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Permit File 1418 Latitude Circle
..�,r ue . �wa,�p,�...»--°ter- .�-y��e•F-.x'", . - .._, � `_ - . �• , �,. a• . ..`` '�� ;r , $ ° S has li''''''::---- ,, yaqn , , "i'^ y x,_, _ rw ^? ; Y>s y'w : . . ";a �� -�- #oxr , '"ru» , s ,,, • a ,1 - . Y 4 { r?` � r . - w�,. � -- INSTALLS IN U LA TION CERTIFICATE P 0 Box 2921 Office:.(360)424=5179 Mt. Vernon WA Fax (360}428-5U�1 MA DISULATION & SERVICES LLIM We certify that the following residence has been insulated with the following materials: Flat Attic Blow VALUE.R-49. Exterior Walls Crawl Space VALUE R-21 VALUE R-38; 1 i Address 1418 Latitude Circle Anacertes a Certal'' lye, < Se LA LozA- O` I Date Installed April 2018 . Title Manager ! • ' '" CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 1418 Latitude Circle Owner: 48 North Anacortes LLC Constructed by: Landed Gentry Development Inc. Building Permit #: BLD-2017-0447 Date issued: October 13, 2017 Use Zone: R2 Dated: March 9, 2018 Authorizing Official: ,... _ ,, Cityof Anacortes invoice/Permit#: t3Lb-2017-0447 904 6th Street Applied date: 08/25/2017 . {'.O.Box 547 Issue date: 10/13/2017 ' .07i: Anacortes, WA 98221-0547 Expire date: 04/11/2019 Tr=, '�' ,wa (360) 293 1901 Job Address: 1418 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence per approved plans. Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360) 755-9021 License#: LANDEGD062D4 General Information: Fees: Occupancy Group it-1 Amendments/modifications 110.00 Use Zone R2 Plan Review Deposit 200.00 Basement Square Footage 975 Building Permit Fee 2,477.75 Lot Area 7500 Plan Review Fee 1,410.54 1st Floor Square Footage 1921 Mechanical Permit Fees 121.90 Garage Square Footage 739 Plumbing Permit Fee 174.00 Deck Square Footage 90 State Building Code Fee 4.50 Porch Square Footage 57 Sewer Inspection Fee 50.00 Building Valuation 364700 Storm Drain GFC-Residential 1,550.93 # Forced Air Furnace -1,000 1 Sewer GFC-Residential 9,206.33 #of Bathtubs 3 Park Impact Fee 615.00 #of Clothes Dryers 1 Traffic Impact Fee 900.00 #of Clothes Washers 1 Total Calculated: 16,820.95 #of Dishwashers 1 Deposits/Receipts: 200.00 #of Gas Fireplace 1 #of Gas Piping 1 Total Due: 16,620.95 #of Gas Water Heaters 1 #of Water Piping 2 - r -.�- 13 ro #of Hose Bibbs 3 n a 7 (0 #of Kitchen Sinks 1 7..K _ o- r #of Lavatories 4 0 fi --4 AD r,1 ... 3. I r- c 9 #of Range Hoods 1 1 0• 47 F o 1' #of Showers 3 -.0 c # #of SlopSinks 1 A -4 V.' IN #of Ventilation Fans 5 � 'r'n ,0 #of Water Closets 3 - — =� r.n. , J T: ,z I— r a rrf1 w- m ►., '� Air �', t- A Er: r- Z. -J -4 m g +7 [! fl r. N' �, Q �l1 L - 3 z ' City of Anacortes Invoice/Permit#: BLD-2017-0447 904 6th Street R z Applied date: 08/25/2017 P.O.Box 547 Issue date: 10/13/2017 a Anacortes, WA 98221-0547 .d ' 4`- (360) 293 1901 Expire date: 04/11/2019 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED, I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR L CAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTIONC-77-Drk IGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 'HERRIGSTAD ENGINEERING & SURVEYING Civil Engineering& Surveying 4320 Whistle Lake Road Dale Herrigstad,P.E.,P.L.S. Anacortes,WA 98221 (360)299-8804 October 28, 2017 Paul Ingals City Building Inspector City of Anacortes PO Box 547 Anacortes, WA 98221 Subject: 1418 Latitude Circle Lot 7, 48 North, House foundation survey layout. This letter is to inform the building department that I staked out the foundation of the above referenced lot after excavation and prior to concrete foundation footings have been poured on October 26, 2017. House corners were set with hub and tack at 5 foot offsets or as shown on the stakes from the four furthest exterior points of the house foundation. See attached drawing for approved site layout. If you have any questions or need more information please let me know. Sincerely, Dale Herrigstad P.E., P.L.S. dale@herrigstad.com . ,I :. \\ \ \ • II 1 I LAINzej)" L•D GEENS: TRY LOT 8 /// o n a Gov Mr ,YlraOnsnw*I _ eoRaNI ;..., II s? I uN r�c.,1 m r'F1 } ..H e' u AwlLOT 29 oosr.su+rtnm '.r• 5iw.ARsw- sn sr uP+x sna Ilan ff II I. 1 sen:�uuE - W I mrN.wn+ - na sr k ;� I' nH k 1!, jl 1aa' MW r.ar Y, �� ' ::ram I p IIFig ' A�sowwl lox altt411' J iI f tlraaas u+rlwrunrxe CCNNFLiIOH Col uNf REAP YARD MMI_0 ... M1mn BN:ma�,s5oexaRa fRp?YARo AER!10:Sa'aduaE I,;OgrklM S1 tswbF n P= 1 �;_���_ __ �_ F =u I yy \ PM�GFAGE 2MARhEMHY �' ki r o r c� o_Frza_c_F U • g 3 r 1 ti ` MILO.AREA: 3 91R Fw ., Z • / Colima F. k' I I i waya a (WEST)13I FRONT YARD ,' 'I, t,mz ssw-vac _ gaisIw ALLOED:.nsr GLEDING XTRACK R LTRIIY ii I EaS &WT UNE i I� I w. �, { LOT 7 _ otasoa IMPERVIOUS COVERAGE" �ornnc res.st: N1-0F0sME - I11 S� A�N01T 6]SF. 'i � i J , ;%' PAR2 •sio iI ll ,gig w . (CAS 30'REAR YARD wAxFw•- LOT 28 c,'inmaouIIM .11 I' $ k uw�Na� 1 rcRc� k• S lD1N05E78ACK ssoo ss. • m _ I I [ %7 %.n.zr (7,,, 2a'RRDNT�, y -a [ 1 raRD GARAGE , 1 SETBACK UNE I I S 5 o q $ 1 vir ORE-.� Z g oar+en.., 1 E i I Sn =I rj?I ' I a,m'e iief' ) • ..1" CReSPE7C SCALE Y I ! e .1521.2 .24 ° �� • — — • 'yy ro �,,.. ..._.._..3,_..�•_..._..,... _._._. oacQsievai- ._ _ `--1" Mr.*.saat.� rya-a n.e 1'. , _ �p aNc cw,N�ME 5t • �a I uwErE lsourvn resmeY.aa °� >IIs 48 NORTH euusauassrara ri,4 Er CURTIS C01 eloz�n. AR GARAGE RIGHT 2C ._,.,,..,.rrrv•q L., •�,. __ i Na tat LINE h Aigia.IL1 __„;,..__,,,,a. I�e�,T'�i�...�...._ _. _ �.. '°L`w.....,._ _� .�__..�._.. ..,......... ,I.av =' SITE PLAN LOT 7 1418 LATITUDE CIRCLE e I ANACORTES,WA k LOT 8 tiIca xr. PLAT Or'ba I1OFTH' �OT 27 1 h # a�NQ a �g 1 w cs uot, F m I 1of1 •• I 1 1 1 • • C' C19 1 C20 a' 22.50' N 87°47'58' W Cal .50 I o 0 .J22 • 0 15' ' To 5o C23 .5 .. 23'13 41' ,. C2L I o o C25 tr5 7 a N 1418,-,_ 2P6 15' 0 HUB&TACK , �0 15 � 1 r N 87°47'S�'S W r Jr r� looao� • ,v---t CO oo '''--TOP OF SILL CO N ELEV.-225.81 ' 0 CITY OF ANACORMS "AS-Mir' • nn ) ' __‘, \- Yc CONTRACTOR _ : -\("k(N , , ,..... , ir PLADDIVISION: IV Cv 1r\_k BLOCK . LOT ADDRESS: PERMIT# SCALE • /18 g Z, A--b -hectie. C' illimmiummmommimimmolimi .....7. mutimplum...withipm. sminummummr 111 11111110111411111111111111111111M011101 IIIMMIIIIIIIIIIM MIII IIIIIRIMMIMMIIIIIIIIIMMIIIIIII . 11111111111101111111.1118 WEIL IMINIIIIIITIM11111111111111 1111111111111111111MIMBliparll MEN IIIMINIM111111111111. 11111111111111111111111m 101111 MEM IIIIIIIIMIIIIIIIIIME IIIMISIIIINII MIIIRLIIIIMIA 1111171111111111111111111111 MIME MIMI IMMEIP16291144111111111k 1111111111111111111111MIN ENE MIN I 11111111L01111116,1111111 1111111MMINIIIIIIM IIIIIIMMIIIIIIIII 1111111M3 upionmonattommommumum muumuus mum mmilsorwmussirms i IIIIIIMIliKEINII IMMUNE mat IIIIIIIIIIIIIII I MIMI UUUR I MEM t 1111111111111111111M1 MEM MIT = I MEM MI 1 MIZIMINIMIIIMI ME= IIIIIM 11111: ..... a i .1...... ,.... 1 ... - - 111111111111111111MMIIIIIIIIIIII 11111111. 1111111111111111 111111111.11111111 .' MIK MIIIIIMII MIME . IIIMINIMMIIIIIIMMOMMIMI , 11111111111MIMIt MUM ' 11111111011111111111111111111M111111111 IIIIINIIIIIIIIIIIIIITION 111111111111111111M IIIIIIMINIMIIM tIMIMINWAININAM/ MEN MEM 11111111KABOMMIIIIIII milialtesill1111111111 Elfflim III ;1111111111111111111111111111111111 URN 1, IIIIIIIMMINIMMIIIIIIMMIIIIMIIMMIIII.11111 , LOCATE STREET(S)ON GM vim. • e T 7 N 1: r Planning, Community, & Economic Development Depart i - PO Box 547, Anacortes, WA 98221 y. •f PH: 360.299.1984 �k 13 Elements of SWPPP (Construction Stxrmwater P•fliution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt,clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg, 236 of the 2014 Stormwater Management Manual for Western Washington(SWMMWW).A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. �5 ] -/ Owner Name:_ #�* 44/44 c , V L� LJ V AUG 25101i; Site Address: / Prepared By: 7 04_,A)ae-40 7 if,JJ l Ai .66, t- J7- MCITY OF ANACORTES The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for 0 These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq.ft. sq. ft. of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element ex lain the best management radices{WAN i used or iusti reasonin� hr those that will n kt be used. If needed lease attach a narrative to further explain Plans or justification. / ' ?5icva Ali 61'.16 S EL .';'INT 1 Preserve Vegetation/Mark Clearing Limits C] 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 ❑ Limit construction vehicle access and exit to one route, if possible. ❑ Stabilize access points with a pad of quarry spans,crushed rock, or other equivalent BMPs,to minimize tracking onto roads. ❑ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. ❑ 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. ❑ Conduct street washing only after sediment is removed in accordance with the above bullet. ❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. ELEMENT 3: Control How Rates LI Protect properties and waterways downstream off 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). 0 If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. LEE',,"SENT 4: Install Sediment Controls ❑ Design, install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. O Construct sediment control BMPs (sediment ponds,traps,filters,etc.)as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. ❑ Minimize sediment discharges from the site.The design, installation and maintenance of erosion and sediment controls must address factors such as the amount,frequency, intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics, including the range of soil particle sizes expected to be present on the site. ❑ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of B March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP,but must meet the flow control performance standard in Element#3, bullet#1. ❑ Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. ❑ Provide and maintain natural buffers around surface waters,direct stormwater to vegetated areas to increase sediment removal,and maximize stormwater infiltration. ❑ Where feasible,design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. ELEMENT 5: Stabilize Soils ❑ Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to:temporary and permanent seeding,sodding, mulching, plastic covering, erosion control fabrics and matting,soil application of polyacrylamide(PAM),the early application of gravel base early on areas to be paved,and dust control. ❑ Control stormwater volume and velocity within the site to minimize soil erosion. ❑ Control stormwater discharges,including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. ❑ Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season(May 1 Sept 30): 7 days o During the wet season(Oct 1—Apr 30): 2 days ❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. O Stabilize soil stockpiles from erosion, protect with sediment trapping measures,and where possible, be located away from storm drain inlets, waterways,and drainage channels. O Minimize the amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil. 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 3ofB March, 2017 ❑ Divert off-site stormwater(run-on)or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year,24-hour frequency storm for the developed condition. Alternatively,the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used.The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. if using the Western Washington Hydrology Model(WWHM)to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. ❑ Place excavated material on the uphill side of trenches,consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. ❑ Stabilize soils on slopes, as specified in Element 5. Q 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 ❑ 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). ❑ Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. ❑ inlets should be inspected weekly at a minimum and daily during storm events. Page 4 of 8 March,2017 ELEMENT 8:Stabilize Channels and Outlets ❑ Design, construct,and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material,adequate to prevent erosion of outlets, adjacent streambanks,slopes, and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. ELE , ENT 9: Control Pollutants U Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ❑ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ❑ Provide cover,containment, and protection from vandalism for all chemicals, liquid products, petroleum products,and other materials that have the potential to pose a threat to human health or the environment.On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. ❑ Conduct maintenance,fueling,and repair of heavy equipment and vehicles using spill prevention and control measures.Clean contaminated surfaces immediately following any spill incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer,with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. ❑ Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust,fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing,exposed aggregate processes,dewatering concrete vaults,concrete pumping,and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page S of g March, 2017 ❑ Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground,or into 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. ELEMENT 10: Control De-Watering ❑ Discharge foundation, vault,and trench dewatering water,which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. ❑ Discharge clean, non-turbid de-watering water, such as weld-point ground water,to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State" may exist on a construction site as well as off site;for example,a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck,for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation,clamshell digging,concrete tremie pour,or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment-laden(muddy)water into waters of the State likely constitutes a violation Page 6 of 8 March, 2017 of water quality standards for turbidity.The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. ELEMENT 11: Maintain BMPs ❑ Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. ❑ Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. ❑ Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.AU 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. ❑ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. IEI�E, ENT 1 .: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL)for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Management details starting on ❑ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ❑ inspection and monitoring—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). ❑ 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 BMPS 0 If implementing any bioretention facilities or rain gardens, see • for requirements. /44-' - --` ( /OP 7 Applicant Signature1A Date Page 8of8 March, 2017 t...a lr" 7 � ` PI,Aifi G,COMMUNITY, ECONOMIC DEVELOPMENT DEPARTMENT 5 '201', Mailing Address: PO Box 547,Anacortes,WA 98221 Phone:360.299.1984,Fax;360.293.1938 ' ACORomplete Residential St®rmwate' Plan Checklist Minimum Requirements 1-5 Stormwater requirements are based on the 2012 Stormwater Management Manual for Western Washington (SWMMWW).A link is provided on the City of Anacortes website, under Planning Department, Stormwater Regulations,as well as under the Engineering Division of Public Works. Residential construction is exempt from additional stormwater provisions if it involves no expansion of hard surfaces, no use beyond that previously existing,and results in no significant adverse hydrological impact. Building permit applications for lots that are part of a subdivision that was recorded no more than 10 years prior to the date of the complete building permit application may continue to use the stormwater codes in effect at the time the subdivision application was submitted, if stormwater was addressed at the subdivision/plat level. If construction has not started as of January 1,2022, the site will be subject to the 2012/2014 manual. If your project adds less than 2,000 sq.ft.of new plus replaced hard surface area,AND which disturbs less than 7,000 square feet of land,you must consider all 13 Elements of the Construction Stormwater Pollution Plan (SWPPP). Fill out the SWPPP Checklist and explain how the elements are considered,or describe how site conditions render the element unnecessary and the exemption from that element is clearly justified. You will not need to continue with this document. If your project adds 2,000 sq, ft.or more of new plus replaced hard surface area, OR which disturbs 7,000 sq. ft. or more of land -Minimum Requirements 1-5 of the SWMMd . ,' apply,and you can continue with this document. If adding 5,000 sq.ft. or more of new hard surfaces/OR converting 32,670 sq.ft.or more of vegetation to lawn or landscaped area/OR converting 108,900 sq.ft. or more of native vegetation to pasture a Minimum Requirements 1-9 of the SWMMWW apply.if Minimum requirements 1-9 apply, please see the Large Scale Stormwater Plan Checklist for additional submittal requirements. Owner Name: .�.—. _ Site Address: /4 Brief Description of the Project: Pre Deveh ped Conditions ff of the Site: Page 1 of 4 March 22, 2017 Developed Conditions&Runoff of the Site: Summarize difficult site parameters,the natural drainage system,and drainage to and from adjacent pr,',perties,including bypass flows: LI 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 Survey:yr,Engineer, ,r 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: • Up to 10%slopes=2 ft.contours 6 Over 10%to less than 20%slopes T 5 ft. contours ▪ 20%or greater slopes= 10 ft. contours e 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). 0 Construction Stormwater Pollution Prevention Plan(SWPPP)—The SWPPP shall be implemented beginning with initial land disturbance and until final stabilization, From October 1 through April 30,clearing,grading,and other soil disturbing activities shall only be permitted if shown that silt-laden runoff will be prevented from leaving the site through methods listed on pg. 44. Best Management Practices (BMPs)Standards and Specifications are listed on pg.261. Please see pg. 230 for details on using the Site Analysis to produce the following materials: o Narrative: Explain and justify the pollution prevention decisions made.This will contain concise information concerning existing site conditions,construction schedules, wet season construction activity, constraints, and other pertinent items that are not contained on the drawings.This is based on the 13 Construction Elements,which must be considered unless site conditions render the element unnecessary and the exemption is clearly justified. Elements listed on pg. 44& described in detail starting on pg. 236. o Drawings&Notes:Where and when the BMPs should be installed,the performance the BMPs are expected to achieve,and actions that will be taken if the performance goals are not achieved.Show water quality monitoring locations. o Special Reports&Studies: Include any studies(i.e.wetlands delineation). If a facility is required and feasible for Minimum Requirement 5, a PIT Test must be done in the location that the facility location is proposed based on the preliminary development site plan layout. ❑ Other permits:Any other necessary permits as required by other regulatory agencies.Identify if those permits include conditions that affect the drainage plan, or contain more restrictive drainage-related requirements. Prior to Final Stormwater Inspection ❑ Permanent Stormwater Control Plan Drawing:Select BMPs based on the Preliminary Development Site Plan Layout from the Site Analysis Summary. Provide a scale drawing of the Page 3 of 4 March 22, 2017 lots)and any public ROW that displays the location of On-Site BMPs and the areas served by them. These documents will be recorded and attached to a declaration of covenant and grant of easement associated with each lot that includes On-site BMPs. Provide design details, figures, and maintenance instructions for each BMP. Provide a written summary of how it complies with the applicable requirements. Prior to Final Occupancy ❑ Operation Maintenance Manual: include a manual for each flow control and treatment facility, including any distributed bioretention facilities that are used to help meet flow control and/or treatment requirements.The manual shall include a description of the facility, what it does,and how it works. It must also identify and describe the maintenance tasks,and the frequency of each task.The tasks and frequencies must meet the standards of the SWMMWW. Include a maintenance activity log that will indicate what actions will have been taken and where it should be kept and made available for inspection by the City. ❑ Declaration of Covenant for Privately Maintained Flow Control&Treatment Facilities and On- Site Stormwater Management BMPs:Any flow control&treatment facilities and On-Site Stormwater management BMPs for which the applicant identifies operation&maintenance to be the responsibility of a private party must have a declaration of covenant and grant of easement.After City approval,the declaration of covenant and grant of easement must be signed and recorded. Design details,figures,and maintenance instructions for any BMP shall be attached.A map showing the location of newly planted and retained trees claimed as flow reduction credits shall also be attached. ❑ Record Documents: Record total impervious surface area of the site and their locations with the county auditor. By signing below,you are certifying that y Flu have read and understand the stormwater requirements. Be sure that you have checked off all applicable bones. I4' : 6. 6/117--1 ,2..cm,2 .Applicant Signature eV Dat Page 4 of 4 March 22, 2017 EXHIBIT "A" 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 7, Plat of 48 North, is 7,500 square feet in size, and Zoned as R2. Pre Developed Conditions & Runoff on the Site: The property is vacant except for three existing trees to be protected during construction. The site slopes from the southeast to the northwest at a grade of approximately 10%. The property is bounded as follows: NORTH: Lot 6, 48 North. EAST: The Anacortes Airport. South: Lot 8, 48 North. West: Fully improved street of Latitude Circle. Developed Conditions & Runoff of The Site: The proposed improvements are as follows: Construct a SFR with an approximate lot coverage of 25.5%, and an impervious lot coverage of 31.9%. 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 7 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 10% and the disturbed soil has been seeded and/or mulched to reduce erosion. The only tributary drainage the lot may receive is from the Anacortes Airport property which is well vegetated and minor. Hydrological Site Plan: Survey: A topographic survey has been performed by Herrigstad Engineering, showing the existing improvements around and within the subject property, along with the existing contours at 2-foot intervals. Soils Report: A Geologic Hazard Assessment and Geotechnical Engineering Services report was prepared by GeoEngineers, dated July, 21, 2015, and is already part of the record documents provided to the City of Anacortes. Preliminary Development Site Plan Layout: A "Site Plan" has been prepared by Landed Gentry Development, Inc., showing both the existing and proposed improvements as requested, along with an "Erosion Control Plan". See attached. A "Survey of existing native vegetation cover" was performed by the Urban Forestry Services, Inc., for the project, dated August 12, 2015, and a tree preservation plan was developed and adopted by the City of Anacortes. A "Vicinity Map" has been provided on Sheet 2 of 2 of the "Erosion Control Plan", attached. Construction Stormwater Pollution Prevention Plan (SWPPP): See attached. Other Permits: Building Permit for SFR. EXHIBIT "B" 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 on 15th Street, to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture. C123: Plastic Covering Primarily used to protect the stock pile from erosion. May be used as a short term cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood. The primary source of dust control will be controlled spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following are permanent soil stabilization BMPs: C124: Sodding Establishes permanent turf for immediate erosion protection. C125:Top Soiling Provides a suitable growth medium for final site stabilization with vegetation. T5.13: Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. ELEMENT 6: Protect Slopes 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. 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. T7 48 Ai EXHIBIT "C" PRIMARY BMPs AUG n 11 AUG 1 5 20 1 w CITY OF ANACORTES BMP C124: Sodding a Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: I • Disturbed areas that require short-term or long-term cover. • Disturbed areas that require immediate vegetative cover. I • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design and Sod shall be free of weeds, of uniform thickness (approximately 1-inch IInstallation thick),and shall have a dense root mat for mechanical strength. - Speccations The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grading plan. The swale needs to be overexcavated 4 to 6 I inches below design elevation to allow room for placing soil amendment and sod. • Amend 4 inches (minimum) of compost into the top 8 inches of the I ( soil if the organic content of the soil is less than ten percent or the l permeability is less than 0.6 inches per hour. Compost used should meet Ecology publication 94-038 specifications for Grade A quality compost. • Fertilize according to the supplier's recommendations. it • 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 /11 perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H:1 V. Staple the upstream edge of each sod strip. • Roll the sodded area and irrigate. • When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. Maintenance If the grass is unhealthy, the cause shall be determined and appropriate 0 Standards action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix, and protected with a net or blanket. lik I4-28 Volume ll— Construction Stormwater Pollution Prevention February 2005 BMP T5.13 Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed)soil and vegetation provide important stormwater functions including: water infiltration;nutrient, sediment,and pollutant adsorption; sediment and pollutant biofiltration; water interflow storage and transmission; and pollutant decomposition. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost,but such landscapes themselves become pollution- generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals,the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post development landscape,provides increased treatment of pollutants and sediments that result from development and habitation,and minimizes the need for some landscaping chemicals,thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of naturally occurring soil and vegetation. It also does not maximize the stormwater functions that could be attained through greater soil depth and more specialized formulations as presented in BMP T5.35, Engineered Soil/Landscape Systems. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, composted woody material, biosolids,and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise,it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. Design Guidelines • Soil retention. The duff layer and native topsoil should be retained in an undisturbed state to the maximum extent practicable. In any areas requiring grading remove and stockpile the duff layer and topsoil on site in a designated,controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. • Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as structural fill or slope shall,at project completion, demonstrate the following: 5-12 Volume V—Runoff Treatment BMPs August 2001 4 e e 1. Retention or enhancement of the moisture infiltration rate and soil moisture holding capacity of the original undisturbed soil native to the site. Areas which have been compacted or have removed some or all of the duff layer or underlying top soil shall be amended to mitigate for lost moisture infiltration and moisture holding capacity; and 2, A topsoil layer with a minimum organic matter content of ten percent dry weight and a pH from 6.0 to 8.0 or matching the pH of the original undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots 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. • These criteria can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. If blended topsoil is imported, then fines should be limited to twenty-five percent passing through a 200 sieve. • The resulting soil should be conducive to the type of vegetation to be established. Maintenance • Soil quality and depth should be established toward the end of construction and once established, should be protected from compaction, such as from large machinery use, and from erosion. • Soil should be planted and mulched after installation. • Plant debris or its equivalent should be left on the soil surface to replenish organic matter. • It should be possible to reduce use of irrigation, fertilizers,herbicides and pesticides. These activities should be adjusted where possible, rather than continuing to implement formerly established practices. August 2001 Volume V-Runoff Treatment BMPs 5-13 k .. BMP T5.14A: Rain Gardens Purpose and Definition Land development projects may not be of sufficient size such that it is practical to con- struct engineered stormwater facilities for flow reduction and pollutant removal. However, the cumulative 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. is .. 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 star- age capacity is designed to overflow to an adjacent drainage system. Applications and Limitations Rain gardens are an on-site stormwater management BMP option for projects that have to comply with Minimum Requirements#1 -#5, but not Minimum Requirements#6 -#9. For projects electing to use List#1 of 1-2.5.5 Minimum Requirement#5: On-site Storm- water Management(p.55), rain gardens are to be used to the extent feasible for runoff from roofs and other hard surfaces unless a higher priority BMP is feasible. infeasibility criteria for rain gardens are the same as for bioretention. Please see Biore- tention infeasibility criteria in BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959). Although not required, Ecology recommends installation by a landscaping company with experience in rain garden construction. Rain gardens constructed with imported compost materials should not be used within one-quarter mile of phosphorus-sensitive waterbodies. Preliminary monitoring indicates that new rain gardens can add phosphorus to stormwater. Therefore, they should also not be used with an underdrain when the underdrain water would be routed to a phos- phorus-sensitive receiving water. Design Guidelines Refer to the Rain Garden Handbook for Western Washington (2013)for rain garden spe- cifications and construction guidance. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 915 For amending the native soil within the rain garden, Ecology recommends use of com- post that meets the compost specification for bioretrention (see BMP T7.30: Biaretention 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. Underdrains Ecology does not recommend the use of underdrains for rain gardens. Design and con- struction of an underdrain system likely requires professional expertise. Where a muni- cipality intends to require or allow underdrained rain gardens in areas with initial infiltration rates between 0.3 and 0.6 inches per hour, the invert of the underdrain shall be 6 inches above the bottom of the aggregate bedding for the underdrain. A larger dis- tance between the underdrain and the bottom of the aggregate bedding is desirable, but cannot be used to trigger infeasibility due to inadequate vertical separation to the sea- sonal high water table, bedrock, or other impermeable layer. Ecology recommends that the municipality establish standard design specifications and drawings. Maintenance Please refer to the Rain Garden Handbook for Western Washington (2013)for tips on mulching,watering, weeding, pruning, and soil management. The "Western Washington Low Impact Development(LID) Operation and Maintenance (O&M) Guidance Docu- menr may be consulted for more detailed guidance. BMP 7°5.14B: 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 996 Figure Ili-3.1.1 Flow Diagram Showing Selection of Roof Downspout Controls Large native area Yes set aside or high Use Full Dispersion or on-site Infiltration? Full infiltration Systems No Lots suitable for Yes Use Bloretentlon or Rain Garden infiltration? depending on project size No Criteria for Downspout Yes Use 111 Dispersion met? Downspout Dispersion Systems No Connect downspouts to street drainage system with perforated stub-outs (see Section 3.1.3) inft110111Figure III-3.1.1 . 1111 Flow Diagram Showing Selection of Roof Downspout Controls DEPARTMENT OF Revised November 2015 ECOLOGY Please see http://www.ecy.wagov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer, f • 2014 Stormwater Management Manual for Western Washington Volume I11- Chapter 3-Page 451 1. 111.3.1.1 Downspout Full Infiltration Systems (BMP T5.10A) Downspout full infiltration systems are trench or drywell designs intended only for use in infiltrating runoff from roof downspout drains. They are not designed to directly infiltrate runoff from pollutant-generating impervious surfaces. Application Projects subject to 1-2.5.5 Minimum Requirement#5: On-site Stormwater Management (p.55)must provide for individual downspout full infiltration systems or full dispersion if feasible. Evaluate the feasibility, or applicability, of downspout full infiltration unless full dispersion is proposed. Use the evaluation procedure below to determine the feasibility of downspout full infiltration. Runoff Modeling for Roof Downspout Full Infiltration If roof runoff is infiltrated according to the requirements of this section, the roof area may be discounted from the project area used for sizing stormwater facilities. Procedure for Evaluating Feasibility 1. Have one of the following prepare a soils report to determine if soils suitable for infiltration are present on the site: . A professional soil scientist certified by the Soil Science Society of America (or an equivalent national program) . A locally licensed on-site sewage designer . A suitably trained person working under the supervision of a professional engineer, geologist, hydrogeologist, or engineering geologist registered in the State of Washington. The report shall reference a sufficient number of soils logs to establish the type and limits of soils on the project site. The report should at a minimum identify the limits of any outwash type soils (i.e., those meeting USDA soil texture classes ranging from coarse sand and cobbles to medium sand)versus other soil types and include an inventory of topsoil depth. 2. If the lots or site does not have outwash or loam soils, and full dispersion is not feasible, then consider a rain garden or bioretention BMPs (the next lower priority on-site stormwater management system). 3. Complete additional site-specific testing on lots or sites containing outwash (coarse sand and cobbles to medium sand) and loam type soils. Individual lot or site tests must consist of at least one soils log at the location of the infiltration system, a minimum of 4 feet in depth from the proposed grade and at 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3-Page 452 least 1 foot below the expected bottom elevation of the infiltration trench or dry well. Identify the NRCS series of the soil and the USDA textural class of the soil horizon through the depth of the log, and note any evidence of high ground water level, such as mottling. 4. Downspout infiltration is 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 ystem 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 III-3.1.2 Typical Downspout Infiltration Trench (p.455)prior to backftlling. 5. Infiltration trenches may be placed in fill material if the fill is placed and compacted under the direct supervision of a geotechnical engineer or professional civil 2014 Stormwater Management Manual for Western Washington Volume III- Chapter 3-Page 453 engineer with geotechnical expertise, and if the measured infiltration rate is at least 8 inches per hour. Trench length in fill must be 60 linear feet per 1,000 square feet of roof area. Infiltration rates can be tested using the methods described in Section 3.3. 6. Infiltration trenches should not be built on slopes steeper than 25% (4:1).A geo- technical analysis and report may be required on slopes over 15 percent or if loc- ated within 200 feet of the top of slope steeper than 40%, or in a landslide hazard area. 7. Trenches may be located under pavement if a small yard drain or catch basin with grate cover is placed at the end of the trench pipe such that overflow would occur out of the catch basin at an elevation at least one foot below that of the pavement, and in a location which can accommodate the overflow without creating a sig- nificant adverse impact to downhill properties or drainage systems. This is inten- ded to prevent saturation of the pavement in the event of system failure. Design Criteria for Infiltration Drywells Figure III-3.1.4 Typical Downspout Infiltration Drywell (p.457)shows a typical downspout infiltration drywell system. These systems are designed as specified below. 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 III- Chapter 3-Page 454 BMP C125: Topsoiling Purpose To provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself, topsoiling is an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but they also serve as effective biofilters for urban 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 • Native soils should be left undisturbed to the maximum extent Use practicable. Native soils disturbed during clearing and grading should be restored,to the maximum extent practicable,to a condition where moisture-holding capacity is equal to or better than the original site conditions. This criterion can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH(high acid)levels. • Stripping of existing,properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. If an existingsoil system is functioningproperly it shall be preserved in Yp p Y its undisturbed and uncompacted condition. • Depending on where the topsoil comes from,or what vegetation was on site before disturbance, invasive plant seeds may be included and could cause problems for establishing native plants, landscaped areas, or grasses. • Topsoil from the site will contain mycorrhizal bacteria that are necessary for healthy root growth and nutrient transfer. These native mycorrhiza are acclimated to the site and will provide optimum conditions for establishing grasses. Commercially available mycorrhiza products should be used when topsoil is brought in from off-site. Design and If topsoiling is to be done,the following items should be considered Installation • Maximize the depth of the topsoil wherever possible to provide the Specifications maximum possible infiltration capacity and beneficial growth medium. Topsoil depth shall be at least 8 inches with a minimum organic content of 10 percent dry weight and pH between 6.0 and 8.0 or matching the pH of the undisturbed soil. This can be accomplished either by returning native topsoil to the site and/or incorporating organic amendments. Organic amendments should be incorporated to a minimum 8-inch depth except where tree roots or other natural February 2005 Volume N—Construction Soormwater Pollution Prevention 4-29 f ' i features limit the depth of incorporation. Subsoils below the l 2-inch (-- depth should be scarified at least 2 inches to avoid stratified layers, where feasible. The decision to either layer topsoil over a subgrade or incorporate topsoil into the underlying layer may vary depending on the planting specified. • If blended topsoil is imported,then fines should be limited to 25 percent passing through a 200 sieve. • The final composition and construction of the soil system will result in 111 a natural selection or favoring of certain plant species over time. For example, recent practices have shown that incorporation of topsoil may favor grasses, while layering with mildly acidic,high-carbon li amendments may favor more woody vegetation. lir • Locate the topsoil stockpile so that it meets specifications and does not interfere with work on the site. It may be possible to locate more than one pile in proximity to areas where topsoil will be used. • Allow sufficient time in scheduling for topsoil to be spread prior to seeding, sodding, or planting. • Care must be taken not to apply to subsoil if the two soils have contrasting textures. Sandy topsoil over clayey subsoil is a particularly poor combination, as water creeps along the junction between the soil layers and causes the topsoil to slough. C • If topsoil and subsoil are not properly bonded,water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. 111 The best method to prevent a lack of bonding is to actually work the topsoil into the layer below for a depth of at least 6 inches. • Ripping or re-structuring the subgrade may also provide additional benefits regarding the overall infiltration and interflow dynamics of the soil system. • Field exploration of the site shall be made to determine if there is surface soil of sufficient quantity and quality to justify stripping. Topsoil shall be friable and loamy (loam, sandy loam, silt loam, sandy clay loam, clay loam). Areas of natural ground water recharge should be avoided. • Stripping shall be confined to the immediate construction area. A 4-to 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. i Stockpiling of topsoil shall occur in the following manner: • Side slopes of the stockpile shall not exceed 2:1. -; • An interceptor dike with gravel outlet and silt fence shall surround all topsoil stockpiles between October 1 and April 30. Between May 1 ' 4-30 Volume II— Construction Stormwater Pollution Prevention February 2005 zt 4 and September 30, an interceptor dike with gravel outlet and silt fence shall be installed if the stockpile will remain in place for a longer period of time than active construction grading. • Erosion control seeding or covering with clear plastic or other mulching materials of stockpiles shall be completed within 2 days (October 1 through April 30) or 7 days (May 1 through September 30) of the formation of the stockpile. Native topsoil stockpiles shall not be covered with plastic. • Topsoil shall not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. • Previously established grades on the areas to be topsoiled shall be maintained according to the approved plan. • When native topsoil is to be stockpiled and reused the following should apply to ensure that the mycorrhizal bacterial, earthworms, and other beneficial organisms will not be destroyed: 1. Topsoil is to be re-installed within 4 to 6 weeks; 2. Topsoil is not to become saturated with water; 3. Plastic cover is not allowed. - r Maintenance • Inspect stockpiles regularly,especially after large storm events. Standards Stabilize any areas that have eroded. _ k February 2005 Volume Il— Construction Stormwater Pollution Prevention 4-31 BMP C 103: High Visibility Plastic or Metal Fence Purpose Fencing is intended to: (I)restrict clearing to approved limits;(2)prevent disturbance of sensitive areas, their buffers, and other areas required to be left undisturbed;(3)limit construction traffic to designated construction entrances or roads; and,(4)protect areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits,plastic or metal fence may be used: • At the boundary of sensitive areas,their buffers, and other areas required to be left uncleared. • As necessary to control vehicle access to and on the site, Design and • High visibility plastic fence shall be composed of a high-density Installation polyethylene material and shall be at least four feet in height. Posts Specifications for the fencing shall be steel or wood and placed every 6 feet on center(maximum)or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with a polyethylene tie. On Iong continuous lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sagging between posts. The fence color shall be high visibility orange. The fence tensile strength shall be 360 lbs./ft.using the ASTM D4595 testing method. • Metal fences shall be designed and installed according to the manufacturer's specifications. • Metal fences shall be at Ieast 3 feet high and must be highly visible. • Fences shall not be wired or stapled to trees. Maintenance • If the fence has been damaged or visibility reduced,it shall be Standards repaired or replaced immediately and visibility restored. 4-6 Volume II— Construction Storm►vater Pollution Prevention February 2005 , BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry spalls at entrances to construction sites. : Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. 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 See Figure 4.2 for details.Note: the 100' minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length(100'). • A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength(ASTM D4751) 200 psi min. Grab Tensile Elongation(ASTM D4632) 30%max. Mullen Burst Strength(ASTM D3786-80a) 400 psi min. AOS(ASTM D4751) 20-45(U.S.standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved;this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. • Hog fuel (wood-based mulch)may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads.Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. • Fencing(see BMPs C103 and.CI04) shall be installed as necessary to restrict traffic to the construction entrance. 4-8 Volume I!—Construction Stormwater Pollution Prevention February 2005 a • Whenever possible,the entrance shall be constructed on a finn, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance • Quarry spalls (or hog fuel) shall be added if the pad is no longer in Standards accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement,then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping,an increase 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 stabilized on site. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump shall be considered, The sediment would then be washed into the sump where it can be controlled. • Any quarry spalls that are loosened from the pad,which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing(see BMPs C103 and C104)shall be installed to control traffic_ • Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be permanently stabilized. Driveway shet meet Ole requirements of the permitting epeney it is recommended Mai Me enh400%hs mined Ise Mel rerun) drains di{he pad 001,14 Insdall driveway wdHed H Mere Is a roadside ►+• ,.<,++ dile present .• �,_r \,.. 4"-a"quarry splits a!~ ''�::• Geolestlie • 12°min,thickness_�•116 �y � Provide NA wldlh oI irgreeslegress Dreg Figure 4.2—Stabilized Construction Entrance February 2005 Volume II— Construction Stormwater Pollution Prevention 4-9 ;i:: , BMP C121: Mulching '':., lo _ Purpose The purpose of mulching soils is to provide immediate temporary j , protection from erosion. Mulch also enhances plant establishment by ..` 4o-;v' conserving moisture,holding fertilizer, seed, and topsoil in place, and ' 'r ,`, moderating soil temperatures. There is an enormous variety of mulches � 5. #; < that can be used. Only the most common types are discussed in this r bx 1111 1111 section. Conditions of Use . As a temporary cover measure, mulch should be used: • On disturbed areas that require cover measures for less than 30 days. • As a cover for seed during the wet season and during the hot summer ill months. • During the wet season on slopes steeper than 3H:1 V with more than 10 feet of vertical relief. • Mulch may be applied at any time of the year and must be refreshed periodically. Design and For mulch materials, application rates, and specifications, see Table 4.7. Installation Note: Thicknesses may be increased for disturbed areas in or near } Specjcations sensitive areas or other areas highly susceptible to erosion. 11( Mulch used within the ordinary high-water mark of surface waters should i be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (densities)than straw, wood, or chipped material. Maintenance Standards • The thickness of the cover must be maintained. 1, • Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related,then the problem shall be fixed and the eroded area remulched. 1 L 1 t , 4-20 Volume II— Construction Stormwater Pollution Prevention February 2005 1 BMP C123: Plastic Covering • Purpose Plastic covering provides immediate, short-teen erosion protection to slopes and disturbed areas. Conditions of • Plastic covering may be used on disturbed areas that require cover Use measures for less than 30 days, except as stated below. • Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-tenn (greater than six months) applications, • Clear plastic sheeting can be used over newly-seeded areas to create a `` greenhouse effect and encourage grass growth if the hydroseed was installed too late in the season to establish 75 percent grass cover, or if the wet season started earlier than normal. Clear plastic should not be used for this purpose during the summer months because the resulting ` 'r high temperatures can kill the grass. .may---- • Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. • While plastic is inexpensive to purchase, the added cost of installation, maintenance, removal,and disposal make this an expensive material, up to $1.50-2.00 per square yard. • Whenever plastic is used to protect slopes,water collection measures must be installed at the base of the slope. These measures include plastic-covered berms,channels, and pipes used to covey clean rainwater away from bare soil and disturbed areas. At no time is clean runoff from a plastic covered slope to be mixed with dirty runoff from a project. • Other uses for plastic include: 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; and, 5. Temporary drainpipe("elephant trunk") used to direct water. 4-26 Volume 11—Construction Stormwater Pollution Prevention February 2005 Design and • Plastic slope cover must be installed as follows: Installation 1. Run plastic up and down slope, not across slope; Specifications 2. Plastic may be installed perpendicular to a slope if the slope length is less than 10 feet; 3. Minimum of 8-inch overlap at seams; 4. On long or wide slopes, or slopes subject to wind, all seams should be taped; 5. Place plastic into a small (12-inch wide by 6-inch deep)slot trench at the top of the slope and backfill with soil to keep water from flowing underneath; 6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and pound a wooden stake through each to hold them in place; 7. Inspect plastic for rips, tears, and open seams regularly and repair immediately. This prevents high velocity runoff from contacting bare soil which causes extreme erosion; 8. Sandbags may be lowered into place tied to ropes. However, all sandbags must be staked in place. • Plastic sheeting shall have a minimum thickness of 0.06 millimeters. • If erosion at the toe of a slope is likely, a gravel benn, riprap,or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. Maintenance • Torn sheets must be replaced and open seams repaired. Standards • If the plastic begins to deteriorate due to ultraviolet radiation,it must be completely removed and replaced. • When the plastic is no longer needed, it shall be completely removed. • Dispose of old tires appropriately. February 2005 Volume If- Construction Stormwaler Pollution Prevention 4-27 BMP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions of Use • In areas(including roadways)subject to surface and air movement of dust where on-site and off-site impacts to roadways, drainage ways, or surface waters are likely. Design and • Vegetate or mulch areas that will not receive vehicle traffic. In areas Installation where planting, mulching, or paving is impractical, apply gravel or t Specifications landscaping rock. • Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s)in the original condition,if stable. Maintain the original ground cover as long as I ' `u.. practical. • Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. ! • Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto street,refer to Stabilized Construction Entrance(BMP C105). • Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM(BMP C126)added to water at a rate of 0.5 lbs. per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Since the wholesale cost of PAM is about$ 4.00 per pound, this is an extremely cost- effective dust control method. Techniques that can be used for unpaved roads and lots include: • Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. • Upgrade the road surface strength by improving particle size,shape, and mineral types that make up the surface and base materials. 