWISE USE 4xb 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 W/ 4x DEPTH. BEAMS AND HEADERS TO HAVE 1 1/2 MIN, BEARING TYP, U.N.O. BEAMS SHOWN ARE MINIMUM REQ'D OR BETTER -SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION, CHANGES TO PLAN MADE DURING CON- STRUCTION SHOULD BE VERIFIED W/ DESIGNER SINGE ALL STRUCTURAL MEMBERS ARE SIZED FOR THEIR SPECIFIC LOCATION 4 LOADS 22, WOOD JOISTS CLOSER THAN IS" OR WOOD BEAMS CLOSER THAN 12" TO THE GROUND MUST BE OF TREATED WOOD OR WOOD OF NATURAL RESISTANCE TO DECAY I IRC SEC, 311.1 1 23, ALL WOOD IN CONTACT WITH CONCRETE, MASONRY OR EARTH MUST BE PRESSURE -TREATED WOOD OR FOUNDATION - GRADE CEDAR OR REDWOOD AMC) MARKED BY AN APPROVED AGENCY, CUT ENDS OF TREATED POSTS MUST BE RE -TREATED OR BE PROVIDED WITH PROTECTION FROM CONTACT WITH CONCRETE I IRC SEC, 3111 1 24. PRESSURE -TREATED WOOD SHALL BE USED FOR THOSE PORTIONS OF WOOD MEMBERS WHICH FORM THE STRUCTURAL SUPPORT OF BUILDINGS, BALCONIES, PORCHES, ETC. WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING, SUCH MEMBERS MAY INCLUDE BEAMS, JOISTS 4 DECKING, POSTS, POLES 4 COLUMNS I IRC SEC, 311,13 1 25. ENDS OF BEAMS ENTERING CONCRETE OR MASONRY WALLS SHALL BE PROVIDED WITH A MINIMUM AIR SPACE OF 1/2" AT TOPS, SIDES AND ENDS I IRC SEC, 3111 1 26, STRUCTURAL EXTERIOR POSTS, BEAMS, JOISTS AND DECKING TO BE CEDAR OR TREATED MATERIAL I IRC SEC, 311 1 27. FASTENERS FOR PRESSURE -TREATED AND FIRE -RETARDANT WOOD MUST BE OF HOT -DIPPED GALVANIZED STEEL, STAIN- LESS STEEL OR COPPER (EXCEPTION: 1/2" DIA. OR GREATER STEEL BOLTS) I IRC SEC. 311.3,1 1 28, PORTIONS OF GLUE -LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO THE WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE PRESSURE -TREATED WITH PRESERVATIVE OR BE MANUFACTURED FROM NATURAL DURA5!_E WOOD I IRC SEC. WALL WALL FRAMING: (IN GENERAL MIN. REQ'MENTS PER IRC CHAPTER 6, AS DEFINED HEREIN OR SHOWN ON DRAWINGS) 31. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS 9 16" O.G. TYPICAL, FRAME UPPER FLOOR EXTERIOR WALLS W/ 92 5/8" 2x6 STUDS m I6" O.G. TYP. (VERIFY EXTERIOR SHEATHING TYPE W/ BUILDER). FRAME MAIN FLOOR INTERIOR WALLS W/ 104 5/8" 2x STUDS (PER PLAN) 9 16" O.C. W/ 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL UNLESS NOTED OTHERWISE BY BUILDER. FRAME UPPER FLOOR INTERIOR WALLS W/ 92 5/8" 2x4 STUDS o 1/o" O.C. W/ 1/2" GWB BOTH SIDES TYP, (U.N.O.). FRAME GARAGE WALLS W/ 104 5/8" 2x STUDS (PER PLAN) s 16" O.G. ANGLED WALLS TO BE 45 DEGREES TYP. UNLESS NOTED OTHERWISE 32, STUDS PARTITIONS CONTAINING PLUMBING, HEATING OR OTHER PIPES SHALL BE SO FRAMED AMC) THE JOIST BELOW SO SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE A PARTITION CONTAINING SUCH PIPING RUNS PARALLEL TO THE FLOOR JOISTS THE JOISTS UNDERNEATH SUCH PARTITION SHALL BE DOUBLED AND SPACED TO PERMIT PASSAGE OF SUCH PIPES AMC) SHALL BE BRIDGED. WHERE PLUMBING, HEATING OR OTHER PIPES ARE PLACED IN OR PARTLY IN A PARTITION NECESSITATING THE CUTTING OF SOLES OR PLATES A METAL TIE NOT LESS THAN 1/8" THICK 4 1 1/2" WIDE SHALL BE FASTENED TO THE PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN (8)1/od NAILS EA. SIDE I R602,6.1 1 33, DOORS THAT ARE NOT DIMENSIONED TO HAVE TWO STUDS (3") BETWEEN R.O. AND NEAREST WALL 34, INSTALL 2x6 BACKING FOR TOWEL BARS BETWEEN STUDS CENTERED 48" A.F,F, 35, CRIPPLE WALLS MUST BE FRAMED OF STUDS NOT LESS IN SIZE THAN THE STUDDING ABOVE. WHEN EXCEEDING 4 FEET IN HEIGHT SUCH WALLS MUST BE FRAMED OF STUDS HAVING THE SIZE REQ'D FOR AN ADDITIONAL STORY, CRIPPLE WALLS LESS THAN 14" HIGH MUST BE SHEATHED ON AT LEAST ONE SIDE AND FASTENED TO TOP AMC) BOTTOM PLATES OR THE CRIPPLE WALL WILL HAVE SOLID BLOCKING. CRIPPLE WALLS MUST BE BRACED WITH 15% MORE BRACING THAN AS REQ'D FOR THE WALL ABOVE, WITH WALL PANEL SPACING NOT MORE THAN 14 FEET I IRC SECTIONS 602,E AMC) 602.10.11,1 1 36, WOOD COLUMNS MUST BE RESTRAINED TO PREVENT LATERAL DISPLACEMENT I IRC SEC, 401.3 1 31, ALL TRIMMERS AND HEADERS FRAMING AN OPENING SHALL BE PER IRC TABLES R6O2.1(D AND R602.1(2) OR AT THE MIN, SHALL BE DOUBLED OR LUMBER OF EQUIVALENT GROSS -SECTION AND EA. END SUPPORTED WITH PROPER -SIZED FRAMING ANCHORS UNLESS ADEQUATE BEARING PROVIDED THROUGH OTHER MEANS 38, PLACE A VAPOR BARRIER OF TYVEK (OR EQUAL) OVER ALL EXTERIOR WALLS I IRC SEC. 103.2 1 Be. WOOD STUD WALLS MUST BE CAPPED WITH A DOUBLE TOP PLATE INSTALL TO PROVIDE OVERLAPPING AT CORNERS AND 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 40. