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Permit File 1016 27th Street
;.- - 0 '`;-. City of Anacortes G • 904 6th Street Invoice/Permit#: BLD-2018-0500 Applied date: 08/08/2018 -¢ - ,. P.O.Box 547 Issue date: 11/14/2018 ,. ' Cl:. Anacortes, WA 98221-0547 ' 1Z4 (360) 293-1901 Expire date: 05/12/2020 ';r Job Address: 1016 27TH ST Permit Type: Multi Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New construction of Multi-Family Affordable Housing apartment complex constructed per approved plans. Owner: ANACORTES FAMILY CENTER Contractor: QUANTUM CONSTRUCTION INC Address: 2702 COMMERCIAL AVE Address: 12761 QUANTUM LN ANACORTES WA 98221-2734 ANACORTES WA 98221-8364 Phone: Phone: (360)293-0656 License#: QUANTCI166DF General Information: Fees: #of Stories 3 Plan Review Deposit 3,464.97 1st Floor Square Footage 3921 Mailing Fees 9.87 2nd Floor Square Footage 4200 Publications 267.96 3rd Floor Square Footage 4098 Amendments/modifications 220.00 Construction Type v-b Building Permit Fee 10,353.75 Stove,Appliance 20 Plan Review Fee 3,464.97 Building Valuation 1327105 Plumbing Permit Fee 1,000.00 #of Heat Pumps 1 Mechanical Permit Fees 672.90 #of Backflow Devices 20 Sewer Inspection Fee 50.00 #of Clothes Dryers 4 State Building Code Fee Resi 6.50 #of Bathtubs 20 Park Impact Fee 1,230.00 #of Clothes Washers 4 Third Party Review Fees 822.74 #of Dishwashers 20 Fire Impact Fee 881.60 #of Floor Sinks 5 Total Calculated: 22,445.26 #of Gas Water Heaters 21 Deposits/Receipts: 4,198.85 #of Hose Bibbs 4 #of Kitchen Sinks 20 Total Due: 18r?,46.41 #of Lavatories 21 _ w � it. #of Range Hoods 20 n =1 I 1-` cn = #of Slop Sinks 5 .e Y ^ I -I I;; #of Ventilation Fans 22 0 ,_-. r; I . IJ a. #of Water Closets 21 ;"- �' i . _' -R 1 C, ._h T. t•) a_ C-q p 1-1 •.0 y,- 1 1_I IJ I.,I I--- a rt 73 'LI =I I-_I nu x —i I rl C. ill 1-r 7 1 1--+ LIy ;1. • rF ,t :C. t Iv I—:., r THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAf8,170IZ IF ETf CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMQgl -i (7 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PR V!I$I24 OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR M Al I GRA NG OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER T.-E;_tJFt- LO L W REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. 1--` "o '--1,- _J o i Ix• 1 1 1I / t•,:1 Ni I-I t•-) 1 -rx A+- IV s -It? F-II2 I SIG 3, ,R OF OWNER OR AUTHORIZED AGENT I : :.r: I, „ IM \ ;�. — _ _ -- i 14 ' jj11 /1L ' j1i `/9,1, , IIIH �� �� s. STAIR I 1 O STAIR OPENINGS TO HAVE 10 Ir 15'1HR RATED DRAFT STOPS s 11 ,,, HALL /- -_"11__11 I , V C .44 — -- — I u__Is yu II '_ I 125 1 0 I f. 1 .1 R ` !: ElSTAIR OPENING5 TO HAVE 18"1 HR RATED DRAFT STOPS ,J N. STAIR HALL. I � I I 1 r1 ,,,, , ,:+1 1 5! „ I::711' ,,4j. - ', e„,A4 1 4 1111, 1' ___1, __I __11.____ 4 STAIR OPENING DRAFT STOP DETAIL CHIEF ARCHITECT X10 DESIGN TO MEET NE'PA 13 SECTION 5.15.4 VERTICAL OPENINGS JASON5. -THE DRAFT STOPS SHALL BE LOCATED IMMEDIATELY TO THE OPENING 1 -THE DRAFT STOPS SHALL BE AT LEAST 1 SIN. DEEP-THG PRAFT STOPS SHALL BE OF NONCOMBUS7 BLE OR LIMITED COMBUSTIBLE MATERIAL Strandberg 1l4"=1' THAT✓�tILL STAY IN PLACE BEFORE AND DURING SPRINKLER OPERATION DESIGN OS-24-15 AMC 19.14.030 Section 3002.4 for elevators 3002.4 Stretcher Requirements. In all structures four or more stories above grade plane or four or more stories below grade plane, and in all groups A, B, E, I, R1, R2, R4 and LC occupancies where elevators are installed, at least one elevator shall be provided for fire department emergency access to all floors. Such elevator car shall be provided with a minimum clear distance between walls or between walls and door including return panels, of not less than 86 inches by 54 inches (2184 mm by 1272 mm), and a minimum distance from wall to return panel of not less than 51 inches (1295 mm) with a 42-inch (1067 mm) side slide door, unless otherwise designed to accommodate an ambulance-type stretcher 86 inches (2184 mm) by 26 inches (660 mm) in the horizontal position. The elevator(s) shall be identified by the international symbol for emergency medical services (Star of Life). The symbol shall not be less than 3 inches (76 mm) and placed inside on both sides of the hoist way doorframe. The symbol shall be placed no lower than 78 inches (1981 mm) from the floor level or higher than 84 inches (2134 mm) from floor level. �,— �� IMPERVIOUS SURFACE AREA: Existing Impervious SQ': ' New Impervious SQ': + Sp0C0 'Total Disturbed Land/Soil SQ': I j c®O St, C.F. Total Proposed: Cut: Fill: New hard surfaces(pervious& impervious) far b 5 I ss, P. Land converted from native vegetation to lawn or landscaping SQ': Land converted from native vegetation to pasture SQ': MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: Elec It: Other it: 0 Wall Heater: Gas#: Elec#: 1/5 Other:#: Location(s): t';Y::.) f I kw," tiS Gas Water Heater: l#: z.l Location(s): L l o e,.1-g Z 1 Air Handler: Elec#: Other:#: Location(s): 0 Air Conditioning: Elec#: Other#: Hydronic Heating: Gas#: Elec it: Other:#: Location(s): 0 Exhaust Fans: Bath#:Z I Laundry it: j Kitchen#: Other#: 3 a-5 Range Hood: #: iD Location(s): j<;1-ciA,A s Z t0 Fireplace: Gas it: Elec#: Other:#: Location(s): 0 Clothes Dryer&Duct: Gas It: Elec#: L( Other:#: Location(s): j..A,H/ty 41 Stove/Range/Oven: Gas#: Elec#: a 0 Other:it: Location(s): k(;ci,,,,,, Z.D Refrigeration Unit: Elec#: Z O Other:#: Location(s): r;14i,,,,, Z D Gas Piping: #: Z,i Location(s): G(e sA-t'S ,,ce (.✓Ff '_ Other: #: Location(s): 0 TOTAL OUTLETS: 174 PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): Z.( Refrigerator water supply(for water/ice dispenser): WA- Kitchen Sink: 2.0 Pressure Reduction Valve/Pressure Regulator: 0 Utility Sink: I Water Service Line: t Tub`Sho.+r&' C.e.^Z': i0 Water Piping: N/A Hand Sink: 7.0 Clothes Washer: y Shower: 0 Electric Water Heater: Tank-less? Yes 0 No liQ 0 Dishwasher: 20 Backflow Prevention Device: ZED Urinal: 0 Hose Bib: q Floor Drain/Floor Sink: 5 Drinking Fountain: Q Hydronic Heat in: Floor ❑ Wall ❑ 0 Grease Interceptor: 0 Refrigerator water supply(for water/ice dispenser): Other: 0 TOTAL OUTLETS: 12 7 TOTAL OUTLETS% 2 Page 2 of 3 i PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT S 1:� COMMERCIAL & MULTI-FAMILY BUILDING PERMIT CHECKLIST t , (y h Mailing Address: P.O. Box 547, Anacortes, WA 98221 \ . 4' Office Location: 904 6t Street, Anacortes WA 98821 Phone: (360) 293-1901, Fax: (360) 293-1938 PRE-APPLICATION MEETING? ❑ YES 0 NO IF YES, FILE #: Plans shall be of sufficient clarity to indicate the location,nature, and extent of the work proposed,and conform to the provisions of the adopted International Codes and City Ordinances. PERMIT TYPE: 'b Q° fD Z - f0-3 t) n O d SUBMITTAL REQUIREMENTS:rt ¢, o c �`' �. E ►*� t9 Cin n The number indicates the number of � � '" f, � eD copies for submittal(if applicable). p0 ft ' & Commercial &Multi-Family Building Permit Application _ 1 1 1 1 is Site Plan (Drawn to Scale) 2 2 0 2 to Copy of Boundary Survey 2 2 0 2 Building Plans (Drawn to Scale) 2 2 2 2 K Reduced Site Plan(11"X 17") 2 2 0 2 K Reduced Floor Plan(11"X 17") 2 2 2 2 V Structural Calculations (if applicable) 2 2 2 2 Energy Code NREC Calculations& Lighting 1 1 1 1 D< Complete Stormwater Plan&Drainage Analysis 2 2 0 2 14- 13 Elements of SWPPP Checklist 2 2 0 2 e( Landscape Plan 2 2 0 0 V Parking Plan 2 2 0 0 V Grading Plan/Cut/Fill 2 2 0 0 WA Critical Areas Report(if applicable) 1 1 0 0 &J/Q Geotechnical Report (if applicable) 1 1 0 0 Traffic Impact Analysis (if applicable) 1 1 0 1 Plan Review Deposit 1 /( Digital Copy of Plans on Flash/CD(due at permit issuance) 1 t. Handouts and Standard Details may be found on the City's website at www.cityofanacortes.org or can be obtained at City Hall during normal business hours. 2. Plans, calculation, &reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. 3. The Stormwater Plan&Drainage Analysis shall comply with the 2012 Department of Ecology's Stormwater Management Manual for Western Washington(as amended in December 2014). Page 3of3 1 1 1 Cricchio, Kevin From: Cricchio, Kevin Sent: Wednesday, September 5, 2018 10:18 AM To: 'Jason Sterling'; 'Herrigstad'; 'Nels Strandberg'; 'Dustin' Cc: Lange, Steve; Nelson, Kait; Frisinger, Rob; Measamer, Don; Grage, Libby; Fyrrce, Groc Subject: PWD Review-Affordable Housing Complex, BLD-2018-0500; 1016 27th Street Attachments: 09-04-18 Review Summary 1 COA.pdf; Civil Sheet C1.pdf 9-5-18 RE: PWD Review-Affordable Housing Complex, BLD-2018-0500; 1016 27th Street Nels, Jason, and Dustin, Attached hereto are some additional requested revisions in addition to the items emailed to you yesterday(i.e., correct drainage analysis, etc.) and previously stated (i.e., BLA, encroachment agreement, etc.). If you have any questions, please let me know.Thank you. Kevin Cricchio, AICP, ISA, WIT I Associate Planner 1 Certified Arborist Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 904 6'h Street Anacortes, WA 98221 • 360.293.1937 )work) kevinc@cityofanacortes.org I www.cityofanacortes.orct My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From: Cricchio, Kevin Sent:Tuesday, September 4, 2018 10:41 AM To: 'Jason Sterling' <jasons@strandbergconstruction.com>; 'Herrigstad' <dale@herrigstad.com>; 'Nels Strandberg' <nels@strandbergconstruction.com>; 'Dustin' <dustin@anacortesfamily.org> Cc: Lange, Steve <stevel@cityofanacortes.org>; Nelson, Kait<kaitlynn@cityofanacortes.org>; Frisinger, Rob <robf@cityofanacortes.org>; Measamer, Don<don@cityofanacortes.org>; Grage, Libby<LibbyB@cityofanacortes.org>; Fyrrce, Groc<gfyrrce@cityofanacortes.org> Subject: Comments Received -Affordable Housing Complex, BLD-2018-0500; 1016 27th Street 9-4-18 RE: Comments Received-Affordable Housing Complex, BLD-2018-0500; 1016 27th Street Jason, Nels, and Dustin, Attached are comments received to date regarding your affordable housing development/project. If any additional comments come in, I will let you know. Also attached are comments for the city's third party reviewer of your stormwater drainage analysis.The drainage analysis will need to be corrected accordingly and re-reviewed by either the Public Works Department or third party reviewer. Please correct accordingly and resubmit all revised material/plans.Thanks. i Kevin Cricchio, AICP, ISA, WPIT I Associate Planner I Certified Arborist Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6t"Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From: Cricchio, Kevin Sent: Tuesday, August 21, 2018 2:01 PM To: 'Jason Sterling'; 'Herrigstad' ; 'Nels Strandberg'; 'Dustin' Cc: Lange, Steve; Nelson, Kait; Frisinger, Rob Subject: PCED Review-Affordable Housing Complex, BLD-2018-0500; 1016 27th Street 8-21-18 RE: PCED Review-Affordable Housing Complex, BLD-2018-0500; 1016 27th Street Hi Jason, Nels, and Dustin, I have completed my review of your building permit application just now. In addition to the need of a boundary line adjustment, the plans associated with you building permit application need to show a 32" high fence/or hedge around the required open-space per AMC 19.46.040(B)(1)(b). Please revise accordingly. Also, we recently received comment from our third party reviewer(Gray &Osborne) of your drainage analysis/SWPPP. I have forwarded this letter to your project surveyor for corrections. If you have any questions, please let me know.Thanks. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacorfes.orq I www.cityofanacortes_org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 2 ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager P.O.BOX'547,ANACORTES,WA 98221 PH(360)293-1920 'lr E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 Review Summary ' Date:September 5.;2018 To:Kevin Cricchio, Senior ociate Planner From: Steven Lange Subject: Review Summary for the Anacortes Family Center—2702 27h Street (PW#18-140-DEV) cc: Fred Buckenmeyer, Eric Shjarback, Don Measamer, Libby Grage, Kevin Cricchio A review of the associated documents for the Anacortes Family Center was completed by the Public Works Engineering Department on September 4, 2018. This review takes into consideration the following submittals and reviews by others: 1. August 7, 2018: Drainage Analysis MR#1 to MR#9, dated July 24, 2018 2. August 21, 2018: Drainage Report reviewed by others and 3rd party. 3. August 7, 2018: Construction Civil Plans, Revised July 24, 2018. 4. September 4, 2018: Review completed by Public Works Engineering. 5. September 5, 2018: Review comments drafted and routed to Planning. Below are the findings. Construction Civil Plan (Dated July 24, 2018) Not all comments are represented in this memo. See the plans for additional comments. 1. Sheet Cl: Update the project contact information, 2. Sheet C1: Add the Public Works project number to each sheet. 3. Sheet C1: Revise the signature block to read "Accepted". Not`'Approved". 4. Sheet C1: Identify MH or C.O. G-037 in the alley way. 5. Sheet C1: Public records identify the Sewer Conveyance line in the alley way to be a 6-inch concrete sewer main. Based on the number of units existing and proposed, the 6-inch sewer is over capacity. ra: 1124 • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services 4 w P Engineering Standards, Chapter 5—Sanitary, Section S1-10, Item C, requires the side.services for units over 10, to be a minimum size of 8-inch and shall connect to a manhole. 6. Sheet C1: Project does not identify the dumpster location. Although, the project is requesting the dumpster to be placed in the Public Alley Way. An Encroachment Agreement Application has been submitted for review. Payment has not been processed. It appears that the dumpster will block access to one parking stall. This should be reviewed by the project team and the City prior to moving forward with the Encroachment Agreement process. 7. Sheet Cl: When constructing the first AFC, an ADA accessible ramp was installed on the south side at the end of the Public Right-of-Way with the intent of another being placed on the north side. The intended crosswalk is at Commercial Avenue and 27th Street. There is a need to have a sidewalk ramp on the north side as stated above. 8. Sheet C1: Further detail is needed between the existing guy anchor and future conflict with vehicles or tripping hazards. There is a proposed parking stall under the guy anchor, although, not being counted as one. 9. Sheet C1: Further clarification is needed on the project note related to the relocation of the water meter with a fire line, It is confusing. 10. Sheet Cl: Existing Rain Garden is designated for the existing impervious area for water quality and not sized for the proposed impervious area. Project is proposing to utilize the existing Rain Garden for water quality along 27th Street. It is also confusing since the Drainage Report states that a Rain Garden is infeasible, 11. Sheet C1: How is water quality being provided for the proposed impervious area in the Public Alley Way and parking area? Plans do not show the referenced Rain Garden in the Drainage Report. Verify the size of the existing Rain Garden to ensure available capacity. Drainage Report identifies the Rain Garden as Infeasible, but yet the previous project utilized them. Provide further clarification. 12. Sheet C1: Provide a reference to the Soil Amendment requirement. 13. MR#2 does not match the Site Plan Erosion Control Plan. See attached. 14. MR#2 — Element 1 — Identify the Chain Link Fence around the entire perimeter of the site. 15. MR#2— Element 2—Needs to be identified on the plans. 16. MR#2— Element 3 — Project needs to identify the proposed location of the Temporary Sedimentation Pond. It is referenced as a possible BMP for the project. 17. MR#2 —Element 5—Needs to be noted on the plans. A "y a < • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services •qP 18. MR#2 — Element 6—This item should be reviewed and made project specific. 19. MR#2 — Element 7 —Needs to be more defined and shown on the face of the . plans. Another CB insert is necessary at Commercial Avenue and 27th Street. What is proposed to protect the inlet of the existing Rain Garden? 20. MR#2— Element 9—Where will this be placed? Needs to be shown on the face of the Plans. As part of the BMP's, the contractor will provide a Spill Prevention Pollution Plan Report and keep the Kits on-site. Identify the location of the covered storage container. 21. MR#2 — Erosion Control Notes, Item #E — Identify the sign location with CESCL and 24-hour number. 