4-40 Volume II—Construction Stormwafer Pollution Prevention February 2005 • Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm) to 10 to 20 percent. • Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. • Encourage the use of alternate,paved routes,if available. • Restrict use 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. w • 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 Respray area as necessary to keep dust to a minimum. Standards February 2005 Volume II— Construction Stormwater Pollution Prevention 4-41 BMP C160: Certified Erosion and Sediment Control Lead 7 Purpose The project proponent designates at least one person as the responsible representative in charge of erosion and sediment control(ESC),and water quality protection. The designated person shall be the Certified Erosion and Sediment Control Lead (CESCL)who is responsible for ensuring compliance with all local, state, and federal erosion and sediment control and water quality requirements. Conditions of Use A CESCL shall be made available on projects one acre or larger that discharge stonnwater to surface waters of the state • The CESCL shall: • Have a cuwrent certificate proving attendance in an erosion and sediment control training course that meets the minimum ESC training and certification requirements established by Ecology (see details below). Ecology will maintain a list of ESC training and certification providers at: www.ecy.wa.gov/programs/wq/stormwater. OR • Be a Certified Professional in Erosion and Sediment Control (CPESC); for additional information go to: www.cpesc.net Specifications • Certification shall remain valid for three years. • The CESCL shall have authority to act on behalf of the contractor or developer and shall be available, on call, 24 hours per day throughout the period of construction. • The Construction SWPPP shall include the name,telephone number, fax number, and address of the designated CESCL. • A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region. Duties and responsibilities of the CESCL shall include,but are not limited to the following: • Maintaining permit file on site at all times which includes the SWPPP and any associated permits and plans. • Directing BMP installation,inspection, maintenance,modification, and removal. • Updating all project drawings and the Construction SWPPP with changes made. February 2005 Volume 11—Construction Stormwater Pollution Prevention 4-47 • Keeping daily logs, and inspection reports. Inspection reports should include: • Inspection date/time, •Weather information; general conditions during inspection and approximate amount of precipitation since the last inspection. •A summary or list of all BMPs implemented, including observations of all erosion/sediment control structures or practices. The following shall be noted: 1) Locations of BMPs inspected, 2)Locations of BMPs that need maintenance, 3)Locations of BMPs that failed to operate as designed or intended,and 4)Locations of where additional or different BMPs are required. •Visual monitoring results,including a description of discharged stormwater. The presence of suspended sediment, turbid water, discoloration, and oil sheen shall be noted,as applicable. •Any water quality monitoring performed during inspection. • General comments and notes, including a brief description of any BMP repairs,maintenance or installations made as a result of the inspection. • Facilitate,participate in, and take corrective actions resulting from inspections performed by outside agencies or the owner. 4-48 Volume 11--Construction Stormwater Pollution Prevention February 2005 BMP C207: Check Dams Purpose Construction of small dams across a swale or ditch reduces the velocity of concentrated flow and dissipates energy at the check dam. Conditions of Use Where temporary channels or permanent channels are not yet vegetated, channel lining is infeasible, and velocity checks are required. • Check darns may not be placed in streams unless approved by the State Department of Fish and Wildlife. Check dams may not be placed in wetlands without approval from a permitting agency. • Check dams shall not be placed below the expected backwater from any salmonid bearing water between October 1 and May 31 to ensure that there is no loss of high flow refuge habitat for overwintering juvenile salmonids and emergent salmonid fry. Design and Whatever material is used,the darn should form a triangle when viewed Installation from the side. This prevents undercutting as water flows over the face of Specifications the dam rather than falling directly onto the ditch bottom. Check dams in association with sumps work more effectively at slowing flow and retaining sediment than just a check dam alone. A deep sump should be provided immediately upstream of the check dam. • In some cases, if carefully located and designed, check dams can remain as permanent installations with very minor regrading. They may be left as either spillways, in which case accumulated sediment would be graded and seeded, or as check dams to prevent further sediment from leaving the site. • Check dams can be constructed of either rock or pea-gravel filled bags. Numerous new products are also available for this purpose. They tend to be re-usable, quick and easy to install, effective, and cost efficient. • Check dams should be placed perpendicular to the flow of water. • The maximum spacing between the dams shall be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. • Keep the maximum height at 2 feet at the center of the darn. • 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 darn at 2:1 or flatter. • Key the stone into the ditch banks and extend it beyond the abutments a minimum of 18 inches to avoid washouts from overflow around the dam. February 2005 Volume I!- Construction Stormwater Pollution Prevention 4-75 • r`5 • Use filter fabric foundation under a rock or sand bag check dam. If a blanket ditch liner is used, this is not necessary. A.piece of organic or i -1 synthetic blanket cut to fit will also work for this purpose. • Rock check dams shall be constructed of appropriately sized rock. The rock must be placed by hand or by mechanical means(no dumping of rock to form dam)to achieve complete coverage of the `rY ditch or swale and to ensure that the center of the dam is lower than the edges. The rock used must be large enough to stay in place given the expected design flow through the channel. s°- • In the case of grass-lined ditches and swales,all check dams and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or swale - unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. • Ensure that channel appurtenances, such as culvert entrances below 6. check dams, are not subject to damage or blockage from displaced stones. Figure 4.13 depicts a typical rock check dam. Y . Maintenance Check dams shall be monitored for performance and sediment Standards accumulation during and after each runoff producing rainfall. Sediment shall be removed when it reaches one half the sump depth. • 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. I 4-76 Volume Il- Construction Stormwater Pollution Prevention February 2005 7 014 View Looking Upstream 18"(0.5m) ,_. A— 12"(150mm) �`, i '{i'') ,, //,//'. v• • . `VC)0QcIM,SZYUV9,''-'28% /\ , 24"(0 6 ) NOTE: °O a. a;p O } : Key stone into channel banks and .\/ /\/\/\/ \extend it beyond the abutments a ' /� ' '\'i\, minimum of 18" (0.5rn)to prevent — A flow around dam. Section A - A FLOW I • 24" (0,6m) tea, 'oq, pp r \'' \ j/\\.. NI. \ \ / \:\. \ 8'(2.4m) Spacing Between Check Dams 'L'=the distance such that points 'A'and 'B'are of equal elevation. 'L' a O a° /�/� /, • '° j�.-POINT 'A°'° j�.-POINT 'A' POINT'B \�\/\/\ \. . \\ \ \ . ,\\//,//,./> NOT TO SCALE Figure 4.13-Check Dams February 2005 Volume I!- Construction Stormwater Pollution Prevention 4-77 - - I T" BMP C220: Storm Drain Inlet Protection fl,. Purpose To prevent coarse sediment from entering drainage systems prior to :';' permanent stabilization of the disturbed area. y Conditions of Use Where storm drain inlets are to be made operational before permanent stabilization of the disturbed drainage area. Protection should be provided - .: for all storm drain inlets downslope and within 500 feet of a disturbed or :_ • construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. Inlet protection may be used . ` . . anywhere to protect the drainage system. It is likely that the drainage system will still require cleaning. Table 4.9 lists several options for inlet protection. All of the methods for storm drain inlet protection are prone to plugging and require a high frequency of maintenance. Drainage areas should be limited to I acre or less. Emergency overflows may be required where stormwater ponding would cause a hazard. If an emergency overflow is provided, additional end-of-pipe treatment may be required. i :- Table 4.9 0 . Storm Drain inlet Protetion Applicable for Type of Inlet , Emergency Paved!Earthen Protection Overflow Surfaces Conditions of Use y E( DropInlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy protection temporary to maintain. Large area flooding will Requirement: 30'X 30'/acre occur Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. Gravel and wire drop No Applicable for heavy concentrated inlet protection flows. Will pond. Can withstand traffic. Catch basin filters Yes Paved or Earthen Frequent maintenance required. L. Curb Inlet Protection • Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden weir overflow installation. Block and gravel curb Yes Paved Sturdy, but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. trap - 1 I I4-82 Volume ll- Construction Stormwater Pollution Prevention February 2005 - Th • Design and Excavated Drop Inlet Protection- An excavated impoundment around the Installation storm drain. Sediment settles out of the stormwater prior-to entering the Specifications storm drain. • Depth 1-2 ft as measured from the crest of the inlet structure. • Side Slopes of excavation no steeper than 2:1. • 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. A� • Protect weep holes with screen wire and washed aggregate. • Seal weep holes when removing structure and stabilizing area. • It may be necessary to build a temporary dike to the down slope side " of the structure to prevent bypass flow. Block and Gravel Filter- A barrier formed around the storm drain inlet with standard concrete blocks and gravel. See Figure 4.14. 1 • Height 1 to 2 feet above inlet. • Recess the first row 2 inches into the ground for stability. • Support subsequent courses by placing a 2x4 through the block opening. = . • Do not use mortar. • Lay some blocks in the bottom row on their side for dewatering the 1q pool. x; • Place hardware cloth or comparable wire mesh with openings over all block openings. • Place gravel just below the top of blocks on slopes of 2:1 or flatter. • An alternative design is a gravel donut. • Inlet slope of 3:1. • Outlet slope of 2:1. J • 1-foot wide level stone area between the structure and the inlet. • Inlet slope stones 3 inches in diameter or larger. - • Outlet slope use gravel '/2- to %-inch at a minimum thickness of 1-foot. I February 2005 Volume II— Construction Stormwater Pollution Prevention 4-83 J Plan View A . Drain Vo Grate—'`� o S•crso ^ °jam c4 f �6oC�o vim. 1s�C1`� J 7�.);'^'°r-.' �'aJ boo o. Concrete � � �a`;+`b' ,� ,r '-J. .\ao Block 4 �'&o� I r U L IfUI IJ J �za�'G'v ' �- -5 sv€�.`3'; ' Gravel 4..,�-,/ 4:° ":$1-V-e' S4o Backfill JG''� v�Jf Q '�m ai3,l OO�• //\, e '4z. ap Section A - A Concrete Block Wire Screen or Filter Fabric Gravel Backlit] Overflow �' Water Ponding Height � . o _ a •/ q, �a Water, m n �.:a2 0� !.V _ . ----a ;o,% omanfi // ..."•... s ' . 4 •\\ \/\ Drop Inlet \ ���� 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 dowstope side of the structure. Figure 4.14—Block and Gravel Filter Gravel and Wire Mesh Filter- A gravel barrier placed over the top of the inlet. This structure does not provide an overflow. • Hardware cloth or comparable wire mesh with %2-inch openings. ' • Coarse aggregate. • Height 1-foot or more, 18 inches wider than inlet on all sides. • Place wire mesh over the drop inlet so that the wire extends a minimum of 1-foot beyond each side of the inlet structure. • If more than one strip of mesh is necessary, overlap the strips. • Place coarse aggregate over the wire mesh. • The depth of the gravel should be at least 12 inches over the entire inlet opening and extend at least 18 inches on all sides. 4-84 Volume 11—Construction Stormwater Pollution Prevention February 2005 110 Catchbasin Filters - Inserts should be designed by the manufacturer for use at construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required,which may be daily for heavy sediment loads. The maintenance requirements can be reduced by combining a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights-of- way. • 5 cubic feet of storage. • Dewatering provisions. • High-flow bypass that will not clog under normal use at a construction site. • The catchbasin filter is inserted in the catchbasin just below the grating. Curb Inlet Protection with Wooden Weir—Barrier formed around a curb inlet with a wooden frame and gravel. • Wire mesh with V2-inch openings. • Extra strength filter cloth. • Construct a frame. • Attach the wire and filter fabric to the frame. • Pile coarse washed aggregate against wire/fabric. '• Place weight on frame anchors. Block and Gravel Curb Inlet Protection—Barrier formed around an inlet with concrete blocks and gravel. See Figure 4.14. • Wire mesh with 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 4.16. • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm sized to sediment trap standards fOr protecting a culvert inlet. February 2005 Volume II— Construction Stormwater Pollution Prevention 4-85 rlJ;- Maintenance Catch basin filters should be inspected frequently, especially after Standards storm events. If the insert becomes clogged, it should be cleaned or replaced. • For systems using stone filters: If the stone filter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be difficult, an alternative approach would be to use the clogged stone as fill and 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 appropriate. 111 &. . 4-86 Volume 11-- Construction Stormwater Pollution Prevention February 2005 BMP C233: Silt Fence Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical bather to sediment and reducing the runoff velocities of overland flow. See Figure 4.19 for details on silt fence construction. Conditions of Use Silt fence may be used downslope of all disturbed areas. • Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence,rather than by a sediment pond,is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. • Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in litter fabric shall be spliced at posts.Use staples,wire rings or 2"x2' by 14 Ga.wire or equivalent to attach fabric to posts equivalent If standard strength fabric used I I •:° Filter fabric ....................t I 1 ! . ;... I I I ::a........... =Jlai.r 1s u.-�1a-itli uC11-H�.11='u ..r-:n-,uric=ll=11''-,I�:��=�1.'• =tl.-all,-.11-Bali;-11=1f�11'TllIlhllY,IC= _ - - 1 1= alai=i. c Y 7 8'max ��T" - Minirnurn '4x4"trench le LI E �J , I Backfill trench with native soil Post spacing may be Increased or 3/4"-1.5"washed gravel to 8'If wire backing is used 2"x2"wood posts,steel fence posts,or equivalent — — Figure 4.19-Silt Fence Design and • Drainage area of 1 acre or less or in combination with sediment basin Installation in a larger site. Specifications • Maximum slope steepness (normal (perpendicular)to fence line) 1:1. • Maximum sheet or overland flow path length to the fence of 100 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values(i.e.,the test result for any sampled roll in a lot shall meet or exceed the values _ shown in Table 4.10): 4-94 Volume ii- Construction Stormwater Pollution Prevention February 2005 BMP C235: Straw Wattles I ;I ;'k:'' Purpose Straw wattles are temporary erosion and sediment control barriers consisting of straw that is wrapped in biodegradable tubular plastic or { -: ,s' similar encasing material. They reduce the velocity and can spread the 0 flow of rill and sheet runoff, and can capture and retain sediment. Straw 1 :,' wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. ---- I The wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes. See Figure 4.21 for typical construction details. Conditions of Use • Disturbed areas that require immediate erosion protection. • Exposed soils during the period of short construction delays, or over winter months. 1111 • On slopes requiring stabilization until permanent vegetation can be established. • Straw wattles are effective for one to two seasons. 0 • If conditions are appropriate,wattles can be staked to the ground using willow cuttings for added revegetation. • Rifling can occur beneath wattles if not properly entrenched and water can pass between wattles if not tightly abutted together. Design Criteria • It is critical that wattles are installed perpendicular to the flow I( direction and parallel to the slope contour. • Narrow trenches should be dug across the slope on contour to a depth i 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 II wattle. • Start building trenches and installing wattles from the base of the slope 1111 and work up. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other methods. 0 • Construct trenches at contour intervals of 3 to 30 feet apart depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches. • Install the wattles snugly into the trenches and abut tightly end to end. I Do not overlap the ends. • Install stakes at each end of the wattle, and at 4-foot centers along entire length of wattle. • If required, install pilot holes for the stakes using a straight bar to drive holes through the wattle and into the soil. I . • At a minimum, wooden stakes should be approximately 3/4 x 3/4 x 24 inches. Willow cuttings or 3/8-inch rebar can also be used for stakes. I 4-100 Volume lI- Construction Stormwater Pollution Prevention February 2005 r Maintenance • Stakes should be driven through the middle of the wattle, leaving 2 to 3 Standards inches of the stake protruding above the wattle. + Wattles may require maintenance to ensure they are in contact with soil and thoroughly entrenched, especially after significant rainfall on steep • sandy soils. Inspect the slope after significant storms and repair any areas where 1 wattles are not tightly abutted or water has scoured beneath the wattles. '1 (3i)--I4 \ -‹_ '' ,,, 1 1A Straw Rolls Must \ ,, ��V Be Placed Along \. \ -1 •\ Slope Contours �� /' Adjacent rolls shallii tightly abut ,1 , �%♦ i / (\ �`� \ r 'N 1 Spacing Depends sir on Soil Type and /Lr Sediment,organic matter, Slope Steepness and native seeds are '/\'cy / captured behind the rolls. 'w / • 3"-5"(75-125mm) k,E . ,\/.--->•/.4- <„,,,/,, --?----- >'''< /....ri (200-250mm) Live Stake r›, 11" XI" Stake not to scale (25 x 25mm) NOTE: I.Straw roll installation requires the placement and secure staking of the roll in a trench,3"-5"(75-125mm) deep,dug on contour, runoff must not be allowed to run under or around roll. Figure 4.21 -Straw Wattles February 2005 Volume 11- Construction Stormwater Pollution Prevention 4-101 18579 W. Lakeview Lane Tim K. Garrison, 0G 2 5 N4i P.E.• . i Mount Vernon,WA 98274 Phone: (360) 708-1865 Consulting Engineer CITY OF ANACORTES 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 ferGARko. A. et Of Lop y 1 7 �AL INDEX: Design Sketches and Callouts SK1 — SK2, COI Standard Specifications. B—D Calculations. Cl —C20 Total No. of pages excluding cover sheet: 26 Notes,Disclaimers: ConstructionCalc, Inc. (CO)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). asH -ao1_ -,/ A- Ili fI�n • mot+ \7,---7 -o v l, c 3a� a-zis, „ 2. p+r W k „? 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(51ma) mVP\ J z 71, yfb Cantilever Retaining Wall A B C D E W _ X V 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. III Standard Structural Specifications° — Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2012 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of this work is Tim K. Garrison, P.E., doing business as ConstructionCalc, Inc., hereafter indicated as "CCI." Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of: O Braced retaining walls of various heights. O Cantilever retaining walls of various heights. O Assumptions are listed in these Specifications and on 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. C- Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. TEMPORARY SUPPORT AND BRACING: Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical (vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. When roots,rocks, or other undesirable materials cause over-excavation, fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill. Bottom of footings to be below locally prescribed frost zone,not less than 12". Footing Drains. Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight, unless otherwise specified. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc-- 2,500 psi unless otherwise noted on Plans.Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition. Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. D Air Entrainment. Provide 5% air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength, Splicing,Bending. Reinforcing bars (rebar) shall be grade 60 (Fy= 60 ksi) or better, unless otherwise specified in the Plans. All reinforcing shall be spliced, detailed,bent, and supported in accordance with applicable ACI code. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Anchor Bolts. Shear wall anchor bolts connecting mud sills, use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12"of ends and corners,with 3" x 3"x .229" steel washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2" steel plate washers. Use either 1/2"diameter x 8"min embedment wet- set, or 1/2" Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment, at 16" OC,unless otherwise shown . Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil, and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails,bolts, framing connectors, etc.) or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Floors. All wood floor diaphragms shall be nailed or screwed and glued. Use thickness as required to support the intended loads,never less than 5/8". Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans, connect floor diaphragm with 8d (ring shank or screw shank nails, or similar sized screws) at 6" on edges, 12" in field, non-blocked,per IBC Case 1 pattern. Install in accordance with APA guidelines. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. Nails and screws which will be exposed to weather shall be galvanized or stainless steel. If installation risks cracking of wood, contact engineer for alternate nailing and /or alternate connector. CI ConstrnctionCalc Inc. - S ftldCTl®I\It ALC RetainCalc Job Name d ro'1 Wall I.D. 4'max cantilever Other Info 7/20/2015 • Soil Under Footing Soil Type [class 5:Clay,sandy Clay,silty clay,clayey silt,silt and sandy sill V Soil bearing capacity,unfactored 1,500 psi Soil coefficient of friction NA Soli lateral sliding resistance,Cl.5 only. 130 psi Retained Soil Behind Wall Retained height,ft 4.06 ft Tot.wail ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 4.50 ft Soil Type Granlualr 1 clay mix,dense V Moisture Content Moist V Can top of wall move slightly? yes V 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 Resisting Conditions In Front Of Wail Condition I concrete slab or asphalt on top of fooling,against wall Soil lateral(passive)capacity,unfactored,psi/fl depth D psi Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Obi,Inches. 