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT TO EXCEED 25% OF ITS WIDTH. STUDS IN NON -BEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. ANY STUD MAY BE BORED OR DRILLED PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO GREATER THAN 409. OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO CLOSER THAN 5/8 INCH TO THE EDGE OF THE STUD AND THE HOLE 18 NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH I IRC FIGURES R602,6(1) 4 R602.6(2) 1 TOP PLATES IF NOTCHED OR DRILLED TO MORE THAN 50% OF THEIR WIDTH SHALL HAVE A 16-GAUGE METAL TIE 1 1/2" IN WIDTH INSTALLED PER IRC FIGURE R602,6,1 EXCEPTIONS: A. A STUD MAY BE BORED TO A DIAMETER NOT EXCEEDING 50% OF ITS WIDTH PROVIDED THAT SUCH STUDS LOCATED EXTERIOR WALLS OR BEARING PARTITIONS ARE DOUBLED AND THAT NOT MORE THAN TWO SUCCESSIVE STUDS ARE BORED B. APPROVED STUD SHOES MAY BE USED WHEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS I IRC SEC, 602.E 1 PROVIDE METAL NAIL PLATES IN ALL LOCATIONS WHERE PLUMBING OR WIRING COMES WITHIN 1" OF THE EDGE OF ANY STUD 41, FIRE BLOCKING SHALL BE PROVIDED TO CUT-OFF CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES AND BETWEEN A TOP -STORY AND THE ROOF SPACE I IRC SEC, 302,11 1 INSTALL FIRE BLOCKING AT: A. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS INCLUDING FURRED SPACES 4 PARALLEL ROW OF STUDS OR STAGGERED -STUDS AS FOLLOWS: a. VERTICALLY AT THE CEILING AND FLOOR LEVELS b. HORIZONTALLY AT INTERVALS NOT TO EXCEED 10 FEET: B. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS or -CUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS: C, IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN: D. AT OPENINGS AROUND VENTS, PIPES AND DUCTS AT THE CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO RESIST THE FREE -PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION: E. FOR SITE -BUILT CHIMNEYS AND FIREPLACES, FIRE BLOCKING MUST BE A MIN, OF I" THICK AND SUPPORTED ON METAL STRIPS OR METAL LATH: F. FIRE BLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQ'D AT THE LINE OF DWELLING SEPARATION 42. FIELD -CUT NOTCHES, ENDS AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE TREATED IN FIELD IN ACCORD- ANCE WITH AWPA M4 I IRC SEC, 311,1,1 1 FLOOR FRAMING (CONTID): 53. JOISTS, RAFTERS AMC) TRUSSES MUST BE SUPPORTED TO PREVENT ROTATION BY INSTALLING SOLID BLOCKING AT EACH BEARING POINT OR AS REQ'D BY MANUFACTURER [ IRC SEC, 502.1 1 54. BEARING PARTITIONS PERPENDICULAR TO JOISTS MUST NOT BE OFFSET FROM SUPPORT BY MORE THAN THE DEPTH OF THE JOISTS. AT MINIMUM DOUBLE JOISTS ARE REQ'D UNDER PARALLEL BEARING PARTITIONS. JOISTS FRAMED INTO SIDES OF BEAMS MUST BE SUPPORTED BY JOIST HANGERS OR LEDGER STRIPS I IRC SEC, 502,4 1 55. IN FLOOR CONSTRUCTION JOISTS AND BEAMS MUST HAVE NO LESS THAN 1 1/2" OF BEARING ON WOOD OR METAL AND NO LESS THAN 3" BEARING ON CONCRETE I IRC SEC. 502.E 1 56. ALL PLYWOOD OR 085 SUBFLOORING IS TO BE GLUED TO THE SUPPORTING FRAMING MEMBERS, GLUE IS TO BE APPLIED IN STRICT CONFORMANCE WITH MANUFACTURERS DIRECTIONS ROOF FRAMING: 61, PLYWOOD ROOF SHEATHING IF EXPOSED ON THE UNDERSIDE MUST BE EXTERIOR GRADE AND IDENTIFIED AS EXPOSURE I I IRC SEC, 803,2,1.1 1 62. ENCLOSED ATTIC 4 RAFTER SPACES MUST HAVE CROSS -VENTILATION FOR EACH SEPARATE SPACE BY VENT OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW, THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN 1/150 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA TO 1/300 IS PER- MITTED PROVIDED THAT AT LEAST 40% AMC) NOT MORE THAN 509- OF THE REQ'D VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET A$v. THE EAVE OR CORNICE VENTS I IRC SEC. 806,2 L THE OPENINGS MUST BE COVERED WITH A CORROSION -RESISTANT 114" MESH SCREEN 63, AN INSULATION DAM MUST BE PROVIDED AT THE ATTIC ACCESS OPNG, WHEN USING BLOWN -IN INSULATION 64, TRUSSES MUST BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL IN ACCORDANCE WITH ANSI/TPI I STANDARDS I IRC SEC, 802,10.2 