22. MR#2— Identify the Construction Access locations. Even though the project identifies one location as being in the alley, it is anticipated majority of the deliveries and access will be from 27th Street. Very similar to the last AFC project. Drainage Analysis (Dated July 24, 2018) • 1. 3rd party review comments have already been forwarded to the Engineer of Record, dated August 17, 2018. See attached. 2. See attached Drainage Report for review comments. • • a Water a Wastewater ® Streets o Storm Drainage ® Engineering • Solid Waste 0 Transportation•Equipment • Capital Projects • Development Services fl- — > •t4.18 516114-1 Planning, Community, & Economic Development Department PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 • 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington(SWMMWW).A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name:Anacortes Family Center1P 7/-,„ ['Err .s_ Site Address:1018-1020 27th Street i „AUG i I'i Prepared By:Dale Herrigstad,PE CITY OF 1-NA t l=TER The Stormwater checklist or building permit determined that: D The 13 elements must be addressed for D These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq. ft. sq.ft. of hard surface area. or more of hard surface area. This means that an attached narrative and site plan • are required with this document. Under each element, explain the best management practices(BMPs) used or justify reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or justification. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. Cl Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. A temporary chain link construction fence will be installed at the perimeter of the construction site. This will be installed prior to beginning construction. BMP to be monitored daily and repaired as needed. ot._1 AR.004.1 Page 1 of 8 March, 2017 ELEMENT 2: Establish Construction Access 0✓ Limit construction vehicle access and exit to one route,if possible. O Stabilize access points with a pad of quarry spans, crushed rock, or other equivalent BMPs,to minimize tracking onto roads. .0 Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. O If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day,or more frequently as necessary(ex:wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. 0✓ Conduct street washing only after sediment is removed in accordance with the above bullet. O Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters.of the State. Per BMP C105 a Stabilized Construction Entrance will be installed at the alley. Crushed rock.parking along 27th Street. Any dirt or mud that is tracked onto the roadway will be clean immediately. To be installed prior to construction. BMP to be monitored daily and repaired as needed. 5'.>C ,, R4CSLI ELEMENT 3: Control Flow Rates CI Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity arid peak volumetric flow rate of stormwater runoff from the project site. O 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. Property to have silt fence(BMP 0233)or wattles(BMP C235)installed to protect down hit adjacent properties. Wattles will be installed along gravel parking as condition require. ELEMENT 4: Install Sediment Controls 0 Design, install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. l7 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. 0 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. ❑i. Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March,2017 • infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. • ElLocate 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. I Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. El 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. Per BMP C233 a silt fence will be installed on the downhill side of the site per the site plan. To be installed prior to the start of construction. • BMP to be monitored daily and repaired as needed. 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 poiyacrylamide (PAM),the early application of gravel base early on areas to be paved, and dust control. El Control stormwater volume and velocity within the site to minimize soil erosion. ElControl 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. p 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 l Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. ❑r Stabilize soil stockpiles from erosion, protect with sediment trapping measures,and where possible, be located away from storm drain inlets, waterways, and drainage channels. • ElMinimize the amount of soil exposed during construction activity. O Minimize the disturbance of steep slopes. CI Minimize soil compaction and, unless infeasible, preserve topsoil. 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 polyacrylarnide(PAM),the early application of gravel base early on areas to be paved, and dust control. install plastic covering per BMP C123 on Soils Stockpiles.BMP to be monitored daily and repaired as needed. r ELEMENT 6: Protect Slopes El Design and construct cut-and-fill slopes in.a manner to minimize erosion,Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces(Ex:track walking). Page 3 of 8 March, 2017 • II d 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. El 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. a Where 15-minute time steps are available In an approved continuous runoff model,they may be used directly without a correction factor. 0 Place excavated material on the uphill side of trenches, consistent with safety and space considerations. CI Place check dams at regular intervals within constructed channels that are cut down a slope. Consider soil types and its potential for erosion. El Stabilize soils on slopes,as specified in Element 5. fr] BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. 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 (for example,track walking).To be installed as soon as grading for building site is established and slopes are present at the site. BMP to be monitored daily and repaired as needed. / eppumr l � .5;654 2 ELEMENT 7: Protect Drain Inlets C 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. Q 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). Ci 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. El 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. El Inlets should be inspected weekly at a minimum and daily during storm events. Storm Drain Inlet protection(BMP C220)or wdot stnd plan 140.20-00 devices will be installed at existing catch basins in the immediate vicinity of.the project. To be Installed prior to the start of any construction. BMP to be monitored daily and repaired as needed, > Ntsr..4ime- s i -r , 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. 0 The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check darns as necessary to function as an anchor and to slow the flow of water. No stormwater runoff will be conveyed off site via channels,swales,or streams. If needed,temporary sed.trap to be installedd and any runoff will be channeled or conveyed to trap. �� ELEMENT 9: Control Pollutants 0 Design, install, implement,and maintain effective pollution prevention measures to minimize the discharge of pollutants. l 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. CI 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. ElConduct maintenance,fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. El 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. ❑r 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. El Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust,fly ash, new concrete washing and curing waters,waste streams.generated from concrete grinding and sawing,exposed aggregate processes, dewatering concrete vaults,concrete pumping, and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 • p 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. CI Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. 0✓ Woody debris may be chopped and spread on site. El Conduct o:il 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.. Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts. To be installed prior to foundation!concrete installation. BMP to be monitored daily and repaired as needed. 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 O 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 orsediment pond. O Discharge clean, non-turbid de-watering water, such as well-point ground water,to systems tributary to,or directly into surface waters of the State,as specified in Element 8, provided the de-watering flow does not cause erosion or flooding.of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State"may exist on a construction site as well as off site;for example,a creek running through a site. ❑✓ Handle highly turbid or contaminated dewatering water separately from stormwater. 0 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. O Discharging sediment-laden (muddy)water into waters of the State likely constitutes a violation Page 6 of 8 March, 2017 of water quality standards for turbidity.The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. If dewatering is needed all discharge will be directed to a temporary sediment trap.(BMPC24o). ,aQ`r S ,t• ' 1 T'►i15 'S1-2-1 141=01Z4 -'1+t � n4"" C J 4 rt1Tt iE S CAP Deus,{=1:3l t,iL . ira2_ S ELEMENT 11: Maintain BMPs CI 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 blo-degradable and designed to remain in place following construction such as compost socks. ❑✓ Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction,it shall be removed and the facility shall be returned to the conditions specified in • the construction documents, I] Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. BMP to be monitored daily and repaired as needed. ii64.11 , tfirS { cz iet Rai -Vizercti = ELEMENT 12: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction,the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Management details starting on ® 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. El Inspection and monitoring Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. Cl Maintain, update,and implement the SWPPP. D Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan(e.g., subdivision approval). El From Oct 1 through Apr 30, clearing,grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7 of 8 March, 2017 _ II 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.contro'l 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, I] 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. BMP to be monitored daily and repaired as needed.A Certified Erosion and Sedimentation Control Lead CESCL is yet:to be determined for this project 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. ocoie5ii St ka * j ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see , : <,for requirements. a.uy.y...a.,o.e �wma DaleHerrigstad ;a��.m��w�. ,«;»dwm.�� duly 25,.2018 Applicant Signature Date Page 8 of 8 March,2017 CONSULTING ENGINEERS August 17,2018 Mr.Steve Lange Project Manager City of Anacortes P.O. Box 547 Anacortes,Washington 98221 SUBJECT: PLAN REVIEW,ANA.COR LhS FAMILY CEN I'ER CITY OF ANACORI.'ES, SKAGIT COUNTY,WASHINGTON G&O#18443.04 Dear Mr.Lange: We received the plans for the Anacortes Family Center Affordable Multifamily Building on August 15,2018. The site is currently developed with two single-family homes and one shed. The proposed project consists of constructing one 20-unit apartment building, 15 paved • parking spaces,and a sidewalk. Stormwater runoff from the entire developed site is proposed to be discharged directly to the City storm sewer system. The submittal included: • Civil Plan Set • Building.Plan.Set • Drainage Analysis • Construction Stormwater Pollution Prevention Plan • Assessors Map and Details a Building Permit Application We offer the following comments to the developer regarding our review of the submitted information. • 3710 168th Street NE, Building B, Suite 210 Arlington, Washington 98223 (360)454-5490 Fax(360)454-5491 Pink.N,mydeo p ui Mr. Steve Lange August 17, 2018 Page 2 DRAINAGE ANALYSIS ` [S Project Description 1. The project description is difficult to understand, stating The project is to construct[building,walkways,parking]....on a 12,500 square foot site where9,153 square foot of lot at 1018-1020 27t1'Street." It is unclear what the 9,153-square-foot area represents.. Please revise as needed for clarity. Minimum Requirements 2. Minimum Requirement 5 selects List#1,stating that the project triggers Minimum Requirements 1 through 5. As shown earlier in the Drainage Analysis,the project triggers Minimum Requirements 1 through 9.. Following Section 2.2.5 of Volume I of.the SWIv1MWW,the applicant should select from either List#2 or achieve the Low Impact Development (LID)Performance Standard and BMP T5.13. Please revise accordingly. 3. It is noted that flow from the new project will enter existing rain gardens to the east. Verification should be provided that overflows exist within these rain gardens and/or they were sized to handle the flow from the new impervious area. CIVIL.PLANS General 4. The plans are missing a legend. Please add a legend that includes all existing and proposed features. 5. Please include a sheet index listing the numbers and titles of all the sheets included in the.plans. Site, Grading,and Erosion Control(Sheet CI) 6. Please provide the invert of the 6-inch storm drain pipe entering the existing catch basin. 7, Please identify the vertical and horizontal datum. 41 .)11 Mr. Steve Lange August 17,2018 Page 3 8. The statement under Item C of the Erosion Control Notes is unclear. Please revise for clarity. 9. The SWPPP states that a concrete washout area will be used to control pollutants. Please identify where the concrete washout area(Detail G on Sheet 3)will be located.oil the plans. 10. Item L of the Erosion Control Notes states that"all dewatering shall discharge into a sediment trap or sediment pond." Please show on the plans where the sediment trap or pond will be located and provide a detail with associated sizing information. Please contact me if you have any questions on this plan review, Sincerely, GRAY&OSBORNE,INC. Stacey A. Clear,P.E. SAC/hh Encl. • Z1 ��2 ta.„0 lb 15-1 ' ` ' l' HER. 1GSTA:D ENGINEERING PS Civil Engineer 43.20 Whistle Lake Road Dale Ylerr•igstad,P.E. Anacortes, WA 98221 (360) 299-8804 101840.20 27`1' Street Anacortes Family Center DRAINAGE ANALYSIS July 24, 2018 ri)tE, 1:? 11 6I ti Job#2017-11'7 I ' ':_ii Prepared By CITY OF AI AC ,R7'ES Dale K.I lerri:gstad P.E.. 4. ..',Q0 WAS!"liA,?,9�,` • ''''''':%4c, - erA- C5 ' i'2*'°/ 5 Owner: Anacortes Family Center 2702 Comthercial Aveinue Anacortes WA 98221 The storrnwater plan will be based on the requirements of the 2014 DOE-Stormwater Management Manual For Western Washington, as required by the City of Anacortes Drainage Ordinance. 2 TABLE OF CONTENTS Page SECTION TITLE 2 PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 DOE Stormwater Management.Manual Minimum Requirements 3 Minimum Requirement#1; Prepare a Stormwater Site Plan. 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWPP) • 4 Minimum Requirement#3: Source Control of Pollution 4 Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls 4 Minimum Requirement#5: On-site Stormwater Management 5 Minimum Requirement#6: Runoff Treatment 6 Minimum Requirement#7: Flow Control 7 Minimum Requirement#8: Wetland Protection 7 Minimum Requirement#9: Operation and Maintenance ATTACHMENT A Existing Site&Erosion Control Drawing ATTACHMENT B Developed Site Drawing ATTACHMENT C Soils report ATTACHMENT D DOE Manual Flow Chart Figure I-2.4.1 ATTACHMENT E Soil amendment requirements PROJECT DESCRIPTION -- NcvStis.4G - LT A ak =11163 FThis project is to construct a 4,409 square foot building and 4,832 square feet of walkways, porch,patios and parking areas for a total of 9,241 square foot total impervious area on a 12,500 square foot site where 9,153 square foot of lot at 1018-1.020 27th Street. See ATTACHMENT B.. EXISTING SITE CONDITIONS The 12,500 square foot or 0.29 acre site is currently developed with two existing homes and shed (1,944 sf—0.04 acres)that will be removed. The remainder of the site is grass. The site slopes at an average from the west down to the east at 2% over the site. See ATTACHMENT A. Linda Spicher,'Septic System Designer,completed.a soils report for the site and is included in ATTACHMENT C. The underlying restrictive soil layer was found on site at 17" and 24" on the north side of the site and 19"on the south side of the site, The water table was found at 9", 18"and 11"respectively. 