0.0 in If asphalt or concrete on lop of fig,thickness,Inches 4,0 in Loads at Top Of Waif Gravity loads: All gravity loads applied to top of wan V II ledger.what Is Its width(eccentricity,horiz dim),in. Live,osf Dead.osf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psi 15.0 psi 20.00 ft Top a 400.0 pif 300.0 pll Loads From Contin- Roof Snow(only) 25.0 psi 500.0 plf uous Members? No ' Flora 3 Loads Top V 0.0 plf 0.0 pit Floor 2 Loads 40.0 psi 15.0 psi 7.50 ft Top V 390.0 pit 112.5 pit Floor 1 Loads 40.0 psi 15.0 pat 7.50 ft Top y 300.0 plf 112.5 plf Wall Dead Load 10.0 psi 18.00 f1 Top s 180.0 plf Other'psi'load and Irlb width Top I v 0.0 plf 0.0 plf Other gravity loads,plr Descnip'n,sprL lop v 0.0 plf Other gravity loads,p11 Descrip'n,opi1: Top V Subtotals,gravity leads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb clockwise:opposite of ledger-applied moment. V Subtotals,moments,unfactored: 0 ftdb 0 ft-lb 0 it-lb Surcharge Load Horiz distance from wall,b',ft, Horiz width of applied load,a',(1. Pressure of applied load,q',psi Earthquake Loading Seismic load? Fero seismic load V Reduce seismic loads? - Use 1/3 increase to allowable soli bearing? No v Include wall weight in seismic force? No RetalnCalcV2 02.xls • 7120/2015 i GZ Horizontal seismic soil coefficient,khl 0.00 Vertical seismic soil coefficient,kv! 0 00 I Wall Type Wall Type candieve,(not strained at top) w Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,'e' 0.0 in Wall: concrete,normal weight • Allow soli press 1,500 psi Wall compressive strength,psi, fc= MO ill Toe Soil press 1,457 psf F S Load Comb Okay? Compressive strength to use,psi I 2,500 psi I Heel soil press 1,485 psf 1.03 D+L+S Okay Wall thickness,In 6 I V 1 Overturning 693 ft-lb Wall thickness to use,In 60D In ResistIng 3,440 ft-lb 504 D+S Okay Footing: Footing width,ft 2 33 ft 28.0 in Sliding Force 436 lb Fooling height,in 9 00 In Resisting NA NA D+L Okay Location of wall on footing lapel your own wall location v Heel projn Wall Design Unity Load Comb Okay? Wall location to use,in l 120 in i 100 In Max mom apld 659 ft-lb Footing compressive strength.fc I3,500 ps1 I v I Moment allow 2,610 ft-lb 025 90+1E+16H Okay Key height,ln, 000 In Key width,in 000 in Shear appl'd 494 lb Shear allow 4,018 lb 0.02 90+1E+1 6H Okay Wall Reinforcement Provided Rewired Unity Wall rebar grade Grade 60 s Vert steel,min 0.13 sq-m 0.09 sq-in 0.65 Okay Vertical rebar size a 4 O Honz all,spcg 18.0 In O.C. 11.1 In O.0 1.62 N.G. Number of rebar layers(mats) I v I Mtn Reed Length Layer 1,vertical rebar location(depth) Edge,earth sale '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,vedical rebar center-to-center spacing,In 18 00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no end layer V Les 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 ea-- '4 2-p ' 17(L- Horizontal rebar size a 41:1 Moment allow 3,357 ft-lb 0.29 1D+1.6H+1 6L+ Okay Horizontal rebar center-to-center spacing,in 18 00 in Shear appl'd 1,889 lb Footing Reinforcement Shear allowed 5,175 lb 0.36 'D+16H+16L+ Okay Footing rebar grade Grade 60 s Hook req'd? No Transverse rebar size a 4 0 actin Number of rebar layers(mats) 1 v Tension on Bottom Layer 1,transverse rebar location e0ttom,minimum cover,3" V Moment appl'd 182 ft-lb Layer 1,cover to use,in 300 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 NIA,no End layer s Shear allowed 5,175 lb 0.07 9D+1E+1 6H Okay Layer 2,cover to use,In. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Longitud'I Stee Provided Rewired Unity Okav? Longitudinal rebar size a 4 CI Equly 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 0 C 13.3 in 0 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 lop 4 00 ft Wall Moments F_S Load Comb Max pos 659 ft-lb 1 20+1 6H+1.6L+5S Loc'n from top 4.00 ft Max neg 0 ft-lb NA Loon from top NA Base wall M 659 ft-lb 1 2D+1 6H+1 6L+58 RetsInCalcV2_02xls 7/20/2015 G, ConstructionCalc Inc STRUCTlONCACC' RetainCalic y . ILn eb.r1.1cps *'iv v2.01 w r,. Job Name 4.10.3.3 Wall I.D. 6'max cantilever Other Info 7/20/2016 Soil Under Footing Soil Type Class 5 Clay,sandy clay,silty clay,clayey silt,slit and sandy slit V Soil bearing capacity,unfactored 1,500 psf 1 Solt coefficient of friction NA Soil lateral sliding resistance,CI.5 only. I 130 psf Retained Soil Behind Wall Retained height,ft 6,00 ft Tot,wall ht. Vertical distance from retained soil to lop of wall,ft 0.50 ft 6.50 ft Soil Type Granluair(clay mix,dense i Moisture Content Mulct +. Can top of wall move slightly? yes V Unit weight,pall 130 pcf Angle of internal friction,degrees/ 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to hods. 5 deg Reststlnq Conditions In Front Of Wall Condition Concrete slab or asphalt on top of looting,against wall V Soil lateral(passive}capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top o1 toe,pcf 145 pcf Depth of resisting soil,Obi,Inches. 0.0 in If asphalt or concrete on top of fig,thickness,inches 4.6 in Loads at Top Of Wall Gravity loads: mgrs./Ay loads applied to lop of wall V II ledger,what is Its width(eccentricity,horiz dim},In. Live,psi Dead,gsf Trib Width,ft Live Dead Snow Roof (no snow} 20.0 psf 15.0 psf 20.00 ft Top w 400.0 pif 300.0 pif Loads From Conlin- Roof Snow(only} 25.0 psf 500.0 pit uous Members? No Fioor 3 Loads Top .1 0.0 pit 0.0 pif Floor 2 Loads 40.0 psi 15.0 psf 7.50 ft Top 1 V 300.0 pif 112,5 pit Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top y 300.0 pif 112,5 pt1 Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 pif Other'psf load and Inb width Top V 0.0 pif 0.0 pif Other gravity loads,pif Descrip'n,orb Top V 0,0 pit Other gravity loads,p11 Descrip'n.dpl'I: Top v Subtotals,gravity loads,unfactored: 1,000 pif 705 pif 500 pit Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. V Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-Eb Surcharge Load Horiz distance from wall,b',ft. Hods width of applied load,a',tt. Pressure of applied load,q',psf Earthquake Loading Seismic load? zem seismic load r► Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? no V Include wail weight in seismic force? No RetainCaicV2_02.xls 7/20/2015 G4 Horizontal seismic soil coefficient,kh I 0.00 Vertical seismic soil coefficient,kvi 0.00 I Wall Type Wall Type: Cantilever(not restrained at top) n Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.2 in Wall: Concrete,normal weight V Allow soil Ares! 1,590 psi Wall compressive strength,psi, rc= `z509 'w Toe Soil press 1,445 psi F.S.. Load Comb Okay? Compressive strength to use,psi 1 2,500 psi 1 Heel soil press 1,344 psf 1.04 D+L+S Okay I° Wall thickness,In. V 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 En Sliding Force 880 lb Fooling height,in. 9.00 In Resisting NA NA D+L Okay Location of wall on tooting lapel your awn wall location d' Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,In] 18.0 in I 12.0 In Max mom apld 2,223 ft-lb Fooling compressive strength,rc EEE psi I v Moment allow 2,296 ft-lb 0.97 . .9D+1 E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 1,113 lb Shear allow 4,076lb 0.18 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unl y Wall rebar grade Grade 60 V Vert steel,min 0.13 eq-In 0.09 sq-in 0.65 Okay Vertical rebar size r 4 V Horiz ski,spcg 18.0 in O.C. 11.1 In O.C- 1.62 N.G. Number of rebar layers(mats) f I V Min Req'd Length Layer 1,vertical rebar location(depth) edge,earth side V Measured from Stub vertical embed In wall 24.0 In Layer 1,cover to use,in. 2.00 In Earth face Stub 90-degree bend In fooling 6.0 in Layer 1,vertical rebar center-too-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) NIA,no 2nd layer I V I Toe Unity Load Comb Okay? Layer 2.cover to use,In. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,In. Moment appl'd 2,234 ft-lb Horizontal rebar size a 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 ID+1.6H+1.6L+, Okay Footing rebar grade Grade 60 7 Hook req'd? Yes 6-in,min, Transverse rebar size x 4 V+ Heel Number of rebar layers(mats) I1 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 .9D+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 Nip.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. Lonoilud'I Stee Provided Required Uni Dka�1 Longitudinal rebar size La 4 V Equiv.No of Bars: Area of steep 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 fn O.C. 0.75 Okay Wall Shear Forces F.S. Load Comb Top wall V 0 ib NA Base wall V 1,113 lb 1.2D+1.6H+1.6L+,55 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 tt-lb 1.20+1.6H+1.6L+,55 Loc'n from lop 6.00 ft Max neg. 0 ft-lb NA Loc'n from lop NA Base wall M 2,223 ft-lb 1.20+1,6 H+1.nt-+,55 • RelalnCalcV2 02.xis 712 012 0 1 5 ConstructionCalc Inc. -. 15 RUCTION ACC' RetainCalc f t ..."4 ..air9�dy'dc9'iasa..3 v2,01 Job Name -6t5OIL 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 sill,silt and sandy silt i Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wail Retained height,ft 8,00 ft Tel.wall ht. Vertical distance from retained soil to lop of wall,ft 0.50 ft 8.50 ft Soil Type Granlualr/clay mix,dense V Moisture Content Moist J V fJ Can top of wall move slightly? yes V Unit weight,pcf 130 pcf Angie of internal friction,degrees! 30 deg Depth to groundwater,i1 any,ft - Backlill angle,degrees to horz. 5 deg Resisting Conditions In Front Of Wall Condition 1Concrete slat,or asphalt on top of footing,against wall _� V Soil lateral(passive)capacity,unfactored,pstift depth 0 psf Unit weight of material over top of toe,pcf E 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: AY gravity loads applied to top of wall � If ledger,what is its width(eccentricity,horiz dim),In. Live,psf Dead.osf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15,0 psf 20.00 11 Top V 400.0 plf 300-0 pit. Loads From Conlin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No s Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psi 15.0 psf 7.50 ft Top V 300.0 pit 112.5 plf Floor 1 Loads 40,0 psf 15.0 psf 7.50 ft Top V 300.0 plf 112.5 plf Wall Dead Load 10.0 psf, 18.00 ft Top V 180.0 plf Other'psf load and Trib width Top V 0.0 pit 0.0 pif Other gravity loads,pit Descrlp'n,opl'l Top s 0.0 plf Other gravity loads,pH Descrip'n,epitt: [Top v Subtotals,gravity loads,unfactored: 1,000 pff 705 Of 500 plf Additional Moments,ft-lb FClockwlse:opposite of ledger-applied moment. V Subtotals,moments,unfactored: 0 ft•Ib 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',psi Earthquake Loading Seismic load? Zero seismic load V Reduce seismic toads? • V Use 113 Increase to allowable soil bearing? No 12 Include wall weight in seismic force? No Vj RelalnCalcV2_02,xis 7120/2015 Horizontal seismic soil coefficient,khI 000 I Vertical seismic sod coefficient,kid 0 00 Wall Type Wall Type Cantilever(not restrained al top) Wall and Footing Construction-Cantilever and Braced Stability Eccentrlcdy,"e" 0.4 in Wall Concrete,normal weight • Allow soil prey! 1,500 psf Wall compressive strength,psi, fc= 2500 n Toe Soil press 1,430 psf F S. Load Comb Okay? Compressive strength to use,psi 2,500 psi I Heel soil press 1,279 psf 1.05 D+L+S Okay Wall thickness,in a we f Overturning 4,647 ft-lb Wall thickness to use,In 8 00 in Resisting 10,123 ft-lb 2.18 D+S Okay Footing' Fooling width,ft 3 50 ft 42.0 In Sliding Force 1,565 lb Fooling height,In 12.00 In Resisting NA NA D+L Okay Location of wall on footing Input your own wall lootnn Heel prof Wall Design Unity Load Comb Okay' I Wall location to use,in I 28.0 In I 6.0 In Max mom apld 5,269 ft-lb Footing compressive strength,fc 2,500 psf Moment allow 5,333 ft-lb 099 .9D+1E+16H Okay Key height,In 0.00 In Key width,In 0.00 In Shear appl'd 1,978 lb Shear allow 6,196 lb 0.24 9D+1E+16H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 6o W Ven steel,min 0.21 sq-in 0.14 sq-in 0.70 Okay Vertical rebar size <s ® Horiz sll,spcg 180 in 0.0 10.3 In 0 C. 1.74 N.G.V Number of rebar layers(mats) t s Min Read Length DK-- Layer 1.vertical rebar location(depth) Edge,earth side VMeasured 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 looting 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 end layer s Toe Unity Load Comb Okay? Layer 2,cover to use,In Tension on Bottom Layer 2,vertical rebar center-tocenler spacing,In. Moment appl'd 5,572 ft-lb Honzontal rebar size as w Moment allow 6,749 ft-lb 0.83 'D+16H+1,6L+ Okay Horizontal rebar center-to-center spacing,in 1800 in Shear apple( 4,271 lb Footing Reinforcement Shear allowed 6,750 lb 0.63 'D+1.6H+1.6L+ Okay Footing rebar grade Gracie 60 'V Hook req'd? No Transverse rebar size r s ® Heel Number of rebar layers(mats) 1 w Tension on Bottom Layer 1,transverse rebar location Centered in looting 0 Moment appl'd 125 ft-lb Layer 1,cover to use,In 4 19 In Moment allow 6,772 ft-lb 0.02 '0+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 end layer V Shear allowed 6,750 lb 0.06 '0+1 6H+1 6L+, Okay Layer 2,cover to use,In Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Longitud'I Stee Provided Required Unity Okaz2 Longitudinal rebar size a s O 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 1D 00 in 4 Ea. Spacing 10.0 in 0.C. 12.4 to 0 C 0.81 Okay Wall Shear Forces E S Load Comb Top wall V 0 lb NA Base wall V 1,978 lb 1 2D+1 6H+1 6L+5S Max V 1,978 lb 1.2D+1 6H+1 6L+55 Loc'n from top 8.00 ft Wall Moments FS Load Comb Max pos 5,269 ft-lb 1 2D+1 6H+1 6L+55 Loc'n from lop 8.00 ft Max neg 0 ft-lb NA Loc'n from lop NA Base wall M 5,269 ft-lb 1 2D+1 6H+1 6L+,5S RelainCalcV2_02 xis 7/20/2015 G7 ConstructionCalc,Inc. 11,. R r ldmTt® RetainCalc n vz.01 Job Name t(5'o1 b Wall LD. 8'max cantilever,case 2,no gray. Other Info 7/2 0120 1 5 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty day,clayey silt,slit and sandy slit W Soil bearing capacity,unfaclored 1,500 psi i Soil coefficient of friction NA r Soil lateral sliding resistance,Cl.5 only. i 130 psi f Retained Soil Behind Wall Retained height,It 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type ni air J clay mix,dense _ i' Moisture Content Molsl V Can lop of wall move slightly? Yes V I Unit weighs,pcf 130 pcf j Angle of Internal friction,degrees! 3D deg Depth to groundwater,if any,ft - Backfill angle,degrees to hods. 5 deg Resistin Conditions In Front Of Wall_ _ Condition Concrete slab or asphalt on top of tooling,against wall _ V Soil lateral{passive)capacity,unfaclored,psflft depth 0 psf i- I Unit weight of materiel over top of toe,pcf 145 pcf E Depth of resisting soll,DPI,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 W If ledger,what Is Its width(eccentrielly,hods dim),In. Live.psf Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psi 15.0 psi 0,0011 Top J v 0.0 pif 0.0 pll Loads From Conlin- Roof Snow(only) 25.0 psf 0.0 psf uous Members? No w Floor 3 Loads Top V 0.0 plf 0.0 psf Floor 2 Loads 40.0 psf 15.0 psf 0.00 ft Top v 0.0 psi 0.0 psf Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top V 0.0 plf 0.0 psf Wall Dead Load 10.0 psi 0.00 ft Top V 0.0 psf Other'per load and tub width Top v 0.0 psf 0.0 psf Other gravity loads,pit Descrip'n,apt'h Top v 0,0 plf Other gravity loads,pll Descrip'n,opt'I: Top s Subtotals,gravity loads,unfaclored: 0 plf 0 plf 0 plf Additional Moments,it-lb clockwise:opposite of ledger-applied moment. V Subtotals,moments,unfaclored: 0 ft•Ib O ft-lb 0 ft-lb Surcharge Load Hods distance from wall,b',ft. Rorie width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? zero selsmlc load W Reduce seismic loads? • V Use 1/3 increase to allowable soil bearing? No V Include wall weight in seismic force? No V RetainCeicV2 02.xls 7/2012015 GA Horizontal seismic soil coefficient,kh I 0.00 i Vertical seismic soil coefficient,kvj 0.00 I Wall Type Wall Type'. Cantilever(not restrained at top) v Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e' 7.7 in Wall: Concrete,normal welgnt i Allow soil prest 1,500 psf Wall compressive strength,psi, fc= 2500 v Toe Soil press 1,535 psf F.S.. Load Comb Oka✓7 Compressive strength to use,psi I 2,500 psi I Heel soil press (24 psf) 0.98 / D+L+S N.G. ✓O r Wail thickness,in. a I'r Overturning 4,647 ft-lb Wall thickness to use,In. 8.00 in Resisting 8,133 ft-Ib 1.75 D+L Okay Footing: Footing width,ft. 3.75 ft 45.0 in Sliding Force 1,565 lb Fooling height,In. 12,00 in Resisting NA NA D+L Okay Location of wall on fooling Input your own wall location 7 Heel projn Wall Design Unity Load Comb Okay? Wall location to use,In. 28.0 in i 9.0 In Max mom apld 5,269 ft-lb Fooling compressive strength,rc 2,50o psi V Moment allow 5,206 tt-lb 1.01 9D+1 E+1.6H N.G. / 49 Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 1,976 lb M- Shearallow 5,913 lb 0.29 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unlly Wall rebar grade crade 60 V Vert steel,min 0,21 sq-in 0.14 sq-In 0.70 Okay Vertical rebar size e 5 V Moritz stl,spcg 18.0 in O.C. 10.3 In O.C. 1.74 N.G.YoY Number of rebar layers(mats) t v Min Felted Length Y` Layer 1,vertical rebar location(depth) ridge,earth side V Measured from Stub vertical embed In wall 30.0 in Layer 1,cover to use,iR. 2.00 in Earth face Stub 90-degree bend in fooling 7.5 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location{depth) NM,no end 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 a s w• Moment allow 6,749 ft-lb 0.72 !D+1.6H+1,6L+ Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 3,324 lb Footing Reinforcement Shear allowed 6,750 lb 0.49 !D+1.6H+1,6L+, Okay Footing rebar grade Crade 60 V Hook req'd? No Transverse rebar size r 5 v Heel Number of rebar layers(mats) t s Tension on Bottom Layer 1:,transverse robot location Centered In footing V Moment appfd 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 end layer W Shear allowed 6,75D lb 0.18 tD+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 Slee Provided Required Unity Okav7 Longitudinal rebar size a 5 V Equiv.No of Bars: Area of steel 0.37 sq•in 0.36 sq-in 0.97 Okay Longitudinal rebut center-to-center spacing,max,In. 10.00 in 4 Ea. Spacing 10.0 In O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 1,978 lb 1.2D+1.6H+1.6L+.5S Max V 1,978 lb 1.2D+1,6H+1.6L+.5S Loc'n from top 8.00 ft Wall Moments F.S.. Load Comb Max pos. 5,269 ft-lb 1,2D+1.6H+1.6L+,55 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+.55 RetainCalcV2 02.xis 7/20/2015 G9 ConstructionCale,Inc. S R11C710IaffRimmarnarz LIB RctainCatc va.o1 Job Name t 1501 Wall I.D. 10'max cantilever,case 1 full gray. Other Info 7/20/2015 Soil Under Footing Soil Type Cuss 5:Clay,sandy clay,silty clay,clayey silt,slit and sandy slit V Soil bearing capacity,untutored I 1,500 psi Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. I 130 psi Retained Soil Behind Wall Retained height,ft 10.00 ft Tot.wall hi. Vertical distance from retained soil to lop of wall,ft 0.50 ft 10.50 It Soil Type Granlaalr l clay mir,dense V Moisture Content root V Can top of wall move slightly? Yes V Unit weight.pcf 130 pcf Angle of internal friction,degrees 30 deg E Depth to groundwater,If any,ft - Backflll angle,degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall —__ t1 Soh lateral(passive)capacity,unfaclored,psflft depth 0 psf I � Unit weight of material over top of toe,pot 145 pcf Depth of resisting soil,Dbf,Inches. 0.0 In If asphalt or concrete on top of fig,thickness,Inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to lop of wall if!edger,what is its width(eccentricity,hertz dim),in. Live,osf Dead.Dsf Trib Width,f1 Live Dead Snow Roof (no snow) 20.0 psf 15,0 psf 20.00 ft TOP V 400.0 plf 300.0 pH Loads From Conlin- Roof Snow(only) 25.0 psf 500.0 pit uous Members? No s Floor 3 Loads rep Nr 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 s 300.0 plf 112,5 plf Wall Dead Load 10.0 psf 18,00 ft Top V 180.0 plf Other'psi'load and trib width Top v 0.0 plf 0,0 pit Other gravity loads,plf Descripn,opfl: Top V 0.0 plf Other gravity loads,p11 Descrip'n,opfi: rap V Subtotals,gravity loads,unfaclored: 1,000 Of 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. V Subtotals,moments,unfaclored: 0 fi-lb 0 ft-lb 0 ft-lb Surcharge Load Rorie distance from wall,b',ft. Hertz width of applied load,a',ft. Pressure of applied toad,q',psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? - V Use 1/3 Increase to allowable soil bearing'? No V Include wall weight In seismic force? CO RelainCalcV2 02.xls 7120/2015 Horizontal seismic soil coefficient,kill 0.00 Vertical seismic soil coefficient,kvl 0.00 Wall Type Wail Type: Cantilever(not restrained at tap) Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,`e° 0.2 In Wall [Concrete,normal weight v Allow soil prey: 1,500 psi Wall compressive strength,psi, rc= 250c Firi Toe Soil press 1,280 psi F,FS. Load Comb Okay? Compressive strength to use,psi l 2,500 psi Heel soil press 1,227 psi 1.17 D+L+S Okay Wall thickness,In. B CI Overturning 8,404 ft-lb Wall thickness to use,1n. 8.00 in Resisting 20,374 ft•lb 2.40 D+S Okay Fooling: Fooling width,ft. 5.00 fl 60.0 in Sliding Force 2,337 lb Fooling height,In. 12.00 in Resisting NA NA D+L Okay Location of wall on fooling Input war own wall location v Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,In.l 40.0 In I 12.0 in Max mom apid 10,291 ft•Ib Footing compressive strength,rc 2,500 psi U Moment allow 10,33E ft-lb 1.00 .9D+1 E+1,6H Okay Key height,in. 0.00 In Key width,in 0.00 In Shear appl'd' 3,090 lb Shear allow 12,577 lb 0.20 9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade [ade6o IV Vert steel,min 0.44 sq-in 0.14 sq-in 0.33 Okay / Vertical rebar size 111 r 6 CI Horiz stl,spcg 18.0 In O.C. 10.3 In O.C. 1.74 N.G.✓ Number of rebar layers(mats) t v Mln Redd Lenalh e7e- Layer 1,vertical rebar location(depth) Edge,earth side VMeasured 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 tooling 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 2n0 layer V oe 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 a s v Moment allow 9,954 ft•lb 0.99 ID+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 iD+1.6H+1.6L+, Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size r 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 1,284 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 CIA,no end layer V 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-lo-center spacing,in. Lonoltudi Stee Provided Reaulred Ur ily Okay? Longitudinal rebar size r s I:IEquiv.No of Bars: Area of steel 0.37 sq-In 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing.max,I . 10.00 In 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S. Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1.2D+1.6H+1,6L+,5S r MaxV 3,090 lb 1,2D+1.6H+1.6L+.55 Loc'n from top 10.00 ft Wall Moments F.S.. Load Comb Max pos. 10,291 ft-lb 1.2D+1.6H+1.6L+,5S Loon 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.xis 7/2 012 0 1 5 Gar C S RUCTIoNCALC RetainCalc Constt uctionCaic, v2 u1 Job Name t i D 7 6 Wall I.D. 10'max cantilever,case 2,no gray. Other Info 7120/2015 Soil Under Footing Soil Type Oass 5;Clay,sandy clay,silty day,clayey slit,slit and sandy slit 17 Soil bearing capacity,unfaclored 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 fl Soil Type Granloali/clay mix,dense I V Moisture Content moist v Can lop of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if any,H - Backfill angle,degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition I rancrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psflfl depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbl.Inches. 0.0 in It asphalt or concrete en top of fig,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,rasf Trib Width,ft Live Dead Snoyp Roof (no snow) 20.0 psf 15.0 psf 0.00 ft Top v 0.0 pif 0.0 pif Loads From Conlin- Roof Snow(only) 25,0 psf 0.0 pif uous Members? No V Floor 3 Loads Top v 0.0 pif 0.0 pII Floor 2 Loads 40.0 psf 15.0 psf 0.00 fl Top v 0.0 Of 0.0 pif Floor 1 Loads 40.0 psf 15.0 psf 0.00 II Top v 0.0 ptf 0.0 pif Wall Dead Load 10.0 psf 0.00 fl Top V 0.0 pif Other'psi'load and trib width Top v 0.0 pH 0.0 pif , Other gravity loads,pif Descrip'n,opl'I: Top v 0.0 Of Other gravity loads,pll Descrip'n,opr'I: Top v Subtotals,gravity loads,unfactored: 0 pit 0 pif 0 pH Additional Moments,ft-lb IClockwke:opposite of ledge-applied moment. V Subtotals,moments,unfactored: Oft-lb 0 ft-lb 0 ft-lb surcharge Load Hone 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? - v Use 1/3 increase to allowable soil bearing? No V Include wall weight in seismic force? IPo V RetainCalcV2_02.xls 7/20/2015 Horizontal seismic soil coefficient,khi 0 00 i G I t Vertical seismic soil coefficient,kid 000 1 I Wall Type Wall Type Cantilever(not restrained at lop) i Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e' 7.9 in Wall. concrete,normal weight •I Allow soil press 1,500 psi I- Way compressive strength,psi. fc= 2500 J Toe Soil press 1,456 psf F S Load Comb Okay? I Compressive strength to use,psi � j 2,500 psi Heel soil press 168 psf 1.03 D+L+S Okay I° Wall thickness,In. • 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 01n Sliding Force 2,337 lb Footing height,in 12 00 in Resisting NA NA D+L Okay Location of wall on fooling Input your own wall iodation • Heel prop) Wall Design Unity Load Comb Okay? Wall location to use,in.1 400 in l 12.0 In Max mom apld 10,291 ft-lb Footing compressive strength,fc 2,500 psi a Moment allow 10,246 ft-lb dr .9D+)E+1,6H N.G. Key height,in 0.00 In Key width,In 0 00 In Shear appl'd 3,090 lb en-r/ Shear allow 12,291 lb 0.23 .90+1E+1 6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 i Vert steel,min 0.44 aq-in 0.14 se-In 0.33 Okay Vertical rebar size n 6 • Horiz stl,spcg 18.0 In 0.C. 10.31n O.C. 1.74 N.G. Number of rebar layers(mats) 1 V Min Read Length OIL Layer 1,vertical rebar location(depth) Wee,earth side •1 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 fooling 9.0 in Layer 1.vertical rebar center-to-center spacing,in 12.00 In Footing Design Layer 2,vertical rebar location(depth) WA no 2nd layer i Toe Unity Load Comb Okay? Layer 2,cover to use,in Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in Moment appl'd 9,233 ft-lb Horizontal rebar size a s O Moment allow 9,954 ft-lb 0.93 'D+1.6H+1.6L+ Okay Horizontal rebar center-to-center spacing,in 18.001n Shear appl'd 4,369 lb Footing Reinforcement Shear allowed 6,750 lb 0.65 '0+16H+16L+ Okay Footing rebar grade Grade 6D V Hook req'd? No Transverse rebar size e 5 • Heel Number of rebar layers(mats) t • Tension on Bottom Layer 1,transverse rebar location Centered In rooting V Moment appl'd 1,296 ft-lb Layer 1,cover to use,in 4,19 In Moment allow 9,957 ft-lb 013 D+1 6H+1 6L+ Okay Layer 1,transverse rebar center-to-center spacing,In 1200 In Shear appl'd 2,593 lb Layer 2,transverse rebar location 8/A,no 2nd layer '• 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. Longllud'I Stee Provided Required Unity Okay? Longitudinal rebar size e 5 0 Equly 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.O in 0.0 12.4 In 0.0 0 81 Okay Wall Shear Forces F S Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1.2D+1.6H+1 6L+5S Max V 3,090 lb 1 20+1.6H+1.6L+5S Loin from top 10.00 ft Wall Moments F S Load Comb Max pos 10,291 ft-lb 1 2D+1.6H+1 6L+5S Loin from top 10.00 ft Max neg 0 ft-lb NA Loin from top NA Base wall M 10,291 ft-lb 1.20+1 6H+1 6L+.5S RetalnCalcV2 02,xls 7/20/2015 {{ — CCAI66 RUCTIONCALE RetainCalc ConstructionCalc,Inc. „z.ol Job Name '6l4074 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,sat and sandy slit V Soil bearing capacity.unfaclored 1,500 psi Soil coefficient of fnction NA Soil lateral sliding resistance,CI 5 only 130 psf I Retained Soil Behind Wall Retained height,ft 9 0011 Tot wall ht. Vertical distance from retained soil to lop of wall,k 0.50 ft 4 50 ft Soil Type Granlualr/clay mi.,dense V Moisture Content