1 65. TRUSS BRACING MUST BE PROVIDED TO PREVENT LATERAL ROTATION AMC) PROVIDE LATERAL STABILITY IN ACCOR- DANCE WITH THE INDIVIDUAL TRUSS DESIGN DRAWINGS I IRC SEC, 802,103 I 66, TRUSS MEMBERS MUST NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE APPROVAL OF A REGISTERED DESIGN PROFESSIONAL, ALTERATIONS RESULTING IN THE ADDITION OF LOADS THAT EXCEED THE DESIGN LOAD FOR THE TRUSS WILL NOT BE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPA- BLE OF SUPPORTING SUCH ADDITIONAL LOADING I IRC SEC. 802,10,4 1 61, TRUSS BOTTOM CHORDS SHALL BE DESIGNED FOR LOAD WHERE CONDITIONS IN TABLE R30115 ARE PRESENT (TRUSS ENGINEER AND/OR MANUFACTURER TO VERIFY) EXTERIOR SHELL: 11, FLASH AND COUNTER -FLASH ALL EXTERIOR OPENINGS AS REQUIRED TO MAKE THEM WEATHERPROOF. INSTALLATION INSTRUCTIONS SHALL BE PROVIDED FOR EACH WINDOW BY THE MANUFACTURER 12. ALL EXTERIOR TRIM AMC) SIDING JOINTS TO BE AS SHOWN ON THE ELEVATIONS. WHERE TWO BOARDS BUTT ENE TO END, SIDING OR TRIM PROVIDE A 15-DEGREE (MINIMUM) BEVEL ON ENDS OF JOINING BOARDS. FLASH CONTINUOUS ABOVE ALL PROJECTING WOOD TRIM I IRC SEC. 103 1 SAFETY - all EVERY DWELLING MUST HAVE ITS ADDRESS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET I IRC SEC, 319.1 I 82. EVERY BASEMENT, HABITABLE ATTIC AND EVERY SLEEPING ROOM MUST HAVE AT LEAST ON',- OPERABLE WINDOW OR EXTERIOR DOOR APPROVED FOR EMERGENCY EGRESS OR RESCUE. WINDOWS MUST HAVE A MIN. NET CLEAR OPENING OF 5.1 SQUARE FEET (5,0 S.F. IF LOCATED ON GRADE FLOOR), A MIN. NET FREE OPENING HEIGHT OF 24" AND A MIN. NET CLEAR OPENING WIDTH OF 20 INCHES. FINISHED SILL HEIGHT MAY NOT BE t-tOR2E THAN 44" ABV. THE FLOOR. ESCAPE WINDOWS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF KEYS, TOOLS OR SPECIAL KNOWLEDGE I IRC SEC, 310 1 83. ATTIC ACCESS TO BE MINIMUM 22"x30", BE READILY ACCESSIBLE AND MUST HAVE 30" UNOBSTRUCTED HEADROOM ABOVE I IRC SEC, 801 1 84, WHEN WORK IS PERFORMED THAT REQUIRES A PERMIT OR WHEN A SLEEPING ROOM IS CREATED THE ENTIRE BUILDING MUST BE PROVIDED WITH SMOKE ALARMS. A SMOKE ALARM MUST BE INSTALLED IN EACH SLEEPING ROOM AND OUTSIDE THE SLEEPING ROOM IN THE IMMEDIATE VICINITY. THERE MUST BE AT LEAST ONE SMOKE ALARM ON EVERY FLOOR LEVEL, ALL SMOKE ALARMS SHALL BE HARDWIRED WITH BATTERY BACKUP AND BE INTERCONNECTED. ALL ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 211 AND HOUSEHOLD FIRE WARNING EQUIPMENT PROVISIONS OF NFPA 12 [ IRC SEC, 314 1 55, FOR NEW CONSTRUCTION AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS IN DWELLING UNITS WITHIN WHICH FUEL -FIRED APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES I IRC SEC. 315 1 86. PORCHES, BALCONIES, RAMPS OR RAISED FLOOR SURFACES LOCATED MORE THAN 30" ABOVE THE FLOOR OR GRADE BELOW SHALL HAVE GUARDS NOT LESS THAN 36" IN HEIGHT. OPEN SIDES OF STAIRS WITH A TOTAL RISE OF MORE THAN 30" ABV, THE FLOOR OR GRADE BELOW SHALL HAVE GUARDS NOT LESS THAN 34" IN HEIGHT MEASURED ABOVE THE NOSING OF THE TREADS, GUARDS SHALL HAVE INTERMEDIATE RAILS OR ORNAMENTAL CLOSURES THAT DO NOT ALLOW A SPHERE 4" IN DIAMETER TO PASS I IRC SEC, 312,1 I 8t INSTALL 1/2" GYPSUM WALLBOARD (MIN.) AT GARAGE/HOUSE WALL AND GARAGE BEARING WALLS, INSTALL 5/8" TYPE-X GYPSUM WALLBOARD AT GARAGE CEILING TYPICAL, INSTALL 20-MINUTE RATED DOOR BETWEEN HOUSE AND GARAGE I IRC SEC, 302.6 1 NOTE: SELF -CLOSING HARDWARE REQ'D BY CODE 88, THE FLOOR SURFACE IN A GARAGE SHALL BE NON-COMBUSTIBLE AMC) SLOPED TOWARD THE MAIN VEHICLE ENTRY DOOR- WAY I IRC SEC. 309.1 1 AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED IN ACCORDANCE WITH UL 325 I IRC SEC. 309,4 1 as. BATHTUB AND SHOWER FLOORS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS AND IN SHOWER COMPART- MENTS SHALL BE FINISHED WITH A NON -ABSORBENT SURFACE TO EXTEND TO A HEIGHT NOT LESS THAN 12" ABOVE THE FLOOR [ IRC SEC, 301 1 90, FURNACE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AND THE REQUIRE- MENTS OF IRC CHAPTERS 13 THROUGH 20 4 CHAPTER 24. IF LOCATED IN GARAGE FURNACE AND HOT WATER TANK SHALL BE ELEVATED SO THAT PILOTS, BURNERS, HEATING ELEMENTS AND SWITCHES ARE MIN, IS" ABOVE GARAGE SLAB. STRAP HWT TO WALL I IRC SEC, M13013 1, PROVIDE OVERFLOW PAN 4 PIPING AND INSTALL TEMPERATURE 4 PRESSURE RELIEF VALVE (W/ PIPE TO EXTERIOR TERMINATION) PER IRC CHAPTER 25, VERIFY PROTECTION FROM IMPACT BY AUTOS PLUMBING: "o 102. 