3 DOE Stormwater Management Manual Minimum requirements: According to the 2014 DOE manual figure 1-2.4.1 Flow Chart: Does the site have 35%or more of existing impervious coverage—No Does the site add 5000 square feet of new impervious surfaces—Yes Does the site convert 3/4 acres or more of native vegetation to lawn—No Does the project have 2,000 square feet of new impervious surfaces—Yes Minimum requirements#1 through#9 apply to this project. (See flow chart in ATTACHMENT D) Minimum Requirement#1: Prepare a Stormwater Site Plan. Volume 1, Chapter 3 steps(page 3-1). Step 1. Collect and Analyze Information on Existing Conditions. The site slopes at 2% across the site. The site is developed with two single family homes and a shed with the remainder of the site in grass. An apartment lies to the west and multi-unit shelter to the east.. 27th Street to the south and alley to the north. The site soils,as discussed above are found to be shallow with a restrictive layer at 17"to 24"below the surface with a water table at 9"to 18". The soils report is included in ATTACHMENT C. Step 2. Prepare a Preliminary Development Layout. During construction all 12,500 square feet of the lot will be disturbed. A proposed layout is attached as ATTACHMENT B. Step 3.Perform an offsite analysis: Stour water from this site sheets to the northeast and into the alley drainage system. A large apartment building borders the uphill property where roof water is collected and taken to the storm drainage system and not affecting the property. The enclosed drainage systeln.lro4nning in the alley flows north to 26th Street in an 18" storm pipe. Drainage turns or 1A a block then north through the Hospital pro.- in a 24" and 36"storm pipe and back to an 18"pipe north of the Hospital property r, 22'td Street. At 22nd Street the Star • ater flows east to Fidalgo Bay entering at the Anacortes Marina and approximately 3,5e feet from the project site. L.f p ,, Z'1`Cc . SO TO The City of Anacortes 2007 Storm Water Management Plan identifies the basin for this drainage as F3 and the Bay outlet as#41. The modeling shows much of the downstream pipe from this site as surcharged. 2-d c, z t/U-K. 4u C t" iat , zesx Step 4.Determine.and Read Applicable Minimum Requirements. Threshold requirements: See DOE flow chart 2.4.1 in ATTACHMENT C. The total new impervious area is over.5,000 square feet:at 9,241 square feet. Minimum requirements 1 through 9 are requited. Step 5.Prepare a Permanent Stormwater Control Plan A storm water plan is provided in the developed site plan in Attachment B. LID options will be addressed in Minimum Requirements#5 below. Step 6. Prepare a Construction Stormwater Pollution.Prevention Plan. See minimum requirement#2 below for SWPPP. ' h el^1di.. dP Step 7. Complete a Stormwater Site Plan: � =�' 4 The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. Offsite analysis is provided in section step 3 above, Step $. Check compliance with all applicable minimum requirements: To take place during review and during and after construction. i- "1►2ssc-I1a1-4 eU "' . vtl .fit-+C5 :11-t 1,1 Minimum Requirement#2: Construction Stormwater Pollution Prevention(SWPP) This project must meet the 13 elements of a SWPP because the site exceeds the threshold of 2,000 squire feet of new impervious surfacing. See the attached SWPP plan. See ATTACHMENT E. Minimum Requirement#3: Source Control of Pollution During construction the site will be open and subject to erosion. BMP's as described in the erosion control plan must be constructed at the source to limit erosion and sediment laden runoff. The most common erosion source is exposed soils to rain. Covering the slopes as discussed in the SWPPP shall be:implemented. ' a Ccmmtr> ; Sw41-1 Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls This site surface water naturally drains to the northeast and onto the neighboring property of the all1horth. The site does not infiltrate to any great degree due to shallow water table. f:1 5 Pry VAS "Pis .Th b - prvz- 1.►G- 1��► t 1 T Y. Minimum Requirement#5: On-site Stormwater Management V'5.1 .1 otesat. s ianee—.0v444. As indicated above the impervious soil layer was found on site at 17"to 24"in depth as shown 3nrf;- 6,,, n�the re The water table was found at 9"to 18"respectively. The site will be thoroughly re- (trwciac L QIIA graded. See ATTACH ENT B. 15 io3r 1' 1-f) BAH'T5.13: Post-Construction Soil Quality and Depth,Lawn and landscaping areas: 14,91. 4exi4 All disturbed site soil will be amended as required by the post construction soil quality and depth requirements and will be implemented at the building permit stage. The design guidelines for the soil requirements are included in ATTACHMENT E. 1.361E bM T1 t' q LIST#1 because the site triggered Minimum requirements#1 through 4ge 1. BMP T5.30:Full Dispersion-Requires native vegetation on site and there is no native vegetation on this site. Full dispersion is not feasible do to no native vegetation on this property. BMP T5.10A: Downspout full infiltration-Minimum setbacks shall be 10 feet from any structure and 3 feet from pavement and 3 feet or more of permeable soils to the seasonal high_ground water table. The ground water table is a maximum of 18"below the ground surface. Infiltration is not feasible, 2. BMP T5.14A: Rain Gardens or BMP T7.30: Bioretention Cells,Swales,and Planter Boxes-Not feasible if the Rain Garden or Bioretention facility cannot be located on slopes less than 8%o and if minimum of 1 foot vertical separation to the seasonal high table,bedrock or other impervious layer can not:be achieved below rain garden or Bioretention cell. Rain garden and Bioretention is not feasible due to the shallow water table of no greater thanl8". nXt -► Tikca '' 1N t4 ! -+ � cwt. 5 3. BMP T5..1.0B.: Downspout Dispersion Systems—A vegetated flow path of at least 50 feet must be maintained between the outlet of the trench and any slope steeper that 15% and 25 feet to any structure or property line. Downspout dispersion is not feasible due to close proximity parking lots and property lines. 4. BMP T5.1 OC: Perforated Stub Out Connections—Do not place perforated stub outs above slopes greater than 20% and maintain at least I foot of separation from the bottom of the trench and the seasonal water table. loot rble due to shallow water table of 18". OTHER HARD SURFACES (driveways and patios) 1. BMP T5.30:Full Dispersion—65% of the site must be maintained in a forested or native condition. There is no native vegetation. BMP T5.15: Permeable Pavements—Not feasible when within 50 feet of the top of Slopes greater than 20%. Also must maintain at least one foot of separation to the ground water or an underlying impermeable layer. Not feasible due to shallow impeineable layer of 24"and water table at 18". BMP T7.30: Bioretention Cells,Swales, and Planter Boxes—Not feasible if the Bioretention facility cannot be located on slopes less than 8%and if minimum or 1 foot vertical separation to the seasonal high table,bedrock or other impervious layer. Bioretention Cells, Swales and Planter Boxes are not feasible due to shall water table at 18". BMP T5.12: Sheet Flow Dispersion—A vegetated flow path of at least 50 feet must be maintained between the outlet of the trench and any slope greater than 15%. Not feasible due to no flow paths of 50 feet. BMP T5.11: Concentrated Flow Dispersion—Do not place the discharge point on or above slopes greater than 20%and maintain ea vegetated flow path of at least 50 feet between the discharge point and any property line,structure or steep slope. Not feasible to no flow paths of 50 feet. The new paved parking areas will be graded to flow to the east. The southern parking area along 27th Street will sheet to an existing rain garden6laced in a planter Lt ".51 - • e.`'1-1` st approximately 60 feet from this site. The northern lot will sheet to an existing catch tt ' basin with a portion sheeting to an existing rain garden also located in a planter and the rear of the adjacent building also under the same owner ip as this project. The roof will be connected directly to the storm drainage system. 476 - -) t.ata v,cees. e'CAM c511Vekts. tS ... utPSt2C OcZkvelea, $drzs--r67. Minimum Requirement#6: Runoff Treatment Threshold requirements for determining the applicability of runoff treatment. Projects in which the total of pollution-generating bard surface(PGHS)is.5,000 square feet or more in a threshold discharge area of the project, or Projects in which the total.of pollution-generative pervious surfaces(PGPS)-not including permeable pavements-is three-:quarters (314) of an acre or more in a threshold discharge area, and from which there will be a surface discharge in a natural or man-made conveyance system from the site. 6 • The total PGHS projected for this site including parking area is 4,832 square feet and less than the 5,000 square foot threshold. The roof is covered with a backed enamel coating and not a PGHS surface. 2012 Manual ti-4.1.3 Flows Requiring Treatment. The total disturbed site is 0.35 acres and less than the 3/4 acre PGPS threshold, Treatment.is NOT required. Minimum Requirement#7: Flow Control Threshold requirements for determining the applicability of flow control, • Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge area, or • Projects that convert%acres or more of vegetation to Iawn or landscape, or convert.2.5 acres or more of native vegetation to pasture in a threshold dis-charge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site,or • Projects that through a combination of effective hard surfaces and converted vegetation areas cause a 0.10 cubic feet per second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one-hour time steps (or a 0.15 cfs increase using 15-minute time steps). The new impervious area of 9,241 square feet(0.2.1 acres) (0.10 acre roof and 0.11 acre parking and sidewalks)is BELOW the threshold discharge area of 10,000 square feet. The overall disturbed area is 12,500 square feet (0.2:9 acres). The overall site is less than 1/4 of an acre The increase in flow for the 100-year flow frequency is 100 year PREDEVELOPED (forested) 0. 1144 cfs 100 year DEVELOPED 0. 2113cfs Increase in runoff is 0�0 69 cfs and LESS than the 0.10 cfs Flow Control is NOT required. Q WWHM2012 &jAu U 1. evrrz` m f j L12C.iliAe eD,. PROJECT REPORT (�� .1e• Project Name: default[5] L Site Name: Anacortes Family Center Site Address: 1020 27th Street City : Anacortes Report Date: 7/24/2018 Gage : Burlington Data Start : 1948/10/01 Data End : 2009./09/.30 Precip Scale: 0.83 Version Date: 2.016/02/25 Version : 4.2.12 PREDEVELOPED LAND USE 7 Pervious Land Use acre C, Lawn, Flat .25 Pervious Total 0.25 • Impervious Land Use acre ROOF TOPS FLAT 0.04 Impervious Total 0.04 Basin Total 0.29 MITIGATED LAND USE Pervious Land Use acre C, Lawn, Flat .08 Pervious Total 0.08 Impervious .Land Use acre ROOF TOPS FLAT 0.1 DRIVEWAYS FLAT 0.11 Impervious Total 0.21 Basin Total 0.29 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.02233 5 year 0.037785 10 year 0.051199 25 year 0.072399 50 year 0.091707 100 year 0.114413 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.072272 5 year 0.102887 10 year 0.125685 25 year 0.157476 5.0 year 0.183399 100 year 0.211305 Minimum Requirement#8: Wetland Protection There are no wetlands on this site. The downstream system is enclosed to a discharge.point 3,500 feet downstream to Fidalgo Bay, Minimum Requirement#9: Operation and Maintenance The drainage system within this project will remain private and the responsibility o.f the homeowners for which it serves. �,�, V 60:* 1i:31‘, .. i14'6› `tom 0,4362-° t es. ep-1,„4G6tA-Rtrivi4tt...1-8r4.4-44 • • I EX. STEEL BLDG PROVIDE INLET X CT I YPCII I u. 4 PROTECTION j ..l SITE PROTECTED WITH 6' CONSTRUCTION ! 1�'I' ! DDT STND PLAN -.... 't t.. TALL TEMP, CHAIN LINK ENTRANCE Si A X1.13DO CONSTRUCTION FENCING DOE BHP C105 � ; -., ..••,•_ - _del 1411i kv EDGE OF ASPHALT - / I LP.E-53.:i ' 3,25X e5....A — i- '& NB9•59[9•E 92.4416' ALLEY - 1 `� SHED ���� L`- r , II' 308 SF ''' Jl • I �4`i ' egg Ix �, I vi. E. GD i YPE t r! ali1 9,15.3 SF LOT t PROVIDE SILT FENCE I, i /�BMP C233 WATTLES �2 != Qom" EXISTING. HOUSES i 1 AND SHED TO B m� DUWNSSLLOPE OF I z 'd_: g H REMOVED r.iIA PROPERTY 0 ILA) ei It Iz ii • II °� 1012. — WI n -i i 1. 27TH ST: �- [_ b • H I J 1 x - 'XIST, •y 1 1-GUSE EXIST, _ • `` N HOUSE .: I 1020 - ,r-14A1$t 910SF f w • 7.26 SF --, r----..—\ �: LIGHT N89'5219•E:19E441 I - OrPOLE �. SIDEWALK r7' EX, /ER - EX, SIDEW K —I ` c� w JLT ,., / �' PPEX,ST, t a PP 68 57' I PAR(1NG - �N. \-PR ODEi WATTLES 3 �� NEW'AC PHAL7L[JN6 } DGE OF EX, ASPHALtgir — EDGE JD:. C.BIV: II531982' I 27TH STREET B` sr,_: ITYP:2 %— — — — — — — — EX, BURLINGTON-C4— 1 1 t„.=6L t," • J• F p,C6 SW RAMP . x IV BRAN- / EX. FERE I HYDRANT I GRAPHIC SCALE 15 0 15 30 60 i ., I ( INP�r ) 1 inch 30 ft. HERRIGST�D ENGINEERING & SURVEYINGExisting & Erosion Control Site Plan 4320 WHISTLE LAKE ROAD 1018-1020 E7th 'Street, Anacortes ANACORTES, WA 98221 299-8804 A T T A.0 H V E N T A ALLEY PAVEMENT SECTION • 2' ASPHALT EX, STEEL BLDG , ( 6' GRAVEL BORROW i. - LOCATE EXIST, SANITARY SIDE ' _', Cli I VI:1-1 Ls— SEWER AND REPLACE TO I R''-=`1' 1 •'i SEWER MAIN WITH 38 LF 6' r',I 1. 6' S<1 I,E c' ' 'C I''� PVC MINIMUM SEWER PIPE TO +:'E; 'i CA T.t . { Lt,c.s 1 SADDLE SEWER MAIN, i' G J 3: `' 6731 EDGE OF ASPHALT\ 5',•'t 6e,a _ L , o° pv lb' ALLEY T 2J 3 255 SF IY — 67 30 33 % }t ASPHALT I ..—\/ ND9'58'19'E 92.4 �, 'A��- i 7 u PP I !. _ I E II F-`'// I # 1 ` rf 1 I ENCLOSUREGARL b8,80" 11 — AGE T:- 1 ill_ r ri _it y-�s Ei, f6B'40 11 =:-, II �y w I f rm t -I-LOCATE AND CT, TYPE] I 7D,4D ROOF AND------- CONNECT W/ ,., itT i=(r.kC' �:r m LOT AREA - FOOTING DRAINS 0. NEW 6° PVC SD cJ ¢.' - TO CATCH c.., '1 > 9,153 SF BASIN I ,_„1 g I BUILDING AREA. 1012 27TH ST, °05 I z = 4,409 SF FAMILY ,i t L FLOOR Zo _i SHELTER o W I d LI' ELEVATION o co J I a FIRE � N RISER ROOM IGHT �`. N89'S8'19'E 92.44'. 4 fi ' C7 POLE NEVSt;SIDEWALIC a N EXIST. 5' S' WALK - H EX: SIDEWALK RAMP --- �— i EXIS , i 1—b ~.." 6996 Irr 11 ty , I RAMP o RP 6, RADIUS \ - ` ' , \ r.;"I 18, 7 I GUY IRE PP E p 5T :.";t `j'•\ i •;b 1 ' ,rt 1,5771i S PA.,LING ; , 1 URB 7D.29' I1 OF EX. t9.11'/ EXIST, ' k 2aNCRETE V 69432' 4 RAIN •EX. CR141- #81918.2' 27TH STREET GARDEN ' SD 111 6 SECTION A-A t RI11=67,01` } — — — — — EX, DI:`:.RLINGTON C11-1-3 :11,r-61 --._ R 14`-&6,70' „ LE,,,64,40' 4,4° It v_.. .._.. ,_._.m.u I. SW RAMP !R FAQ O -i ` I 0 K( I-X. FIRE RELOCATE WATER METER IN 4' WATER TAP AND VALVE HYDRANT I SIDEWALK W/DRIVEOVER LID IN IRON CASE AND COVER AND REPLACED 1' SERVICE 70 LF 4' DI FIRE SERVICE LINE TO - LINE ALONG WITH NEW 4° BLDG, SEE FIRE SUPRESSII]N FIRE WATER SERVICE LINE DESIGN FUR PIV AND FDC, TB BLDG, GRAPHIC SCALE - 1> .6 " i - eD'-- 1 Ptt =..1 A ST i 15 0 15 30 6.0 : -) ( IN FEET ) 1 inch = 30 ft. IIRRRIGSTAD ENGINEERING & SURVEYING Developed Site Plan 4320 NESTLE LAKE ROAD 1 18-1020 27th Street, nacortes A.NACORTES, WA 98221 299-8804 A T T A C -- v E \T 3 ATTACHMENT C Soils Report Linda Spicher, Septic System Designer (360)708-3004 Project/Client: Anacortes Family Center Page of • Site Address: 1018 — 1020 27th Street, Anacortes Parcel Numbers: 57346 & 57345 4Z- Contractor/Builder: Strandberg Design Date on Site: 04/09/18 :'` sPICHFP, A ZED O 31GNER Map Unit, Natural Resources Conservation Service: #20 EXPIRES 09-29-(b y Bow-Urban land complex soils are very deep and somewhat poorly drained. • Permeability is slow, and available water capacity is high. Runoff is medium, and the hazard of water erosion is slight. Hydrologic Soil Group: CO Soil Type' Loading Rate2 Soil Loq 1 0 — 13 brown silt loam w/clay pockets, disturbed 5 0.4 13 — 17 medium sandy clay loam, fine roots to 9" 6 0,2 observed water table at 12" anticipated water table at 9" Soil Loq 2 0 — 11 brown fine sandy silt loam w/ clay pockets, disturbed 5 0.4 11 — 18 dark brown ashy silt loam w/ clay pockets, disturbed, roots 5 0.4 18 — 24 gray sandy silty clay, fine roots 7 not suitable strong roots, no mottles observed water table at 18" anticipated water table at 18" 1 One of seven numerical classifications of fine earth particles and rack fragments as described in WAC 247-272A-0220(2)(e). 