Moist V Can lop of wall move slightly? fin ar Unit weight,pcil 130 pct Angle of Internal Indian,degrees 30 deg Depth to groundwater,If any,ft Backfill angle,degrees to honz 5 deg Resisting Conditions In Front Of Wall Condition !Concrete slab or asphalt on top of fooung,against wall s Soil lateral(passive)capacity,unlactored,psf/ft depth 0 par Unit weight of material over top of toe,pcf 145 pc( Depth of resisting soil,Db1,inches 0.0 in If asphalt or concrete en lop of kg,thickness,Inches 4 01n Loads at Top Of Wall Gravity loads All gravity loads applied to top or anti • If ledger,what is its width(eccentricity,hods dim),In Live.oaf Dead.osf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15 0 psi 20.00 ft Top • 400 0 plf 300 0 pit Loads From Conlin- Roof Snow(only) 25.0 psf 5000 If uous Members? g No s Floor 3 Loads Top s 0.0 plf 0.0 plf Floor 2 Loads 40.0 psi 15 0 psi 7.50 ft Top s 300 0 plf 112.5 plf Floor 1 Loads 400 psf 150 psf 750 ft Top w 300.0 plf 1125 plf Wall Dead Load 100 psf 1800 ft Top V 1800 plf Other'par load and trib width Top s 00 p11 0 0 pit Other gravity loads,plf Descnp'n,e05 Top V 0.0 plf Other gravity loads,pli Descrlp'n,opl'i Tep v Subtotals,gravity loads,unfactored 1,000 plf 705 pit 500 plf Additional Moments,it-lb dakwtse:opposite or iedger-applled moment. V Subtotals,moments,unfaclored: 0 ft-lb 0 ft-lb 0 alb Surcharge Load Flora distance from wall,b',% Horiz width of applied load,a',ft Pressure of applied load,q',pal Earthquake Loading Seismic load? Zero selsmk road V Reduce seismic loads? r - • Use 1/3 increase to allowable soil beanng? No Include wall weight in seismic force? !NO O RelainCalcV2_02 xis 7/21/2015 Horizontal seismic soil coefficient,khI 0 00 I C /4 Vertical seismic soil coefficient,kv 0,00 Wall Type Wall Type. eared,time(moment resshng)at base V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" D.0 in Wall, icrete,normal weight • Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 Iv Toe Soll press 1,491 psf F.S Load Comb Okay? Compressive strength to use,psi 1 2,500 psi I Heel soil press 1,496 psi 1.00 O+L+S Okay Wall thickness,In, 6 V I Overturning NA Wall thickness to use,in 6.00 in Resisting NA NA NA Okay Fooling. Fooling width,fl 2 3011 27 6 in Sliding Force 383 lb Fooling height,In 9 00 in Resisting NA NA D+L+S Okay Location of wall on fooling Input your own wan location s Heel proin Wall Design Unity Load Comb Okay? Wall location to use,in 11 4 In 1031n Max mom apld -175 fl-lb Fooling compressive strength,fc I2,sea psi I•I Moment allow -3,817 tt-lb 005 9D+1E+16H 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+16H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade to • Vert steel,min 0 10 sq-In 0.09 sq-In 0,06 Okay Vertical rebar size g 4 v Honz stl,spcg 18.0 in O.C. 11.1 in O,C, 1.62 N.G, Number of rebar layers(mats) a •I Min Reed 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 fooling 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 sayer s per ACI=1B" 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 Honzontal rebar size g a v 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+16H+16L+, Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-In,min, Transverse rebar size a.1 • heel Number of rebar layers(mats) 1 • Tension on Top Layer 1,transverse rebar location Bottom,minimum corer,3" V Moment appl'd 415 ft-Ib Layer 1,cover to use,In 3 00 in Moment allow 1,410 ft-lb 0 29 ID+1.6H+1 6L+ Okay Layer 1,transverse rebar center-to-center spacing,in 24 00 In Shear appl'd 964 lb Layer 2,transverse rebar location N/A,no 2nd layer B 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 Lonollud'I Slee Provided Required Unity Okay? Longitudinal rebar size la v Equly No of Bars Area of steel 022 swat 0,22 sq-In 0 99 Okay Longitudinal rebar center-lo-center spacing,max,in 11,00 In 2 Ea Spacing 11.0 In O.C. 12.1 In O.C. 0.91 Okay Wall Shear Forces F S Load Comb Top wall V 58 lb 1 2D+1 6H+1 6L+.55 Base wall V 437 lb 1,20+1,6H+1 6L+5S Max V 437 lb 1 20+1 6H+1,6L+5S Loc'n from top 3.20 tt Wall Moments F S Load Comb Max pos 178 ft-lb 1 20+1 6H+1,6L+5S Loon from lop 3.10 f1 Max neg. -175 ft-lb 1 20+1.6H+1 6L+SS Loc'n from lop 4.00 tt Base wall M -175 ft-lb 1 2D+1 6H+1 6L+,55 RelainCalcV2_02 xis 7/21/2015 �5 RUCTIOP f �H�LCp RetainCalc ConstructionCalc,Inc. Y.¢w.,: Y..)117 2 �1 v2.01 Job Name kt6101 b wall I.D. 6'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey sal,sill and sandy silt V Soil bearing capacity,unfaclored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. 130 psi Retained Soli 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 fl Soil Type Granivair I clay mlz,dense V Moisture Content Moist Can top of wail move slightly? Yes le' Unit weight,WI 130 pcf Angle of Internal friction,degrees 30 deg Depth to groundwater,If any,ft Backflll angle,degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition Concrete slab or asphalt an top of footing,against wall V Soil lateral(passive)capacity,unfaclored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf ; 145 pc( Depth of resisting soil.Dbf,inches, 0.0 In If asphalt or concrete on top of rig,thickness,Inches 4,0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of well t If ledger,what is its width(eccentricity,horiz dim),In. Live.psi Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20,0 psf 15.0 psf 20.00 ft Top v 400.0 pit 300.0 plf Loads From Conlin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No CI Floor 3 Loads Tap V 0.0 plf 0.0 plf Floor 2 Loads 40,0 psf 15.0 psf 7.50 ft Top + 300.0 pif 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft tap V 180.0 plf Other'psf load and bib width Top V 0.0 plf 0.0 plf Other gravity loads,plf Descdp'n,001: Top V 0.0 plf Other gravity loads,pit Descrip'n,or!: Top O Subtotals,gravity loads,unfaclored: 1,000 plf 705 plf 500 pit Additional Moments,ft-lb Clockwise:opposite of/edger-applied moment. V Subtotals,moments,unfactored: Oft-Ib 0 ft-Ito Oft-Ib Surcharge Load Horiz distance from well,b',ft. Horiz width of applied load.a',tt Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load 7 Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? No O Include wall weight In seismic force? No V RetalnCalcV2_02.xis 7121/2015 C-2(e Horizontal seismic soil coefficient,kh 0.00 Vertical seismic soil coefficient,!iv, 0.00 1 Wall'Type Wall Type: Brsced,Med(moment-resisting)at base e Wall and Footing Construction.Cantilever and Braced Stability Eccentricity,"e" 0.1 in • Wall; Concrete,normal weight IJ Allow soli press 1,500 psi Wall compressive strength,psi, fc= 2500 w Toe Soil press 1,491 pot F.S. Load Comb Okay? Compressive strength to use,psi i 2,500 psi l Heel soil press 1,445 psi 1.01 O+L+S Okay Wall thickness,in. C. V+ Overturning NA Wall thickness to use,in. 6.00 in Resisting NA NA NA Okay Footinq: Footing width,ft. 2.83 ft 34.0 In Sliding Force 768 lb Fooling height,in. 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing input your own wall Ipcatton V Heel pro}'n Wall Design Unity Load Comb Okay? Wall location to use,id16.01n 1 12.0In Max morn epic; 626 ft-lb Fooling compressive strength,f c 2,500 psi w Moment allow 1,310 ft-lb 0.4B .90+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 .90+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 6a V Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size rr l 1 V Horiz stl,spcg 18.0 in D.C. 11.1 In O.C. 1.62 N.G. Number of rebar layers{mats) 1 iii, Min Read tenon) 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 fooling 6.0 In Layer 1,vertical rebar center-to-center spacing,In, 18.00 in Footing Design Layer 2,vertical rebar location{depth) CIA,no 2nd layer I V I Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 1,993 ft-lb Horizontal rebar size c c V Moment allow 3,356 ft-lb 0.59 !D+1.6H+1.6t+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appPd 3,391 lb Footing Reinforcement Shear allowed 5,175 lb 0.66 iD+1.6H+1.6L+, Okay Footing rebar grade Grade 50 7 Hook req'd? Yes 6-In,min. Transverse rebar size a a me Heel Number of rebar layers{mats) 1 v I Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appPd 544 ft-lb Layer 1,cover to use,In. 3.00 in Moment allow 3,356 ft-ib 0.16 .90+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appPd 973 lb Layer 2,transverse rebar location N/A,no 2nd layer V' Shear allowed 5,175 lb 0.19 .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. Lonoitud'i Sloe Provided Required Unity Okay? Longitudinal rebar size a a V Equiv.Ho of Bars: Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Lojtgitudinal 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 139 lb 1.2D+1.6H+1.6L+.55 Base wall V 973 lb 1.20+1,6H+1.6L+.5S Max V - 973 lb 1.20+1.6H+1.6L+.55 Loc'n from top 4.65 ft Wail Moments F_S, Load Comb Max pos. 626 ft-lb 1.20+1.61-i+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 lop 6.00 ft Bass wall M -812 ft-lb 1,20+1.6H+1.6L+.5S RelalnCalcV2_02.xls 712172015 C )7 Co ,structiooCalc,Inc. 5°RUCTIONCALC RetainCalc v2.01 Job Name' �LjD1 Wall I.D. 8'max braced. Other Info 7/21/2015 Soil Under Footing SOU Type Class 5,Cay,sandy clay,silty clay,clayey silt,slit and sandy silt s Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. I 130 psf • Retained Soil Behind Wall Retained height,ft 8.00 ft Tot,wall ht. Vertical distance from retained soil to lop of wall,fl 0.50 f1 8.50 ft Soil Type Granlualr/clay mix,dense Moisture Content 1'1°141 Can top of wall move slightly? yes V Unit weight,pcfi 130 pcf Angle of Internal friction,degrees 30 deg i Depth to groundwater,If any,ft Backflll angle,degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall F Soil lateral(passive)capacity,unfaclored,psi/ft depth 0 psi Unit weight of material over top of toe,pc{ t 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on lop of kg,thickness,inches 4.0 In Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall Lt II ledger,what Is its width(eccentricity,horiz dim),in. Live.ost Dead.psf Trlb Width.ft Live Dead Snow Roof (no snow) 20.0 psi 15.0 psf 20.00 ft Top v 400.0 plf 300.0 pIf Loads From Castle- Roof Snow(only) 25.0 psf 500.0 plf uous Members? _ No1:1 Floor 3 Loads Top a 0.0 pit 0.0 pit Floor 2 Loads 40.0 psf 15.0 psf 7.50 f1 Top V 300.0 Of 112.5 p1f Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft hop I 300.0 plf 112.5 p1f Wall Dead Load 10,0 psi 18.00 ft p V 180.0 pH Other'psi load and trib width Top w 0.0 plf 0.0 plf Other gravity loads,plf Descdp'n,opt'I: Top V 0.0 plf Other gravity loads,p11 Descdpn,oprl: Top V Subtotals,gravity toads,unfactored: 1,000 plf 705 plf 500 pff Additional Moments,ft-lb Cbckvrkei opposite of ledger-applied moment. V Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb • Surcharge Load • Hone distance from wall,b',ft. Hartz width of applied load,a',ft Pressure of applied load,q',psf Earthquake Loading Seismic toad? Zero seismic load V Reduce seismic loads? - Use 1/3 Increase to allowable soil bearing? No V Include wall weight In seismic force? No V RelainCalcV2_02.xls 7721/2015 Horizontal seismic soil coefficient,kht 0 00 i , Vertical seismic soil coefficient,kv 0 0D Wall Type Wall Type Braced,fixed(moment-resisung)at base i Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.1 In Wall: Conroe,normat weihl • Allow soil press 1,500 pse Wall compressive strength,psi, tic= 2500 I. Toe Soil press 1,497 psf F.S J.oad Comb Okay? Compressive strength to use,psi 1 2,500 psi Heel soil press 1,438 psf 7.O1) 0+L+S Okay Wall thickness,in, 9 ® Overturning NA Wall thickness to use,in 8.00 In Resisting NA NA NA Okay Fooling: Footing width,ft 3.50 ft 42 O In Sliding Force 1,310 lb Footing height,In 1000 In Resisting NA NA D+L+S Okay Location of wall on fooling input your own wall location V Heel projn Wall Design Unity Load Comb Okay? Wall location to use,in,l 22.0 In 1 1201n Max mom apld -2,180 ft-lb Footing compressive strength,(c ;sou ir —Tv71 Moment allow -2,434 ft-lb 0.90 90+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 90+1E+1 6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Gate to • Vert steel,min 0.13 sq-in 0.12 sq-In 0.86 Okay Vertical rebar size a 4 • Honz stl,spcg 18.0 In 0,C. 8 3 In O.0 2.16 N.G. Number of rebar layers(mats) 1 s Mln Reo'd Length ay. r Layer 1,vertical rebar location(depth) Centered In wan . 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 fooling 6.0 in Layer 1,vertical rebar center-to-center spacing,in 18 00 In Footing Design Layer 2,vertical rebar location(depth) N/A no and 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 a 4 • Moment allow 3,956 ft-lb 0,94 'D+1 6H+1 6L+ Okay Horizontal rebar center-to-center spacing,in 16 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 6o s Hook reg'? Yes 6-In,min. Transverse rebar size a 4 • Heel Number of rebar layers(mats) 1 • Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3^ i Moment appl'd 857 ft-lb Layer 1,cover to use,In 3,00 in Moment allow 3,958 h-lb 0.22 90+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 xnd 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 Lonoltud'I Sloe provided Required Unity Okavo Longitudinal rebar size a 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 0.C. 0.97 Okay 4i-ii + D(G✓ 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+,55 Loc'n from top 6.00 ft Wall Moments F_S Load Comb Max pos. 1,488 ft-lb 1 20+1,6H+1 6L+,55 Loc'n from top 5 80 ft Max neg -2,180 ft-lb 1,20+16H+1.6L+5S Loc'n from top 8.00 ft Base wall M -2,180 ft-lb 1 2D+1 6H+1,6L+,5S RetainCalcV2_02,xls 7/21/2015 C 11 Inc, k CiIS RUCTION(_ACC" RetainCalc ConstructionCalc iai r.r: v2.01 Job Name L.)50,7 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 V Soil bearing capacity,unfaclored 1,500 psi i Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psi Retained Soil Behind Wall Retained height,ft 10.00 ft Tot,wall ht. Vertical distance from retained soil to lop of wall,ft 0.50 ft 10.50 ft Soil Type Granluak/clay mix,dense B Moisture Content Mold l w1 Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of internal friction,degrees 3 30 deg I Depth to groundwater,If any,ft - Backfill angle,degrees to horiz. 5 deg Resist Conditions In Front Of Wall _ Condition Concrete slab or asphalt on top or rooting,against wall Soil lateral{passive)capacity,unfaclored,psf/ft depth 0 psi Unit weight of material over lop of toe,pet 145 pcf Depth of resisting soil,Dbf,inches. 0.0 In If asphalt or concrete on lop of fig,thickness,Inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity toads applied to top or wall V If ledger,what Is its width(eccentricity,horiz dim),In. Live,psf Dead,pst Trib Width,ft Live Dead Snow Roof (no snow) 20.0 pst 15.0 psf 20.00 ft Top V 400,0 plf 300,0 pif Loads From Conlin- Roof Snow(only) 25,0 psf 500.0 plf uous Members? No ® Floor 3 Loads Top V 0.0 pit 0.0 pit Floor 2 Loads 40.0 psf 15,0 psf 7.50 ft Top s 300.0 pli 112.5 plf Floor t Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 plf 112.5 plf Wall Dead Load 10.0 psi 18.00 ft Top V 180.0 ell Other'psf load and trio width Top A. 0.0 pit 0.0 pit Other gravity loads,plf Descrlp'n,oprl: Top s 0.0 pit Other gravity loads,pit Descrip'n,opt'l: Top V Subtotals,gravity loads,unfaclored: 1,000 plf 705 plf 500 ptf Additional Moments,ft-ld Clockwise:opposite or ledgerapplled moment. V Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',It. Pressure of applied load,q',psi Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? ' V Use 1/3 increase to allowable soli bearing? No Include wail weight in seismic force? No RetalnCalcV2_02.xls 7/21/2015 CiD Horizontal seismic soil coefficient,It 0.00 Vertical seismic soil coefficient,kv: 0.00 Wall Type Wall Type: Braced,Posed(moment-resisling)al base V Wall and Footing Construction-Cantilever and Braced Stability eccentricity,°e" -0.1 in Wall: concrete,normal weight 97 Allow soil press 1,500 psf Wall compressive strength,psi, Fc= 2500 V Toe Sot press 1,435 psf F S. Load Comb Okay? Compressive strength to use,psi i 2,500 psi I Heel soil press 1,452 psf 1.03 D+L+S Okay Wall Thickness,in. s V f Overturning NA Wall Thickness to use,In. 8.00 in Resisting NA NA NA Okay FOotinq: Fooling width,ft 5.00 ft 60.0 in Siding Force 2,025 lb Fooling height,in. 12.00 in Resisting NA NA D+L+S Okay Location of wall on fooling input your own wall'location Heel priori) Wall Design Unity Load Comb Okay? Wall location to use,in.1 31,0 In 1 21.0 in Max mom apid -4,554 ft-lb Fooling compressive strength,Fe 2,500 psi ro Moment allow -4,808 ft-lb 0.95 .9D+1 E+1.6H Okay Key height.in, 0.00 In Key width,1n 0.00 In Shear appl'd 2,680 lb Shear allow 8,423 lb 0.26 .9D+1E+1.6H Okay Wall Reinforcement provided Required Unity Wall rebar grade Grade 60 F Veil steel,min 0.29 sq-in 0,14 sq-in 0.50 Okay Vertical rebar size a s Tr Horiz stl,spcg 18.0 In O.C. 10.3 In O.C. 1.74 N.G. Number of rebar layers(mats) i vr Min Redd Length Layer 1,vertical rebar location(depth) Centered In wall vMeasured 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 end layer V Toe Unity Load Comb Okay? Layer 2,cover to use,In. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,In. Moment appi'd 6,702 ft-lb Horizonlal rebar size a s ' 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 appfd 5,956 lb Footing Reinforcement Shear allowed 6,750 lb 0.88 lD+1.6H+1.6L+, Okay Footing rebar grade Grade 60 V Hook req'd7 No Transverse rebar size ,r s v Heel Number o1 rebar layers(mats) 1 v Tension on Bottom Layer 1,transverse rebat location Centered In rooting V Moment appl'd 5,338 fl-lb Layer 1.cover to use,In. 4.19 in Moment allow 9,225 ft-lb 0.58 .90+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 locailpn 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. Longitud'l Slee Provided Reeuired Unity Okay? Longitudinal rebar size a s iiir Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-In 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S. Load Comb Top wall V 410 lb 1.2D+1,6H+1,6L+.5S Base wall V 2,680 lb 1.20+1.6H+t.6L+.55 Max V 2,680 lb 1.2D+1.6H+1.6L+.58 Loc'n from lop 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+.55 Loc'n from top 10.00 fi Base wail M -4,554 ft-lb 1.21)+1.6H+1.6L+,55 RetainCalcV2 02.x1s 7/21/2015 PLANNING, COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT PLAN REVISION /ADDITIONAL INFORMATION COVER SHEET Mailing Address: P.O. Box 547, Anacortes, WA 98221 "q.CQ .r Office Location: 904 6r Street, Anacortes WA 98821 NOV 0 7 W+ Phone: (360) 299-1984, Fax: (360) 293-1938 ille404te iiKC ib i rinfto submit revisi+rrl9 or atlrllfion& information to your IPtrIIhlt :R13rl 'aI101 Permit/Project ON-0 2_1`1 Date: I —(p —I 1 4-(e (_ r1T-3 Project Name: t O 1-.17.1I-t Lc'ri--"1 Project Address: Project Contact: J (�� �ct��► A Com an �`A`�2� � �� p Y Name: paN4 � M c t,1T I qc, Contact Phone: '�j{e:2( - l 02. (5 Contact Email:j GLC-k.v-6 L al()rl�C)G Qr\+fy_c w , J Has the permit been issued yet? '` l Yes ❑ No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer(if applicable). Has this been done? ❑ Yes ❑ No N-174, Is the plan revision or additional information,in response to a plan review letter? ❑ Yes. A copy of the plan review letter with itemized responses to each item is required. I7No,the revision or additional information is initiated by the applicant, designer,or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions andlor additional information: S( c4"Dc t 01.1s xxGTAT A Gg-it's(-10(--EiA-c_E 5cr�w Lowe �r_c tl•-ls�-� � sr oc`(s u eo.,e Are you submitting a full replacement > Yes ( .' No If not,what page#or title is being replaced: Two full sized copies of all revised/additional information is required. Has this been done? Yes ❑ No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. ❑ Site Plan 'l Building Plans 0 Structural Plan 0 Landscape Plan 0 Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report 0 Storm Drainage Analysis 0 TESC Plan ❑ Civil Plan 0 Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey(Boundary/Topographic) ❑ Mechanical Plan 0 Plumbing Plan ❑ Other: FOR OFFICE SE ONLY: RO.I ' 11); ' • ROUTED'I' k APPROVED I ': ❑ Building Department ❑ Planning Department ❑ Stormwater ❑ Public Works Department ❑ Fire Department ❑ Third Party Review November 6, 2017 Anacortes Planning&Community Development Dept. Attn: Groc Fyrrce RE: Plan revisions for crawl space for home at 1418 Latitude Circle Due to site conditions, we are having to put a crawl space under the lower floor instead of a slab. The drawings have been revised to reflect this. Because enough of the sheets had changes to them, a new "crawlspace" set was created. Other than crawlspace-related changes,the only other change that was made was revising note#15  on sheet A3.1 to reflect energy credit changes. Nothing is clouded since a "crawlspace set" was created. I have included (2)full-sized sets of plans for your approval. Since we already have a permit for this plan, we will appreciate quick turn-around for approval. Thanks. Jack Reinstra Landed Gentry riiyUcf;'' Hydrant Flow Test Report f OCT 4 Qml j Test Date 4/26/2017 Test Time 12:30PM CITY OF ANACORTES 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 � 0 750 1500 2250 3000 3750 gpm Created with the free hydrant flow test program from www.lgneusinc.com 1419 Latitude Circle,Anacortes,WA 98221 V. / -----:-'w ...7....;. New Development;48 North , / -, --.I. ..---IF 4 .•willa New Hydrant at 1419 Latitude Circle 111 1,.., -. I, New ' , Static: 86psi Residual: 56psi • ..1 4:jr1r;C•mit.. 4%. •' -- ' 'v 4" HM Pitot: 29 Flow: 1829gpm . - - . ., a• ' '' • .• ? - .. 0 , - • 'Pak . . r• ...1 . llioiiive ' 7E7. ...ler lc , - • .1 '''- •- --ii* 44'; — ., • - —1r- .. •-.2111101 v. . I 'h,lir •"r . 1 4 up. s • .I. ' lg ill 1111: . .- _.,... .4r Critchio, Kevin From: Cricchio, Kevin Sent: Thursday, August 31, 2017 2:38 PM To: Fyrrce, Groc; Ingalls, Paul Subject: BLD-2017-0447, 1418 Latitude Circle 8-31-17 RE: BLD-2017-0447, 1418 Latitude Circle G roc, I have reviewed the building permit to construct a residence at 1418 Latitude Circle. I am good to go with this permit and have signed off on it in Eden. I have the following comments however: 1. A tree fence inspection is needed prior to permit issuance. 2. Building height appears to be fine. If there are other issues, please have the applicant show the average original grade on the elevations and how conformance with the maximum permitted height of 35' in the R2 Zone is being met. Thanks. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacorfes I P.O. Box 547 1904 bth Street I Anocortes, WA 98221 360.293.1937 (work) I kevinc@cityofanocorfes.org I www.cityofanacorfes.ora My incoming and outgoing email messages are subject to public disclosure requirements per RCW 4Z.56. 1 BUILDING PERMIT APPLICATION REVIEW: DATE: PERMIT#: SITE ADDRESS: v\:\Z:) \______4v.\_WQce PARCEL#: '-i', pos. _ . Ace , SURVEYED SITE PLAN: ❑ yes ❑ no • Does site plan & dimensions match survey ❑ yes ❑ no o, ZONING DISTRICT: • Is the land use permitted in zone yes ❑ no CRITICAL AREAS: J • Is any critical areas located either on the subject property or within 300 feet ❑ yes no SHORELINE JURISDICTION: 1 • ❑ yes ❑ no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment 0 yes ❑ no ')IMPERVIOUS SURFACE MAXIMUM: ' ) / MINIMUM SETBACKS: T i2.....,,-) 1 ----:--- 5 I I c'i K 3(.. ) , MINIMUM LANDSCAPING: `‘- c. / MINIMUM # OF TREES: %—t- ( ee- S c fA() L ] S { C) S MAX LOT COVERAGE: flil � :3 _ c ,i) e V MAX PERMITTED HEIGHT: "73 s.) OFF-STREET PARKING: Q )0"11 ` jC----V 0 L. EASEMENTS: ( J °V' Vnkkin6 Print Window Page 1 of 1 Details for Parcel:P133665 Jurisdiction: ANACORTES Zoning Designation: Please contact the city of ANACORTES for ANACORTES zoning Information. Excise Affidavits Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P133665 6042-000-007-0000 SE 22 35 01 Owner Information Site Address(es) Map Links 48 NORTH ANACORTES LLC 1418 LATITUDE CIRCLE Open in iMao 504 E FAIRHAVEN AVENUE Anacortes,WA(Jurisdiction, State) Assessor's Parcel Map: BURLINGTON,WA 98233 Zip Code Lookup I Site Address Information PDF I DWF Current Legal Description Abbreviation Definitions (0,1722 AC)LOT 7,46 NORTH PLAT AND PUD,RECORDED MAY 2,2017,UNDER SKAGIT COUNTY AUDITOR'S FILE NO.201705020028. 2017 Values for 2018 Taxes" Sale Information 2018 Property Tax Summary Building Market Value $.00 Deed Type WARRANTY DEED 2018 Taxes will be available after 2115/2018 Land Market Value +$108,000.00 Sale Date 2017-06-02 Total Market Value $108,000.00 Sale Price$4,350,000.00 Use the Taxes link above for 2017 taxes Assessed Value 8108,000.00 Taxable Value $108,000.00 "Effective date of value is January 1 of the assessment year(2017) Legal Description at time of Assessment *Land Use WAC 458-53-030 Neighborhood (21AVIEW)ANACORTES VIEW RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities *SEW,WTR-P Acres 0.17 Improvement 1 Attributes Summary Building Style RESIDENTIAL HOMESITE Year Built Foundation Above Grade Living Area Exterior Walls Finished Basement Roof Covering 'Total Living Area HeatlAir Conditioning Unfinished Basement Fireplace 'Total Garage Area Bedrooms Bathrooms For additional information on individual segments see Improvements tab *Land Use codes are for assessment administration purposes and do not represent jurisdictional zoning.Please contact the appropriate planning department in your jurisdiction for land use questions. *Total living area includes above grade living area and finished basement area. *Garage square footage includes all garage areas;basement garages,attached garages,detached garages,etc. Assessment data for improvements is based on exterior inspections.Please contact the Assessor's office If the information does not accurately reflect the interior characteristics. hLCps://www.skagiteounty.net/Search/Property/ 8/31/2017 ''''''''•••,./ -0307 4301 itir177111.. 4303 '''.-9,...,,...7./ • . 4218/ t . 4305 • 4306 4304 ' 4314 K , EAGLE\I C URT_- 4308 / �� 4;15 4307 . / ',7,-/ 1410 ' � 1406 1408 \ ,..„.. \ 140�t J f 1'417 1 til 1.416 --------- ....".<1808 i 1419 T605 I 418 � 15D1 � 1'120 1604 130.3 1 1503. 