103. FLOOR FRAMING: 104, 51, JOISTS FRAMING INTO THE SIDE OF A WOOD GIRDER SHALL BE SUPPORTED BY APPROVED FRAMING ANCHORS OR ON LEDGER STRIPS NOT LESS THAN NOMINAL 2" x 2" [ IRC SEC. 502.6,2 I 105, 52, ALL JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS 4 OVER SUPPORTS WITH 2 NOMINAL WIDTH BY FULL JOIST DEPTH SOLID BLOCKING, RIM JOIST, JOIST HANGER OR OTHER APPROVED MEANS, NOTCHES AT THE ENDS OF JOISTS 106, SHALL NOT EXCEED 25% OF THE JOIST'S DEPTH AND BORED HOLES ARE NOT TO BE WITHIN 2" OF THE TOP OR BOTTOM OF THE JOIST. HOLES ARE NOT TO BE ANY BIGGER THAN 1/3 THE DEPTH OF THE JOIST. HOLES AMC) NOTCHES MUST NOT BE WITHIN 2" OF EACH OTHER. NOTCHES IN THE TOP OR BOTTOM OF THE JOISTS SHALL NOT EXCEED I/6 THE JOIST DEPTH 107. AND ARE NOT PERMITTED IN THE MIDDLE THIRD OF THE SPAN I IRC SEC, 502.1 4 502,8 1 FOR NOTCHING AND BORING OF MANUFACTURED FLOOR JOISTS REFER TO THE MANUFACTURER'S SPECIFICATIONS AND FOLLOW THEIR RECOMMENDATIONS FULLY NO PLUMBING OR DRAINAGE SYSTEM OR BUILDING SEWER MAY BE COVERED, CONGEALED OR PUT INTO USE UNTIL IT HAS BEEN TESTED, INSPECTED AND APPROVED I UPC SEC. 103,5,1.3 1 PLUMBING SUPPLY PIPING SHALL BE TESTED WITH WORKING WATER PRESSURE OR, EXCEPT PLASTIC PIPING, 50 PSI AT PRESSURE I UPC SEC. 609.4 I PLUMBING DRAINS SHALL BE TESTED WITH WATER FILLED TO THE HIGHEST VENT IN THE SYSTEM OR 5 PSI AIR PRESSURE [ UPC SEC, 112,23 1 ALL PIPING PASSING UNDER OR THROUGH WALL SHALL BE PROTECTED FROM BREAKAGE. APPROVED PROVISIONS SHALL BE MADE FOR EXPANSION OF HOT WATER PIPING, VOIDS AROUND PIPING PASSING THROUGH CONCRETE FLOORS ON THE GROUND SHALL BE APPROPRIATELY SEALED I UPC SEC, 313,1 1 HORIZONTAL PIPING SHALL BE SUPPORTED AT SUFFICIENTLY CLOSE INTERVALS TO PREVENT SAGGING, PIPE SUPPORTS FOR ABS MAY NOT EXCEED 4 FEET ON CENTER I UPC SECS. 314,5 4 314,5,1 1 WHIRLPOOL BATHTUBS SHALL BE PROVIDED WITH A REMOVABLE PANEL OF SUFFICIENT DIMENSION TO ACCESS THE PUMP I IRC P2120 1 SHOWERS AND LAVATORIES TO HAVE 2.5 AND 2.2 GALLON PER MINUTE FLOW RATE, RESPECTIVELY. WATER CLOSET SHALL BE 1.6 GALLON/FLUSH MAX, PLUMBING (CONTID): 108, HOSE BIBBS SHALL BE PROTECTED BY AN APPROVED NON -REMOVABLE TYPE BACKFLOW PREVENTION DEVICE PER IRG CHAPTER 29 109. ALL PLUMBING FIXTURES, INCLUDING TOILETS, SHALL BE CAULKED OR SEALED AT THEIR BASE I UPC: SEC, 4012 1 110, ALL WATER LINES TO BE PROTECTED FROM FREEZING. IF WATER LINES ARE NOT LOCATED COMPLETELY BETWEEN HEATED SPACE AMC) INSULATION PROVIDE MIN. R-3 INSULATION WHERE REQUIRED TO ASSURE PIPES ARE PROTEC- TED FROM FREEZING MECHANICAL: 121. NO MECHANICAL SYSTEM OR EQUIPMENT REGULATED BY THIS CODE MAY BE CONNECTED TO FUEL SOURCE UNTIL APPROVED BY THE BUILDING OFFICIAL I IRC SEC. ill.( / NFPA 541ALI 1 122, GAS PIPING SHALL BE TESTED AT A MINIMUM PRESSURE OF 3 PSI. GAUGES USED FOR TESTING MUST HAVE AN UPPER RANGE OF NOT MORE THAN 5 TIMES THE TEST PRESSURE I IRC SEC. G2411.4.1 / NFPA 54 I 123, CLOTHES DRYER DUCTS SHALL BE CONSTRUCTED OF MINIMUM 0.016" THICK RIGID METAL HAVING SMOOTH INTER- IOR FINISHES WITH JOINTS RUNNING IN THE DIRECTION OF AIR FLOW. NO SCREWS SHALL BE USED. TRANSITION DUCTS SHALL NOT BE CONCEALED WITHIN CONSTRUCTION AND BE NO MORE THAN 12" IN LENGTH. DUCT SIZE MIN, 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 FROM ANY OPENINGS INTO BUILDING. DUCT SHALL HAVE BACKDRAFT DAMPER AND SHALL NOT BE SCREENED. MAXIMIM DUCT LENGTH SHALL BE 35 FEET AND SHALL BE REDUCED IN ACCORDANCE WITH IRC TABLE G2439.1.4.1. DRYER EXHAUST SYSTEMS SHALL BE INDEPENDENT OF OTHER SYSTEMS 124. WHOLE -HOUSE EXHAUST FAN (IF REQUIRED) TO HAVE A BONE RATING OF 1.5 OR LESS 4 BE WIRED TO A TIMER OR DEHUMIDISTAT. VERIFY PROPER INSTALLATION OF BAFFLES TO MAINTAIN REQUIRED VENT OPENINGS IN CEILING. IF FRESH AIR SYSTEM IS INSTALLED CONNECT TO RETURN AIR WITHIN FOUR FEET OF THE AIR HANDLING UNIT, PROVIDE OUTDOOR INTAKE DUCT WITH DAMPER TO LIMIT AIR FLOW TO 145 CFM UNDER NORMAL OPERATING CONDITIONS. UNDERCUT INTERIOR DOORS TO ALLOW AIR MOVEMENT 125, EXHAUST FAN LOCATIONS 4 SIZES REQUIRED TO COMPLY WITH THE WASHINGTON STATE VENTILATION 4 INDOOR AIR QUALITY (VIAQ) CODE