2 From Chapter 247-272A WAC! "Hydraulic Loading Rate" means the amount of effluent applied to a given treatment step, in this chapter expressed as gallons per square foot per day(gal/sq.ft./day). ATTACHMENT C Page of Soil Type3 Loading Rate Soil Loci 3 0 — 11 dark brown silt loam 5 0,4 11 — 16 red medium sandy ashy silt loam, mottles,, roots 6 0.2 16 — 19 gray gravelly sandy silty clay, fine roots 7 not suitable observed water table at 16" anticipated water table at 11" rt ## Or .:•' gib / s.01 -1' ;fib /i ! s. .se ::-44 Lou srici-ER b DESIGNER b� EXPIRES 09.2s.rf 3 One of seven numerical classifications of fine earth particles and rack fragments as described in WAC 247-272A-0220(2)(e). 4 From Chapter 247-272A VVAC: "Hydraulic Loading Rate"means the amount of effluent applied to a given treatment step, in this chapter expressed as gallons per square foot per day(galisq, ft./day). ATTACHMENT C . .�,y" 191 LOU SPICH6Y 645ED 0E5IGNER 7 EX. STEEL BLDG RE5 09.29- I - / „,,,,_ ,,, ,,, ___:...., , ...:,:__ _ _ _ I , ., - 4F ASPHALT - _,.. .. ti ,. . C IJG C 6 NB9.5B1l9'E'92,4416' AL L E' if _.� I SHED I �3s GARBAGE ENCLOSJRq f I r 9,1. SE j ;T, > TEST :PIT I — o L LOCATIONS a.. 1012 27TH ST, W i g f �s79 t W FAMILY — I . .. — SHELTER g — 6 cn •-- J y x <C 6 -OUSE HOUSE ' ¢ ' "' Mtn n 1020 1� A I 4tSDJT STND 101£3 ,,, PLAN 1 pi. f F-40.16-02LIGHT NB9'3B7S'E 9244'r • c- -,— C PLRt r' rc. / L_____ EX. SIDE R 7 a Sa57� EDGE of EX. ASPH-AL' 27TH STREET 67694.4' LEGEND ,o,a . , SW RAW 1 4f_ F-.- : `7,-...'S =s° " GRAPHIC SCALE 15 0 15 30 60 ( IN FEET ) C ', /. . 'Y-_ 1 inch = 30 ft. .HERRIGSTAD ENGINEERING & SURVEYING 1018-1020 27TH STREET 4320 1PIfISTLE LAKE ROAD SOILS TEST LOCATIONS ANACORTES, WA 98221 299-8804 4-5-2018 ATTACHMENT C .. -- Soil Map,—Skagittounty Area. Washington (1018 . 1020 27.th Street, Ahacortes) fpzI wets° moo &sic 52y5:�3J 2 59) 55`O yen 1D 5 3o I 'Yo- ..t: — - . _ ..• - Wyf �-. ,� ✓�W'� _1- �+w+, IRTy ^ ry.V + `�ll'Sk"l,. !•�,!� K.. •cr3. 'T Fc <'S4'�:�ci 7!?':� e�'. r h•�.' F. • «.I -_ ✓ �liti � +tl 3° 1 i' N • � _ �mmx�xvsmm ,iv.. . • �g 1— ""R • Y)ig.. • 7�. 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't'fet- G.� aC 4 - f '-i 11 •. .,=.1: -if ' , Rr; e1, ( J,C. i ; '. ;'.: 11 .: -if.S V J ' . / F _f.. _ 1--"-1 1 cv 528d o 52S 0 M8516 E 52 :u" cT 32EC O 5. s.i d_'�i 5ca t:851 printed oil R an 11" x 8.5" . :Meters htIN P i tx 1 . • cZ N 0 io i 40 m ^' 1 . t _ Feet it\ in, 4 r.Qff ?61 2dQ 1: aMap projecgoo; 'b'eb Mercator Comer cShcnaees: WG 4 edge fik WM Zone ION W«584 i USDA Natural Resources Web Soil- Survey �I3 o/z0; e AMIE Conservation Service National Cooperative. Soil Survey Page 1 of 3 Skagit County Area, Washington ZO—Bow-Urban land complex, 0 to 8 percent slopes Map Unit Setting • National map unit symbol: 2hvl cc- Elevation: 0 to 450 feet Mean annual precipitation. .20 to 60 inches `4;1/46, • Mean annual air temperature: 48 to 50 degrees F °t • Frost-free period: 150 to 220 days • Farmland classification: Not prime farmland r" s* L`tJU 5PICHER EhlS Map Unit Composition ED D #GNEK • Bow and similar soils: 60 percent WIRES o .29— • Urban land: 35 percent • Minor components: 5 percent • Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bow Setting • Landform.: Terraces, hilisiopes • Parent material: Volcanic ash, glacio.lacustrine deposits, and glacial drift Typical profile • Hi - 0 to 7 inches: gravelly ashy loam • H2 - 7 to 17 inches: very gravelly ashy loam • H3 - 17 to 31 inches: clay loam • H4 - 3.1 to 60 inches: silty clay Properties and qualities • Slope: 0 to 8 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class: Somewhat poorly drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) • Depth to water table: About 6 to 18 inches • Frequency of flooding: None • Frequency of ponding: None • Available water storage in profile: High (about 10.4 inches) Interpretive groups • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 4w • Hydrologic Soil Group.: C/D • Forage suitability group: Seasonally Wet Soils (G002XN202WA) • Hydric soil rating: Yes Description of Urban Land Interpretive groups • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 8 Hydric soil rating: No Minor Components Bellingham, undrained • Percent of map unit; 5 percent • Landform: Depressions • Hydric soil rating: Yes ATTACHMENT C . - -- --- -- i ii 1..! . t! . t. - - - 3 Start Here Does the site have at5:-:k Yes Sea RedevetopTrie;;.inirriunn ' •• 1 or more of existing --- ---------- s - - : Requirements and Flow Chart , L 1• inip.erlious coveraRe.? (Figure 1-2A.2). . • • .. •. •-. . . ;• I No . • • , • Dees the project convert 14' 1 -- 3 I 1 r acres or more of vegetation to Does Ihe.preject i7e111;i1l iT.4" lawn or landscaped areas, or 1 . 5,01.10 square feo, or; No - convert 2.5 acres or more of greater, of new plus. ------- native vegetation to pasture? replaoad:hard;surface : . .// \ No Yes / Yes l' Does the project result in 2,000 i square feet, or greater, of new plus . 1 replaced hard surface area? i Mt Minimum Requiferrients i i apply to the new-and replaced 1 hard;svuergfaectaetsi oann-areas,. - 4.,:.t; aRIVAti*. Nd .VeV =O1,...V4—,....311..15,=• IX . . ..,i:..•.. Does the project have tend- . • • • Minimum Requirements #1 disturbing activities of 7,000 • k i r 11 through-#5 apply to the new :!4 yes ' square fee' or greater? • ,... , and replaced hard surfaces ! • --:,•-• and the land disturbed, • ; -No ; ! 1 ( Minimum Requirement#2 r , I: applies, . ! . . ;. . • • . -, . - • is Figure 1-2 A 1 .•. . Flow Chart for 'Determining Requirements for ..-- ...„:„..-,,,•: ::,;_ New Development •: .••• D EPA ter Ni, is{T. or Rewsed June 2016 ECO L 0 G'Y , . . • P 1 e a s e:see titp://mmecy.wa..9,..alot opyriolithfirittor oppyright notice inolualra permissions, I .:.„ State- crf vitiasnintitoli lirritistrin otliability.and disclaimer. . , • .. :: ..., ... \a/ • ..-: 0 hert901.%45 Th) -M-4 Lic"- f-k, h V-41-- he\i'Lltc—I . ATTACHMENT DI • . .. .• ATTACHMENT E 4 PAGES BMP T5.13 Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwater func- tions including: water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration; water inter flow storage and transmission; and pollutant decom- position. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost, but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, com- posted woody material, biosolids, and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines • Soil retention. Retain, in an undisturbed state, the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. . Soil quality.All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall, at project completion, demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% organic matter content in turf areas, and a pH from 6.0 2014 Stormwater Management Manual for Western Washington 1 OF 4 Volume V- Chapter 5-Page 911 ATTACHMENT E to.8.0 or matching the pH of the undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers,where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for "pre-approved" amendment rates can be met only using compost meeting the compost specification for BIM T7.30: Bioretention Cells, Swales, and Planter Boxes (p..950),with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40%to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.) above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B,Testing Parameters, in WAG 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved" rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved" rate or at a cus- torn calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington 2 OF 4 Volume V- Chapters - Page 912 ATTACHMENT E More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not corn- pacted, does not need to be amended. Planning/Permitting/inspection/Verification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http://www.soilsforsalrnon.org/pdffSoil BMP Manual..pdf Maintenance • Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. • Plant vegetation and mulch the amended soil area after installation. . Leave plant debris or its equivalent on the soil surface to replenish organic matter. • Reduce and adjust,where possible,the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: . BMP T5.10B: Downspout Dispersion Systems (p.905) . BMP T5.11: Concentrated Flow Dispersion (p.905) • BMP T5.12: Sheet Flow Dispersion (p.908) • BMP T5.18: Reverse Slope Sidewalks (p.937) . BMP T5.30: Full Dispersion (p.939) (for public road projects) 3 OF 4 2014 Stormwater Management Manual for Western Washington Volume V- Chapters- Page 913 ATTACHMENT E Figure V-53 Planting bed Cross-Section Mulch Loose soil with visible dark organic matter • • Loose or � . .. fractured subsoil Reprinted from Guidelines and Resources For Implementing..Soil Quality and Depth BMP T5,13 in WDOE Stormwater Management Manual.for Western Washington, 2010,Washington Organic Recycling Council NOT TO SCALE BMWs - Figure V-5.3.3 Planting Bed Cross-Section DEPARTMENT OF Revised January 2016 ECOLOGY Please see http:7/www.ecy.wa.gov/copyright,html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington g 9' Volume V- Chapter 5 - Page 914 ATTACHMENT E • SO 1.1 di • r 1 l I v.....___D irday- Osborlae, liasce, (011111111 I CONSULTING ENGINEERS 1 s DATE: October 18, 2018 {{ TO: City of Anaeortes ATTN: Steve Lange 904 6th Street Libby Grage, Planning Manager PO Box 547 Anacortes, WA 98221 l . i FROM: Barry Baker, P.E., Project Manager PROJECT /I; C O# 18443.05 SUBJECT: Engineering Invoices) for Agreement 17-051-PLN-003 WE..A:RE TRANSMITTING: THE FOLLOWING: FOR: Eg 1-lerewith ❑ Prints ❑ Review and Comment 0 Under Separate Cover ❑ Construction Drawings n Approval ❑ Specifications ❑ Signature Number of Copies: 2 ❑ Shop Drawings ❑ Your Use and Files ! ' ❑ Change Order ❑ As Requested ❑ Legal Description ►1 Action Noted Below ❑ Letters ❑ El Invoices 0 COMMENTS: • We are submitting the enclosed invoices for work as detailed below. Please note that payment should be sent directly to our Seattle address at: 1 130 Rainier Ave S, #300,.Seattle, WA 98144-2842. Invoice Date: October 16, 2018 (mailed October 18, 2018) Due..Date: November 17, 2018 (30 days following invoice) Invoice Period: September 16—October 13,.2018 Project Manager: Barry Baker, P.E. Agreement No.: 17-.051-PLN-003 Agreement Authorized Amount: $25,000.00 Total Invoices Amount(see below): $1,172.50 Cumulative Invoiced Amount to date: $8,504.16 ' Invoice Number Invoice Work Completed for this invoice Amount 18443.05-01 S 1,172.50 Work included initial review and comment letter of storm drainage materials for compliance with City standards of the 3002 30th Motel Drainage Review. If you have any questions or need additional information, please feel free to contact me. ., 4 Cc: File 3710 168'h Street NE, Bldg. B., Suite 210 Arlington, Washington 98223 (360)454-5490 lax: (360) 454-5491 .s� Gray �JL a. r �, sboriiV. GorsULT''W ErgiINEi TiS Invoice October 16, 2018 City of Anacortes Project No: 18443.05 Accounts Payable Invoice No: 1 PO Box 547 904 6th Street Anacortes,WA 98221-0547 Project 18443.05 3002 30th Motel Bldg Professional Services from September 16, 2018 to October 13, 2018 Professional Personnel Hours Rate Amount Engineer In Training John, Adam 3.5.0 89.36 312.76 P. Engineer Clear, Stacey 6.00 143.29 859..74 Totals 9.50 1,172.50 Total Labor 1,172.50 Total this Invoice $1,172.550 1130 Rainier Avenue S.,Suite 300 Seattle, Washington 98144 (206)264-0860 Fax(206)283-3206 r,r•.,Ytaft•• Gray- osbolone invoice October 16, 2018 City of Anacortes Project No: 18443.05 Accounts Payable Invoice No: 1 PO Box 547 904 6th Street Anacortes, WA 98221-0547 Project 18443.05 3002 30th Motel Bldg Professional Services from September 16, 2018 to October 13, 2018 Professional Personnel Hours Rate Amount Engineer In Training John, Adam 3.50 89.36 312.76 P. Engineer Clear, Stacey 6.00 143.29 859.74 Totals 9.50 1,172.50 Total Labor 1,172.50 Total this invoice $1,172.50 Please Return With Remittance Thank you! 'inf: 3,,,; ::3;f ,=a;-;i:fir;C) I tray & Osborne, Inc. CONSULTING ENGINEERS October 22, 2018 Mr. Steve Lange Project Manager City of Anacortes P.O. Box 547 Anacortes, Washington 98221 SUBJECT: SECOND PLAN REVIEW,ANACORTES FAMILY CENTER CITY OF ANACORTES, SKAGIT COUNTY, WASHINGTON G&O #18443.04 Dear Mr. Lange: We received the plans for the Anacortes Family Center Affordable Multi-Family Building on August 15,2018. The site is currently developed with two single-family homes and one shed. The proposed project consists of constructing one 20-unit apartment building, 15 paved parking spaces, and a sidewalk. Stormwater runoff from the entire developed site is proposed to be discharged directly to the City storm sewer system. The submittal included: Site Plan + Drainage Analysis We offer the following comments to the developer regarding our review of the submitted information. DRAINAGE ANALYSIS Minimum Requirements 1. Minimum Requirement#5 notes that bioretention systems are infeasible due to the shallow groundwater, yet the plans show two new bioretention cells. Typically, it is not recommended to install bioretention systems in shallow groundwater areas. If bioretention systems are to be used, they will need to be lined(including around the underdrain) so as to ensure 3710 168th Street NE, Building B, Suite 210 Arlington, Washington 98223 (360) 454-5490 Fax (360) 454-5491 Pr risen on rr„tlec rand: Mr. Steve Lange October 22, 2018 Page 2 groundwater does not seep into the facility. Figure V-7.4.1c within the Ecology Manual shows a detail for a bioretention system with a liner. 2. The 100-year flow analysis under Minimum Requirement#7 lists the predeveloped condition as forested;however, the predeveloped condition analyzed against the threshold is the existing condition, or pre-project land cover. The discussion of Minimum Requirement#7 shall be revised. Attachment A--Existing and Erosion Control Site Plan 3. Please update Attachment A with the revised Erosion Control Plan. CIVIL PLANS Site, Grading, and Erosion Control (Sheet CI) 4. Please provide the invert of the 6-inch storm drain pipe entering the existing catch basin. 5. Please identify the horizontal datum. 6. Please include a detail with sizing information for the bioretention cells. 7. It is unclear from the plans how drainage from the southern parking area will enter the bioretention cell. Please clearly show this on the plans. 8. Please include details for all referenced Erosion Control BMPs with the Civil Plans. Sizing information shall also be shown for the temporary sediment trap. Please contact me if you have any questions on this plan review. Sincerely, GRAY &OSBORNE, INC. Stacey A. Clear,P.E. SAC/hh Encl. ANACORTES PUBLIC WORKS DEPARTMENIT Steven Lange, Project Manager dim ,: P.O. BOX'547,ANACORTES,WA 98221 PH(360 293-1920 J n kv E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 100,0 Review Summary 2 Date: October 22,2018 To: Kevin Cricchio,Senio r.Associate Planner From: Steven Lange t. Subject: Review Summary for the Anacortes.Family Center—1220 27"'Street (PW#18-140-DEV) cc: Fred Buckenmeyer, Eric Shjarback, Don Measamer, Libby Grage, Kevin Cricchio A review of the associated documents for the Anacortes Family Center was completed by the Public Works Engineering Department on October 19, 2018. This.review takes into consideration the following submittals and reviews by others: 1. August 7, 2018: Drainage Analysis MR#1 to MR#9, dated July 24,.2018 2. August 21, 2018: Drainage Report reviewed by others and 3rd party. 3. August 7, 2018: Construction Civil Plans, Revised July 24, 2018. 4. September 4, 2018: Review completed by Public Works Engineering. 5. September 5, 2018: Review comments drafted and routed to Planning. 6. October 8, 2018: Morning submittal of new documents at the front counter. 7. October 8, 2018:Afternoon submittal of new documents, via email, Additional to morning submittal. 8. October 19, 2018: Review completed by Public Works Engineering. 9. October 22, 2018: Review Summary by Public Works Engineering. Below are the findings. "(a K • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services Construction Civil Plan (Dated October 6, 2018— Rev. A) Note: • Review Summary 1 Comments were not addressed by the Applicant of Engineer of Record. Therefore, the Engineer of Record needs to identify how the second submittal addresses the review comments from the first submittal. • Correspondence identifies the Engineer of Record addressing the 3rd Party • Review by Gray and Osborne. Not all comments are represented in this memo. See the plans and attached documents for additional comments. 