11502 4319 • 1602 1519 1`.05 .: 15D4 15:15 1 -; l 1520 LATITUDE CIRCLE v • ---��506 • '51.8 15,1i3 1514 1512 ' 1510 tit I /77 I\ 4302 4304 4300 /' 430.0 �' - 49/. . WJ-JJI]f3EY COURT 1 }308 303 --- �4307 L42171/7-1\ 4- [43 \ •05 ,' 43D1 . :)-------- PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT PLAN REVISION /ADDITIONAL INFORMATION c VE S E � w Mailing Address: P.O. Box 547, Anacortes, WA 98221 1. ��1 Office Location: 904 6fh Street, Anacortes WA 98821 Phone: (360) 299-1984, Fax: (360) 293-19,38 . ?LT Q2 mu Please Ilse this form to submit revi$ioita or additional information to your permit applicaii n.� Permit/Project#:-D - 11 " 44-1 Date: Project Name: _ Project Address: l 44 T+TL)D . Project Contact: ] L it Tp _ Company Name: at— 6JT , i rr, . Contact Phone: 7 5- 1-1"2-1 +- r Contact Email: j a c_krP E a 'i A e bp ri+ .ac, Has the permit been issued yet? El Yes fg No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer(if applicable). Has this been done? f ,Yes ❑ No is the plan revision or additional information, in response to a plan review letter? f -Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No, the revision or additional information is initiated by the applicant, designer,or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information: Are you submitting a full replacement (' Yes Q No If not,what page#or title is being replaced: Aff2__l . A- i .. * ti I { ,d ,4. , Two full sized copies of all revised /additional information is required. Has this been done? b' Yes ❑ No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. ❑ Site Plan 'l Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotecbnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations 0 FAR Calculations ❑ Grading Plan ❑ Survey (Boundary/Topographic) ❑ Mechanical Plan 0 Plumbing Plan JA. Other:AlrI7, 4v rj, Si Project: ,StruCalc 9.0 page � ...; , Location:JST1 ,41-rit Floor Joist of [2015 International Building Code(2015 NDS)] .F 1.5INx11.25INx18.5FT(13.5+5)@16O.C. #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.5 10/3/2017 12:03:20 PM Section Inadequate By: 29.0% Controlling Factor: Moment/Depth Required 12.78 In. DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.17 IN L/941 0.21 IN 2L1558 Dead Load 0.04 in -0.02 in Total Load 0.22 IN L1751 -0.23 IN 2L/528 Live Load Deflection Criteria: L1480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 360 lb 834 lb Dead Load 116 lb 254 lb Total Load 476 lb 1088 lb Bearing Length 0.78 in 1.79 in SUPPORT LOADS A B — Live Load 270 plf 626 plf Dead Load 87 plf 191 plf A 13.5 ft"-- B 5 ft Total Load 357 plf 816 plf MATERIAL PROPERTIES #2-Hem-Fir JOIST DATA Center Right Base Values Adiusted Span Length 13.5 ft 5 ft Bending Stress: Fb= 850 psi Fb'= 367 psi Unbraced Length-Top • 0 ft 0 ft Cd=1.00 CI=0.38 CF=1.00 Cr-1.15 Unbraced Length-Bottom 0 ft 0 ft Shear Stress: Fv= 150 psi Fv'= 150 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi JOIST LOADING Comp.-to Grain: Fc- = 405 psi Fc- = 405 psi Uniform Floor Loading Center Right Controlling Moment: -1250 ft-lb Live Load LL= 40 psf 60 psf Dead Load DL= 15 psf 15 psf Over right support of span 2(Center Span) Total Load TL= 55 psf 75 psf Created by combining all dead loads and live loads on span(s)3 IL Adj. For Joist Spacing wT= 73.3 plf 100 plf Controlling Shear: -588 lb 14.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Read Provided Section Modulus: 40.83 in3 31.64 in3 Area(Shear): 5.88 in2 16.88 in2 Moment of Inertia(deflection): 152.86 in4 177.98 in4 Moment: -1250 ft-lb 969 ft-lb Shear: -588 lb 1688 lb _BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes&Communities Reg#4117-67766 Curtis Plan Living Room Floor Joists tart_ Prepared by:JR Date:9/22/17 Selection PT 2x 10 HF#2 Lu=0.0 Ft Lu @OH=5.0 Ft Conditions NOS 2012, Overhang, Incised Min Bearing Area R1=1.0 in' R2=2.6 in2 (1,5)DL Deft= 0.11 in. Data Beam Span 13,5 ft Reaction 1 LL 290# Reaction 2 LL 845# 1 Beam Wt per ft 3.37# Reaction 1 TL 385# Reaction 2 TL 1052# Bm Wt Included 62# Maximum V 565# Overhang Length 5.0 ft Max Moment 1217# Max V(Reduced) 511 # Total Beam Length 18.5 ft IL Max Deft L/240 TL Actual Dell L/559 OH IL Actual Deft L/484 , , LL Max Defl L/480 LL Actual Deft L 1884 OH LL Actual Deft L/785 Attributes Section OW) Shear(in2) TL Deft(in) LL Deft OH TL Defl OH LL Defl Actual 21.39 13.88 0.29 0.18 -0.25 -0.15 Critical 20.28 6.39 0.68 0.34 0.50 0.25 Status OK OK OK OK OK OK Ratio 95% 46% 43% 54% 50% 61% Fb(psi} Fv(psi) , E(psi x mil) Fc I(psi) Values Reference Values 850 150 1.3 405 Ad'usted Values 720 120 1.2 405 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 0.9628 Rb=18.11 Le=6.65 Ft Loads ParUtt(fL Par Unif TL Start End _,rz 1 .cf-81 .,r K=94 (QH) - 0 5.0 I , R1 =385 R2= 1052 BACKSPAN=13.5 FT OH=5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. PLA COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT 1'y -•. ;:' PL ISION /ADDITIONAL INFORMATION COVER SHEET ri ailing Address:P.O. Box 547, Anacortes, WA 98221 'ci` (.)C I 13 Nil fce Location: 904 66 Street,Anacortes WA 98821 - Phone: (360) 299-1984, Fax: (360) 293-1938 fi T 1=S Permit/Project#: 2---9l7 — 0 -1 Date: H Project Name: �-'?j 0K-14 Project Address: jrc.e7R ¢ ] Project Contact: L) R i Company Name: e(—t Contact Phone: (oC2-1 SS --102,1 Contact Email:3&Ck Cp t decJG P n±rci ow', �J Has the permit been issued yet? 0 Yes N No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer(if applicable). Has this been done? Yes ❑ No • Is the plan revision or additional information,in response to a plan review letter? Yes. A copy of the plan review letter with itemized responses to each item is required. 0 No,the revision or additional information is initiated by the applicant, designer,or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information: Are you submitting a full replacement C) Yes ( No If not,what page#or title is being replaced: Two full sized copies of all revised /additional information is required. Has this been done? ❑ Yes ❑ No Check the box next to the type of plan, report, or calculation Is here revisions or additional information can be found. ❑ Site Plan tt Building Plans 0 Structural Plan ❑ Landscape Plan 0 Parking Plan 0 Tree Preservation Plan ❑ Arborist Report 0 SEPA checklist 0 Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations D Grading Plan ❑ Survey(Boundary/Topographic) ❑ Mechanical Plan ❑ Plumbing Plan ❑ Other: October 12,2017 Anacortes Planning&Community Development Dept. Attn: Groc Fyrrce Per IRC Table R502.3.3(2),you can cantilever 2x10 up to 61" if their spacing is 12" O.C. I have adjusted the floor framing plan (sheet A3.2)and the building sections(sheet A5.2)to reflect this. I have included (2)full-sized copies of each changed sheet for your approval, as well as beam calculations Jack Reinstra Landed Gentry Jack Reinstra From: Fyrrce, Groc <gfyrrce@cityofanacortes.org> Sent: Tuesday, October 10, 2017 3:49 PM To: Jack Reinstra Cc: Ingalls, Paul Subject: 1418 Latitude Circle Hi Jack, In order to do the design submitted prescriptively, the deck needs to have its cantilevered span limited to a maximum of 53" per 2015 IRC Table R502.3.3(2). Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 Helping to provide safe communities through education and cooperation My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 1 BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Curtis Living Room Floor Joists Prepared by:JR Date: 10/12/17 Selection 2x 12 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.9 in2 R2=0.9 in2 (1.5) DL Defl= 0.07 in Data Beam Span 13.5 ft Reaction 1 LL 270# Reaction 2 LL 270# Beam Wt per ft 4.1 # Reaction 1 TL 365# Reaction 2 TL 365# Bm Wt Included 55# Maximum V 365# Max Moment 1232'# Max V(Reduced) 314# TL Max Defl L/240 TL Actual Defl L/821 LL Max Defl L/480 LL Actual Defl L/>1000 ItAttributes Section (in3) Shear(in2) TL Defl (In) LL Defl x Actual 31.64 16.88 0.20 0.13 6. Critical 17.40 3.14 0.68 0.34 : Status OK OK OK OK ;}3i r r.. Ratio 55% 19% 29% 38%. t � d. Fb (psi) Fv(psi) E(psi x mil) Fci.(psi) e=tQialues Reference Values 850 150 1.3 405 Adjusted Values 850 150 1.3 405 ,y. adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0,00 Ft Loads Uniform LL:40 Uniform TL: 50 =A Uniform Load A • R 1 =365 R2=365 SPAN =13.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack ReinstraiLanded Gentry Homes&Communities Reg#4117-67766 Curtis Cantilevered Deck Joists Prepared by:JR Date: 10/12/17 Selection PT 2x 10 HF#2 Lu =0.0 Ft Lu @OH=5.0 Ft Conditions NDS 2012, Overhang, Incised Min Bearing Area R1=0.4 in2 R2= 1.8 in2 (1.5) DL Defl= 0.02 in. Data Beam Span 10.0 ft Reaction 1 LL 125# Reaction 2 LL 575# Beam Wt per ft 3.37# Reaction 1 TL 175# Reaction 2 TL 725# Bm Wt Included 51 # Maximum V 367# Overhang Length 5.0 ft . `ter, 0. Max Moment 917'# Max V(Reduced) 317# Total Beam Length 15.0 ft m TL Max Defl L 1240 TL Actual Deft L 1>1000 OH TL Actual Defl L 1>1000 "'" LL Max Deft L/480 LL Actual Dell L/>1000 OH LL Actual Deft L 1>1000 _- ' Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl OH TL Dell OH LL Dell '" ` c'' Actual 1 21.39 13.88 0.03 0.01 0.06 0.06 fiLaj Critical 15.28 3.97 0.50 0.25 0.50 0.25 RS) Status OK OK OK OK OK OK CD Ratio 71% 29% 5% 4% 13% 24% VI . Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) --°Values Reference Values 850 150 1.3 405 Adjusted Values 720 120 1.2 405 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 0.9628 Rb = 18.11 Le=6.65 Ft Loads Par Unif LL Par Unif TL Start End 40 H =50 0 10.0 60 K=70 (OH) 0 5.0 H K Z\ Q R1 = 175 R2=725 BACKSPAN= 10 FT OH=5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2, Fyrrce, Groc From: Fyrrce, Groc Sent: Tuesday, October 10, 2017 3:49 PM To: 'Jack Reinstra' Cc: Ingalls, Paul Subject: 1418 Latitude Circle Hi Jack, In order to do the design submitted prescriptively, the deck needs to have its cantilevered span limited to a maximum of 53" per 2015 IRC Table R502.3.3(2). Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 CciN=otir."cle 4 eoMMI/6 riliel krerrr�;eekeetlimk aid eoViewel[c-i2 My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 ro 1 r- f f 17 11.. rr rr'� DCT fl 2 lUT/ CITY OF ANACUi-i rE September 22, 2017 Anacortes Planning& Community Development Dept. Attn: Groc Fyrrce RE: Plan review corrections for proposed home at 1418 Latitude Circle Please note the following items have been addressed as described: 1. The job site supervisor will be scheduling a tree fence inspection. 2. The building height from the average original grade is now shown on Sheet A6.1. 3. Anchor bolts are now called out to be 3.5"to 12" from end of mud sill Sheet A2.1. 4. R-10 rigid insulation is now called out to be under entire slab on sheet A2.1 &A3.1. 5. Sheet A3.2 now has a note indicating that the joists overlap 3"at beam/wall bearing. 6. The deck hold down note on sheet A2.2 has been corrected to say"within" instead of"min.". 7. I recalculated the floor joist span and spacing for the living room &cantilevered deck and have come up with the same size and spacing as called out on the plan, even using your higher dead load. The beam calculations are included showing this. I did add an option to not cantilever the living room floor joists and sister P.T. deck joists to the living room floor joists and included beam calculations for those as well. 8. Note#2 and#3 on Sheet A3.3 and A3.4 now have 7/16" sheathing with 8d nails. All the above mentioned changes have been "clouded" and labeled with reference "1" for your convenience in finding them. I have included (2) full-sized copies of each changed sheet for your approval. Jack Reinstra Landed Gentry Anacortes Planning& Community Development Dept. l4;! o, Permit Center `r<eo ' P.O. Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 September 20, 2017 Jack Reinstra 504 E. Fairhaven Ave Burlington,WA 98233 RE: Plan Review notes for the proposed New Single Family Residence at 1418 Latitude Circle Please address the following items so I can complete the plan review. 1. tree fence inspection is needed prior to permit issuance. Of Show building height from average original grade at the front of the house, on the front elevation view. The maximum elevation at the front of the house from average original grade, in the R2 Zone, cannot xceed 35". i„3"./Please indicate on the plans that the anchor bolts need to be installed between 7 times the bolt diameter (3.5") and 12" from each end of the mudsilI plate, not a "min. 12"from the end"as stated in item#1 of he Foundation notes. 14!Please indicate on the plans that the R-10 rigid insulation is required under the entire slab of all conditioned areas,per WSEC Energy Credit la. This needs to be changed on all applicable notes on ges A-2.1 and A-3.1. PIease indicate on the plans that the joists need to overlap a minimum of 3 inches over the beams and be .iled together with 3- I Od nails per 2015 IRC R502.6.1. Hold-down for the deck needs to be within 24" of the ends of the deck, not 24" minimum from each deck end. This could be changed if you want or left the same on this plan because it doesn't apply to this plan at this time. 7. Please indicate on the main floor framing plans the proper joists and joist spacing to meet the loads of the Living Room floor and the cantilevered deck. According to our structural load calculation software, the HF#2 joists, at 16"on center, is insufficient to carry the load of the deck and the floor by over 30%. Per the Washington State Amendment to 2015 IRC Table R301.5,the live loads for the deck is 60psf and the living room is 40 psf Because of the live load of the deck, the joists are insufficient. I used 15 f for the dead loads. Please indicate on the braced wall plans in item# 2 and 3 that 8d nails need to be used on 7/16"-thick sheathing, not 6d. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 BeamChek v2013 licensed to;Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Curtis Plan Living Room Floor Joists C1". Prepared by:JR Date:9/22/17 Selection PT 2x 10 HF#2 Lu =0.0 Ft Lu @OH= 5.0 Ft Conditions NDS 2012, Overhang, Incised Min Bearing Area R1= 1.0 in2 R2=2.6 in2 (1.5)DL Defl= 0.11 in. Data Beam Span 13.5 ft Reaction 1 LL 290# Reaction 2 LL 845# Beam Wt per ft 3.37 # Reaction 1 TL 385# Reaction 2 TL .1052# Bm Wt Included 62 # Maximum V 565# Overhang Length 5.0 ft Max Moment 1217'# Max V(Reduced) 511 # Total Beam Length 18.5 ft TL Max Defl L 1240 IL Actual Defl L/559 OH TL Actual Defl L 1484 LL Max Deft L 1480 LL Actual Defl L 1884 OH LL Actual Defl L 1785 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 21.39 13.88 0.29 0.18 -0.25 -0.15 Critical 20.28 6.39 0.68 0.34 0.50 0.25 Status OK OK OK OK OK OK Ratio 95% 46% 43% 54% 50% 61% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 720 120 1.2 405 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 0.9628 Rb = 18.11 Le=6.65 Ft Loads Par Unif LL Par Unif TL Start End 54 H=67 0 13.5 81 K=94 (OH) 0 5.0 H K L R1 =385 R2= 1052 BACKSPAN = 13.5 FT OH=5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes 8, Communities Reg#4117-67766 Curtis Plan Living Room Floor Joists Prepared by:JR Date:9/22/17 Selection PT 2x 12 HF#2 Lu =0.0 Ft Lu aI OH =5,0 Ft Conditions NDS 2012, Overhang, Incised Min Bearing Area R1= 1.1 in2 R2=2.8 in2 (1.5) DL Defl= 0.09 in. Data Beam Span 13.5 ft Reaction 1 LL 290# Reaction 2 LL 845# Beam Wt per ft 4.1 # Reaction 1 TL 431 # Reaction 2 IL 1144# Bm Wt Included 76# Maximum V 624# Overhang Length 5.0 ft Max Moment 1301 '# Max V(Reduced) 550# Total Beam Length 18.5 ft TL Max Defl L/240 TL Actual Defl L/848 OH TLActual Defl L/720 LL Max Defl L/480 LL Actual Defl L/>1000 OH LL Actual Defl L/<-1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 31,64 16.88 0.19 0.10 -0.17 -0.08 Critical 24.02 6,88 0.68 0.34 0.50 0.25 Status OK OK OK OK OK OK Ratio 76% 41% 28% 30% 33% 34% Fb(psi) Fv psi) E (psi x mil) Fc L (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 650 120 1,2 405 Adjustments OF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1,00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 0.9561 Rb= 19.97 Le=6.65 Ft • Loads Par Unif LL Par Unif TL Start End 54 H =74 0 13.5 81 K= 100 (OH) 0 5.0 H K R1 =431 R2 = 1144 BACKSPAN= 13.5 FT OH =5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. BeamChek v2013 licensed to:Jack ReinstralLanded Gentry Homes& Communities Reg#4117-67766 Curtis Plan . 114110..Raorfn Hour Joists Prepared by: JR Date: 9/22/17 Selection PT 2x 10 HF#2 Lu=0.0 Ft Lu @OH =5.0 Ft Conditions NDS 2012, Overhang, Incised Min Bearing Area R1=0.6 in2 R2=2.4 in2 (1.5) DL Defl= 0.02 in. Data Beam Span 10.0 ft Reaction 1 LL 169# Reaction 2 LL 776# Beam Wt per ft 3.37# Reaction 1 TL 230# Reaction 2 TL 960# Bm Wt Included 51 # Maximum V 487# Overhang Length 5.0 ft Max Moment 1217'# Max V(Reduced) 419# Total Beam Length 15.0 ft TL Max Deft L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Deft L/>1000 OH LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defi OH TL Defl OH LL Defl Actual 21.39 13.88 0.03 0.01 0,09 0.08 Critical 20.28 5.24 0.50 0.25 0.50 0.25 Status OK OK OK OK OK OK Ratio 95% 38% 7% 6% 17% 32% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 720 120 1.2 405 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 0.9628 Rb=18.11 Le=6.65 Ft Loads Par Unif LL Par Unif TL Start End 54 H=67 0 10.0 81 K=94 (OH) 0 5.0 -11)TA M_ F' P 7 711-0 11 OCT 0 2 20i/ `i 1. CM( OF A ,!H ,UHfc H K R1 =230 R2=960 BACKSPAN= 10 FT OH =5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes& Communities Reg#4117-67766 Curtis Plan Living Room Floor Joists Prepared by: JR Date:9/22/17 Selection 2x 12 HF#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1,2 in2 R2= 1.2 in2 (1.5) DL Defl= 0.08 in Data Beam Span 13.5 ft Reaction 1 LL 365# Reaction 2 LL 365# Beam Wt per ft 4.1 # Reaction 1 TL 480# Reaction 2 TL 480# Bm Wt Included 55# Maximum V 480# Max Moment 1620'# Max V(Reduced) 413# TL Max Defl L/240 TL Actual Defl L/631 LL Max Defl L/480 LLActual Defl L/930 Attributes Section (in') Shear(in2) TL Defl (in) LL Defl Actual 31.64 16.88 0.26 0.17 Critical 22.87 4.13 0.68 0.34 Status OK OK OK OK Ratio 72% 24% 38% 52% Fb(psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 850 150 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 54 Uniform TL: 67 =A 1)17 Rli Ei r! CY? FiF I oar a 2 col/ ' I L IJ CITY OF,4F!A ORTES Uniform Load A L\ RI =480 R2 =480 SPAN = 13.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack Reinstra/Landed Gentry Homes & Communities Peg'#4117-67766 Curtis Plan Living Room Floor Joists Prepared by:JR Date: 9/22/17 • Selection 2x 12 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.2 in2 R2= 1.2 in2 (1.5) DL Deft= 0.08 in Data Beam Span 13,5 ft Reaction 1 LL 365# Reaction 2 LL 365# Beam Wt per ft 4.1 # Reaction 1 TL 480# Reaction 2 TL 480# Bm Wt Included 55# Maximum V 480# Max Moment 1620'# Max V(Reduced) 413# TL Max Defl L/240 TL Actual Defl L/631 LL Max Defl L/480 LL Actual Deft L/930 Attributes Section(in') Shear(in2) TL Defl (in) LL Deft Actual 31.64 16,88 0.26 0.17 . Critical 22.87 4.13 0.68 0.34 Status OK OK OK OK Ratio 72% 24% 38% 52% Fblpsi Fv(psi) E (psi x mil) Fol. (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 850 150 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 54 Uniform TL: 67 =A E g M 11 W IS] OCT 0 9 1011 CITY OF ANACORTES Uniform Load A R1 =480 R2=480 SPAN = 13.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2013 licensed to:Jack ReinstralLanded Gentry Homes&Communities Reg#4117-67766 Curtis Plan 1;:7 -C� r Joists Prepared by: JR Date: 9/22/17 Selection PT 2x 10 HF#2 Lu=0.0 Ft Lu @OH=5.0 Ft Conditions NDS 2012,Overhang, Incised Min Bearing Area R1=0.6 in2 R2=2.4 in2 (1.5) DL Defl= 0.02 in. Data Beam Span 10.0 ft Reaction 1 LL 169# Reaction 2 LL 776# Beam Wt per ft 3.37# Reaction 1 TL 230# Reaction 2 TL 960# Bm Wt Included 51 # Maximum V 487# Overhang Length 5.0 ft Max Moment 1217'# Max V(Reduced) 419# Total Beam Length 15.0 ft TL Max Defl L 1240 TL Actual Defl L/>1000 OH TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 OH LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl OH TL Defl OH LL Defl Actual 21.39 13.88 0.03 0.01 0.09 0.08 Critical 20.28 5.24 0.50 0.25 0.50 0.25 Status OK OK OK OK OK OK Ratio 95% 38% 7% 6% 17% 32% Fb(psi) Fv(psi) E 1psi x mi[) Ec1(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 720 120 1.2 405 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 0.9628 Rb= 18,11 Le=6.65 Ft Loads Par Unif LL Par Unif TL Start End 54 H =67 0 10.0 81 K=94 (OH) 0 5.0 H K Z . R1 =230 R2 =960 BACKSPAN= 10 FT OH=5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2, Fyrrce, Groc From: Jack Reinstra <jackr@landedgentry.com> Sent: Tuesday, October 03, 2017 11:58 AM To: Fyrrce, Groc Subject: RE: 1418 Latitude Circle Multiply 40psf and 60 psf by 1.333 for 16" spacing. From: Fyrrce, Groc [mailto:gfyrrce@cityofanacortes.org] Sent:Tuesday, October 3, 2017 11:55 AM To:Jack Reinstra <jackr@landedgentry.com> Subject: RE: 1418 Latitude Circle Hi Jack, How does that equate to the 40 psf for the living room live load and the 60 psf for the deck? Groc Fyrrce From:Jack Reinstra [mailto:iackr@landedgentry.com] Sent:Tuesday, October 03, 2017 11:07 AM To: Fyrrce, Groc<gfyrrce@cityofanacortes.org> Subject: RE: 1418 Latitude Circle Groc. I have attached the calculations of the floor joists you are questioning. Everything you are asking for is already on the calculation. I have circled in red the different loading for the living room and the cantilevered deck areas. Jack Reinstra Landed Gentry From: Fyrrce, Groc [mailto:gfyrrce@cityofanacortes.org] Sent:Tuesday, October 3, 2017 10:43 AM To:Jack Reinstra <jackr@landedgentry.com> Cc: Ingalls, Paul <pauli@cityofanacortes.org> Subject: 1418 Latitude Circle Hi Jack, I reviewed your resubmittal and everything looks fine except the floor joists in the living room that cantilever out to the deck. I do not see anything in your calculations showing the difference in load distribution that shows that the HF#2 2x12 PT joists are sufficient at 16" o.c. They appear sufficient at 12" o.c. This will need to be addressed before the permit can be issued. 1 111 CITY OF ANAGORTES October 6, 2017 Anacortes Planning &Community Development Dept. Attn: Groc Fyrrce RE: Plan review corrections for proposed home at 1418 Latitude Circle The Living room floor joists now do not cantilever and the cantilevered deck joists are attached to them. The floor framing plan (A3.2) has been changed to reflect this as well as the building sections (A5.1). have also included the beam calculations supporting this choice. The above mentioned changes have been "clouded" and labeled with reference "2" for your convenience. I have included (2)full-sized copies of each changed sheet for your approval. Jack Reinstra Landed Gentry Jack Reinstra From: Fyrrce, Groc <gfyrrce@cityofanacortes.org> Sent: Tuesday, October 3, 2017 10:43 AM To: Jack Reinstra Cc: Ingalls, Paul Subject: 1418 Latitude Circle Hi Jack, I reviewed your resubmittal and everything looks fine except the floor joists in the living room that cantilever out to the deck. I do not see anything in your calculations showing the difference in load distribution that shows that the HF#2 2x12 PT joists are sufficient at 16" o.c. They appear sufficient at 12" o.c. This will need to be addressed before the permit can be issued. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 Helping to provide safe communities through education and cooperation My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42 56. 1 Fyrrce, Groc From: Fyrrce, Groc Sent: Wednesday, September 20, 2017 9:22 AM To: 'Jack Reinstra' Cc: Kennedy, Jack;Ingalls, Paul; Nelson, Kait; Cricchio, Kevin; Lange, Steve Subject: 1418 Latitude Circle Plan Review Landed Gentry Attachments: 1418 Latitude Circle Plan Review Landed Gentry.doc; Plan Revision &Additional Info Cover Sheet.pdf Hi Jack, Please see Jack's plan review note below for corrections that need to be addressed so that he can finish his plan review: BLD-2017-0447 1. Required fire flow= minimum 1750 gpm. 2. Applicant must provide proof of available fire flow from acceptable source. 3. Fire flow may be reduced by 50 percent with residential sprinkler system per NFPA 13D. Jack hennedy Assistant Chief/Fire Marshal Anacortes Fire Department 360-293-1932 Office 360-661-3437 Cell Please see my attached plan review note for corrections that need to be addressed so that I can finish my plan review. All other plan reviews were accepted and approved as submitted. Please fill out the attached Plan Revision &Additional Cover Sheet along with a transmittal letter(s) stating the correction required, and how it was corrected,for each item, on each review, and address it to the appropriate party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. If you have any questions, feel free to address them to the appropriate party. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901,, ti.40/cy t0/2rc?@ e lu/re/mut/Hi/4 J ditoft(74,cr/teat/aic ciru/ei rywiti,rr. 1 Fyrrce, Groc From: Fyrrce, Groc Sent: Wednesday, September 20, 2017 9:44 AM To: 'Jack Reinstra' Cc: Lange, Steve Subject: 09-12-17 Review Memo 1418 Latitude Circle.pdf Attachments: 09-12-17 Review Memo 1418 Latitude Circle.pdf Hi Jack, I forgot to include this in the review that I just sent you. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 te,/:(wide N7,mdirrfnrt'ee eeltecetca4 and ecoAciati:ew My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 2 Anacortes Planning& Community Development Dept. Permit Center �f P.O. Box 547,Anacortes, WA 98221-0547 PH(360)293-1901 RQ�a� Don Measamer,Building Official,Planning Director FAX (360)293-1938 September 20, 2017 Jack Reinstra 504 E. Fairhaven Ave Burlington, WA 98233 RE: Plan Review notes for the proposed New Single Family Residence at 1418 Latitude Circle Please address the following items so I can complete the plan review. 1. A tree fence inspection is needed prior to permit issuance. 2. Show building height from average original grade at the front of the house, on the front elevation view. The maximmlm elevation at the front of the house from average original grade, in the R2 Zone, cannot exceed 35". 3. Please indicate on the plans that the anchor bolts need to be installed between 7 times the bolt diameter (3.5") and 12" from each end of the mudsill plate, not a "min. 12" from the end" as stated in item#1 of the Foundation notes. 