ARE AS FOLLOWS: KITCHEN: 100 CFM (RANGE HOOD ACCEPTABLE) LAUNDRY: 50 CFM MIN, BATHROOMS: 50 CFM MIN, NOTE: ALL EXHAUST FANS ON 20-MINUTE TIMER. EXHAUST FANS TO VENT TO OUTSIDE AIR NO CLOSER THAN 3 FEET FROM ANY OPENING 126, ALL GAS COMBUSTION APPLIANCES (EXCEPT KITCHEN RANGE 4 CLOTHES DRYER) TO HAVE COMBUSTION AIR DUCTED DIRECTLY TO THEM WASHINGTON STATE ENERGY CODE COMPLIANCE: 131, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE (IRC CHAPTER IU IS AS FOLLOWS: FLOOR: R-30 WALLS: R-21 FLAT CEILING: R-49 (R-38 ALLOWED IF INSULATION DEPTH MAINTAINED TO OUTSIDE FACE OF EXTERIOR WALL) VAULTED CEILING: R-38 DOORS: U=.200 MAXIMUM (VERIFY WEATHERSTRIP IS INSTALLED) WINDOWS: U=.400 MAX, SKYLIGHTS: U=.550 MAX. WATER LINES IN UNHEATED AREAS TO BE INSULATED TO R-3. HEAT DUCTS TO BE R-8 MIN. 4 EXHAUST DUCTS MIN. R-4 (SEAL JOINTS, CORNERS AND BOOTS). VERIFY INSULATION IS INSTALLED BEHIND PARTITIONS, IN CORNERS, FITTED AROUND WIRING 4 PIPES AND IN SPACES BEHIND BATHTUBS 4 SHOWERS. INSULATE .?LL ACCESS DOORS/HATCHES TO CRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY PENETRATE 4 INSTALL WEATHERSTRIP TO MINIMIZE AIR LEAKAGE. SEAL OPENINGS AROUND INTERIOR PLUMBING PIPES o EXTERIOR WALLS. REFER TO 2015 WSEC CHAPTER 4 4 IRC CHAPTER 11 FOR VERIFICATION OF INSULATION VALUES (CHECK WITH BUILDING DEPARTMENT OF JURISDICTION FOR ADDITIONAL INSULATION REQUIREMENTS THAT EXCEED THE 2015 WSEC) 132, INSULATION TO FILL ALL EXTERIOR WALL CAVITIES -DO NOT COMPRESSI GUT TO FIT AROUND PIPES, WIRES 4 OUTLET BOXES, RECESSED FIXTURES IN EXTERIOR WALLS TO HAVE MIN. R-5 INSULATION BEHIND THEM 133, BLOWN -IN ATTIC INSULATION TO BE INSTALLED IN STRICT CONFORMANCE WITH MANUFACTURER'S RECOMMENDATIONS FOR DENSITY 4 COVERAGE. PROVIDE VENTILATION BAFFLES IN ATTIC WHERE REQ'D TO MAINTAIN I" AIR SPACE. BAFFLE TO EXTEND 6" VERTICALLY ABOVE THE BATTS AMC) 12" VERTICALLY ABV. LOOSE -FILL INSULATION. PROTECT ALL FOAM INSULATION WITH METAL, PLASTIC OR PARGING AT BELOW -GRADE CONDITIONS 4 WHERE EXPOSED ABV. GRADE TO PRE- VENT DAMAGE 134, A ONE -PERM (OR LESS) VAPOR RETARDER (KRAFT PAPER, PVA PAINT, ETC.) IS TO BE INSTALLED ON THE WARM SIDE OF THE INSULATION 135, ALL RECESSED LIGHT FIXTURES IN THE THERMAL ENVELOPE TO BE CERTIFIED UNDER ASTM E-283 AND SO LABELED OR SEAL AROUND THE EXTERIOR IN AN APPROVED MANNER TO BE AIR -TIGHT 136. SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM JOIST BTWN. STORIES TO BE CAULKED/SEALED. ALL HOLES IN BUILDING ENVELOPE TO BE CAULKED/SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, PLUMBING 4 HVAC PENE- 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, AIR TIGHT 4 SEALED TO SURROUNDING GWB. ROUGH OPENING AROUND ALL WINDOWS 4 DOORS TO BE SEALED/CAULKED 131. THE BUILDING OR DWELLING UNIT SHALL BE TESTED 4 VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR. TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0.2 INCHES W.G. (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICIAL, TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. TESTING SHALL BE PREFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING THERMAL ENVELOPE. ONCE VISUAL INSPECTION HAS CONFIRMED SEALING (SEE WSEC TABLE R402,4.I.1), OPERABLE WINDOWS 4 DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF AT THE FRAME PRIOR TO THE TEST I WSEC R402,4.1.2 1 ABBREVIATIONS: is AT EL, ELEVATION MAX, MAXIMUM SH SINGLE -HUNG A,B. ANCHOR BOLT ELEC, ELECTRICAL M.B. MACHINE BOLT (WINDOW) ADD. ADDITION ELEV, ELEVATOR MECH, MECHANICAL SHWR, SHOWER ADJ, ADJUSTABLE ENG'R ENGINEERING) MEMB, MEMBRANE SHTH'G SHEATHING A.F.F. ABOVE FINISH FLOOR EQ, EQUAL MICRO, MICROWAVE SIM, SIMILAR ALT, ALTERNATE EQUIP. EQUIPMENT MIN. MINIMUM SPEC, SPECIFICATION ALUM. ALUMINUM EXP, JT, EXPANSION JOINT MTL. METAL SQ. SQUARE BA, BATH EXIST, EXISTING N.I.G. NOT IN CONTRACT S,S, STAINLESS STEEL BDRM, BEDROOM EXT, EXTERIOR N.T.S. NOT TO SCALE STD, STANDARD BLDG, BUILDING F,D. FLOOR DRAIN O.C. ON CENTER STL. STEEL BLKG, BLOCKING FIN, FINISH ODWH ON -DEMAND WATER STOR. STORAGE B.O. BY OWNER F,F, FINISHED FLOOR HEATER STRUCT, STRUCTURAL SOT, BOTTOM FLR, FLOOR O,F,C,I, OWNER TO FURNISH, SUSP, SUSPENDED BWP BRACED WALL PANEL FDN, FOUNDATION CONTRACTOR INSTALL T 4 G TONGUE 4 