1. Sheet C1: Provide reference to the WSDOT specifications and City of Anacortes Engineering Standards. It is unclear to what standards these improvements will be constructed too. 2. The Engineer of Record needs to clearly identify the location of the Sidewalk Ramp\Access to the Woolworth property and easement on the south side of 27th Street. The placement of the crosswalk is not located per the site conditions, but based off of an arbitrary review note regarding the need for a crosswalk. This will require a sidewalk ramp on the north side of 27th Street as stated in the first review summary. Design and construction of the first Anacortes Family Center took this into consideration. The Sidewalk Rarnp'Access to the Woolworth property needs to have Detectable Warning Devices installed across the entire length of the pan. 3. Sanitary Sewer: The proposed design does not meet the standard set forth in the Engineering Standards. The design will need to be revised to reflect the Engineering Standards. See note on the Civil Plans. 4. Parking Section A-A: Define a width of the sidewalk. 5. Existing Site Plan and Erosion Control: Provide missing information that is identified and located in the Drainage Plan. For Example: Threshold area and site discharge. 6. Plan references the installationlconstruction of a temporary sedimentation pond, but does not include a design or guidance as to how to build it or where. 7. Bioretention: North Alley Cell—How is the underdrain connection work with the proposed solid 6-inch SD Pipe at the catch basin? B. Project has already declared the Bioretention infeasible. Identify the underground detention location and water quality appurtenances. ul`Q ;. K • Water • Wastewater • Streets • Storm Drainage • Engineering o Solid Waste • Transportation•Equipment • Capital Projects • Development Services q.p.w P. i Drainage Analysis (Dated: Revised September 29, 2018j 1. Attached to this Review Summary 2 are comments, forthcoming, by Gray and Osborne (3' Party Reviewer).Will forward when available. 2. See attached Drainage Report for additional review comments. - Bioretention has been declared infeasible. - Further discussion is needed on the surcharging downstream. 3. MR#1: Previous report discussed a downstream that surcharges. This section of the report is a good opportunity to discuss the difference between the original and revised reports and why this report does not discuss the surcharged system. What happened? Engineer will need to provide evidence of what the system is actually doing. If the modeling of the site is discharging to a surcharging system, what is the fix downstream? If there is no fix, then the site is detaining, 4. MR#2:Are revised document was not part of this submittal. Still waiting for a resubmittal of the revised document for review. 5. MR#2; Attachment E is not correct as identified. 6.. MR#3: Source Control of Pollution needs to be identified. It is not during construction, but after the site is developed. It appears the source control is the parking lot. How will this area be treated? 7, MR#4: The report does not clearly identify the threshold area:and how the existing site drainage will be maintained or revised. i 8. MR#5: For projects that trigger the MR#1 through MR#9, there are 15 BMA's that need to be addressed in order. Explaining the feasibility or infeasibility criteria of each BMP. This needs to be included in the report. 9. MR#5:The project declares that Bioretention is infeasible, but then proposes to utilize Bioretention. If this infeasible, why propose using it? No elevations provided. Based on soils report, it appears the under drain will be draining ground water? is this correct? No specific design is provided for each proposed Bioretention Cell. 10. MR#6: This report does not take into consideration the revised civil plans. The replaced new hard surface should include the sanitary sewer replacement and replaced hard surface, saw cutting of asphalt and replacement along 27th Street, new sidewalk ramp on the north side of 27th Street. Project description will need to be revised, 11. MR#7; Flow control number is rounded up, which equals 0.1 CFS. 12. MR#8: Report is lacking the following information: - What is the required maintenance for the feasible BMP? - Drainage BMP Maintenance Agreement is required. - Explain how the owner will maintain and what the.expectations are. 13.Attachment A does not match the site plan o.n the civil sheets. j • Water • Wastewater • Streets • Storm Drainage 0 Engineering • Solid Waste • Transportation•Equipment • Capital Projects 0 Development Services 4 , 14. Soils Report does not clearly identify infiltration rates. This is necessary for determining infeasibility criteria. Attached: - Reviewed Drainage Report, Revised September 29, 2018 - Reviewed Civil Site Plan Cl, dated October 6, 2018—Rev.. A Ato a K a Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste �, • Transportation•Equipment • Capital Projects • Development Services Tsii• I : i ..• L....:1 ....„,m 11 4-3 f [t.''''''''.k., , gill VA ,r, qlt•E rzoir , ransportation-:S©lotions,Inc. i . ) A�E li i` fih �., 8250. 165th Avenue NE CITY F A� ACO J .� January 2, 20 8 Suite 10Q IvalN ' '. _,.i • ., Redmond,WA 98052-6628 ,. •,r, • :'t�^ '�. I 425 883 4134 ,r, ;-- ^`., F 425 867 0898 r; ''"'1 `° I h • • www.tsinw.com "� t • F'=Jr :' Y Y' • To: Dustin Johnson, Executive Director ;;.4 3. �� The Anacortes FamilyCenter '�5 .-4 ..ti':y y'iitr ,J • From: Jeff Hee, TSI V '"5 �" NA� Subject: Anacortes Family Center Parking Analysis This parking analysis.is to assist the City of Ana.cartes With permitting related to development of 20living units for Anacortes Family Center•{.AFC::). This study nclud• es an overview of the proposed development; review of local parking conditions; parking analysis and parking forecast for the•proposed use; forecast of neighborhood parking impacts; and summary of mitigation recommendations. The scope for this analysis was reviewed with the City of Anacortes, 1. Protect Description AFC, the "Applicant", provides.emergency shelter anad transitional housing for women and families with children. AFC is proposing to redevelop two adjacent properties at 1018 27th Street •(parcel no..P57345) and 1020 27th Street (parcel no. P557346), The:properties are on the north side of 27th Street, west of Commercial Avenue, directly east of Fidalgo Care Center, and south of Island Hospital. The proposal includes development of a new 20-unit apartment building and golf-street parking spaces for AFC residents. Site build-out is anticipated by the end of 2018. A vicinity map highlighting the existing AFC campus and proposed development site is provided•as:Exhibit 1. E V�£ r� sj isS � r r ,�$ ',,, r � - : ,...'�W f ..". , Zip .� z '''3 '''14 ram^" zCyct # z. _ 3x$ , • - i,,, l i£ fs� ,, ,, 1 X' 2 refi • . E rw 3 FZ pxn u�q • , "hE ,: 3 tery . P g c • 1: h �z �t �1t::; i �'�.$ g 3 *t,4 ' r < . 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Y, ,i::• i .. K 7• 2Yd ' 3 lay T ba AL sq %• :.f> �' .n.:s s a = -:a t a' `l. z( 'd 1 ,>r r �P} 4ti'� .r1 y, gr- L a F� k� ,, 1: • z,.u, s i d s Y,a " ` ` ` y a 'i�. m Ki # 1 ? . y axL x alr Y s � 4i : ra „ � " <** r„k` Ko-k rt- ' ' ..x:.i... S'K -- v .x • r,c R. Y .. ▪ `, k:•:t.r J. .1rizc.. 4,: ; r ....:.., Exhibit 1:Vicinity Map • (, Dustin Johnson, The Anacortes Family Center Anacortes Family Center Parking Analysis 'LI �'` j January 2, 2018 Transportation Solutions,Inc. Page 2 of 5 The section of 27th Street fronting 1018 and 1020 27th Street is unpaved and is utilized for parking by neighbors. AFC proposes to resurface (pave) and stripe 8 perpendicular parking spaces at this unpaved section of 27th Street with development of the new apartment Building. This area is in the 27th Street right-of-way. A site plan of the AFC campus and proposed development site is included as Exhibit 2. The existing AFC campus includes 18 existing apartment units (9 units at 1012 27th Street and 9 units at 1017 27th Street) and 962 square feet of office space (at 2702 Commercial Avenue). 3 gg -f w —. 3' ry 4 , t `:BLOCK b 1 1 7„a; p s`,, i I -1 : 6' I . �.7tli Safi eeV A.7. .s t , 1t.Z88t'10201 -=k : ;i 2:7thIStreet.! �: 1 j as I .. — r - t... • t i A. 1 r 1 t,, 3 5 , ' . _, .— ..�.v.. —---,bv" ` ems... ,_,- , ' S N:� 4 1 — sr^ ra a d fi .a t v e T is_ ''' 27.0 ommar'CrafAve . .t 7t h•Street. r t� €11"L k .. l: r . , .r , ,,,, :::,-„, . ..:::" ta...._4„,„.,,: :.- .,," r Exhibit 2: Conceptual Site Plan 2. Existing Parking The existing off-street parking (for AFC) and public on-street was verified by TS1 in the field. The existing parking supply breakdown is provided in Exhibit 3, which also illustrates the study area for this analysis. There are 21 existing off-street and marked vehicle parking spaces: 4 spaces at 101.2 27th Street, to the north of the building and north of 27th Street, 10 spaces at 1017 27th Street, to the east of the building and south of 27th Street, and 7 spaces fronting the AFC office at 2702 Commercial Avenue and south of and off 27th Street. There is an existing unmarked and unpaved area an the north side of 27th Street fronting the development site at 1018 and 2020 27th Street. Adjacent to this area, are 5 perpendicular striped parking spaces fronting the 1012 27th Street AFC building. On the south side of 27th Street, there is room for 6 parallel parked vehicles fronting the 1017 27th Street AFC building. AFC residents and staff, and neighbors, use the on-street parking, within the right-of-way of 27th Street. The angled parked on the north side of 27th Street fronting North Sound Oral and Facial Surgery were not included in the parking analysis. Dustin Johnson,The Anacortes Family Center Anacortes Family Center Parking Analysis January 2, 2018 Transportation Solutions, Inc. Page 3 of 5 fr.",Parking Analysis Study Area] r h6 ri r (off-street) ' y aif' t 4 d t '.PriOP°s'Sl{ AJt E�isYsldG 1 s, / ' t3rtrafftErlir?L f't7£�rLti:61'# 4a gut Tt.{:H SOUND : , r { 11Vir6t( Lri J C 11%/10 "�, IT, t UR1� �iRGEr YND CiftL� • 4,a c !J� a v,t: t, dit t"1 '1 c;r'P ' '5 strI ed spaces' € `zs t » f , P P r '�` ,� '" t .x H perpendicular(on-street) . < � t Etd unpaved/unmarked ,•, (anstreet) 3. f t 6u s - ' •a. 6 parallelr-v., spaces(on-street) ° _ ` " 0 s E 1 °If'', 7 3SrY:`F ICES 't c S W as F , 41 'f„"s � ,� '� q ;4 4, '-'1,,,,-; .y a 4 .,.,�t ° 4 ,.. r.s z F`'sz i 'w -,,,> ;>� , c>d`q� -.c i:',0 f.. f v,�. SS k` k''``t 'S pie' ra e v, .�_„3 k .. rya at, ,' �y' • .,6. j F. y ,,,, g• $'sf� �,i" „:, ' w-es C z H t,Yr 4,. , T «,...�...�,.� it,,,,,,,.,-, 4 j$'t 7:S aces ) � ax x T .,, 10 spaces p f� a=y ,. f ;w a sc' S ` t F. (off-street) E k .' 4 (off-street) ,r .'� .'>C. yr b �3'/ Em � 1 C �.y 3 4.. sub '^ E is-( :e Zf E Y Y. t [aF� `x> +l i k $' ''.2?. ;C � ' e, ' p's- 4 LA - .': i--!'-- m L '''''' '' f,t �! t` ;, .. T� d�#^'x} x „! SwF < t h T",-._. S _ <. 4�57RKS�.FC. ..._ .' ...... � ;L.. ,. Pi`"�` 'N.i... . nQtY.i. . , ,,,eaS Exhibit 3: Existing AFC Off-Street and On-Street Parking Supply 3. Parking Analysis a. AFC Proposal Specifics Table 1: AFC Proposal Specifics Existing Proposed Future AFC Living Units (units) 18 +20 38 AFC Office(square feet) 962 0 962 Off-street Parking Supply (spaces) 21 +9 30 On-street Parking Supply (spaces) 11 +8 19 Study Area Parking Supply (spaces) 32 +17 49 b. Parking Analysis AFC management collected off- and on-street parking demands, the number of parked vehicles, on Wednesday, December.20, and Thursday, December 21, 2017.. Parking demands were collected at.2 PM and 12 AM, 2 PM is Intended to capture street parking related to neighboring uses and AFC staff and residents. 12 AM is intended to capture overnight street parking related to residents, and at this time it is assumed that street parking impacts of the neighboring business and spillover from non-residential uses is negligible. The parking demand data is summarized in Table 2. Table 2: Off-Street and On-Street Parking Demand Time Wednesday 12-20-17 Thursday 12-21-17 Average Demand Off On- Tot. Off- On- Tot. Off- On. Tot. 2 PM 9 4 13 6 5 11 8 4 12 12 AM (overnight) 17 0 17 15 1 16 16 1 17 Available Supply 21 11 32 21 11 32 21 11 .32. Dustin Johnson, The Anacortes Family Center TsiAnacortes Family Center Parking Analysis January 2, 2018 Transpartation.Snlutiuns, Inc. Page 4 of 5 c. AFC Residential Peak Parking Demand Residential peak parking demand was documented during the 12 AM demand counts. At 12 AM, the average parking demand was 17 vehicles: 16 off-street on AFC properties and 1 on 27th Street. The City of Anacortes' off-street parking requirement for single-family home land uses is 2 per home; and thus, the two existing single-family homes are assumed to be able to generate a peak parking demand of up 4 vehicles. The overnight on-street parking was negligible; and thus, no on-street parking reduction related to the existing single-family homes was accounted for in this technical analysis. The peak overnight parking demand for 18 existing AFC living units is 17 vehicles, or 0.94 vehicles per unit. Using this rate, the proposed .20 new AFC living units are forecast with a peak parking demand of 19 vehicles. d. Future Peak Parking Analysis With development, AFC's peak parking demand is 36 vehicles: 17 existing and 19 with development. The available parking supply (49 vehicle spaces) will support AFC's peak parking demand of 36 vehicles. The forecasted total AFC peak residential parking demand represents occupancy of all AFC off-street parking spaces (30 spaces) and 6 of the 19 on-street parking spaces. AFC will share off-street parking between its properties, and residents have flexibility to park at any of the three off-street parking areas maintained by AFC. 4. AFC Campus Parking Analysis Parking demands were also collected at 2 PM to document and project parking impacts related to the AFC campus and AFC's neighbors. During this period the average parking demand was 12 vehicles: 7 off-street on AFC properties and 5 on 27th Street. Parking fronting the existing single-family homes at 1018 and 1020 27th Street was negligible. For this analysis, it was assumed that 40% of peak AFC residential parking will be in the area at 2 PM. AFC management, stated that most of their residents are offsite working during the day. If 40% of the peak parking demand for the AFC residents is retained in the neighborhood, then the existing AFC residential parking demand is 7 vehicles (17 vehicles, existing peak residential demand x 40%). The remaining 5 existing vehicles (12 total demand-7 AFC resident demand) are related to the AFC offices and neighbors. There is no known "other" development in the neighborhood to suggest that the non-AFC residential parking demand will increase. With the proposed 20 new living unit, the future AFC residential parking demand is 14 vehicles (36 vehicles, future peak parked demand x 40%). The non-AFC residential midday parking demand is 5 vehicles. The future midday parking demand is 19 vehicles. The future available parking supply 49 parking spaces) will support the future midday parking demand. The proposal is not anticipated to adversely impact parking on 27th Street. The residential parking demand can be accommodated by AFC's off-street parking spaces, and specifically those spaces at the residential buildings, Dustin Johnson,The Anacortes Family Center Anacortes Family Center Parking Analysis January 2, 2018 Transportation Solutions, Inc. Page 5 of 5 S. Neighborhood impacts and Mitigation Recommendations Peak parking demand at AFC occurs overnight. The existing AFC campus generates a parking demand of 17 vehicles. The proposal apartments are forecast to generate a peak parking demand for 19 vehicle spaces. The future available parking supply (49 total vehicle spaces) is sufficient to support the vehicle demand associated with AFC tenants. Parking impacts related to the neighborhood are none to negligible overnight. During the day., AFC's resident vehicle parking demand decreases. The proposed off-street parking supply, associated with the existing and proposed residential buildings totals 23 spaces. The 2 PM peak residential parking demand is forecast to be 14 vehicles. The residential parking demand can be supported by AFC's off- street parking supply. AFC's office parking is not required to support AFC residents during the day. There are.5 non-AFC resident vehicles forecast on-street or at the AFC office property during the day (2 PM). The remaining available parking supply is sufficient to support the non-resident parking demand. As stated above, the future AFC campus is not anticipated to adversely impact parking on 27th Street or at neighboring parcels. The following outlines recommendations to support parking for the neighboring uses, proposed AFC living units and future AFC campus: 0 AFC should continue to monitor parking in the neighborhood. O AFC should formally document shared parking on the AFC site. O AFC should educate residents on where they should and should not park. O AFC to consider, providing a parking sticker or placard for AFC vehicles so that AFC can track vehicles and provide warning should spillover parking become an issue. f, AFC to continue to work with neighbors to resolve issues. The analysis concludes that the proposed 20 new living units at AFC can be supported by the future on-street (on 27th Street) and future off-street (on AFC properties) parking supplies. If you have any questions, please contact me at your convenience. 