4. Please indicate on the plans that the R-10 rigid insulation is required under the entire slab of all conditioned areas,per WSEC Energy Credit la. This needs to be changed on all applicable notes on pages A-2.1 and A-3.1. 5. Please indicate on the plans that the joists need to overlap a minimum of 3 inches over the beams and be nailed together with 3- 10d nails per 2015 IRC R502.6.1. 6. Hold-down for the deck needs to be within 24" of the ends of the deck, not 24" minimum from each deck end. This could be changed if you want or left the same on this plan because it doesn't apply to this plan at this time. 7. Please indicate on the main floor framing plans the proper joists and joist spacing to meet the loads of the Living Room floor and the cantilevered deck. According to our structural load calculation software, the HF#2 joists, at 16" on center, is insufficient to carry the load of the deck and the floor by over 30%. Per the Washington State Amendment to 2015 IRC Table R301.5, the live loads for the deck is 60psf and the living room is 40 psf. Because of the live load of the deck,the joists are insufficient. I used 15 psf for the dead loads. 8. Please indicate on the braced wall plans in item# 2 and 3 that 8d nails need to be used on 7/16"-thick sheathing,not 6d. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 ANACORTES PUBLIC WORKS DEPARTMENT rose °+ Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 3 AV E-MAIL:stevel©cityofanacortes.org FAX(360)293-1938 Cro Memo Date: September 12, 2017 To: Paul Ingalls, Plans From: Steven Lange Subject: Site Plan Review#1 for 1418 Latitude Circle cc: Eric Shjarback, Justin Symonds The submitted site plan for 1418 Latitude Circle was reviewed by the Public Works Engineering Department on September 12, 2017. • 08-25-17: Submittal to Public Works Engineering • 09-12-17: Public Works review and memo back to Building Department The following comments are provided: • No additional frontage improvements are required with this proposal. • I left a message with Steve Baughn of Landed Gentry explaining the drainage flows along the east side of the subdivision. It is highly recommended to install additional perimeter drains along the easterly boundary of the lot to collect subsurface and surface flows from the east. There was a TESC incident during last winter when construction of the development was taking place. All of the flow issues were from the east. .60 49,VA )4`; • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation •Equipment • Capital Projects • Development Services Site Address /L//( Je (NYPr ect e--14) F Building Permit # -- 20 / 7 Department ent Date Initials dotes Building '45211:2 .,i" d. ITV}1°r I / ic,,- 147 69P EhAeCdre 6v,f--ec-Ario,c _ c i i/ / /- peg; nit/ /C-.. Wr. ;l eI -n (2 r.'c )L ? e' Aipprov,d F4S2?4;aCiPigIcevil - f51-(A f)C_RAeL 7 -crife, csLa.c- i - ,wK.D F r y �� gh e r �7 rrnw 12-+-h3 413 1°2 jThr‘e Week. -3/ ?Ott -431'5.4 �? L-- i clAro 114+ r.,,. o1 `ram 17 a . . h _tceyp.‘xy.F___ AL Project Inter-Departmental Plan Review Tracking it i rTf ;� i I 'ABBREVIATED LEGAL DESCRIPTION: INIMINEli INLET PROTE TION I I / - Erosion Ccnud Nolas for Rosldontlal Conswcdon INMOI SWIM- ! ;LOT 7,; 48 NORTH PLAT & PUD, SECTION 22, TOWNSHIP 35 I Di i.1 namnea IIIMMMI PER C220,CA CHBASIN 1 I _ - %' rl� � FILTER TYPE I 1 NORTH, RANGE 1 EAST, WM: CITY OF ANACORTES, SKAGIT \:% i 1 I COUNTY, STATE OF WASHINGTON. 1�_-''� A_ Erosion Control Best Management Practises shad be In —' • I \. place per tho accoptod silo plan pbr to any consbuction i III / i EXISTING i" 0 i. end I j or ° / LANDED GENTRY -.,; a SS STORMD" N I / B. The erosion wrrbol shall bu blspoctud onw a day and ,/ I - J 'Q modified to meet lino surroundkrg cnndlions as needed. 1 i I i LINE(TYPICAL) LOT 6 �c S JCB- (! I i I V I C. The storm drain synWm shall bo dean.daily(Suction HOMES AND COMMUNITIES /,} 29 SDCB / I j >,I I' W Q 7-07.3�All dralnago aystoms shall be cleaned to mo � LO 1 -' I 0 .- ,...-• oc op of lino City or Amiantus p,br to acaptanw _ I ;' 1 r' / ID. Stabilized conswcdun unlranew and roads droll bu GENERAL N O TES // Inst:04:11g::::kb:*t.asid: Ixgtnning of cahswcum eMmaNmlrhod_ .I I, i Ii� I ;: ,) /'� .7 duri ation of Uro pgoct.Addldw al nwuswos Q : / , ? II ' imaqd such os wash pads to ensure meta! i , I �� I `��/� pavto kopt down.No mud k aliaxod konlerLANDED GENTRY1 i q ontL4 504 E. FAIRHAVEN i ? i I 1 / PROPOSED PERIMETER / _ Any aal°exposed matx{tl not beastubadiorhw(2) BURUNGTON, WA EXIST SANITARY Z I i' i \ days dndng the w(eflASAno seven(7)days f the dry 98233 SILT FENCING(TYP)PER �,' CC m ;� .\ season shall be Immediately Ildhg zedw{mtlhdog etc.) f-(380)-755-902J SEW LINE I / BMP C233 i ESCmeltods seed I' (seeding,mulching,pleslic covering,etc.) '' Z • Two(2)weeks polo to the beginning of the wet season BUILDING: r I - — _ _ _� _ ! , �•-"......,-- (October 1),ell disturbed areas chat be'Wowed to LOWER LEVEL AREA- 972 SF `!: I j I - - - - -/ - — - — —� UPPERO LEVEL AREA- 2 87 SF SF Identity which ones can be seeded In preparationfor the UWNG I wMtcr rains.DLstumcd aroas shall be seeded Min ono • I?3.00' J0000' (t)weeko}ihe begin 1go(mevet season.Aakebd I map of lino o a eas lo bo cacdod and mono aroas to GARAGE — 776 SF 195.1 I I I i ! 36.00' remain uncovorod slip bo aubndllcd to Ure Project EXISTIII I 1.00' Munagur nhu Prolocl hfanagor pn roqulro coating In P,ROPOSEO 4'DIA. GRADS I I $ANITARYSEWER addhtonalaroasfnontortoprolccfsudawswlcrs, SITE: / I adjacent prepaid.or dralnoge(atfgdod. TYPICAL _ LOT LINE G. Pcnaltlos for an Erosion Control vloi on aro euN,cd to a $300 in ZONING: % 1_ 'l %^ / r / Violatlon.Ea�chgda Is aonsiden!draldiRerenl vbtailorhIX J// y R2 - RESIDENTIAL LOW DINSITY - -- — - - — - - -- % g„NNECTIO / �' %max„�.x�%�%�x %--%�,r�. ,�,,,_ - oT 7) "� SETBACKS: ss Cq / i ALL SETBACKS IN COMPLIANCE CO • {NOR H i 5 SIDE YARD \ W}TN CITY GU/DUNES I v I~ i .a. !ram ' J ) ' �\ SIDEYARDS MIN 5; 15' COMBINED a BUILDING SETBACK LINE REAR YARD MIN 30' ` sD ya I • '\\ 20 GARAGE 0 WI N..../ /1 I EXI dTION h GRAD0.2 E FRONT YARD MIN 10:G •/ �... 1 CONNE+TION OS ' J I I (LOT 7)'� IG�P +' { �\\; //I / � _ I ll I x w I G�` i' I i / I PRCF'OSED4"SCH I \' /! HEIGHT: `� — - -- Et - to z 1.GQ, V / 40 PVC DRAIN LINE R • — MAX ALLOWED: z r r r L r r WED: 35' IC) 7 PROPOSED:UNDER Q t• f Q f+ � x . Do N STR �, 1` • / PARKING:\ GARAGE, 2 IN DRIVEWAY ! J - a> f W STREAM SIDE OF I I / L I INLET PROTECTIOW- x�° 4 ' j ! STOCK PILE,PER BMP C233 EXIST. —_ _ a g Iti/ ! rr, j CHECK DAM PER • i- FH (.. ,I�_ - - - PER C220,BLOCK& ( + i BMP C207: j / 11 GRAVEL FILTER TYPE I i I I f ? CHECK DAMS, I i I pI SOIL STOCKHILE f AS NEEDED. sx '\N� L 0 T CO 1/ERA GE i' WEST 1 I I I• i I LOCATONI I ? i' I BUILDING AREA: (WEST) 19; FRONT YARD o I +++ (COVERIWI'H ;' 1,912 S.F. I BUILDING SETBACK & UTILITY i N 1 I PLASTIC i • !% / f EASEMENT LINE , +' STORM,EVEI•TS)'!++ I\� ; Lo�5 R S.F.• I Fr T i' I j' ��QS PERCENT COVERAGE: i LOT LINE& d I • QO If 1,912/7,500= 25 5R j RIGHT-OF•WAY LINE r' I I (WEST)l0'FRONT YARD L •��� . ` . MAXIMUM ALLOWED: 37.51[ i I' • �_i'IUTILIDING SETBACK iY EASEMENT L LINE& 215.00 FF MAIN tSwG _ -- I ,,,, / i , -- j /' ? 205.00 FF LL I - I �j ' 1""!-- IW : 20'FRONT YARD • �f _� IMPERVIOUS COVERAGE LOT 28 i CONCRETE j I GE SETBACK LIME I \, CURB&GUTTER ' 73 "/ i� I • + BUILDINGn 1,854 S.F. i ! ! �' STEPS/WALKWAY. 80 SF. PAR7J0: 0 SFF I LANoING'��� I PORCH+ ii, . AST 30' REAR.0 D DORIVEWAY.• 2 � F B LD1NG SETBACK or SALr+ Ig , j ' ,I +A h • \N / LOT AREA: 1 F. I I rtlttt�11 err I�re11 I1dy11 ' 11 l�C i; /-_-_- C I ���; f -7 + \ PERCENT COVERAGE: I (WEST) 20 FRONT' I 1 j i / \ 2,395/7,500 - 3f.9% I YARD GAR I' ` f AGE I I 1 MAXIMUM ALLOWED.'46LOR )' 1 SETBACK LINE } j it j '; ;' 1` ,j�.`ll j:rl, I ryl - a& 1j l ` + oa / I I< 1 1 (1. ` o I� . TEMPORARY CONSTRUCTION In II 1�) "� ;.':`� (I l ��IVE�A�) �'- .� �� ' ENTRANCE PER BMP C105 '3 - 1( ) . ( �"1 II ,I/ )/,ir' r 1�1 '1 '' GARAGE /� LOT LINE i' (SIZE TO FIT) is \, I 11 1 i yl.^I_,,�I r f- 1 / I_ i PLACE CONSTRUCTION ;; �� JI •I Jj `I I�� �� I� {�, /' FENCING AROUND EXISTING I /� I TREE AT DRIP LINE PLUS 6', Z 1 I 1 Il % 20 � rr I CHECK DAM PER II ' 1 INLET PROTECTION 'imam inmik I _ 1- 1 t BMP C207: ' PER C220,BLOCK& I n� 1 I / CHECK DAMS, I GRAVEL FILTER TYPE E j AS NEEDED. ; i% .II���m���.ea�.. • ���,.��s� ..���.a' 1 I GRAPHIC SCALE i PROPOSED PERIMETER- // 5� --' ' 62 I Q SILT FENCIN�(TYP)PER ` 205,5 I �I'QQ. i G�c'r\ I BMP C233CONCRETE r� '�' I / - v�;� / i SIDEWALK WM 1r GRADE �J'v (SOUTH)7,5'SIDE•�RD .� �� 0 h : I I ( IN FEET ) /i I - (Lot 7 I_ Jr'''. ( • AI ' BUILDING SETBACKLINE of HorLz. Scale: 1 InchET = B Feet / PROPOSED 4'SCH 214.7 (Lot 8 I r • • • • • • ° a 40 PVC DRAIN LINE • — GRIST WM IRADE I• i - •� . i% (r �� CD 48 NORTH /''• toCC i SD 1 Ss LOT LINE / • i. W . ti23 oQr ` „ [ CURTIS (C01} __ '-__ '- . ' 'OD� `� 2-CAR GARAGE RIGHT / i \ r- 41.00' % 0 !----_-/ • li \'‘. ,,,/, / EROSION CONTROL PLAN / PROPOSED PERIMETER 0 ! 112a LOT 7 CONSTRUCTION FENCE / I / 1418 LATITUDE CIRCLE r ; PER BMP C103 • U I • LADY 27 /-- // INLET PROTECTION I /I LU Q LL Q ANACORTES, WA PER C220,CATCHBASIN i I LOT/8 0 I '�C FILTER TYPE ii / / d h 1 .e J06 No: PLAT OF"48 NORTH" I ,/ ,' i /,, Z I • DESIGNED: LG / I DRAWN: j I / 0 I f, ; DATE: 07/24/2017 I / I / SHEEP• 1 of 1 I 1 / 1 r Quart rya rtlllllllllllllb r' III rtlaINII F LANDED N D HOMES DGE TRY COMMUNITIES �� � GENERAL NOTES LANDED GENTRY BU E. FAIRHAVEN CC 98233 GTON, WA 0 1-'360)-755-9021 " Q BUILDING: LOWER LEVEL AREA- 972 SF ���F^g �7 UPPER LEVEL AREA- 1,898 SF � °� TOTAL LIVING AREA- 2,870 SF GARAGE - 776 SF 2.1,'elarl ZONING: R2 - RESIDENTIAL LOW DINSITY 'N "� SETBACKS: .1. 6� �g, ALL SETBACKS IN COMPLIANCE WITH CITY GUIDLINES SIDEYARDS MIN 5', 15' COMBINED REAR YARD MIN 30' FRONT YARD MIN 10, 20' GARAGE NEIGNT: MAX. ALLOWED: 35' PROPOSED:UNDER PARKING: 2 IN GARAGE, 2 IN DRIVEWAY LOT COVERAGE ' BUILDING AREA: 1,912 S.F. e> LOT AREA: (itst I3in St Z500 S.F. Lovric's.Sea Craft 0 Me' Y11 1+tint.• PERCOVT COVERAGE: oa�e 25.5Sb ;` 1 SSIti St MAXIMUM ALLOWED: 37.5% 'y r:, sltrmnon Point y ,a�� t IMPERVIOUS COVERAGE O �r�y, 11' BUILDING: 1,854 S.F. tt STEPS/WALKWAY: 60 S.F. Sh�nnun P01111 (?� PORCH: 67 SF. Marine Center 1J ,y'k<'d Yt..'M rims pR1y)nWAY." 414 SF, TIITAL 3 5 r m z 2, 9 S. a 22 tl •ti'NdS, eth51 LOT AREA: 7,500 S.F. 1 t ) ,� t1r•,,t�'� rt t'x ? PERCENT COVERAGE: i `M17 �` - •f r 't St 2,395/7,500 31.9% C /�\� bah-1 t s• '='`� t•1 1,h5�m {6 • MAXIMUM ALLOWED:48.0U is 0 tit 1�� a ? z 0- ;,,,,..1'" SITE LOCATION Ii zC II 2GtASt Ship Harbor Inn Q ® �,{�°` Cranberry c?, c c S e • N e. ��a a` Luke Fork Q_ pt,t`� c .t ' o s Sin.11.t:nl Anilnaos Ci , °' Sun etMi SrnretMe Silt`' r$' ,St ftr;t K ,ucyattoersr rA4e. .4 Ailacorles ° n�,ir iAlil'at P. co . 1. oyTtloVlay i9o- of a: Airport s µ 31st Sr 5 s * StarJf{t` •oo p re v yy ,oi I qt CO GO 3 GRAPHIC SCALE 331d a 6 3 6 12 Old Syl;'s veil&"Markel 0 P� y`'' Vista trr. 1; �G AIVAC®RYES, \NA 111tie . 1. T IN FELT ) Skyline Marine Center vy ;. 4470, e Hertz. Scale: I Inch = 6 Feet tYlthinJ IA, Z. • -- ---- �r•r ap o' Ca n <C7 37ti ';I G 48 NORTH Skyline Marina no, 4 :r GI Owners Association Dt as1y, Y0e'I't'Uy CURTIS (C01) •e.. ,` 5� 2-CAR GARAGE RIGHT Hbrrrnv° r.,,,.r r;,. 1 ' �,,, Go, 'gle 9a''r}17. EROSION CONTROL PLAN Map data©2017 Google 1000 ft r LOT 7 1418 LATITUDE CIRCLE VICINITY MAP ANACORTES, WA LOT 7 (P133665) 1418 LATITUDE CIRCLE JOB NO: PLAT OF"48 NORTH" ANACORTES, WA DESIGNED: LG DRAWN. DATE: 07/24/2017 SHEET 2 of 2 r r( I_1 err 11 y �� IIIMMIMMEIll I IalMill I EXISTING LOT 6 0 '' ' 7- 11 W LANDED GENTRY I I 9S STISTING IN K�{ LINE(TYPICAL) I > U ), -j II v�I c s .�N D C n�t >I L•n 1 7 I G S S B SDCB I Li I r- LO 29 c�v oU GENERAL NOTES CD To \\\ //: & LriOVER: -- i LANDED oN GENTRYq ___ ! �`�/ 504 E. FAfRHAVEN EXIST.SANITARY I O J �� r t�" 98�33)-75 -9 J 1-360)-755-9021 dic•C SEWER LINE BUkDING: LOWER (EVEL AREA- 97Z SF y r UPPER LEVEL AREA- 1898 SF 123.00' 100.00' L =•_ TOTAL L1V1NG AREA- 870 SF il WW 38.00'— 7 - Q GARAGE - 77b SF 196.1 1.00 SITE: f1 EXISTPROPOSED 4"DIA - - TYPICAL GRADE \-- SANITARY SEWER Exlsr SS ZONING: CONNECTION R2 - RESIDENTIAL LOW DINSITY (LOT 7) SETBACKS; ALL SETBACKS IN COMPLIANCE SS 55Cq isDp (NORTH)7.5'SIDE YARD LOT LINE WITH CITY GUI/JUNES o �' -, .� BUILDING SETBACKY UNE SIDEYARDS MIN 5', 15' COMBINED SD U 1\,/� REAR YARD MIN 30' ® .__ _ 2t0.2 Ll.J EXIST.SD p _L_____ h /\\ ETDN20' GARAGE r (LOT 7) B r PROPO�J / 40 PVC DRAIN LINE , j PeelrcleW_. I �s y� MAX. ALLOWED: 35' L.L_ PROPOSED:UNDER aap �or�n o coo �{� 1/ �\ J6 I i 1 �s� •• r ®mmuocr�caoocrao PARKING: I ' w 2 1N GARAGE, 2 IN DRIVEWAY EXIST, ; L J N Qiro FH r T LI o / �s' LOT COVERAGE D I tV `", BUILDING AREA: I 1 ' T �O 1,912 S.F. o a i o (WEST) 10,' FRONT YARD o�J I ] LOT AREA; BUILDING SETBACK & UTILITY i �� n Z500 S.F. 1111 N U ( �� C7 EASEIyNENT LINE 'ERCENT COVERAGE ii p 1,912/7,500 0 25.5% LOTLINEB B I ®� f • r'1""� �� AXIMUM ALLOWED: 37.55 I RIGHT-OF-WAY LINE 0 �i' e � : pv�c � �Lv IMPERVIOUS CO VERA GE ��yy �T�� ,� \ BUILDING: 1,854 S.F. LOT 28 CONCRETE �� . ''"I ,/,, PORCH./WALKWAY S7 S.F.CURB 8 GUTTER PORCOH. 0 SF. LANDING /.... (EAST/ 30' REAR YARD ���vw4rt SF PORCH2,395 S.F. Mil li B LDING SETBACK a 1.6 LOT AREA: N. 7,500 SF. % PERCENT COVERAGE: —dal _ 2,395/7,500 = 31.9X II I 1 i i\• MAXIMUM ALLOWED:98.0X (WEST) 20' FRONT 10.0;o I YARD GARAGE / SETBACK LINE r IZ oa1 i N DRIVEWAY GARAGE LOT LINE _ N D, ST)20'FRONT YARD " GE SETBACK LINE Z ST)10'FRONT YARD 2�O;b' I = LDING SETBACK LINE& UN EASEMENT LINE 9 i ` � GRAPHIC SCALE r�©e.wo n oci,ea. i I- - --, .--.. - - _ p • • PROPOSED 4"SCH 205.5 40 PVC DRAIN LINE (CONCRETE ��r' EXIST IN FEET ) GRADE (SOUTH)7. Hortx. So Co: 1 Inch = 6 Feet ID SIDEWALK W11 ) 5'SIDE YARD (Lol 7) BUILDING SETBACK LINE 214.7 WM EXIST (Lot B GRADE i _�_..._- — 48 NORTH SD SJ LOT LINE r� CURTIS C01 ) ,23.00' 2-CAR GARAGE RIGHT - - 3s oo• 41.00' �� unc- I - t00.oD' vkame —I FENCING AROUND EXISTING SITE PLAN PLACE CONSTRUCTION :\:\, TREE AT DRIP LINE PLUS 6'. LOT 7 I LOT 8CC 1418 LATITUDE CIRCLE i L)OT 27 4.1 ANACORTES, WA I �� tI JOB NO:DESIGNED PLAT OF"48 NORTH" I "� ' LG DRAWN: I p m DATE: 05/04/2017 • I `, SHEET I e o f 1 1 I r 411111111 ' { a LOT 6 I I I r ` EXISTING '""_� I •✓ti 5D7:�.. .�Ti=r.�g SS STORMDRAIN I I I. 1J.1 LANDED GENTRY i B .a I LINE(TYPICAL) I U I11.141.1 a CC II Old ES AND COMMUNITIES 1: + t ; I `� I GENERAL NOTES ! • I 110 r<t" Q ow1vER LANDED GENTRY I I I I I o CV 504 E FAIRHAVT]d i J 1 I EXIST.SANITARY j 33 1 �. B�U2RUNGTON WA II i: 2 SEWER LINE I p U... 14360)-755-9021 - - _ _ _ _ p I } 11111101N I — — — — — _ "`� B L/014�R LEVEL AREA- 972 SF i 3 00' 100.00' — — — ' -- fa UPPER LEVEL AREA- 1 898 SF TOTAL UV1NG AREA- �870 SF 1 36.00' GARAGE - 776 SF it I 1,; 7-• EXIST 196.1 awed + { S 1 GRADE I PROPOSED 4'DIA P.00' G !) f I —t SANITARY SEWER Y —��-- _ ll — SITE:TYPICAL 1 as$' ritrf.•. . I EXIST.SS CONNECTION y~~ --—- _ IY. , 0 —— --- zowNc: I (LOT \- R2 - RESIDENTIAL LOW DINSITY Ia. S�q $5C0(NORTH)7.5'SIDE YARD LOT LINE7. CALLA SETBACKS W CO}APllANCE I` I i BUILDING SETBACK UNL / 7 KITH CITY GUIpLlIYES I A 1 e!t t SO �L I a )../ 2102 SIDEYARDS REA YARD MIN N', 15' COMBINED 1 • SNECTiSD ON 1 I �'" ' �� ERASE FRONT YARD MIN 10', 20'GARAGE >I 1 + •,• P c' J. ( Ti)U 1 ( + /� l 1y� r_ '_-__ SE04'SCH - fry- I ,f I I 1 o1 dT�,/11\, h = 40°VCORAIN HOQ4T. }psi' _-� MAX1 t1¢n '*.CC MN +I �_ T, 11 .., .p P_ _ L u�L O 4.�L Gl +..C L.L:G/�.FL .,i Ci E. \ I ° Ik1A)L ALLOWED: W' e y_ 1 I �.,9 — -1L- c G O 1'�C]ram][7 C�O O-. PROPOSED:UNDER + EXIST, - c i 1 I Q �I co z I I i �• P�INNGARAGE, 2 IN DRIVEWAY I FH • Q I w 1 I i I / - I ,SA o ° 1 p a i I II II 1 1 a 93 i I Q a$ i d ; I LOT COVERAGE I BUILDING AREA: I (WEST) 1 FRONT YARD iiiillii, 11,912 SF.BUILDINGS ACK UTILITY — N Q IdII LOT ARcA: EA$ ENT LINE o I I II I LAW l�r 7,500 SF.}I 1; Q I /rPB?c NT COVERAGE 1LOTLINEB i ° n I I a1,912/7,500= 25.5X 1 RIGHT-0E-WAY LINE 0 1I LOT 7d r Q I , 1 1,1 d MAVOGSUh?ALLOI4ED: 37.5R' t�+ Q 1 ` I IMPERVIOUS COVERAGE Q ( '-- BUILDING 1,854 SF. LOT 28 CONCRETE ��111111 '11111111 0 1I I '� CURB b GUTTER ° IiOr STEPS/VALKWAY. 60 SF.• t. 1 ^ fq ° LANDILLG IFORCH I I PA7JGt60 SF.• I 3 u I I (EAST, 30' REAR YARD UQl4AY 41� sF rorAL I 1 B LDING SETBACK - ° 1 MINI ��.��I . I o.1 L075�SF. 1 I::: I �.= ° PERCfA1T COVERAGE (WEST) 20' FRONT 0 I 2395/7,500 = 31.9R I Iiii" 6 I t0�' ! , I MAXIMUM ALLOWED:4Q0$ I : 1 YARD GARAGE f �!� I " SETBACK LINE s I \ I 1 a Q I I oa o ° I I iGs,- + n¢ 9 Q + i IJ 1 N Q I DRIVEWAY i GARAGE ,- Lrt, (` �t t a I Ii I ILI14C [6 LOT LINE c.)O OP, r Ir 1 C'� ; I Q I I � :ST}2d FRONT YARD IJ ° I GE SETBACK LINE1 0 I ° I I T �vl 1 ? a + sr)1o'FROIrr raRD I L _ /� J 1 _ 2�C4,' I 1 LDING SETBACK LINE 8 /�� I LITYEASE/dENTLINE 11i d 1 I 1 1 1 I ' }D "o--a ♦-m m rm m®II '•-ra- �- - - --- - ®� r:C"%i- /' I ? jf 5 _ �_ IMIm ea si m-®®� 0\ \° / C b �� �r'.�f PHIC SCALE 3 6 12 1 I i CONCRETE ���`� EXIST I , 40 PVC DRAIN UNE \� SIDEWALK[__..____*_ WM GRADE + ; (SOIfTH)7.5'SIDE YARD 1�((�� ` ' Hartz. Sorge: 9 Inch)- B Feet 111 ( IN FBH� BUILDING SETBACK LINE ei I {Lde { rad 4_, ,� + EXIST '"� _ _ GRADE 48 NORTH 1 ! '�� fl D `..31 t'.,��,,,'A. LOT LINE — _'--. I L; ( 3[00 CURTIS(CO1) 'Do 2-CAR GARAGE RIGHT ' I-ANDSCAaaPE NOTES: " m � maw. niallalW41.00' , I I S-= N 'MOVIE (I) T (EXISTING © 3 ADDED) 'E� 1,®®® 8 S . FT, OFLOT (a TREES o LOT 7 MIN. e VERIFY Y- LOCATION W/ BUILDER) WI MINIMUM 2 CALIPER: (PER CODE I 1418 LATITUDE CIRCLE 1 TR1 S PROVIDED WILL BE A COMBINATION OF DOGWOOD, ALASKAN CEDAR, 1 LOT 8 1 �, ANAC®RTES, WA • VINE MAPLE 4 WESTERN 1=1EP LOCK (VERIFY LOCATIONS WI BUILDER). VERIFY I 2cow l TREES TO BE E iOV1=0 IN FIELD W/ BLDF, IFAPPLICABLE, I I ( JOB NO: PLAT OF"AB NORTH' I N - I "'�� DESIGNED: LG PROVIDE LANDSCAPING IN A COMBINATION OF SOD LAWN AND PERENNIAL I j 1 DRAWN: PLANTING BEDS TO COVERA MINIMUM OF 20% OF THE LOT (1,500 SO. Pt). co DATE: 05/04I2017 I 0 I SHEET i , I VE1IY LAYOUT W/ 13UILDiaR, -__r____ _,_ - _ --__�' Ill�ciafil4'��1 �1�i���lilli���� _ _ __ _ _- 20170 0 0028 AUDITORS •'`5' j[) SkagitCountyAudor ' TIFICATS NI 0 RV ' I1 5/2/2017 Page 1 of 311:40AM RECORD OF SURVEY AT THE.,,RtuF,.sI�'OF DALE K. HERRIGSTAD .,.. 7,.„. SECTION L! ION PP TOWNSHIP 35 NORTH H9 RANGE' 1 FAST 9 WoWI ;a,'',1, '�.I,. '-1.,4,-. .�.f.y � �y/� (f� � ��� / n, CITY OF ANACORTES VBASHING l[ O , ' If �t � i;M;:':� PY'�UDI #R GENERAL INFORMATION "" ✓ �:' F`,. :.. 1 DEDICATION .,, �::;,- ,i;: SKAGIT COUNTY TREASURERS CERTIFICATE <: -` '`' .�.. •5',:-,, .,.:. Air , ` 1. Assessor's Account Nos 350122-4-004—GOOD, P31681_. I certify that all taxes heretofore levied and which have become a lien upon the Know All Men by these Present that:` K-slT STATE, BAt4 r' rtgage holder, and 2. Description and exception information is from the 3rd lands herein described have been fully paid and discharged accordin.. 48 NORTH ON FIDALGO ISLAND, LI p pperty.,wncr of 'ttwe Ind hereby platted, Revision to Subdivision Guarantee, Order No: 153377—OA, aS declare this plat and dedicat ;to trke U aTpublic ft re.Far, streets and dated March 7, 2017. records of my office, up to and including the year of 20 /' . het awl, P �{. 3. This property is SUBJECT TO and TOGETHER WITH n� 0`� OFFICIAL C' avenues shown hereon andt;�he':;use •t jereof,fnr all p, c p` rposes consistent (� % with the use thereof for rublic Bjghwdy,.pu poses _gget er with the right to make easements, reservations, restrictions, covenants and other Certifie this day of , 20 // . A' 1r� ?,1 all necessary slope for cu4, d'Ad ffiis up an r9.e .kits at d blocks shown hereon in instruments of record including but not limited to those o ���11 • the original reasondtale gracigngi t f dt;,sucf'1;;stl et,,::'and avenues shown hereon. instruments nstru refer enced rr d to2not the Said SubdivisionGuarantee documents The Owners anclAheir''assigri Fr'r'eby';t aive't'5.,all.:= 'laims for damages against reportSkagi Coun Irea rer *�+� which may be d pa :.ned'i.,4o.t,.h&;_.a #acapt properties by the construction, recorded under Auditors File Number AF 732440 (Avigation 44, SEAL ,fie drainage ..�adi s,•Imairt-,i,i`ce afr;;Ri}aiit; reigd 'bnd or area. Easement), AF 200807220033 (Record of Survey), AF CITY OF ANACORTES APPROVALS Wadt +�_ �r ``t: ='. 201607050142 (10' wide Puget Sound Easement over new The Planning ommis ion of h City of Anacortes meeting in regular ,�,. '''°• p; • '", '-' 2,9 - �.q ,,. x. I •` �:. utilities), AF 201612060089 10' wide Puget Sound Easement session on did find that the 48 North Plat & .. �� -�= over new utilities), AF 201 61 21 901 47 (Covenants, Conditons PUD serves the public use & interest & has authorized the Subdivision , 51. `'_. :.µ' fit. and Restrictions on adjoining property) and AF 201702240096 Administrator to execute its written approval. `'43 fORTH ON}R<�1D• ' 15'4.AYVD, LLC (access and utility easement over Lot 17 as shown on the -- •r•1"„"`'`'""`' -,,.% _`s_, _`' Plot). Deed of Trust recorded under AF 201605130083 " ,�.,= °, Signature of Planning Director } 1 ':r:..,�:,,1.-' I;�: (Skagit State Bank). ,E ,r' n1 (r 4. Residential Low DensityR2 . A prov I by the ncil of th City of Anacortes, WA, this ( ) r' t S} IT S ATE,'t1'ANK 5_ Water Supply: City of Anacortes. • day of � tt ��( ,l20_� ?n 6. Sewer Disposal: City of Anacortes ATTEST: City Clerk /[-!Ji, '' _: Y. j. 'f , Syat .:':of Washington 7. Storm Sewer: Cityof Anacortes ;:1"' ''-,i; ` , 1,,. abur?ty of Skagit dayof IL,•f F';^20 I`'''' r/' """ I p rtify that I know of have satisfactory evidence,�,, that NOS >� Examined a approved this r, ; v; `'r.; signed this instrument, on oath stated that 6 she are authorized to execute the .- ,: instrument and acknowledged it as the t\vi e v of Citjr e' ,,••'�- , ``= j' ;i; 48 NORTH ON FIDALGO ISLAND, LLC to be the free and " ` voluntary act of such party for the uses and purposes mentioned in the instrument. -'' ra, `i.;: o Given under my hand and official seal this day of Apri 1 , 20 11 . • ' ,:,,,:.,;,;:�r' Notary Public in and for the State of Washington ;`,-yh' ,1196 t:1; "{ Nome printed P-t/1P'1l Dt_. V J t It V� ```ILIWFit,,,, . L1 ,, _; -`CEO•\ONE •%tC,D- T�. .,1), r 5` Residing at 4vwc�Q3 1 A `,, ...••�e5 x�•9• NOTES :. Li... n F t _LLI:e. oSARY �,n. _ .% 1%,{, - My commissions expires / /�o!S ". _ 1. Subject to Declaration of Covenants, Conditions, ;. �, _ ,;:"�r y Pua,-`o ,9 Restrictions, (CC&R's), recorded under; •f.• a ''i;sr 1poil_ 20 �: AFN I I W U'a--�V •j(' r.'J- J ' 11)11 „Iwo,. \` t+;- �#•i:A FND MONUMENT IN '-`` ', A,r '�Y` CASE WITH COVER 2. This plat is subject to the Tree Preservation Plan dated ":ti -p�:,S 88 20 0 ; -� 2610.39' 2-19-2009 August 12, 2015 and recorded under; 2: 1`3 f° 652,6(J' ' k �'_: -:`. ,,,_.-';_,: 652.60' State of Washington AFN ^; ,:` ---"N County of Skogit i^ cj � �'. � N n7 Q I certify that I know of have satisfactory evi ence that roAnc -F,redlu. 1 ' `' ? ` ` _-`)i. ,`; N W O signed this instrument, on oath stated that (/she/) a /are) authorized to execute the r.:.': ^ ^ 1 co O Mi te_ of "' } - r S 88'39 46 E I instrument and acknowledged it as the reSic��rl`� 3. The PUD reference number PUD-2015-0003 and date„?of ^ co 1 O O 9 /`C =: "= SKAGIT STATE BANK to be the free and approval shall be included in all deeds and contracts. '� 655.36 655.36 rt- F `r r - ?= GC LOT 2 O voluntary act of such party for the uses and purposes mentioned in the instrument- ,1_ 'N;;, e-'. "c_. ,: � f,� N g p Given under my hand and official seal this �� day of _ p�1 20 4. View Protection Covenant under Auditor's:.0' -'��. ,": ''',- p — Z Notary Public in and for the State of Washington _ ;,; _::'_.r �; SIT_ Ng File Na. �.: "` .•' —To b�IBC d andI Csi ;a, }y,.'% i�`` rn O I\ Name printed LL i nn D L_ Vniel1 i�12>,' \.;loll: ,,,,,', ar'Y':` '3;; ` '.'. `op/1�/ ^(n Residing at Ay1 Q e_inc-k S L.i_ + . ,R��9t Co co _ i�� 504. 12 Mycommissions expires �/7 / 2 t� _ :z7_ Y^y:is?v_• s'1.r �:� ^ i?'1;,,?.'' ,'Y`'(� i0. �s. O 658. 13f _� �' / C. „1: t. , , S 88°59'17" E ; 812, 14' c� '%:,. L ?�'��� :,a ''',iy ,,,"''' FIy ,,� ,l5'.` 'i 1316.26' ,�'� S 88 59 17 E ',,,f,oHIwIPS,,' r' _: .-}• 1316.26 - a LLI °?" - �).�. ' {.`3 •�S ^ v) 4q„1 11 1115)111)111AUA)11ll11U 11111p, s' 1/16TH ;F , ^ = HER SURVEY JR'8 CERT1FIO-ATE`•' s CORNER o v�04 w�sR'qr� I herby ce;•-tif!.,that the 4 • Wirth Prat & PUD is based upon ct- r�-� N- N U-) Co c�- tl• Z g• c„ ' an'aclt5al s rve r and subdivision performed by me or under my ^ ^ FND MONUMENT IN ti ' '± su isr€t~n o}_Sei» ion 22;:To nshi 35 North, Range 1 East, ^ `� 11 '" P .. a P 9 m �. �1 ao _ r o CASE WffH COVER s''':�t,.,,_W.M.;"-the-'hlat"is a''�t "artzf'`correct representation of the land = ss'"•..:..........- ; ALCULATED CORNER 2-19-2009 �1L LAt� c rtualij� sureyes?<::: q ; , "courses and distances are shown Cr) O P.F:�:,.corrget)y`t`-9n ''fie ground; and that I have complied with the 132727' ' 22 23 �..i ,•Er-. 1327,27 OWNER/DEVELOPER LAND SURVEYOR ry,.,,,lrr1r1111r1,11r111r11111r1111,r111rrlrrrlr <1 :i::r rate.iS>,ons.f th.e statutes and platting regulations and that `� -' 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS ff ,, p maneaat_,contt'bl monuments have been established at each , „ , 1,-2,4-a0 6 ,;,,an&,,every carolling corner of the parcel of land being S 89°37 49 E 2654.53 27 ` 26 ,.. PO BOX 319 4320 WHISTLE LAKE ROAD :E„ tided• S E CT C \ 22 TOW \ S — D ANACORTES, WA 98221 ANACORTES, WA 98221 SHEET I OF 3 v, DALE K. HERRIGSTAD, P.L.S.q-2/°' 4";17 P 'S ,_ .5 �sF Certificate Na. 27807 3 5 \ RA\ G ` 1 EAST �N. •)U 2® 1 5 — 0 0 0 3 ' 6 — 0® —D `�T Date �1 �1L `_ 1! 17 _ _ DW'N FY: Di<N I �; srj a�j E i SURVEYING wSC A SCALE: NOTED L — \ \ — DATE: APRII. 2017 I la� 20 Whistle Lake ��Anacortes, 21 �(3 ) 880 JOB 2015-53 I 1��1� �`'•,il�'�. �����f ICI „, 48 NORTH PLAT & PUD l 7:i Zoo l 9kaglt C�un�t;pvdt►Rs s�;;�. 416e,a0 SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. 0,7'`'Page ; 3�,k 311:40AM CITY OF ANACORTES, WASHINGTON ��f.. is si. s k.Us s, r:: `y�, sf•V4ZP;ik.tr1 •t,, .•I` J7 u: PUD AND PEAT CONDITIONS LEGAL DESCRIPTION ' 41 *-y�,,,,:.;.