GROOVE CAB, CABINET F.O.C. FACE OF CONCRETE OH. OVERHANG TEMP, TEMPERED CSMT. CASEMENT (WINDOW) F.O.S. FACE OF STUDS O.H. OVERHEAD THK. THICKNESS li CENTERLINE FT, FOOT OR FEET OPNG, OPENING T.O, TOP OF CLKG, CAULKING F.E. FIRE EXTINGUISHER OPT, OPTIONAL TV TELEVISION CLO, CLOSET FRPLC, FIREPLACE PH PHONE TYP. TYPICAL CMU CONC. MASONRY UNIT FURN, FURNACE PIC PICTURE (FIXED WDW.) U.N.O. UNLESS NOTED COL, COLUMN GA, GAUGE P.LP. CONC. POURED -IN -PLACE OTHERWISE CONC, CONCRETE GALV, GALVANIZED CONCRETE V.T.O. VENT TO OUTSIDE CONST, CONSTRUCTION GIB, GRAB BAR P. LAM PLASTIC LAMINATE VERT, VERTICAL CONT. CONTINUOUS GLU-LAM GLUE -LAMINATED PLAS, PLASTIC VEST. VESTIBULE CPT, CARPET GR. GRADE PLWD. PLYWOOD VIN. VINYL C.T. CERAMIC TILE GWB GYPSUM WALLBOARD PR. PAIR W WASHER DIA, DIAMETER HB HOSE BIBS P.T, PRESSURE -TREATED W/ WITH D DRYER HDWD, HARDWOOD R RISER WC WATER CLOSET DBL, DOUBLE HORIZ, HORIZONTAL R.D. ROOF DRAIN WD. WOOD DF DOUGLAS FIR HWT HOT WATER TANK REF, REFERENCE WDW, WINDOW D.F. DRINKING FOUNTAIN INSUL, INSULATION REFG, REFRIGERATOR W/O WITHOUT DN, DOWN INT, INTERIOR REQ'D REQUIRED WP WATERPROOF DR. DOOR KIT, KITCHEN RM, ROOM W.W.F. WELDED WIRE DTL, DETAIL JST, JOIST R.O. ROUGH OPENING FABRIC DW DISHWASHER LAV, LAVATORY S 4 R SHELF 4 ROD XO SLIDER (WINDOW) DRWG. DRAWING MATL. MATERIAL S.F. SQUARE FEET EA. EACH HF HEM -FIR SGD SLIDING -GLASS DOOR LANDED GENTRY HOMES AND COMMUNITIES PER IRC 2015 LOWMAN GENERAL NOTES JOB NO: LOWMAN DESIGNED: LG DRAWN: BJ/JR DATE: 4/12/2017 SHEET AJA WA 1 ■ MAIN FLOOR ELECTRICAL FLAN SCALE: 1/4' = V-0" w Q Q NOTE: r - - I I I I I I I I I I I EXCEPT FOR EXHAUST FANS AND SMOKE DETECTORS, FIXTURE LOCATIONS ARE DESIGNER'5 SUGGESTION ONLY (VERIFY ALL FIXTURE TYPES AND LOCATIONS W/ OWNER). EXHAUST FANS TO COMPLY W/ 2015 IRC M1503. FAN NOISE NOT TO EXCEED 1.5 5ONE5 o 0.1 INCHES WATER GAUGE. EXHAUST FANS TO BE VENTED TO OUTSIDE AIR TYP. VERIFY ANY ADDITIONAL LIGHTING, A/V OR COMPUTER WIRING REQUIREMENTS W/ OWNER AND/OR BUILDER INTERIOR LIGHTING: A MINIMUM OF 50 PERCENT OF ALL LUMINAIRIIE5 SHALL BE HIGH EFFICIENCY LUMINAIRIES, EXTERIOR LIGHTING: LUMINAIRES PROVIDING OUTDOOR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL BE HIGH EFFICIENCY LUMINAIRIES, LOUDER FLOOR ELECTRICAL FLAN SCALE: 1/4" = V-0" I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - - J LANDED GENTRY HOMES AND COMMUNITIES REVISIONS 2-12-IS ELECTRICAL PLAN KEY v WALL SCONCE RECESSED CAN CEILING FIXTURE EYEBALL CAN Aso SMOKE DETECTOR Q EXHAUST FAN / EXHAUST FAN W/ LIGHT LIGHT SWITCH $a 3 WAY LIGHT SWITCH $y 4 WAY LIGHT SWITCH $t TIMER SWITCH WALL OUTLET 120 VOLTS 220 VOLT OUTLET (DRYER & OVEN PLUG) k{ WATER PROOF GROUND FAULT War INTERRUPTER OUTLET 120 VOLTS GROUND FAULT INTERRUPTER OUTLET 120 VOLTS Q Q TELEVISION, TELEPHONE AND INTERNET MODULE PULL CHAIN LIGHT -�} WALL MOUNTED LIGHT ® HARDWIRE OUTLET BY: u NOTE: SMOKE DETECTOR (SD)& so 110V INTERCONNECTED WITH BATTERY BACKUP LOWMAN ELECTRICAL PLANS COASTAL 1 & 2 JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/01 /2017 SHEET WA 4 I.RTF�cA�-(1eyr.& c�z v,,-r-PEoE LEV, '� J QEt P.t. bvb POET ____________________[_______________ (9 tTPCAI) I I ----------1 ffff: w's ;---------r- .. ✓V " /; ---- --------------------- I MA FOR DECK i , FRAMMS nATcaAu � I � 1 -------------------- T-T --------- 1 , I F 1 1 1'-p'------------------------------------ I JJJ , 1 ✓ , ' L ; 1 1 /✓ II f�2 , � � ; �- 1 L iy , -- S ✓-- �/ u y ---- -------------- --------•--- -- -- -------------- -------- -- ---A-- ----; ✓o I ,� I 1 . -Y -•— t ------------------ I t ; 1 •, i 1 _ 1 ; I , `T1ypj A , I� J , 1 � Y • ; 1 - -- -- - ------------ -----------✓------------ ----- 1 ✓ 6 G✓ I N I I / V . Shear wall top connection - Shear wall top connection _ D1 framing parallel. Dz framing perpendicular. O Tpuss,ov Twss Q& je T,T r4o� Neal - - I LF[U"c't eg ys { o;"sa Su..h4n.4 cater I HS ✓ ALT,, is-+iV. —i•�j'--r I itAFTF�L s- Rln ow L m.+T SLKEt i - - -- L-A 5ffW141 , o" A3{ SPLf ED sk cc --- 3rulT I aatz Q>Ll,41•.µ^, -• Sa�WC ISCD0 qr:c, un 4 H&ATHh9CS 5?,tGE 14,4 G- a u i ATEO-AI.