1 1 1 Anacortes Planning& Community Development Dept. y fib Permit Center P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 devet Don Measamer,Building Official,Planning Director FAX(360)293-1938 August 9, 2018 FILE MY Memo To: Don Measamer,PCED Director and Fred Buckenmeyer, Public Works Director RE: 1016 27th ST GFCs and Impact Fees assessed The Anacortes Family Apartments will be a new, 20 unit, 13,224 sf multi-family residential building at 1016 27th ST. Storm Water GFC: No Storm Water GFCs assessed in accordance with AMC 13.44.010, Waiver for Low-Income Housing and credit for houses being demolished on the lots. 5000 sq ft new, 2 house credit of 3,600 sq ft per unit applied, no GFC required. Sanitary Sewer GFC: No Sanitary Sewer GFCs assessed in accordance with AMC13.44.010, Waiver for Low-Income Housing and credit for houses being demolished on the lots. 9482.66 per existing unit X 2 =18964.66 credit Multi family 0.8 X 20 (units)X 9482.66 = 151,722.56— 18,964.66 = $132,757.90 Traffic Impact fee: Use: Mid-Rise Apartment(rental,3-10 levels) Formula per Dwelling, Mid-Rise Apartment(rental, 3-10 levels), ITE Land Use#223: (Dwelling units)X 0,39 (PM peak hour trip generated for Mid-Rise Apartment use)X$2,641.40(Road Impact Fee)X .20 (80%partial exemption for low income housing per AMC 3.93.060)—$2,641.40 (Road Impact Fee) X (Demoed Dwelling credit) =Traffic Impact fee 20 units X 0.39 X $2,641.40 X .20—(2X$2,641.40)=$0 Fee - credit for 2 houses 20602.92-5282.8=$15,320.12 Park Impact Fee: (Dwelling units)X $615 X .20 (80%partial exemption for low income housing per AMC 3.93.060) — (Demoed Dwelling Unit Credit X$615)=Park Impact Fee 20 X 615 X .20—(2 X$615)=$1,230 $12300 Fire Impact Fee: (Area of third floor and above)X $1 X .20 (80%partial exemption for low income housing per AMC 3.93.060) =Fire Impact Fee 4408 X $1 X .20 =$881.60 $4408 $132,757.90 $15,320.12 $12300 $4408 $164,786.02 Total if no low income credits applied. Please let me know if you concur by signing below. Don Measamer, PCED Date Fred Buckenmeyer,Public Works Director Date 1 I EX. STEEL BLDG y f' j II av � 4 EX. CB TYPE1 11 AUG o7 2a1$ RIM=65,5t' I.E, B' PVC m La La I x EAST=63,69' `'CO— -E X. SSMFI G-036 RIM=66,06' � 0 -X�7 EDGE OF ASPHALT I,E,=53.36' 4,,,(., — ss ss ss 3,25'A x �?qN89'58'19E 92.4416' ALLEY I SHED 7 A oI PP — I 13 15 9 8 I GARBAGE 14 I 6 ti I ENCLOSURE x ti ` �BLOCK 61 x Pfrq N d X, CB TYPEI 9,153 SF 1 16 I 17 6 " RIM=66,41 zq o 3 ce, La 3x 3 ����� ' QGJ1 l���� I coN I Z of � R 1 , m w K x I LO x 10112 - WI .6.79' W W 1ZO Za 27TH ST. ti �I — I s:: o w `� I � ¢ NJIW HOUSE I HOUSE I x i I W �'iANDPDVD STAMP 1020 1018 I I w I PLANT STND ri — I F-40.16-02 I I LIGHT N89'58'19'E 92.44' 1 _ _ POLE X �EX. SIDEWALK RAMF X- — �� EX. SIDEWALK / o PP 68.57'/ PP o o 0 1 2 3 6, 5 N I 4 \ \ EX, CBMH 081918.2' EDGE OF EX. ASPHALt911V ' TYPE2 — — 27Tf-I STREET < 8° SD RIM=67.01' I URLINGTON CB—j LE.=6L06' RIM I,E:64,40' 14.4' u w a 1 ��1RBy 67,69'} NI�. FPc6 SW RAMP ti Ell FIRE ---- " � RANT EX. FIRE HYDRANT I LEGEND FENCE X X X X - - - - 1 SANITARY ss SEWER STORM SD GRAPHIC SCALE WATER MAIN . 15 0 15 30 60 SSMH 9 WFH2 P. ( IN FEET ) WGV DS WMET 1 inch = 30 ft. ME HERRIGSTAD ENGINEERING & SURVEYING 1018 & 1020 27th Street 4320 WHISTLE LAKE ROAD Anacortes Family Center ANACORTES, WA 98221 299-8804 Completed October 19, 2017 I I I I Cricchio, Kevin From: Cricchio, Kevin Sent: Tuesday, October 30, 2018 9:08 AM To: Matson, Tiffany Cc: Grage, Libby; Lange, Steve; Measamer, Don Subject: RE: G&O invoice 10-30-18 Tiffany, I'm not sure if Steve emailed you back yet or not concerning this as I was out yesterday. I'm thinking it's okay to pay G&O on this now unless Steve says otherwise. We have not billed the owners of the property(Jag) yet for this project(motel proposed) yet. I believe there was a 2nd review by G&O on this following a resubmittal.So, we may be getting another invoice for additional work concerning this. Is this correct Steve? Kevin Cricchio, AICP, ISA, WPIT I Associate Planner I Certified Arborist Planning, Community &Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From: Grage, Libby Sent: Monday, October 29, 2018 9:39 AM To:Cricchio, Kevin <kevinc@cityofanacortes.org>; Lange, Steve <stevel@cityofanacortes.org> Cc: Matson, Tiffany<matsont@cityofanacortes.org> Subject: FW:G&O invoice Hi Kevin and Steve, Attached is an invoice for third party review of the 30th st. Motel project. Will you please let Tiffany know if it is ok to pay G&O on this, and send to the applicant for reimbursement to the City. Thanks. From: Matson,Tiffany Sent: Monday, October 29, 2018 9:06 AM To: Grage, Libby<LibbyB@cityofanacortes.org> Subject: G&O invoice Good morning Libby! I received this invoice,could you please tell me if it's ok to pay—or pass it onto the person who needs to approve it? Thanks, Tiffany Matson City of Anacortes 1 Contract Specialist. PO Box 547 Anacortes, WA 98221 360-299-1971 mat.sont@citvofanacortes.org 2 HERIZIGSTAD ENGINEERING PS Civil Engineer 4320 Whistle Lake Road Dale Herrigstad, P.E. Anacortes,WA 98221 (360) 299-8804 1018-.1.020.27t Street Anacortes Family Center DRAINAGE ANALYSIS July 24, 2018 Revised September 29,2018 Job#2017-117 Prepared By: I Dale K.Herrigstad P.E. Ol ov wAsttt,Ac'�1� 1. �, 27807 SOISTOL NS 110- v Owner: Anacortes Family Center 2702 Commercial Avenue Anacortes WA 98221 The_stormwater plan will be based on the requirements of the.2014 DOE Stormwater Management Manual for Western Washington, as required by the City of Anacortes Drainage Ordinance. 1ST - 1Ti Ftom5 • t > . T. .. � t S 5T'r4 € l ;a1g ", °` - ; t . ( 1 1641L-4/L. 2 TABLE'OF CONTENTS Page SECTI.ON TITLE 2 PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 DOE.Stormwater Management Manual Minimum Requirements 3 Minimum Requirement#1: Prepare a Stormwater Site Plan 4 Minimum Requirement#2: Construction Sto•nwater Pollution Prevention (S WPP) 4 Minimum Requirement#3: .Source Control of Pollution 4 Minimum Requirement#4.: Preservation of Natural Drainage Systems and Outfalls 4 Minimum Requirement#5: On-site Stormwater Management 5 Minimum Requirement#6: Runoff Treatment 6 Minimum Requirement#7: Flow Control 7 Minimum Requirement#8: Wetland Protection 7 Minimum Requirement#9: Operation and Maintenance ATTACHMENT A Existing Site &Erosion Control Drawing ATTACHMENT_B Developed Site Drawing ATTACHMENT C Soils report ATTACHMENT D 'DOE Manual Flow Chart Figure 1-2.4.1 �~ ATTACHMENT E Soil amendment requirements 113 . ` ATTACHMENT F Bioretention Cell with Underdrain detail PROJECT DESCRIPTION This project is to construct a 4,409 square foot building and 4,.832 square feet of walkways,porch,patios and parking areas for a total of 9,241 square foot total impervious area on a 12,500 square foot site.at 1018-1.020 27th Street. See ATTACHMENT B. EXISTING SITE CONDITIONS The 12,500 square foot or 0.29 acre site is currently developed with two existing homes and shed (1,944 sf—0.04 acres) that will be removed. The remainder of the site is grass. The site slopes at an average from the west down to the east at 2%over the site. See ATTACHMENT.A. Linda Spicher,Septic System Designer, completed:a soils report for the site and is included in ATTACHMENT C. The underlying restrictive soil layer was found on site at 17" and 24"on the north side of the site and 19"on the south side of the site. The water table was found at 9", 18"and 11" respectively. 3 DOE Stormwater Management Manual Minimum requirements' According to the 2014 DOE manual figure 1-2.4.1 Flow Chart: Does the site have 35%or more of existing impervious coverage—No Does the site add 5000 square feet of new impervious surfaces—Yes Does the site convert% acres or more of native vegetation to lawn—No Does the project have 2,000 square feet of new impervious surfaces—Yes Minimum requirements#1 through#9 apply to this project. (See flow chart in ATTACHMENT D) -kr Minimum Requirement..#1: Prepare a Stormwater Site Plan. Volume 1,Chapter 3:steps (page 3-1). i. Step 1. Collect:and Analyze Information on Existing Conditions. The site.slopes at 2%across the site. The site is developed with two single family homes and a shed with the remainder of the site in grass. An apartment lies to the west and multi-unit shelter to the east. 27t1' Street to the south and alley to the north. The site soils as discussed above are found to be shallowwith a restrictive layer at 17"to 24"below the surface with-a water table at 9"to 18". The soils report is included in ATTACHMENT C. Step 2..Prepare a Preliminary Development Layout. During construction all .12,500 square feet of the lot will be disturbed. A proposed layout is attached as ATTACHMENT B. Step 3.Perfornx an offsite analysis: Storm water from this site sheets to the northeast and into the alley drainage system: A large.apartment building borders the uphill property where roof water is collected and taken to the storm drainage system and not affecting the property. The enclosed drainage system beginning in the alley flows north to 26th Street in an 18"storm pipe. Drainage turns east for Y2 a block then north through the Hospital property in a 24" and 36" storm pipe and back to an 18"pipe north of the l� ` Hospital property to 22nd Street. At 22nd Street the Stormwater flows eastto Fidalgo Bay entering at the.Anacortes Marina and approximately 3,500 feet from the project site. The City of Anacortes 2007 Storm Water Management Plan identifies the basin for this drainage as F3 and the Bay outlet as#41. The modeling shows much of the downstream pipe from this site as surcharged. Step 4.Determine and Read Applicable Minimum Requirements. Threshold requirements: See DOE flout/chart.2.4.1 in ATTACHMENT C. The total new impervious area is over 5,000 square feet at 9,241 square feet. Minimum requirements 1 through 9 are required. Step 5.Prepare.a Permanent Stormwater Control Plan A storm water plan is provided in the developed site plan in Attachment B. LID options will.be addressed in Minimum Requirements#5 below. Step 6:Prepare a Construction Stormwater Pollution Prevention Plan. 4 See minimum requirement#2 below for SWPPP. Step 7. Complete a Stormwater.Site Plan: The project overview has.been provided at the beginning of this report along with an exi.sting..conditions description. Maps are included in the attachments. Offsite analysis is.provided in section step 3 above. Step 8._ Check-compliance with all applicable:minimum requirements: To take.place-during review and during,and after construction. Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWPP) T This project must meet the 13 elements of-a SWPP because the:site exceeds the threshold of 2,000 square feet of new impervious surfacing. See the attached-SWPP plan.See ATTACHMENT E. Minimum Requirement#3: Source Control-of Pollution citt During construction the site Will be open and.subject to.erosion.. BMP's as described in ,.4 the erosion control plan must be constructed at the-source to limit erosion and sediment • laden runoff. The-most common erosion source is exposed soils to rain. Covering the slopes as discussed in the SWPPP shall be implemented. Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls This site surface water naturally drains to the northeast and-onto the neighboring property of the alley to the.North. The-site does hot infiltrate to any great degree due to shallow 'water table. Minimum Requirement#5: On-site Stormwater Management As indicated above the impervious-soil layer was found on site--at 17" to 24"in depth as shown in the report. The water table was found at 9"to 18" respectively. The site will be thoroughly re-graded. See ATTACHMENT-B. - ¢'"'` e,• BMP T5.13:_Post-Construction Soil.-Quality and.Depth,Lawn-and landscaping areas: All disturbed site soil will be amended as required by the post construction soil quality and depth requirements and will be implemented at the building permit stage. The design guidelines for the soil requirements are included in ATTACHMENT E. LIST#2 because the site triggered Minimum requirements#1 through.#9. 1. BMP T5.30: Full Dispersion—Requires native vegetation on site and there is no native vegetation on this site. Full dispersion is not feasible do to no native vegetation an this property. BMP T5:10A: Downspout'full infiltration—Minimum setbacks-shall be :i:0 feet from any structure and 3 feet from pavement and 3 feet or more of permeable soils to the:seasonal hi:gh:ground water table. The ground water table is a maximum of 18"-below-thegro:und surface. Infiltration is.not feasible. 2. BMP T5.14A.: Rain Gardens or BMP T7.30: Bioretention Cells, Swales, and Planter Boxes—Not feasible if the Rain Garden or Bioretention facility cannot be located_on slopes less than.8% and if-minimum of 1. foot vertical } 5 separation to the seasonal high table, bedrock or other impervious layer can not be tele achieved below rain garden or Bioretention cell. Ram garden and Bioretention is not feasible due to the shallow water table of no seater than 18". 3. BM .10 : Downspout Dispersion Systems— vege a ed ow pat o at least 50 feet must be maintained between the outlet of the trench and any slope steeper that 15%and.25 feet to any structure or property line. Downspout dispersion is not feasible due to close proximity parking lots and property lines. 4. BMP T5.10C: Perforated Stub Out Connections—Do not place perforated stub outs above slopes greater than 20% and maintain at least 1 foot of separation from the bottom of the trench and the seasonal water table. Not feasible due to shallow water table of 1.8". OTHER HARD SURFACES (driveways and.patios) 1. BMP T5.3.0:Full Dispersion—65%of the site must be maintained in a forested or native condition, There.is no native vegetation. BMP T5.15: Permeable Pavements--Not feasible when within 50 feet of the top.of slopes greater than 20%. Also must maintain at least one foot of separation to the ground water or an underlying impermeable layer.. Not feasible due to { shallow impermeable layer of 24"and water table at 18". BM.T7.3.0:: Bioretention Cells, Swales,and Planter Boxes—Not feasible if I the Bioretention facility cannot be located on slopes less than 2% and if minimum or 1 foot vertical separation to the seasonal high table,bedrock or other impervious layer.. Bioretention will be provided for both the front-and rear parking area with Bio-retention cell with underdrains, The bio-retention cells will be sized at a minimum horizontally projected surface area below the overflow of 5%.of the paved surfacing draining to each cell as provided for in under List#2. See ATTACHMENT F. BMP T5.12: Sheet Flow Dispersion—A vegetated flow path of at least 50 feet must be maintained between the outlet of the trench and any slope greater than 15%. Not feasible due to no flow paths of 50 feet. BMP T5.11: Concentrated Flow Dispersion—Do not place the discharge point on or above slopes greater than 20%and maintain a vegetated flow path of at least 50 feet between the discharge point and any property line,structure or steep slope. Not feasible to no flow paths of 50 feet The new paved parking areas both to the south and north of the building will be graded to flow to the east. The southern parking area along 27t''Street will sheet to new bioretention cell with underdrain placed around an existing power and guy wire. The northern lot will sheet to an existing catch basin. The roof will be connected directly to the storm drainage system. Minimum Requirement#6: Runoff Treatment Threshold requirements for determining the-applicability of runoff treatment, Projects'in which the total of pollution-generating hard surface(PGHS) is 5,000 square feet or more in a threshold discharge area of the project,or ' r 6 Projects in which the total of pollution-generative pervious surfaces (PGP.S)-not including permeable pavements-is three-quarters (3/4).of an acre or more in a threshold discharge area,and from which there will be a surface discharge in a natural or man-made conveyance system from the site. Th.e total PGHS projected for this site including parking area is 4,832 square feet:and'less than the 5,000 square foot threshold. The roof is.covered with a backed enamel coating and not a PGHS surface. 