�. }4 UTILITY and ACCESS EASEMENTS & DEDICATIONS d.o 'jy� ,,,' ',°I `' 48 NORTH PLAT & PUD - ,�� ��� -�,:r, �•� PUD-2015-0003 1. An easement is hereby reserved for and conveyed to the CITY OF ANACORTES, That portion of the South 1/2 of,•Riie)4&theast 14 ol';:'tthe Sotitipslat Ai;4, of Section 22, Township PUGET SOUND ENERGY INC.(A.F. NO. 201607050142 & 201612060089), FRONTIER 35 North, Range I East, W.M. ing;;:8outhea�l,'er,ly of a 'BURROWS 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'?Mite tflereof,_1�d0' E?fCEPT tPt fo ing described tracts: Conclusion of Law" as adopted by the Anacortes City Council on the 21st COMCAST CABLE TELEVISION COMPANY and their respective successors and '•' .0.4r. s`' day of March, 2016. The following Conditions were required to be assigns under and upon the front ten (10) feet, or as shown on the plot, of a.) Beginning at .• "'"Sail east"tamer;ctf'�•the Souttkarl/2 of'•Te Northeast 1/4 of the Southeast 1/4 identified on the face of the Plot. front boundary lines all lots, tracts and spaces within the plot lying parallel with of said Section; `: ; and adjoining all public street(s), as shown on the plot, in which to construct, thence North 5850,4r4tfes(srstong`t#te Sf teitinessf soil South 3� 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. Southeaxi`•4;14, 30.(Sl f {:.:#o Weasline of.;•.ltlie "COPPER MINE ROAD`; sewer, and stormwater general facility and hookup fees and transportation, cables and wires all necessary or convenient underground or ground mounted then conpnut;rNortFei.88 i46' o/.est 74;88.feet; fire, and park impact fees. These fees are payable at levels in effect of appurtenances thereto for the purpose of servingthis subdivision and other ''�t P p „r nonce f{or{ •2'1 f2 ".i as 6E ,34': et 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 !'. 17: of"the eiftea"%/4'i, an'itia true point of beginning of this description, said point being currently in effect; sewer and water latecomer charges may be payable. right to enter upon the streets, lots, tracts and spaces at all times for the ,}he`' torthwt C'+cgter af that'certain tract conveyed to the Port of Anacortes, a municipal purposes herein stated. - o ton, dell rei girl'Jul 22, 1966, under Auditors File No. 71 fi164; 2. (FF #11) ZONING INFORMATION: `is Y ' 2. A 10 footprivate storm drainage easement across the North boundaryof�; 5ctt; theta from sa1:•tn t,point of beginning run South 2'11 29" West along the West line of said Port Underlying Zane: Residential District (R2) 9 ?� <:. of Asiitc. .. tstssi-is. stance of t5 feet; Zone's Minimum Lot Size: 7,500 Square Feet Lots 2, 3 and Tract B as shown on the plot is hereby reserved for and ,s.,, �;� 7' Gross Acreage: 7.48 Acres (included 1/2 abutting ROW) conveyed to Lots 2, 3 & 4 for storm drainage to service lots 2, 3 cgt,.;:,: ire; ., •gyro-, '!� . thence";><Yesfr.parallel with the North line of said Southwest 1/4 of the Northeast 1/4 of the which to construct, operate, maintain, repair, replace and enlarge upper r,pn c t' `hul ' ;, South rat .4/4 to the Easterly line of the "BURROWS BAY ROAD"; Net Acreage: 7.20 Acres P P P 9 'c°`'d Ns, �„ pipes, thereto for the purpose of serving the lots herein. The m��tt'i'l`itesxance' 3f +."�}e�sde t(&herly along said Easterly line to the North line of said Southwest 1/4 of the Northeast Zone's Maximum Density: 4 Dwelling Units (DU) per Gross Acre the improvements to the easement will be the responsibility onsibilit of arfti shared b '''<<�.. 1/4,Qf fhe Southeast 1/4; Density Calculation: 4 DU 7.48 Acres = 29.92, rounded to 30 DU the benefiting lots. -' ! "'-:> :Inthence East along said North line to the true point of beginning. Proposed Lots: 30 Lots #1 Community Park IA 17 s ' }t' SETBACKS: 3. A 10 foot private sanitary sewer easement across, ti' �I*t hwt t E4. undory off' , 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 herebyy,;,resei!gji• faissan" ,convyyed5,,;:'' ss thence North 88.59'46" West along the South line of said subdivision 30,00 feet to the West line of For loks 3-17 the front setback is 10 feet for the residence & 20 to Lot 2 for sanitary sewer pipes to service lot ;:it 4Thich"' F,c ti'� tF °3` the "COPPER MINE ROAD', and the true point of beginning; only, operate, maintain, repair. replace and •enlarge un erst ound pipet:, fo1< the':p#�r;•pose. feet for garages. thence continue North 88'59'46" West 781.88 feet; All other lots must meet the 20 foot front yard setback for the R2 Zone• of serving lot 2. The maintenance of the impro ements to the'e as ment will be thence North 211'29" East 669.34 feet to the Borth line of said subdivision; the responsibility of lot 2. s; thence South 88'40'23" East along the North line of said subdivision 760.00 feet to the West line of Rear Yard; 4. A 10 foot private sanitary sew.9s�-`$c -s..prmE*ailllOges asemerst dross the the "COPPER MINE ROAD'; FOr lots 3-17 only, the rear setback is increased from 20 feet to 3t) err•:" ' Y West boundary of Lots 27, 28, 2fif&s:60 cigspho•n Zak the F,,at Aid'"hereby thence South 0'16 59" West along said road a distance of 664.96 feet to the true point o feet. reserved for and conveyed to t, is sr 6 27, 2'i3,- 29r,& .sit mit nitary sewer & beginning. All other lots must meet the 20 foot rear setback for the R2 Zone, t' 1;• ' yardstorm drainage pipes to service Vts rs26, 27, 24. 21 & 30 in which to Side Yard: construct, operate, maintain, repci. rif, lace and a en rge 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 her%in.'%,The mdint;ftance of the improvements Zone. to the easement will be the responsi .ity's:,ofi;ad4"dF, fared by the benefiting lots. 'r;}; : . 5. A 10 foga<<::;,orivate sanitary sewer &°'�satorprtd ,rainage easement across the 3. (FF #15) A homeowner's association shall be established and be West bound df, Lots 18, 19, 20, 21 ScAilfact A as shown on the plat is responsible for the maintenance of the bioretention swale (Tract A), hereby reserv8 f a's. and conveyed to Lots 17, 18, 19, 20 & 21 for sanitary IMPERVIOUS COVERAGE LIMITATIONS landscaping buffer (Tract B) and community park (Tract C). sewer & storrriV rat'eage pipes;Li. service lots 17, 18, 19, 20 Sc 21 in which to Based on the storm water design for the plat the total impervious coverage for each lot is 48%. ccsr IrsAhct, operate, rftt3intain{;_Ap*, replace and enlarge underground pipes for 4. (FF #19) Pursuant to AMC 16.50.120 (D), the applicant shall record lie _pu4sRse of sei'vin4lsti,¢t=1otpeiherein. The maintenance of the improvements notice with the Skagit County Auditor's Office which provides a public tT ttis,.easvu ent wh be`thg�-responsibility of and shared by the benefiting lots. 1. -- Jt record of any approved tree preservation plan and conservation areas; the t; = :,ram. az_ '-•, application of this title to the property; and that limitations on actions140 6. t A''20 of &``"'41,A fat public water main easement on and across Lots 12 & or affecting the property may exist. See recording number on sheet 1., 'tor, 13 tsis 11.h nr,t th li'plot is hereby reserved for and conveyed to the City of ':s. '••;s„ Ana tortes,.,its` whict4r to construct, operate, maintain, repair, replace and enlarge 5. (FF #20) This Subdivision is subject to the Tree Preservatjat5""1 rtii':,,, • ''s;;.undergrot nd pipes for the purpose of serving this subdivision and other property Dated August 12, 2015. Retained Trees shall be maintained=`by ;las.„;,lgtr• rT'As. ` s'ith *atar service, together with the right to enter upon the streets, lots, tracts 9 owners, unless approved for removal by the City of Anacor es sty'' • ,Vr Is. ser �_ d s}sosOs at oil times for the purposes herein stated. .` . An access and utility easement on and across Lot 17 is described in 6. (FF #21) The maximum permitted height for Lpk;,15 sttalF be restrict„1; ,i , to twenty-five (25) feet from the high point of tie gopenty o existing t; ;a Auditors File No. 201702240096. ,. ss grade. �tr'?.t S r;, 1`ts;. „.S' _'z. t- �` ,:; .s;,;;; -r: 8. Tract A is hereby dedicated to the City of Anacortes as a storm drainage s 7. (FF Modifications) Lot coverage is rositilf •er from Zt?ning''° strict gg'=`'r conveyance and water quality treatment facility. Tract A will be maintained by maximum of thirty-five (35) percent t asi taximu of ''tttirtyrt_seven and the 4$ North Home Owners Association and the City of Anocortes. The 46 s' North Home Owners Association maintenance and upkeep requirements are one half (37.51e}. - j "_ ``' s ': identified in the recorded Declaration of Covenants, Conditions, & Restrictions. 4, s ,' +' .4('' See Note #1 on sheet 1 of 3. All other maintenance and upkeep is the -:_110*. ,4 's;. Ifs responsibility of the City of Anacortes. sir5' ,1/4 41 S4:.147.. ..t,, �1; 9. Tract B is hereby dedicated to the 48 North Homeowners Association for the :sir :I,3,;�" ;a' =�• ; purposes of landscaping and landscape maintenance. .µrni(:b:,ssli. ,. . it �; 10. Tract C is hereby dedicated to the 48 North Homeowners Association for the t`' } `:7; °:,,. ,4uu,,,n,,,uuunu,onllm mmu,up,. 4;t�� ,;gin:-r'� +;,�„ �,a 1,g� �k� purposes of a Community Park to be maintained by the Homeowners Association, t` HERRi 'l, -•� - 11. All common retaining walls will be the responsibility and owned by the 48 .,:�; y�y;� ksls_ : 4ni North Homeowners Association. A 5 foot wide easement across Tract C and Lot ��:1r/ or? o:'• / r ,s• '�:, i4.• 'tfi. rl 30 for the length of the wall as shown on the plot map is granted to the till tj �' = /7/, Sty. '�i:. iA. Y}. �:� �. i }• Homeowners Association for upkeep os identified in the recorded Declaration of ,I R_� t''�' ;tc:r; n l i`:. ye'`'rti c„i .'r .rtr Covenants, Conditions, & Restrictions. See Note #1 on sheet 1 of 3. /� •' • z�eo� �� {t:� � x ` '�;,,: �f�:`": LAND SURVEYOR ' �� t i� �, :�rhr:,;:.�:;�" OWNER/DEVELOPER 4;... 4 4 .," ° ' :,�,iss,. m':.h::,;i_ 9`r.. DALE HERRIGSTAD PLS �„ i,. 48 NORTH ON FIDALGO ISLAND LLC „rrromatu mr snit muariatrm u,' sli,J `,L( ,' #,: ;, ,._,Y; i' 4320 WHISTLE LAKE ROAD PO BOX 319 -art vl s. 'fit. "•?L ANACORTES, WA 98221 ANACORTES, WA 98221' SHEET 3 OF 3 'i:, '£( ♦'S'=, tip' =rr: 5:1, _��,,. PUD -2015 - 0003 PW 10 005 -DEV �Y f, '� �. MIN BY: DMSCALE: I�OSfr4 '- ,, HERRIGSTAD ENGINEERING Se SURVEYING DATE: APRIL 2017 4320 Whistle Lake Rood, Anocortes, WA 98221 (360) 299-8804 JOB 2015-53 se• FLOOR PLAN NOTES : X 54'-0" / 52' ' /2 -0" i I. ALL DIMENSIONS ARE TO FACE OF STUDS UNLESS NOTED 16. MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS I / 23'-Ili" �'� 5'-3us" / 12'-0B " y2' 415" / �'-g" / �� OTHERWISE (U.N.0,). VERIFY DIMENSIONS SHOWN ON PLANS. (CALCULATED a I/300th OF ATTIC AREA): DO NOT SCALE OFF DRAWINGS PORCH / 5.-6" 11 -1015' 6' 6�, //2'-455 2-II 5'-!O% 6 -2" / 3-11e / 4 -115" / LANDED GENTRY MINIMUM REQUIRED: 21.24 SQ. IN. 10'-6"' 14'-0' 21 -6" 2. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS ACTUAL PROVIDED: 100.28 SQ. IN. / i r HOMES AND COMMUNITIES 0 16" O.C. TYPICAL. FRAME LOWER FLR, EXTERIOR WALLS WI VENTED BLKG.: 28.28 SQ. IN. (3 a 9.425 SQ. IN. EACH) 104 5/8" 2x6 STUDS 0 16" O.C. (FULL HEIGHT WALLS), VERIFY RIDGE VENT: 12.00 SQ. IN. (6 L/F a 12 SQ. IN. PLF) STUD LENGTHS AT STEPPED FOUNDATIONS PER SITE-BUILT FDN. MAIN ROOF MN, REQ'D, 930.91 80, IN, 3, FRAME MAIN FLR, INTERIOR WALLS WI 104 5/8" 2x STUDS (PER ACTUAL PROVIDED, 1,249,45 SQ. IN. PLAN) a IV O.C. FRAME LOWER FLR. INTERIOR WALLS W/ VENTED BLKG., 691.45 SQ. IN. (14 a 9.425 SQ, IN, EACH) PA no 104 5/8" 2x STUDS (PER PLAN) 0 16" O.G. INSTALL 1/2" GYPSUM RIDGE VENT: 552.00 SQ. IN. (46 L/F * 12 SQ. IN. PLF) 4" CONC. SLAB jaro WALLBOARD (GWB) BOTH SIDES OF INTERIOR WALLS TYP. U.N.O. 4 {, C€Eiri `W (USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING) I1. SEE ELECTRICAL PLAN ON SHEET E-I.1 FOR LOCATIONS 4 SIZES e OF EXHAUST FANS. LOCATIONS t SIZES REQ'D TO COMPLY W/ • Al lib-- 4. FRAME GARAGE/HOUSE WALL W/ 104 5/8" 2x6 STUDS a 16" O,C. THE WASHINGTON STATE VENTILATION I INDOOR AIR QUALITY SEE NOTE 09 SEE NOTE "9 '• +•••••• (REFER TO NOTE "11 BELOW) CODE (4 IRC Mi501,4) ARE AS FOLLOWS: 5050 XO 1• rm. D 1-16KITCHENc 100 CFM RANGE HOOP (MIN.) /.. O 4046 XO 6080 OX SGD (TEMP.) 4010 XO (SEE NOTE "14) 2020 PIC 5. PLUMBING WALLS TO SE FRAMED WI 2x6 STUDS • 16" O.C. SEE LAUNDRY: 50 CFM (80 CFM RECOMMENDED) s, '4, \ 11 0 I . _ \ - 4 CV PLANS FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND BATHROOMS: 50 CFM (80 CFM RECOMMENDED) ' � ' I 4x10 HF+2 1 4x8 HF°2 I-'.- 8 < R (� BELOW FOR PROPER PIPE CLEARANCES). VERIFY PLUMBING NOTE: ALL FANS ON 20-MINUTE TIMER 4 SHALL VENT TO OUTSIDE r - o o I - I- :6O'k34" TUB/ .J 'I r '' jj•'� FIXTURE LOCATIONS ON-SITE AIR TYP. ELECTRICIAN TO VERIFY INSTALLATION OF GFCI OUTLETS I 111 OW -• i m ; SHOWER q I I I I� IN ALL WET AREAS. VERIFY TYPES AND LOCATIONS OF ALL ELECT. ,p Ifl CV 6. ANGLED WALLS TO BE 45 DEGREES TYPICAL U.N.O. FIXTURES LW OWNER AND/OR BUILDER I 9 \ z. r 10 1 1 CL T. DIMENSIONAL LUMBER TO BE HEM-FIR 62 TYPICAL U.N.O. 18. MOUNT Hall ON PLATFORM Is" ABOVE GARAGE SLAB PER IRC " Q -1 r 34 I/2" HIGH a1 \ } O 1 u a I I `� 0 o KITCHEN SECTION 1301.3. STRAP NWT TO WALL PER IRC SECTION 1301.2. 1 3 p m �2x4 STUD WALL - BATH 42 CO U I w , I Q w W . = 1 I WALK-IN IC ,, ACC 8. UNLESS NOTED OTHERWISE ON FLOOR PLAN INSTALL 4x6 HF°2 PROVIDE OVERFLOW PAN " PIPING PER IRC CHAPTER 28. O I try -- B SELOW 11 BEDROOM a2 - r IW. l IiM z o "; N 1 CLOSET I -, :_ HEADER IN 2x6 EXTERIOR WALLS ABV, DOORS 4 WINDOWS W/ INSTALL TEMPERATURE 1 PRESSURE-RELIEF VALVE 4 PIPE TO 1' R 4 Z I I 1 ILL R-IO (MN.) INSUL. a INTERIOR SIDE OF HEADER. BEAMS AND EXTERIOR TERMINATION, INSTALL A VACUUM-RELIEF DEVICE I _ - I I I 1 r•��• HEADERS TO HAVE I I/2" MIN, BEARING TYP, U.N.O, (BEAMS PER MFR. SPECS. TO HOT WATER TANK PER UPC 504.E 3 Q I I DINING11 1 © 0 SHOWN ARE MIN. REQ'D OR BETTER. SIZE AND GRADE MAY I I I = V \ \ - I I„--r ' BE INCREASED PER BUILDER'S DISCRETION) le. VERIFY WHOLE-HOUSE VENTILATION METHOD W/ I4VAC CON- I try Z al 11 T \ --t I TRACTOR (SEE NOTE "15 OPTION 2c, LOCATE FAN IN LAUNDRY 11}, QJ I I II ) _ tj 9. VERIFY PLACEMENT OF 4x6 POST N.N.O.) IN STUD WALL BELOW ROOM CEILING-VERIFY WI BUILDER) I w II µ i P a� in z I ENDS OF GIRDER TRUSS ABOVE W/ ROOF FRAMING PLAN ON 3 T115 X II I in D N S " R J SHEET A-4.I 20. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL TO BE COV- \ 4 \ '�� ERED W/ 5/8" TYPE-X GWB AND PROVIDED WI WEATHER \ 4 - l: ,‘,..---) 10. PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL STRIPPING GASKET (MN.) 3 PANTRY ryp N 9'-IC" / 14'-Il~" i a, 2'-" I 3'-515" / T'-2V" 2' 8� ° 91 M BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC., �j 6'-2us° 20'$°/i" 2-ce '-l°�v" 8'-5" i- N BTWN. STUDS. COORDINATE W/ BLDR./OWNER FOR LOCATIONS 21. INSTALL 1/2 MIN, FIBERGLASS-FACED GWB SACKER AT TUB/ X Jn °_ = SHOWER SURROUND i _ \ ` woo \in e II. INSTALL 1/2" HIGH-DENSITY GWB AT GARAGE/HOUSE WALL AND SHELVES X RETURN (\ / l� I 3'• l15" A 3'-215'le I 3'-10" 6'-4" ` S _ al GARAGE BEARING WALLS, 4 5/8" TYPE-X GWB 0 GARAGE CLG. 22. PROVIDE MIN. 22" x 30" ATTIC ACCESS W/ MIN. 30" CLEAR- 4 \ _ AIR DUCT 1' )< , QYp ' MASTER 5'-9" \ r lm TYP. (SCREIUS 0 6 O,G, EDGES 4FIELD GARAGE CLG, GWB ANCE TO FRAMING ABOVE, USE PLWD. DAMS TO CONTROL Q O r } tX WHERE LIVING SPACE OCCURS ABOVE) CEILING INSULATION 0 OPENING EDGES ,A 9,' fl I AU 2'-8" BATH _ I 40 . FIREPLACE W/ HEARTH `Q r I 12. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/ SELF-CLOSING 23. PROVIDE PARTICLE BOARD UNDERLAYMENT a VINYL AREAS. MANTEL 48" ABOVE w I - • D W T� S 2 O 11 HARDWARE COORDINATE THICKNESS W/ OTHER FLOOR FINISHES TO PRO- \-\ (SEE NOTE "24) 4 - N 0 he � ?' , itt4 90' VANITY n „ VIDE SMOOTH LEVEL TRANSITIONS. VERIFY ALL FLOORING „ „ m p I < < _ _ _ _ 60'x36 _ _ V.T.O. 13. REQUIRED STAIR RAILINGS TO COMPLY W/ IRC SECTION 311 ADHESIVES ARE APPROVED FOR USE ON PARTICLE BOARD in 4 -Sus / iv "11 ?a. SPA TUB (MINIMUM HEIGHT 34", MAX. 38" ASV. NOSING PLANE) ENDS UNDERLAYMENT WI MANUFACTURER RECOMMENDATIONS i�n _ _ • 2x4 WALL W/ HDWD. 4. ° \-- RETURNED ` J TO WALL, MN. 1 1/2" CLEARANCE WALL TO RAIL), . CAP MN. 36" ABV, N, N. N. \ DECK/PATIO RAILINGS TO COMPLY WITH IRC SECTION 312 IF 24. FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR \ co °) NOSINGS DECK/PATIO SURFACE IS 30" OR MORE ABV. FINISH GRADE DUCT W/ MIN. 6 SO. IN. SIZE 4 PROVIDE READILY OPERABLE 11' 4' 3 -4" I 8'-2us„ 3'-Su " _(1 LIVING ROOM = 5' 43." I 4'-24" 6'-bus" WITHIN 36" MEASURED HORIZONTALLY AT THE OPEN SIDE DAMPER. INSTALL GAS FIREPLACE W/ CLEARANCES 4 MIN. T / / / ; (VERIFY ON-SITE) COMBUSTION AIR PER MANUFACTURER'S RECOMMENDATIONS I UE ie .4 UI `1 AND/OR PER CODE (VERIFY TYPE OF FIREPLACE W/ BUILDER) m w a' 14, EGRESS WINDOW DIMENSIONS, CLEAR OPENING t SILL HEIGHT i \ ,09 _ 0*I _r _ _ \ TO COMPLY W/ IRO SECTION 310.1 (VERIFY WI WpW. SUPPLIER 25. USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING .4 - 0 , \- --k c -"., - U ICI AND/OR MANUFACTURER) �' m Q 3 it 26. WHERE 12" NOMINAL DEPTH HEADER REQ'D USE SINGLE PLATE m - TRYi MASTER EsEDROOM ‘9 .1 COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY ASV. CONT, FROM CORNER TO CORNER OF WALL. VERIFY GWB Q Q - O CODE IS AS FOLLOWS: NAILER INSTALLED a T.O. WINDOW OPNG. IF NECESSARY \ _ FLOOR, R-38 2 1/ I" MN. BEARING "4 1 WALLS, R-21 (R-1O MIN. a HEADERS, TYPICAL) al1/ -FRENGH000RHDP. _ _ \ CEILING: R-49 (R-38 IF INSULATION DEPTH IS MAINTAINED TO T ON 4x6 POST _ \- �JH _ �(I ll q� • \ = OUTSIDE FACE OF EXTERIOR WALL) 4 ITEM PIC ITEM PIC bxl0 HF"2 i DOORS: U=.200 MAX. (ONE DOOR UP TO 24 S.F. EXEMPT Lv� (TEMP.) (TEMP.) - Q \ \ \ 11 a 1 -1 ` ( S, PORCH Sc SEE NOTE "9 Q SEE NOTE "9-ate rt PER R402.3.4) 4060 XO E080 FRE CH DOOR 4060 XO WINDOWS, U..280 MAX. (UP TO 15 S.F. EXEMPT PER R402,3.3) :9 (TEMP.) (TEMP.) I i 4" CONC. SLAB GLAZING, 450.36 S.F. • 15.6% OF FLOOR AREA \ \` -1U1 1� FURNACE TYPE) NATURAL GAS FORCED-AIR (SEE 3a BELOW) S -r 3060 SH 6060 PIC 3060 8H : = .��I PER WSEC SECTION R406. ADDITIONAL ENERGY EFFICIENCY RE- Q 4 DE�:K j t th -. (SEE NOTE "14) (SEE NOTE 614) Q QUIREMENTS: MEDIUM DWELLING UNIT (MORE THAN 1,500 S.F., LESS ,n "-a } - - - " - - - - - - - - - - - - ; et\THAN 5,000 S.F.) REQUIRES 3.5 ENERGY CREDITS AS FOLLOWS: EDGE OF DECK sjZ 1 n"OPTION la (.5 CREDITS)) EFFICIENT BUILDING ENVELOPE (SEE \ \ P,T, b<6 POST WRAPPB> PERO flRAILING PER BUILDER R-VALUE FOR FLOOR / WINDOW U-VALUE LISTED ABOVE) PAINTED ALUM. RAILING I (SEE NOTE '13) BUILDER W/ I6' x IS" MASTIC- 4 OPTION 2c (1.5 CREDITS): AIR LEAKAGE CONTROL " EFFICIENT W/ TEMP. GLASS PANELS , Z APPLIED STONE COLUMV BELOW Z Ia VENTILATION TO REDUCE THE TESTED AIR LEAKAGE TO 1.5 PER BUILDER V (SEE ELEVATIONS, 2 TYPICAL) Y I V fl AIR CHANGES PER HOUR MAX. ALL WHOLE-HOUSE VENTILA- W 0 04 ! TION REQUIREMENTS AS DETERMINED PER IRC SEC. M1501.3 0 0 I SHALL BE MET W/ A HEAT-RECOVERY VENTILATION SYSTEM 1 O 1 h TO OUTSIDE EDGE W/ MIN. SENSIBLE HEAT RECOVERY EFFICIENCY OF 0.85 1 OF RAILING POST OPTION 3a (1.0 CREDITS), HIGH EFFICIENCY HVAC EQUIPMENT, tSp itg 1.0,2'-14"f, 4'-9us" „2'-11;" /I GAS-FIRED FURNACE W/ MIN. 94% AFUE 1@ 8 2% ' 9'-54e %" OPTION 5a (.5 ORIENTS): EFFICIENT WATER HEATING: ALL SHOWERHEAD AND KITCHEN SINK FAUCETS SHALL BE RATED ,I-6"i 16'-0" 1'-019> / 9'-11" 21'-614" / AT 1.15 GPM OR LESS n REFER TO 2015 WSEC CHAP. 4 RESIDENTIAL ENERGY EFFICIENCY / 5-0u5" / -sus ' /5 5-su• / St-OW -019/ 2'-sus' / 2'-515 2'-Ol�y/ 6'-lus" / 4'-IOW' / 4'-IOW' / 6'-IW' / (CLIMATE ZONE 4C) TO VERIFY THESE VALUES21 s / 52 -0 ' MAIN FLOOR PLAN SCALE: I/4" s 1'-0" 1,921 SQ. FT, CURTIS TOTAL: 2,896 SQUARE FEET GARAGE/SHOP: 139 S.F. FRONT PORCH: 51 S.F. BACK PATIO: 112 S.F. MAIN FLOOR PLAN COASTAL 1 JOB NO: CURTIS DESIGNED' LG DRAWN JR,BJ DATE: 7/11/2017 SHEET A- 3 . 1 WA i 52: ,:O sea / / eliNIM / 12'-3IS" 11'-01.5 6" 21'- ,h11 /2'-O" i 7 - LANDED GENTRY \ \ D , A. , D , D , A , 0 , t, • A , D . 0 , D , 0 , D , D • , D , D , D , D , D , D , D , D , D . 0 I\ 74 D' HOMES AND COMMUNITIES • ,o 9 ' - A. V 7 ` a I. ) \ V X F Q _ SEE NOTE •Il ON SHEET �. A-3,1 � f{/���. 19 ' \ 2 p T - BEDROOM "4 g Q _ m FAMILY/MEDIA ROOM MI S1 t; C -61 :IIIy 0 '-115" 8'-8" 3'-119° 8'-3h" / 8'-9" 1 . 4'-2N" 4'-534" SEE NOTE •IS ON SHEET A-3.{ U VERIFY FURR-POWIN CEILING 1 \ '\ 4�6 HF•2 FOR RETURN-AIR DJCT UN Ij. PLATFORM 18" I h r',I HEATING GONTRAG `OR ABOVE SLAB I ? I tYi \Z4o I ly y I? y'd ) O 08 tin WALK-IN CLOSET 10 i, — -cm i T 1 I - - ill!! -9 CC '��A�vJ Q GARAGE/SHOP I 0 I lice HF 4x8 HF•2 • I'' m m LJ pi l' 10 \ SHELF ROD 5'-3" 2'-0" 3'-9I9" im-�-434" 4'-234" AC m 10 S p NCsits al S I R I� 3'-115° 2'-l1 " 2' 6h" lc? 2 IOV4" ry , x m - lu ry I \ CLOSET 4x6 HF•2 4x6 HF•2 ( • _ �Y SEE NOTE '12 ON SHEET A-3.1 12" BYPASS 4x6 142 al -_ 4x8 HF•2 HEADER bJP zIr 1 u I I. o: d 4: 2N„ 4' S�:: I HJ �1Y1' -- hSTORAGE p m ItlO al 11111 a- Ip 0 ®!m BEDROOM 43CII� ir-el ^—' 1p BATH o3 3 1/S xI6 LB (24F-V4 DF/DF, HANG CANTILEV JOISTS) •—r=:a -tea a-ez•rs s �z•.at�a �- _ 1 rn .111 rX 0 = -- 0 I I 41. 5 -0 WI '" iv 2xb STUD WALL + 'h 16'-O" x 8'-0" OVERHEAD GARAGE DOOR iA BELOW W/ HDWD, • 60" TUB/ J >~ • • I CAP ABOVE a SHOWER ••\ 1 Arai.- IttoQ it 5 1/8x16 I/2 GLB 24F-V4 DF/DF m =� - __ ,3l • -I I� I P.T. 2x12 AGAINST FDN. SEE NOTE •I ON SHEET A-2,1 5050 X 050 XO I I Q 6xi2 HF•2 HEAPE' W/ 2,15" MIN, I � y •EE NOTE •14 1 � 1 r t 1 1 tit I t I 1 1 i 1 r t ► 1 I _g 1 1 !i - - ' - " = ' = ' -- -_ BEARING TO RIG T (BTWN. WDWSJ), Q FLOOR LINE ASV. I 1 0 I 5 EET A 3.1 Ll5' MN. BRG, T•• LEFT (EXTEND' ui : 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 o t 1 .1. 1 1I • cumcca � ■ = • = • = • � • ® • aao • c ■ ma I TO UITHIN I I/2" 0 CORNER, SEE LLL . , a 43 s ■ ___• ___• 011111101 • ___ ® a a_ I s ■ am I ® ■ a_ a ___ m ■ NOTE '26 ON 5H� T A-3,U a 16" I I 1 11612111 I i l 1 I 1 1 1 I 1 1 1 1 1111 I`, 11 1 1 sacra_a�c1'=.t".• _S._• -th ' I-.' 2 ___ I ` CANTILEVERED DECK LINE ABOVE 2412 H •2 FIR, y19TS I 3'-1015" / 5'-6" / 4'-1" 1 ' 1 1 1 1 1 1 1 t2 Lj L ,yt, j 121 ( 1l�,` 1,' 1 1 1 1is ■ ® a = aa _ __ aJoeoa ® ■ e • aaa0a 0001= 0 16 ' �,G, 2r i2 177E FL Ott IS S ff , O C, ' I 1 , I I I I I •I I • • , 1 , - ma 1'-1W1 131-5W 5'-5'h" II'h" / 2'-IOVi" / 16'-3" R.O. / 2'-IOSS / 111111I I I I 1 1 1 1 1 1 1 1�E b7� • 1 —hI _ _ _ = xcaoa = a = _ I N 3 s ■ � • ® a as 11IIMIC • aO a IMMO a a s • a1 • ® IOEMII � • ® ■ ^ 211-0" 91-0"I / 221-O" - ---71 I I I I I I I I III I I I 1 1 1 1 1 1 II I I I I I I Imam a am; aI ' I • t •• . 1 1 I I I I I I I I II 52'-0 ' ----Jr I I I I I I 1 1 1 1 1 1 'I I I I ' I I sec = = _ = }}�� JAB 1 I 1 I 1 ' I 1 1 1 1 1 1 1 11 1 1 1 1 1 . - a ® aa0 ■ = atr ■ ® 1m • aaID • aC ■ ® a1a� • aDDa ® ■ i LOUVER FLOOR FLAN 111 I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 II 1• I I• 1 I iNI ■ — • _ • _ aSICMS0 al • \ SCALE: I/4" = 1'-0" 915 SQ, FT, 11 11 11 11 CII 1 1 I i t 1_ P J_ D J.� ..; 1 JEW J'JMP .91 o:. F4.0.m kiiiiw 4L� a I I I 1 1 1 1 1 1 1 1 1 1 , , I, I I 10 • a EMS I ai 91010 0 lin 0 ® • Wen ® • ® d- •._ • 1 , , 51 T 2 12 In , I I IIF I ' III ' III ' III ' T�15 ID� is • caccc � ac • � • �• raa= • = dc.So6s • II I ' I 1 1 1 1 , . 1 1 1 1 I I r 1 I 1 Iscccc cc �) c ,;od = a = = = == co a I I ' I I 1 1 1 1 1 1 , 1 I II 1 1 1 'I 1 1 1 1 1 1 - • aS • _ • _ = • _ • .. i_I ► a,S • ® IIa_ • _ • aa1_ ■ • II • • 11 1 • 1 • I I I I • I' • 1 I I I Isari ■ — • S ■,n� • a� • a1-a.�.� • aaae ■ ® ■ iI I ■ aa1 1 1 1 I 1 1 I ' ` I 11I ' I I I ' I It I 11 1 `1 1 I1 1 11 ' 111 ` ." 1 I I I ' Q,G, 1TY . 1 1 1 1 1 1 1 + ■ ca ® acCa = aamaac • aaoam ■ aoaamaa ■ ■ � FLOOR FR,1•�I"IINGc NOTES : I I I I ( 2 12 H 2 F,J, 0116 ' 1 I 1 ' 1 1 I I ( I I I • ( 1 I I I 1 ( a• • Jae • a� • ® • a® • aa CIIION aantlISItSIIII aal • ® ■ =110 ■ � ' ' SEE NOTE •2 i � - - 111 { sae� a 201t12_ ■ • ao ae ce aQ a aal1 c c� c a � I II 1 I I I I ' ( ' 1 ' ' ( 1 ' ' ' 9EE NOTE •2 D I. ONLY BEARING WALLS (4 PLATE ON FOUNDATION WALL BELOW) SHOWN 11 I I I I I I I I, I 1 ; I I ' '---t;2 — l• 2x12 II t t� a a s r _JI S. 0 •• I— ' ( .-_ - 2, VERIFY 2x12 FLOOR JOIST BELOW INTERIOR BRACED WALL ASV. (VERIFY ' 1 1 ' I I ' I I 1 ' t ® . ® t ® t — tit ® t ® t ® t t t tsis LOCATIONS AND EXTENT W/ BRACED WALL PLAN ON SHEET A-3.4) bc = c : c ac : -- - - : — cc = a - - - - II I I I I I 1 1 1 ' ' I ' ' I 1 O � AIR _ SISTER 2x12 THIS SIDE - — - — - 1 yy I ( I I I ' V • -NG TNR, 1� a 111 ■ Jae a ® • ■ ® ■ ® a Jam ■ a• I • a a® • m a ® • 2 -0, 3. MINIMUM JOIST SIZES 4 GRADES SHOWN (VERIFY ANY UPGRADES W/ BUILDER) ib � I 1 1 1 1 , ' 1 1 • 1 1 b ' O" Ya 0 a0 • al • aaas a 0 aaao • aa� • as t ■ ® • ® • aao a aaae a aaa o _ 4. NOTCH P,T, 2x12 JOISTS o CANTILEVERED DECK 1 I/4" (VERIFY) SO TOP OF 1 I 1 I 1 1 ' 1 1 w - ■T�e=i>=.Jrnnm � - — — — ' _ — — — — — _ - DECKING IS 1/2" BELOW MAIN FLOOR LEVEL, VERIFY Z-METAL FLASHING o CURTIS ' c c a ® a = a a aI a area a ICC ■ ® • = c c a ■ a_ • T,O, DECK BLKG.NIALL AND CAULKING • BLKG,/JOIST, INSTALL SELF-ADHESIVE �1I 1 1 I P.T. 2II2 Hf 2 Flit el " �, 1 1 I 1 1 Z p (2Y1x8 3 I/8"xlb 1/2' GLB (24F-V4 DF/DF, HANG CANT. JOISTS) N RUBBER MEMBRANE OR G,I. FLASHING BTWN. FLOOR JST. BLKG, t PECK BLKG, •' 1 • , • 16 C. TYP. ' • •art. C ' — Q� • T T T T TT T T T I l0" I T 117 T T EXTEND I/2' (MIN,) BELOW SOFFIT o CANTILEVER FLR. < OVER LOWER WALL SIDING 111 I I I CA�TIL V ED rOR'DE K I ''I I { 1 • • 1 1 , 1 1 1 1 1 M 1I 1 I I I . . ' °— - - - - - I I I I I III I I I I I I III I 1 I 1 I I 1 I I I I III ' — - - - - , _ . 2' 12 Fn'F,J, 'o ,6. 0. , TYP. , 4 LOUVER FLOOR PLAN • 2 ,2 B KG awl,' tr.' 1 __\ _ _ -•_ ___J t 1 1 1 1 11 1 1 1 1 1� I I I I I 2x FLOOR JOIST MAX, CLEARSPANS II A'bY. 6RGI, tP. I 1 11 ' ' ' ' ' ' '•r I I I I .j N 'II I1 4 N I ' I• 1 , 1 1I , , 4 I I I_I I I N I I I Ic I I I I I L/460, SIMPLE SPAN, 40 LL, SO TL COASTAL I & 2 �k n I I n II \ �` JOIST TYPE 12" D.C. SPACING 16" O.C. SPACING Sy1 , I I 1 � , i � I , 111 � O { I . I I II , I I I • . I I I , t 1' " 1 I I I 1 1 I I I 1 1 I I I I II-b" - Li , - j. __.1.___ J___LJ I -.I -�.1 _J-�a .I.-. _ �..1, ,_ J INI 2x10 HF•2 15'-2" (.38" DEFL.) 13'-1 1/2" (.33" DEFL.) JOB NO CURTIS 5-E OTE •5 Q 2x12 BLOCKING BETWEEN I DESIGNED: LG '� CANTILEVERED JSTS, ABV, ' 2x10 DF-L•2 15'-11 1/2" (.38" °EFL.) 14.-0 I/21' (.31" DEFL.) I ' ' ' ' ' ' ' , i ' BEARING WALL TYPICALI I DRAWN: JR,BJ L. L ' L__ Q.L.A." L"`.�'1_"-L `_ 'L. Li 1 / 'I'-9°:" 6'-3" , l'-IIVI" 2x12 HF•2 Il'-11 I/2" (.41" DEFL,) 15'-8 1/2" (,33" DEFL.) DATE' 7/11/2017 2x12 DF-La2 181-8" (.41" DEFL.) 16'-4" (,30" DEFL.) SHEET MAIN FLOOR FRAMING PLAN A- 3 . 2 SCALE: 1/4" • I -O WA