- 4 kbILS -LOWER, OWER, l..Etr. Wo I f RLAMfu4-r'IA,, Fu= Structural CaRoue - Couvri¢ht ConstructionCale, Inc (CCA I 131 TS _ Twisted Strap - Joist Holdown !Mino Capacity: Good for 1,215 lb. tension. * * i 'Twisted Strap: Use min., TS22 twisted strap applied vertically, - Attach to beam or floor joist above. ___- ��_ _ -I Attach to double stud below. 14 TS Twisted Strap - Joist Holdown * Min., Capacity: Good for 1,450 lb. tension. * Twisted Si ra : Use min., HTS30 twisted snp 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-Hoor 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 moor 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. _ _•w_ - 1 For rim joist condition use STHD14_RJ. * NNails: Use 30, 16d to full -height stud as follows. _ * Stud: Use larger of king stud as speed elsewhere; or choice of 2- 2x, 3x, or 4x. 1 -- - --- Alt 2 - Holdown - Bolt Type * Holdown: Use HDU5. Lags: Use 14 SDS I x 2.5 to full -height stud per above. * * Anchor Bolt: Use 5/8" diameter SSTB24, or 518" 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 * j Strap 7114in., Capacity: Good for 1,705 lb tension * ! Drag Strap: Connect beam end to exterior wall top plate beyond with CS 16 x 24", centered over beam / top late intersection. S"P must be straight and horizontal. _ - Strap may attach to either side or top or bottom of members connected. * I Nails: Use IOd, all holes filled. Structural is Con Shear a ou - vne-- ConstructionCalc, Inc (CCb ----- 1 I _ ► al Shea I Typ' Wan Call 's symbol indi es a d icated sh alls without this ymbol are not deli at Symboi wall or 1 el, th ated sh walls r- type per callout below- use cod6 star construetipn. 1PW 3.4 � 4 Mint length o shear panel, ft. If ", cons ct entire Wall per If 'T IS", m Not a ear Wall. 1 I 1 is callout, with uild pen code mi ran idividualpan el lea imam. indi on plai I ' Sin { Bot anchor Top of plate to max Ij Capa- Stud Nail Edge Sill Block- Top of wall fram- spc'g / city, I Nails Stud Stud mat'I / Field Top ' plate & ing at wall Conn to ing, min. 1 wind/ ; Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- I cone to perpen- max. Mud sW embed- sets, lag, Sides of screws, max , max , size, atd st'I Stad Plate, aplIce, w/ edge 0 ported parallel dicular spe'g, anchor to1 meat, out 1 Eb, plf, min. I wall size j ft, in. min. specs) spac'g, In. min. mtn nairg j edges framing framing in. concrete in. 10 I 24 2x4 Sawn 16 °�24 b/12@16 COh 5/8" j-bolt One COn4 L sheathing OL SJ$" 7/16" either 12 16 2x6 Sawn 6/12@16 4811 lap sheathing +blkg or Then HD 168/ 1 PW OSB or side, 8d r --� 2- 2x4 w/ 8- 2x NA m' A34 or H2.5 or 16d @ 6 wJ 3" 72/4 120 1 o- p yR od 1 apP y directly 16 I 12 2x6 Sawn 6/12@12 16d LTP4 at 36" SDWC- 15600 @j ,hr i MASA or to studs -- - .....-_ _ I D1 " -24I. I MASAP 22 12 1.75x5.5 LVL 6J12@12 See 2 r2PW490/ (same) (same) i (same) ' (same) (same) ! (same) i 4/12@16 (same), (same) (same) 2x (same) (same) 16d @ 4'I (same) 36/4 310 1(same) LVA y/�• 13146.BOW-- 411.J6 20L PBL W/Iti GpCiCbPA� ( PLA TR W/J9fb.J WJ rb Ibr%T_ TOP PT. . TO OYaQ [R1J'I TO PCBT B60W . WAIT �19) (,nab WI M- P"OYCE 3/4' wm Wel.oul WE4M !ND w - assc oR ann.a¢ ✓Nutq ------- -- - -- ------- eeexsLer�as��rs�eeeearnert�ffamm MITI "' -��6ilmi�/lJG�aiff!>tEl51t!ataea��.eacocil w—•—wa.w-- —w w.sll—a Olga,1 I � MINIM -- its W.II.. LAM M■E MMII'.IBM i,.-.. „a.-.. 3oIL 4'sTe, L.wl ISFF Ifcd O g 4Oe ,�ncqa MAIN FLOOR FRAMING PLAN SGALE 1/4' = I'-O' t. 8� PObT -f3)M 9P1.OW pouBc.£ ,jb 1';T bcoL¢. !Z•im i1s4vS 3.g 15F1' 20 H Header - - * Header: use min: 2x6, tail 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. s alternate, may use FC4 for 2x4 wall, FC6 for 2x6 wall. (FC4 goodfor865 ib., FC6good for 1010 lb.) cing Stud: full height bottom plate to top plate:penings wider than 5, use min,, 2- 2x, each end *RHeader penings 5'wide and less, use min., I- 2x, each end eader: use min: 2x10, tall dimension vertical in "L" configuration. Or use min„ 2- 2x8, or 4x8. or "L" configuration, connect vertical header member to flat 2x with 16d @ 4" OC. * Trimmer: (aka., 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 8651b., FC6 good for 1 110 lb.) * King Stud: full height bottom plate to top plate: - 7. Openings wider than 5" use min., 2- 2x, each end. Openings 5' wide and less, use min., I- 2x, each end { - 22 $ ;Header * 1 Header: use min: 2- 2x10; or 4x10. �'- I Trimmer: (a.k a., Jack Stud) use min., i- 2x, or concealed flange hanger, each end j * 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. 301 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. __�__• • I :Ledger Cannecron: Connect to rim with SDS or LedgerLOK at max., 12" OC and within 3" of ends and splices. I - Where ledger cantilevers, use 4 SDS or LedgerLOK spaced 3" apart. Center this cluster of connectors 6" from j end of rim joist. Min. backspan of l�r 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. * i Floor -To -Floor Condition: Where bearing on floor with post below, ensure solid blocking through floor Icavity. 731 P Post Post: Use min., 4x6 PT - Connection at Base- Use PB, AB, ABU, ABW, CBSO or similar. - --� — - " LANDED GENTRY 1 0 M E S AND COMMUNITIES LOWMAN STRUCTURAL NOTES & DETAILS JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/11/2017 SHEET S-1 WA 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 ConstructionCale, 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 islare 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 1 analysis: O Roof live: 20 psf. O Exterior wall dead: 10 psf O Roof+ ceiling dead: 15 psf O Interior wall dead: 7 psf O Roof snow: 25 psf O Seismic Factors: Ss— 1.10, Sl= 0.437 O Floor live: 40 psf O Seismic Des Category: "D" O Floor dead: 15 psf o Wind Exposure `C', 3-sec gust: 120 mph. O Deck live: 40 psf 0 Assumed allowable soil bearing pressure: O Deck dead: 10 psi 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 I SAFETY: Only competent personnel familiar with construction and safety practices germane to the proj ect 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. Non -shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and comers 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. Blockine / 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 dis'anocs between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: 5/9 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. LaR Bolts. All lag bolts greater in diameter than 1/4" shall have pilot holes pre -drilled. Size of pilot hole r 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. 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 racks, 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 (IWegrees), no dowels into rock are necessary. 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. 1.5eam 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. YSL fParaltel Strand Lumberl and Versa -Lam. Where called for, use minimum 2.OE, 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 appeaaance 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-V 8 DF!DF. U 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. Where rock is sloped 3:1 (18-degrees) or greater, use #4 x 16" long dowels rotohammered 6"into rock. Rotohammered holes to be %" 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. o 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 planed 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 Pc = 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 rotolu m ter operations. Location of existing reinforcing bars may be by nondestructive 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 allcwcd 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. Nor.-EpoxySvstems. 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. EWxv Systems. For bolts, use Simpson epoxy -tie bolt system with ET -HP or SET high strength epoxy, with zinc plated, A307 `all-threau' 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. Giulams, PSLs, LVLs, etc. shall be per Prefabricated Wood Products section below. Multiple Ply Members. Trimmers, Xing 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 wail. Trimmers, aka Jack Studs. Use size (or larger) per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs. Use size (or larger) per Structural Callcuts. 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 comers, 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. v LANDED GENTRY HOMES AND COMMUNITILS LOWMAN STRUCTURAL NOTES & DETAILS JOB No: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/11/2017 SHEET S-2 WA