2012 Manual V-4.1.3 Flows Requiring Treatment. •= 'rr — 1 The total disturbed site'is 0.35 acres and less than the' acre PGPS threshold. •1 Bioretention will be provided for water quality treatment for both the front and rear t'F P ° � parking area with Bio=retention cell with underdrains as described in Minimum. requirements#5 above. See ATTACHMENT F. Minimum Requirement::#7: Flow Control Threshold requirements for determining the applicability of flow-control. Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge-area,or Projects that convert Y4 acres or more of vegetation to lawn or landscape, or convert.2.5 acres or more of native vegetation to pasture in a threshold dis-charge area,and.from which there is a surface discharge in a natural or man-made conveyance:system from the site, or • Projects that through a combination of effective hard surfaces and converted vegetation areas cause a 0.10 cubic feet per second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and • one-hour time Steps (or a 0.15 cfs increase using 15-minute time steps). The new impervious area of 9,241 square•feet(02.1 acres) (MD acre roof and 0.11 acre parking.and sidewalks) is BELOW the threshold discharge area .of 10,000 square feet. The overall disturbed area is 12,500 square feet (0.29 acres). The overall site is less than%of an acre The increase in flow for the 100-year flow frequency is 100 year PREDEVEL.OPED (forested) 0. 11.44 cfs 100 year DEVELOPED 0.2.113cfs Increase in runoffis 0.0969 cfs and LESS than the 0.10 cfs r` Flow Control is)' :required. WWHM2O12 PROJECT REPORT Project Name: default15.] Site Name.: Anacartes Family Center Site Address: 102Q 27th Street 7 City : Anacortes Report Date: 7/24/2018 Gage : Burlington Data Start : 1948/10/01 Data End : 20.09/09/30 Precip Scale : 0 . 83 Version Date : 2016/02/25 Version 1 4 . 2 . 12 PREDEVELOPED LAND USE Pervious Land Use acre C., Lawn, Flat .25 Pervious Total 0 .25 Impervious Land Use acre ROOF TOPS FLAT 0 .04 Impervious Total 0 . 04 Basin Total 0 .29 MITIGATED LAND USE Pervious Land Use acre C, Lawn, Flat . 08 Pervious Total 0 .08 Impervious Land Use acre ROOF TOPS FLAT 0 .1 DRIVEWAYS FLAT 0 . 11 Impervious Total 0 .21 Basin Total 0 . 29 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(ofs) 2 year 0 . 02233 5 year 0 . 037785 10 year 0 . 051199 25 year 0. 072399 50 year 0, 091707 100 year 0 . 114413 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 . 072272 5 year 0. 102887 10 year 0 . 125.685 25 year 0 . 157476 50 year 0 . 1.83399 100 year 0 .21130.5 Minimum Requirement #8: Wetland Protection There are no wetlands on this site. The downstream system is enclosed to a.discharge point 3,500 feet downstream:to Fidalgo Bay. is 8 Minimum Requirement#9: Operation and Maintenance The drainage system within.this project will remain private and the responsibility of the homeowners for which it serves. 2 1 p:.sr- .14; 1 I I EX, STEEL BLDG 44 =v IDI PROVIDE INLET EX. CB TYPEI (-'Di;" CONSTRUCTION PROTECTION RIM-6551' 6 SITE PROTECTED VITH.6 XII SUB PLAN LE, 8'"PVC TALL TENP, CHAIN LINK ENTRANCE x d4020-00 EAST=63.69' w.OD 1 . CONSTRUCTION FENCING DEIE.RIF C105 EX, SSMW G-036 RIM=66.D6' = --���-�.X---x---_--.�- = — — ( I.E 53,36' EDGE OF ASPHALT ' �{ ss 1 Iiw� �. ss. ,. ss = 3;c^57. ff ),� ? NR9'588'19'E 92,441 ALLEY (s') — 1 jT\ SHED Ir—I`k ! 7 PP i 308 SF 8 H i 6 1 I D Ir p I a � LL �QE 6 -II x r I— `. - ..= — I I \-4'X CB TYPE? 9153\SF LOT PROVIDE SILT FENCE y� RIM=66. 1' �. . °" • 4V BHP C233 OR VATTLES • H L ax C EXISTINU.`HOUSES I � IMP C235 ON " d 1 > I AND SHEDJ�TD $ , DOWNSLOPE OF �, {{ PROPERTY X max o (,.REMOVED 1 r� a, W O I I \ j 1 .. , 1012 `'' i ,,,,Nr I �.i7TH ST, ;� r I L .� -_I "r J `'\� •fit`, 2 't rz W 11 , XIST. EXIST, , p I> 0USE --- i N HOUSE ��o s� I 41 1Q20N Ur W 726 SF — — LIGHT N89°5EI'1J'E:�32j4' .. .. r'•- — — — — I E'POLE — 4, tI, O . EX. SIDEWALK I\ x— = X __ kiEROLT ( EX,SIDEW0.K 6857r` `3 PPEX ST. o PP ULT i ---, t._.�.•-„� PARSING r , '„ \-PROkIDE VATTLES 13 IMP Ce W ALUNG y GE OF EX, 'ASP ALt9H j1'! i NEE ASJI-IALT D EDGE \ EX, CBMH 1181918.2' 27TH STREET 8'sD ,QI' I. _ — — — — — — E — — — — EX. BURLINGTON CB 1,E;=6L06' RIN=66,70' I4,4' I.E,=64.40' 67 69' �. FPC'f pF SW RAMP a EX, FIRE k � I III HYDRANT „mow. / EX,FIRE HYDRANT I 1 1 GRAPHIC SCALE 1 L 1.5il 60 ( IN FEET ) 1 inch = 30 tt. Existing & Erosion Control Site Plan HERRIGSTAD ENGINEERING & SURVEYING 1018-1020 27th Street, Anacortes 4320 TIMM LAKE ROAD ANACORTES, WA 98221 299-8804 A T T A C H v E k T A 1 I I ALLEY PAVEMENT SECTION f1 I 2 CTSCALT • • EX. STEEL BLDG nn • O 6' GRAVEL BORROW ;h I • _ i REPLACE 6' CONC. SS WITH x EX,'CB TYPE1 � I 8' PVC SE, RECONECT SIDE RIM=65:51' m SSCO WITH SERVICES AND NEW 8' WYE EXIST. 6' S➢ IE, B' PVC IRON CASE AND 8° PVC SERVICE LINE x TO VEST EAST=63,69' AND LID TO NEW BUILDING 4 ) EX, SSMH G 036 I Y= — x x J RIM=66:05' • 6BB REPLACE W I5D L B' PVC SS : j67,31' EDGE DF ASPHALT — 1 I,E=53,36` SSMN EX 6' CDNC S � \ ss �2/ :3 3255 SF 1! 67.30' • 325/. ASPHALT le.' 'LLEY _ _ NB958'a,9 E 9a44' CURB CUT, y r1, 7 0.PP k: �. 00 SF GARBAGE 1 :CELLRETENTIO 6 1 ENCLOSURE 16,80 ,; 'r __ •f UNDERJRAIN , . - t. I r, LOCATE AND I ,, ' -EX, CB IYPEI ,� 1 7-}.7040' ROOF AND------; CONNECT WI ,� N R1M=66,41' • J ✓:$ LOT AREA =,FOOTING DRAINS NEW 6' PVC SD a ¢X TO CATCH Y 9,153 SF BASIN -1 F r ``b LDING -I 1012 27TH ST, ° I W ; B � AREA; - '� �6:7s� w , i • FAMILY �, RODS AREA = �1 SHELTER e 5,2' S SF `' a x FLOOR RISER y I W , ELEVATION ROOM._ . _ .._ - Q o j' 70 40C N t :47o-4D''`` Atmbj 11 •ems LIGHT N89'58'19'E 92,''4�..,; '-- I 0' POLE ;� . ''NE -SIDEWALK ; '• .,,,ii5I ' - ..1 XIST, 5' SIRWALK y (EX. SIDEWALK RAMP �� o EXIST, I ,` xis` • ` ®! ;, ` r .i , " —o o RAMP oPP/ 6' RADIUS •N. ` ` � �® 18' wan i eF. EXIST. v or�c� S 1,47 , ;h PARQNG o j80 SF L_ ' •�, =, • i WO- NTTOM1 = T J�" I .. EXIST, 7029' :AGE OF EX, •SPH c CELL W I o •91t UNDERDRAIN EXIST. 182' 69.82' 16' RAIN EX, CBMH 0819 CRETE CURB LCflON A A o _ �1 _ 27TH STREET GARDEN B' .SD RIME2 NEW CROSS1JAtX EX, BURLINGTON CB A— 1,E.=61.06' 1 r r STRIPPING RIM=66.70' LE.=64,40' 14,4' I i AS SHOWN y v 67.69' ar, t ��EXIST. RAMP SW RAMP FACE 0 CURB • tRE .NT i NRE RELOCATE WATER METER IN 6' WATER TAP AND VALVE HYDRANT SIDEWALK W/ DRIVE-OVER IN IRON CASE AND COVER LID 70 LF 6' DI FIRE SERVICE LINE TO - —BLDG, SEE FIRE SUPRESSION DESIGN FOR PIV AND``FDC, A .. GRAPHIC SCALE N15 0 15 30 .60 QI I ( IN FEET ) 1 inch = 30 ft. HERRIGSTAD ENGINEERING & SURVEYING Developed Site Plan 4320 WHISTLE LAKE ROAD 1018-1020 27th Street, Anaeortes ANACORTES, WA 98221 299-8804 A T T A C N E \ T 3 A . . . r I ..; ATT'ACI-_-MENT C . ! Soils. Report J-- . , . ;4 f Linda::::SOicher Septic System Designer 1 I , = .- , .. , (360.y7oa304,..il 4 . A 1 , ProjealMielt: Anacortes-< .arfilly,tenter Oage, :of. Site Address 401,13'.,;1020 27th Street,,Anacrtes i..i Porde!.:Nurnberg'. ;$134 &s:i47041:5 ,Ocir 4:4111 : Cpritraotortf3pilder: Strandberg Design I ate o ph.Sita: '04109fte :if Aift 1,5tp.6-. Nek ''. linereiti,t*Ifilkk litialiMerialYMIL , I Map Unit;NattraResources Oonservation Service: #20 Bow-Urban.land.:oomptex;soltsiare very deep and somewhat poorly drained., •Permeability is slow,and available Watetagiadity.,:isJhlgh, Runoff' is medium, and the ..._ hazard of water eroglon:igVight, Hydrologic Soil Grouts: ..0i..bl, i - F. . . •$1311-Type li -th6ditiell.Rat6F,, -i' Soil.1.,o4_,I. .,,... t :i '0'- 137 brown silt loahlriwt.:olagockets, disturbed 5 13 17 medium sandy:olay:loaot'finelootsto 97 . a .,. '04 1 -0.4 4 observed water at 12"bl.. . „ anticipated watertableat ' 9-': , , - ,•Soil Lod 2 , .,.0—,if brown fine sandy silt loam w/play..pookets, 1 disturbed: 5 -0,4 .. , 41-1,-17,.8 dark brown p0'.1y.silt loam V.L5(44Y•110P.Ot; disturbed roots 5' • :0-.4 10—24 gray.aandyiSlity clay, fine roots 7 not suitable 1 strong roots, no mottles ,i observed water table.,.#18". antidipated watertablezat 18' 1 One of seven numerical,classificatipps.4'!Una.part-partiOles.and:rack fragments a :.-oesprioaci in 1100.:f 247-272 -0220(4,e,Y i! .,'From Chapter 2477.2kWAO: "HYcli00: :(4adti-OfF4te7 means the amount of effluent applied ta'a fpr:tmAtment at in tii . pptr:eprepat,a4:00114 . 2aa4are foot par day(galisq f.iday)-o . step gallons . ..: fi- # f ATTACHMENT C , „ 1.. ii t 1 ,1 • . P !! I . .1, Oe96.-,,-Z tit ;57 • i...•• i .••. ,.. I . -:Stili...TV0e: -.Loadina RAt6-4 i: . , . . • . . . _ . .. . • 0,-11 -dark',bedW.0;01k barn 5 0,4 • III :16- 'red medium sandy ashy:Silt barn • 1 , .x,., . mottles, roots. ..i6:- :62' .1 6,1g, gray sandy Silty•play., fine roots 7= not SultOW.e. . I tihserved water tabl at 46" - .g-.. eitAtOd WOlert0:11e„. t II"' , A i . - .....„..., e. ,t s, 1 i .A ,„„,.,.. .?...%::: Ott,'''/ '%!,Z•.: ' ..ig.' ?.,;iii.7..'' i . tie,. "'.444'LOU SF/CHM •1 'sr.,: --,/,otir,--,- -. , . 0 sr._._.- ,,,,,, . s 0 DESIGNER 16.1alevitilieltt..IIMANINAMMI14..wai. -- mRits.01;211\i.ef i ! 1 .• :51 I , 1 I , 1 1 ; . . i I 1 , 1 . , . ... ' Orle-!.Of seVenintgri'eticar.da§Mfic,atibrit.-:of'fineat;th patticled,abdtgl**P01316.ritti.AS,,-410,StilbettitfWAG 247L272A-0220,-.g)-(6). I 4 Frcifq:ohopter,24:772nA WAG: 'Hydraulic.Loadit40410.means the of effluent.orpft.04:tcko given irettein:this chapter expies00as d.Oon$.,per squareIgolPer day(gatisq.:f0d4,), ATTACHMENT C „ .„., :.... .......a:._ d,.., -.., ......'::.f uh earx. .,.•. •artv-(iye. v s ;. ...e ,.w< Rt�C ,,.164t. 11 :iii.h..: 1;1•14,, .%..., w y . ,.:.......,.;7:.;. .1_. ' ,. . . . ;---- .. ,. al a 4 C ,= b �. H , M to 41. , } 1- •pi, •,fie s • i'. • .Y r �; .ems. :KV• i .64 � \ G1 :/ ,O .� - .w ,�' • ! ,! �--� .• M :�. ., a�a • ' s . :.fir °` . 111011111 t, A. 1. , r [. L/) 0.__ r{ i. _ . • ch • ....'.) tAl , -;{. I r. .S,.O'Ql'S6= E 99:93'. .. .. . . .. _..-... ,._-...mow n R ._ ��.,_,..,...ii\• ...;:vt:,_.' ;:r. , ti,i) : .m_ ram. : • • ri 3=-. = : i t C�is r g R a. ' 1 , '.. . • Q ' S9 CO:© = I, rr 1” a... � EDGE tIE FNALT ' ' ).. : ' " "i :Q • ' ._ . -- ✓ "V t . .£X:,>i •Ca.Yd. 1. C{p aml '• ç_ NN1 • � f � ... YJt".iiE t' is Ct Si; . ~ -G lR t)iti.t .. • �• P•tr; •\• ! ' '" 1 ar�` • Y17 E: ASBiAf FAKING :? 5r :}t�• Z --! .—'+,r. rq ]r,.� I. k7. r --t! 'SX*' * VI •'O' ( „?. r..a., to :. ."...f 'e51.4Y4iYSA' v.' a�is•> ' v ". c... •..i.rava:ew.e'..• ..:.i," '.�y,,.y,}.�„"„•...,,,9„ ..>w . -.a. _ .. . Fk' i1. Y .. .. : , ]jam _G • • . ., G Y y • d 'A : . Salt i�teka tf''Gaunty Area; YVashintc�h �S . • : it A, Yt• • '♦•..fit) • G ♦ I V ♦ f.. . . . - C _ - 1 : ,•.^ '{ tY •h vS• •a ,.. 8 �' fi�2t7 27th `��ree An rtes +•w • • • Isji • j. • • 1. • t `J ^ -{G� — s yat) 71i.n , yY % • , . . . . .'. .-.. . . �i 1 . ' +ek wv iaOI spa : :tea Rio r: aO�a . 0 . t i 4Y • .. .... ... . .. .: . . . .;,..a. e_ � . . . • : . " , • . • • • . .y ' '•' c • ', lL : b� � . 10 114 1• �%�rj a i Rp y • • • • R's - _ )r s' u. .Lj Y 'aG:'4"),,''':3r a; Zt7 _ •1t.5 1 # ), ```, .. AY.. • • 9 i;J 41 `• rye (tF • • • . • • • • • • • • • • • • • • rt J r :Ct91 • • • • �} Y.a. J' ''t� - • 'e 1- j C�a • '4� j . . 22 • • • • .. • • r.^ ._ f " . > , : >- 1 . . • � ' , o w . 1„ 1 . 1 .!'_ I.. � ��er .� 1 _"� _r. [� . .•> i- - JJ tn° . ;if/ t'1 . .rv;~`i.r(..y,^iv�' ri oar-.. . ),. . . . c . �y" pVit'�!K y. . .• i�;r >.Kr':.. tr, fij '�P. .J4' V :{,} • 14 ' rt WIJJL Z .?' . • ' ° at •e ,"'° - " Eico t :E3 onAiniscape(11xs: • 4. F �i �' a 10 • 7A p t •I .. ..w • .it ;�Y 63 `' ?lap wjerticxs• .Web 1'Urzwtor Corner is Edge Zne'IOsU NWG3 • •11• N/ • .: . . . . • . h ;: t fir; tural'Resaurces' �. _' .. .: ;t . ; Web Soil Sure ,".ax° . 4I10/2018 Y"' r.__ i raItset vatlon Service • Netuonah •Coo ere ve Soij Survey - 1 R� F eE : : . f y , r , ( • ip'..01, 0' 2*.7. '.,- `•'-; -.- i. , r, I i Skagit County Area, Wasngtor( 20--13Ow=iUrban land complex, 0.11O 8 percent slopes 1 , • , : Map-Unit 8.eftinci ,w.0 i , I ,11 iNational iri.qA,phet:ipyrribi.ii": ztivi r • .,.. ii. Eivaeon: o t6.456 feet • .. ,:j6 4 re Mean annual precipitation: :?p to 60 inches Ar sr, 1 1 * Mean annual afrterriperattirt:r'48 to 50"14i0reet'F Air :or,_ - or .i.t, : .,,Y!-•-••:.,. trz . i - -: --ft -Fros&r:020:periodr:*:•4:5Q. to 22f44 !;,t. far• •• :44 .1. . .71 1 farmland.classificiecin: Not'prime farmland• ' n''. : '' lekte ..:0,7-.,, -..,•::...: 1,•:...- Map Unit CornPoSition i.!. . su SPICHtA4 -El+, .,• :: . /• , • ow and s'innilai7 soils: so percent .,: .. :;,,,mv.,-.4. 410100.10113MMILIMWO -EM941,09,49,4 ' ' •'': . :Ur bat7 land:-3,5 percent ..: Mipor cOrnpon0t.: pei,teA • Ostirnates are.64$eaiftill,ObSeiVati!das, descriptions, and transects of tifte•mapunit. Description of'BOW Setting .11. 4. Landf0m: TerrAggs,fblia!04S.: 1 ii Parent itt-gterivoto-gibit.401:iogoola04§tone deposits,-and glacial drift II Typical profile- . 1 1 ..v.- :M...- 0 to 7--Oehev gqvg(trasbytilaiEn ! i j. • :tf2•:,7 7 to 17 incpes': very gravelly ally loam izi.i. :10,-:47 to 31-inctle§; clay foam 1 * H4 -3i to 6adhehak' silty clay : • ,. 1 Properties and qualities ---„.;! • Slope: '0 to 8 13'ercertt 't.,-. Depth tOresti-itlye feature: More than., :il Inch* i • notiirgtcirainogg,.Oss; Somewhat poorly drained . 'Capacity ofthe.:::toostlimititvg.layertoiraasiiii6 water tkso. t9.4. Moderately:low to moderately high 006 tc.,0.26:inhil. l. ' ik.: Depth to water About.6 fCT.I.0 inches- ....,„ s.: Frequency of None •, , .. 1 s Frequency pe.0917ding';:fON 1 ! •_ Av011abto water rage in profile: High k4bout 10,4 inches) ... .Interpretive grips 1 . 1 ii, Land&pa:Nifty t*s111,(atidn.,(irrigated): None' :spcifie _ • -.., . _. • Land capabillty.:riasi*Ation (3.00-4gat-dd). 4w 4:: Hkerologie-Soil-Gro VD •v. Forage,sui:t0.40tygrocim5eason611Y.Wet.SO4::COPD2kN202W-g • Hydra.. soil tabbp.: Yes, 13:ascription,of Urban.Land • ; Interpretive groups .._ • Landav:•: abiity,classifi catiott.(irrigated,): None specified I Land capabititycias§itcatioh (notirriated : 8 ' - * Hydric-§:Off rating: No i• Minor Components Bellingham, undeeiripd 1 .s. Percent•Iirtriap-unio:5 percent 0.- Landform: Depressions • HkdiTic:soil rating; Yes i A7TACHMENT C . . ., .. ..,......._ . . _. . . ..• Start Here IL *Lt.6:.176.1ii6.:,i5%.:; Yes See Redeveiopment Minimum ReqUirennenip and Flow Chan 1 ..'t',,,trilpeNiCtiSC0,004.,:age?:.i, (Fi9unal.2.4.2). ',";•:•:". --,-;:',,,',- •-..--...,-,'•,•;4:,,, .,, .:1 _ L • , No ...._ „ • Does the-project convert I. • V acres or more of vegetation to 11dels'ili'le prtijOct* *111 4 lawn or landscaped:areas,or 3X.0*qi.ird fe6triar:: No =mart 2.5 acres or more of Criefir plus :.- 10 native vegetation to pasture? -eplaCed.tyard"..s.lgtace , 1 E•E.•:•.:-.::',,:E--,:,E.E..•,-':,,,Eia.re27;•••;,.:,:.: • 1 0 d . . \14 Ves „_ .. 1 \les Does the protease:milt in 2,..000 yr _ square leet,orgreater4 of new:plus ' 1:::: . •:. .;.,,,,,,t-r ,:'.,-.:.'-,•—.77: ''' replaced herdeurfaceensaq ''.1. I' .:Att:Tilitrilitrtiro RcittitireMeittit ''il PRIY4q-,ft 'nevo'.a?4i:0:45#0.::i „ Vies No ,:;,:•,;.-:.:,.-.:..,g:'.---'0,oktp.tptr.911.-,arra.iwtm.:,„E.,.'.,,4:l Does the project have land ' filtinimtim Require:m(0M in disttlibit19 KtIvifies of 7.000 through#5 aPPIY to the new 1 Ves square feet or greater? ., and replaced:herd:surfaces , -- -' -•-' ' ' and the land disturbed, No.. - : Minimum Requirement#2 1 applies. - ' .. ... __ Figure '12,..:4..1 •• - Flow Chart for Determining Requirements for . , New Development IDEPARTME.tir OF Revised:June:201 Re 6 3ECOLOGY ' . . . . , ese sea.httinliverwlecymalgotaboojerighthOrit tor copyright notice Inchstiogi gannisstans, , :$101's tit Washington ilmitsOon oftlebility,.And dtedstratir. .... -- , ATTACHMEN-1 D ATTACHMENT E 4 PAGES BMP T5.13; Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed)soil and vegetation provide important stormwater func- tions including:water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration; water interflow storage and transmission; and pollutant decom- position.. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost, but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post deve'l- opment.Iandscape, provides increased treatment of pollutants and sediments that result from development and habitation,and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, corn- posted woody material, biosolids, and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines . Soil retention. Retain, in an undisturbed state,the duff layer and native topsoil to the maximum extent practicable_ In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas,to be reapplied to other portions of the site where feasible. • Soil quality.All areas subject to clearing and grading that have not been covered by impervious surface., incorporated into a drainage facility or engineered as struc- tural fill or slope shall, at project completion, demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% organic matter content in turf areas, and a pH from 6.0 2014 Stormwater Management Manual for Western Washington 1 OF 4 Volume V- Chapter 5-Page 911 ATTACHMENT E to 8.0 or matching the pH of the undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved" amendment rates can be met only using compost meeting the compost specification for BMP T7,30: Bioretention Cells, Swales, and Planter Boxes (p.959),with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40%0 to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.) above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved" rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also.be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved"rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington 2 OF 4 Volume V- Chapter 5-Page 912 ATTACHMENT E More than one method may be used on different portions of the same Site. Soi l that already meets the depth and organic matter quality standards, and is not corn- pacted, does not need to be amended. Planning/Permitting/inspection/Verification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Storrnwater Management Manual for Western Washington. This document is available at: http://www.soilsforsaimon.orq!pdf/Soil BMP Manu•al.pdf Maintenance . Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. . Plant vegetation and mulch the amended soil area after installation.. . Leave plant debris or its equivalent on the soil surface to replenish organic matter. ® Reduce and adjust,where possible, the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: • BMP T5.10B: Downspout Dispersion Systems (p.905) • BMP T5..11: Concentrated Flow Dispersion (p.905) • BMP T5.12: Sheet Flow Dispersion (p.908) • BMP T5.18: Reverse Slope Sidewalks (p.937) ® BMP T5,30: Full Dispersion (p.939)(for public road projects) 3 of 4 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 913 ATTACHMENT E • i i. ���� V-5 .3 Plant • ing be oon • • t is • t: : T-. .. 4 l .Y; • `^4* yI e 4,4 ,. _e s y, �b'tit ii 2i "*'''Se` X.. aJY 'tP A•,•" t2 >y S' � i z erg Y4 hL ` •', `, kr j J 6 Mulches: �' -''''-si;:t`kk:.--•,44?it,Si Atz*..4:4F.'4:4*.f.:!t*..l'.3 �s,ctS 1.,,,,,, ;,, ,..„. .,,..„..,,,,, ,,-.,. ,‘„.-...--„,.,u,, /74.4": t',.k..44%.`t‘ 't,..i 7'Iva a Ca t.,,, ,-, ly Y. rf.^$Y'• ,tscZL /:. 'g • ..... 3 f f }py r lF.e:i : t Aa1'.' >„ iyrrrk4 A ...y y d S AR*y Loose soil with =r ;�,� N.z `' ::t4.-..: k * N visible dark 1, "fir n 4r y .n5^ ,� ram 7f rr y RCS organic matter �` xa:x�rs': � v �� x "� � . t z _yT_ Y ,7�q�,, Y !i ,` i x ".,fig its' ,�rr{{+��P �.` f'sque�3 1:,,. 'W't:1ytry $44 ",,, e S V s&` - d' W d.,! b t /4f'' .r'...d lt'1'INV?'..:6r. k ati ,'",fir.T i S>. �',,.>: _ at� t 5�.'`�Y``'fo,' 'a, Loose or fractured subsoil Reprinted from Guidelines and Resources For implementing Soil Qua/ity.and Depth BMP T5.93 in WDC) Slormwafer Management Manua!for Western Washington, 20.1 Q, Washington Organic Recycling Council NOT TO SCALE Figure V-5.3.3 milaba Planing Beck dross —Section DEPARTMENT OF Revised January 2016 ECOLO Please see hftp:Ilwww,ecy..wa.govlcopyri�ht:himt for copyright notice including permissions, State of Washington limitation ofliability, and disclaimer. • 2014 Stormwater Manes ement Manual for Western Washington 9 n Volume V- 'Chapter 5 - Page .9� ATT. C H.M NT i; I Figure V-7.4.1c Typical Bioretei Aion w/Liner (Not LID) Provide a 1"drop from the edge of Provide a V drop sidewalk from the edge of pavement BSM bottom width .2 varies,1 minimum Edge of • pavement • Overflowttandpipe 7- Sidewalk or corh,cut 1 • . I 1q44i.1: :,,:r),4,a .=:1101Y31-*-44 Ponding depth! \V V I—I 1- 1E 43Ag2:04t . \ Varies 1 k I ,„ f.H.:5.7t?,-Le- II •-.A'!,,ri- -..45:434,-Z5R:3:Z__-(2.7 „.:. _ , gll.L.,-1 3"woodchip mulch, 3"woodchip mulch, -1;1111=-" ;1•'*;777i1R:w777.7712•F;- .-1;:.'4f--- 1- 7-'4*- 7-:- .W--,- 11=1 1,7 -' aggregate,•or sod aggregate,or sod Ile_q_EAJE 4 j1=1, 3"coarse conipost In ponding area 18"Bloretention Soil Media(BSM) Low permeability liner Width Iviineral:aggregate varies Onderdrain pipe -Mt IN. Notes: 1. Scarify subgrade 3' min.•before bioretention soil installation 2. Compact BSM to 65%per ASTM 1577 NOT TO SCALE Raab • - Figure V-7.4.1c Typical Bioretention wfLiner (Not LID) Revised February 2016 DEPARTMENT OF E.COLOGY Please see http://www.ecy.wa,g9vIcopyrighthtml far copyright notice including permissions, State of Wahihorc limitation Of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V-.Chapter 7-Page 963 ATTACHMENT F ALLEY PAVEMENT SECTI[S! • " PROVIDE BEET EX.CD T'lPEI a1� E I I 2•ASPHALT BHP PROTECTION 1Ny63,5I' EROSION CONTROL NOTES V EX. STEEL BLDG CONSTRUCTIONa 2'CTSC SITE PROTECTED WITH 6' DOT STNB PLAN $'51' ( A. A CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR CSC) IS REQUIRED. ffi I 6' GAVEL BURROW u I TALL TEMP. CHAIN LINK ENTRANCE x I40.20-00 EAT 63.69" wI& THE EEC SUPERVISOR MUST HAVE ATTENDED A CERTIFIED EROSION AND SEDIMENTATION b v," I I COMSTRUCrIDN FENCING DOE BHP C105 , EX. SSMH G-036 CONTROL CALSS WITHIN 3-YEARS FROM MOAT'S DATE. MUST PROVIDE CERTIFICATION 7-, Nr' REPLACE 6' CON(, SS WITH x E%. C8 TYPE!- RIH=66.06' CARD. :� 8'PVC SS.RECIDECT SIDE RIM=6551' fI m v I• —!C�=' % c �- I i.E.=53.26` v 1 WITH SERVICES AND NEW 8 VYE f , I B. THE CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR WILL OVERSEE AND ca I. EXIST. 6' SD I,f 8` PVC '�`� r ' 1 cs X. 'v ss. es BE RESPONSIBLE FOR ALL EROSION CONTROL. THE FACILITIES SHALL BE INSPECTED DAILY IRx' CASE AND 8'PVC SERVICE LINE x TO 'BEST EAST=63.69' j' wca ! 325/. i AND MAINTAINED TO ENSURE PROPER FUNCTIONING WRITTEN RECORDS SHALL BE KEPT --J as !I - EX. SSMH G-036 Q.' , V •'D\1tID TO NEW BUILDING R1H=66,05' � Q jb' ALLE, I I OF WEEKLY REVIEWS AND AFTER EVERY SIGNIFiCAN7 STORM EVENT OF THE ESC FACILITIES w I ,-Y -x X - _ ,. 3. , 1 f�9'S8'19'E 92.i4 x _ _ DURING THE WET SEASON (OCTOBER I TO APRIL 30). MONTHLY REVIEWS DURING THE Cr) + -7 1 N + S i{,. '''Z •7,31' EDGE OF ASNHAL( /I C .'S3._6 1 !` I r 1 / I DRY SEASON MAY I TO SEPTEMBE2s 30). WRITTEN RECORDS SHALL BE TURNED INTO THE E:<, SSMH / IISHED I 1 7 PP PROJECT MANAGER OR INSPECTOR ON A WEEKLY BASIS AT THE WEEKLY SCHEDULED l ° I- ^£r' ��_"�S,F� �5':, s i`. '+ s >x x 67,30' I I: ... I I ,3 8 ✓ I .,-, z ASRtJ9[:1Z ,, . . c }e n"Lr I I I ! IC. EROSION CONTROL MEASURES SHALL BE IN PLACE PER THE APPROVED SET OF PLANS `_ R I I I I 6 13 PRIOR TO ANY CONSTRUCTION START. ) '.. 4 . Kati ' , / �% 7 PP s I 3 '' b r l f 1- D, THE EROSION CONTROL SHALL BE INSPECTED ONCE A DAY AND MODIFIED TO MEET THE }r 14 �+ %.�I �' v I i � '! vl +t < y ,: '' ; / {'A OQ SF! ' i I' lL�- _ 1� {� --N.�_-L7-.119sx. SURROUNDING CpNDITIONS AS NEEDED, `� Vx s t ? / / I BID-RETENT]DS GARBAGE x _ — —_ ,ROVIDE TEMPORARY vm r,U_ . r 1 sal" I ,n CD TYPE' 1 ?S t :''3 r ' x r °'rl, r „ `0 CELL / 6 ENCLOSURE r -1 �� �� RD4=66.41' I / ✓� SEDIMENT TRAP IIbiP G240 E. PROVIDE A SIGN DISPLAYING A 24-HOUR CONTACT NUMBER AND NAME OF THE ESC cc) r x ( a '`.4 ,•,I tom' T,s^`! 'I• 1 j g�153'•SF LOT P� `'_ SUPERVISOR. THE LETTER SIZE SHALL BE A MINIMUM OF 2-INCH LETTERS. THIS SHALL BE I ,8 ,..,. w+w, 4„•= , s.UNDER RAIN G ( 1 ' STABILIZE SOILS WITH U •; v{ .4` GEDe r. •} : I ° x c IN PLACEPRIOR TEl CONSTRUCTION START. REMEMBER, THE LOOK OF THE SIGN WILL BE A "! ( � EXISTING. HOUSES /'- v� CZ va I ,�, •;�.:• - - � ( xx SEEDING, SODDDIG DR :6. �I � REFLECTION OF THE CONTRACTOR, DEVELOPER AND DEVELOPMENT. :::1 � ..a � x Sr52 IF 6' PVC SD v�i v -EX..CB Tl'P£1 AND SHEII`'`TO B MACH ,�� - Y F. THE STORM DRAIN SYSTEM AND EXISTING DITCHES SHALL BE CLEANED DAILY (SECTION 7- R, y, '� 70,<0` -. -/, S=A156 FT/FT ( vs RIM=b6A1' Z + • m R)' AND ; c' ` r P Fl REMOVED ( ( " y: C 07.3). ALL DRAINAGE SYSTEMS SHALL BE CLEANED TO THE ACCEPTANCE OF THE CITY OF A: o ' _.foOTIt4G DRAINS CD TYPEI l = ;; • i I i 10.12 !- ANACORTES PRIOR TO THE ACCEPTANCE OF THE PROJECT. �, �x LOT AREA -;70 CATCH -,. Rug-66,s' ( I �+ I ,- 3 , 9,153 SF ;BASIN W! $ lE�fi45' ( °' 1,{{s i . I I ( 27TH JT, G, STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING � P4 0 xI• I , II I P >- I L OF CONSTRUCTION AND MAINTAINED DURING THE DURATION OF 'ME PROJECT. ADDITIONAL U�cI. 1012 27TH ST. °f I' �' '�, , ! L ? PROVIDE SILT FENCE ,, W - MEASURES MAY BE REQUIRED SUCH AS WASH PADS TO ENSURE THAT ALL PAVED AREAS ARE o r BUILDING AREA, "R w I�67 I a ! BMP C233 OR WATTLES " --c J.( x KEPT CLEAN. NO MUD IS ALLOWED TO ENTER ONTO CITY STREETS. y' �j E'" p =`:4,409 SF ', I n FAMILY i i, ,� ' BMP C2MSL(I GN a " ¢ THE WET C.) `s;> ROOF, AREA = '. I �J' SHELTER >-II -ITJ XIS '` ! I DROPERTPE 41F I a o H. SEEASON OR.SEVEN SOILS D(7)HAT DAYSILL NOT BE IN THE DRYDSEASONED FOR SHALL DEOIMMEDIATELY STAAYS BILIZED WITH , I-, I EXIST.L _.-_-1 PROPERTY 5,245 SF La ¢ �' LjVJ1; HOUSE I 1 N APPROVED ESC METHODS (SEEDING, I�fLCHING, PLASTIC COVERING, ETC.) r}� , �� {ri FIRS 103 LF s• PVC SD J 11 I Ll V J C w �i ,'•" -•t,; a J, x I. I. TWO (2) WEEKS PRIOR TO THE BEGINNING OF THE WET SEASON <OC70BER ll, ALL DISTURBED r�, E/� FLOOR RISER SLOPE DIG FT/FT . w 1�?2Q '� 1n qp��� A I '"-4 C4 x En w x a- . i ! _ _ J 7U�L_—. w U AREAS SHALL BE REVIEWED TO IDENTIFY WITHCH ONES CAN BE SEEDED IN PREPARATION FOR E,„ \.___-1'' �, ELEVATION = CB TYPEII a � i GARBAGE DIIMPSTER SOUTH •1 ---=T� j I THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN DUE (1) WEEK OF THE }.., ROOM! BMJ'C15�- BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE r'� ��4�( - - Y I ROWS' I N' ACROSS 27TH STREET AT `I I'. �: CONCRETE i/A4HOU- i L=G�T AREAS TO REMAIN UNCOVERED SHALL 8E SUBMITTED TO THE PROJECT MANAGER THE PROJECT O '! '' L. FAMILY SHELTER ' N89'S819'S�92 4' AREA _ _ I d POLE MANAGER CAN REQUIRE AIIDITIONAt AREAS IN ORDER TO PROJECT SURFACE WATERS, ADJACENT ` + «t J r II ~ L. - - - - - . r, PROPERTIES OR DRAINAGE FACILITIES. 4R4U ' Y3 t o / g - EX. SIDEWALK A a+ L____- r. s I XJ- •r -X- J. PENALTIES FOR AN EROSION CpNTROL VIOLATION ARE SUBJECT TO A t300 TO 51,000 FINE I. - - LIL3HT \ .' EX.SIDEWALK / UNDER CHAPTER 17.66 - PENALTIES FOR VIOLATIC07 (AMC). EACH DAY IS CONSIDERED ` -�� ,L_' (gip pp I o e P N8958'I9'E 92 . OF _ ' K PERD4t1Ex b`CHAIN CIHK S7• s EXIST. c� I A DIFFERENT VIOLATION. tIEN, MVO ;1`I;'. ' .._ ? ISO. 5' S' VALK EX SIBEVALK RAMP r «: STRUCTICIN FENCE -�� ,tom PARKING K. REiiONE ALL TEMPORARY EROSION CORTEGE.MEASURE WHEN THE SITE is EANOSCAPED AND SONS ARE PRO+AIBE WATTIGES oAt, STABILIZED. _ EXIS . --X x—X-X--- , X POWER I ri 3 yA iy1 y/ �n t �rfy!' PP i RAMP • 0 P NEW IASNIALT 'ALONG I ( L AWL MATER/4 SHAI.!_DISCHARGE INTO A SEDIMNT TRAP OR SEDIMENT POND. VAULT I I, I r ti- �� mr rt o r PROVIDE COVERED EIDGE ^�F EX:ASP L�9,F1' PROVIDE DLET 2\-I ti fi ,IIFiiTi=: EXIST, c 1TiCi£ 18,2' 1 6'R,1U FF c y. ' Ida.. THE CONTRACTOR IS TO PROWDE TO THE COY INSPECTOR THEIR SPILL PREVENTION PROGRAM TO BE BRACE o STORAGE FOR I CONSIRUCTB]I[ BMP PROTECTION t ••EX, CHMH 0819 N, Sidi , , 80 SF 1-PAR o J R , POTENTIAL OENTRANI DOT STND PLAN TYPES I DURING CONSTRUCTION. Tlnhi l POLLUTANTS DOE BHP C105 _27TH STREET I40.B-00 _ RIM-67,01' I_ _ , �Ra. �' ���i �`t ?'f,jma�al 'n$,�f�.." 'a& xy.�� B1U-REiFN � �' � i � N 8' SD-' r/�'1 ( '.1•aa•a+� .n Y 2 ..:•7 3S.{�� i S — ._ _ _ _ —. II li .::6I.06' \✓ END OF EXI 70,29' CELL 10 EX, URLDEMN CB CURB '1 ,_i ;�DG IIF EX' c •H' 09,I1' o` < UNDERDRAIN EXIST:- I f8E, I 24 HOUR CONTACT SIGN i NEW CONCRET CURB t 69,82' le •;. RAIN CBMH d8.9 VI7H NAME AND CELL PHONE I aRE 6A c 14,4, PROVIDE INLET +� o TYPEI I tR84RFR SFF_VIE 'E' 67.6'_ BITE' PROTECTION i•, _ I GARDEN g� SD I ...Y,,_ ,f. V v .. �SECTI[It! a-A 27TH STREET _ _ _ _ RTM=6..01' I•_ _ ABOVE. C,,Ra b,--� 10111ND PLAN y� �) --0 - - _ J u EX.Bt RLINGTUN C8 F,=51,95' j rE GF •SW RAMP I40c0-00 E CB @ I NEV CROSSVALK RIM-b6.70' ( COMERCIAL AVE L� '''' 0 I'1 STRIPPING I T =b4Ae' Ia,4' I t, 27TH ,. v I AS SHOWN ( $ v - �67.b9' a EX, FIRE t� C\ }� tt o I HYA4ANT r�•� ` az ! EXIST. RAMP ! I Sal RAMP W I''aS EX. FIRE ACE CURB __ 1 _ BENCH MARKATOP OE SDMFf ?#$19 EXISTING SITE PLAN EROSION CONTROLTUM NAVD88 �' '. HYDRANT A --- EX,EX,FIRE • t, a) c ._- I RELOCATE VFTER METER IN 6' WATER TAP AND VALVE HYDRANT COVER SHOWN SIDEWALK ♦/ DRIVE-OVER TRD0.CASE.AND COVER .4-� SIB ETT'1 Cow Zcli.,lb1} I. ' , - w LID .HIVE-DRIVE-OVER IN.70 LF 6 BI FIRE SERVICE L1i+E TO LEGEND c 411 >'�1< 'amt? AS 1-: —BLDG SEE FIRE suPRESSlT81 MI . SOIL AMENDMENT NOTE ,. 0 0 Pz'u I�IL1V2wla"T ACZ: . `, DESIGN FOR PIV AND FTC. MIMI 5}6.4_, .ETAS a744txY-, I fl2 p, Iu+:oufra et�1 A.ccse:s E*s �• 1 I :,uo, }) `� . , es 15 tl �• IUD•xa.sla,s�c.=zsz�,7,I, - YAK - BHP T5,131 POST CONSTRUCTION SOIL QUALITY AND DEPTH. 6. A d •-� I P• .i. N I N P R D V E M E N T S GRAPHIC SCALE —• SEE APPENDIX OF DRAINAGE REPORT FOR SPECIFICATION MI PROVIDING SOIL A14£NDHENTS FOR ALL ' io010 D ll DISTURBED SOILS CUT SIDE IMPERVIOUS AREA AREI1BID BUILDING AND PAVED AREAS. �-,.) SA WV N 02 VrtT oPiovin _ sa �IRLE ►x�Hm<=`;: A..4 Rz 'I�^Al vc-s bcLttx;S'fats �:' ( TITS 'i') pa4iza �!,u..t3rL }e'"Civt¢.L17 lb 'r'.. e� o c ----.-y_� _ I Ianh - 20 tt ` 3 6iA :; i; 4 a+ A i -' I- I 15i7 ! �l - �- E-- �LT G�l>uNi.a Inthit sta r�'✓ '�P • F I i :I! i 1 JLJ''' \� iL. LA D ENGD3FRED SOIR.SPEfffTLAI't[!{S I I I I I( 1 �, I i 11, • _!` - 63X fdYL,.Y SAND 15' nP � v6�'�J C7 n ` — , 2 CRAVE(``AVDF PER AS.• SIEVE SET PSIR Df'PASSQIG ,l1CC'[Y'ATG.rAof ��+� rh] GrV1L5I'li` PAS'�TVED mI 7 1 __ GVL USNa A I/ INESL PAVED PARKING I �" • i e,,,��. a(. F I4' 2a 1 PK f105 i0> lOLS r UPS N0 1gT ," 1 2602 • i 1 vn:D�sa aAY�soNIENT SAD!£LESS THAN S7.' ,Y �R,•+S 51I3"-kca e-ko-sae A •skt'�''nQ_ 5rn ` .. . `1 '•-fit I Je .F K � ti 9UL MIXTtY£MELD BE IRili[E�I/J(4 kl,EE or SIDES,SOWS,seats V1A UIIffR sDQLl6i 4' THICK CK CON ,' a 4I I i J . ..... Q. I PIt ! pK - x SfitLSLC AVTALL�A�R-£�Pt -,te Le 0.S'VEGETABLE Wf,C2:H taxi fP.�t CEDAR OWE(AYkOS7DK. 1�=51frx..,w4M ! >•nos-•s:o�•n,cr-. a' CIS(ASPHALT SIDE�JALK r -4 -• G Slat.INSTALLED RI WNIIWM I LIFTS OF 6 B 1CS AND MDT 01PI.ACIFD. • n r� 'j� �_... F I)0 nr3uc c. iacoe� AN ser,rs C�stws r--1 '� K !l f -- '1 ;Ys1A Ir- _, - fr ._' 7.HO HEAVY MINOR AWNED M RAW-WIDEN AREAS ME CF/FIER ONSTRIXT m+. .. _�-�A 6 GRAVEL BORROW i J --•:?-1 I r vK 4 ' . "c E. e.te,S m .,. .5I3e+-9.1' S3C...12), i,a�5 ,. 0 r SITE • _. - >� _ f . INS, PARKING SECTION A-A ii, ,�,--`,�4�_ �f-�„�,_ i -- I( P'� PK 1� :ram. WMBlY coRNuGV..TIE CRADDIT HALE r3xvP.•,'�os:.5�. ) -� _-- _I { '-' ' .._a ' ' I. • r` 'i��,' I CORNJS SP.'FtA:,fS'UNTIE WONDER* ONAYQtfAL DOGWOOD 8'Err,vim �+ ` 'j t(� T ,'•-� . I -- J w. �e7 , ,,, Is: •ia�rne�Eae,. sRCrSrs "s., S l '-+ht,-g. F'�r�-E•iG '`vY' - SL/'IL.E 1n=.LUr CIO 1�.-'4 �, I - Si v,'; _�-! , ,, _ _ GGRNUS , ARGOT,ECNARGWiIE VARIEGATED RFi1TA7G dGGwAv , o €j' •� c ',,,,� I1•• '.�'TY�'.-stw..s .:.,L+,....ac .�. � wk.wa ,rrszF _S,Z •� 4) � �� ,2) t' 2 CORHUS STQIJIFtFA 10Mm' RRDFtaa DOCNND IOU_ �,„`! I'F Wou'Q...ca., ri ''v'S}1i.ks Ii-,S i�NC7 y,�4 oV // \ iing ij , L I it PK �- �: ! i z s S RNODOODIOfMI'Par NM.RH00. IOU_ ''p.Q�i t.ASc'fl P'-�\ °1. * � i""1 . " 1113K r" 1 •�'•' � ]7f12 � �]'�"'"-'� N I I I - }, a GRIMMII Pt71NSERAT CAUOATUr/ fOURTAN GRASS 1 GAL ,J,lgS ��T �fsK.:Cxt *-scOWR �� 4` L� ��.�tj 90t ? SAS , ,-1-, j PX i i.. -- ir; 1 E hi { il t , r rr��- ., u i -'�-'�i;( i ' `;(--i. ° '�� - ,�. _ F ® PV #18-140-DEV p.� 7 i ;'. I I I / Ly `\ --....�,.�j A-A. CWPM SLE c'F Thforxnclth0n L 7J .iIi 1 9. 6 i. : i I' 91D slats NCR Q wt�weebi,am�e eels re:von:Ray appeard« n SENT NO. it , : - ,„ opt a nt nos hog 7 ths professional eng0+eer, y r j PK Ett1TtR „°, •! 9,conveying Elk and providing mcl'galial for oil Federal, `..=s (I� t i i U .t `- ;tea �. . . r , l' SLOE RAMS-, , ,3 .,� >•6 Stale.CowlY and Local tow wade,and mondclee,Enchain')tut -� ` 1FEL ' ^'` • -- A� '-� ( 6 MUM 2t in at • AZT a • not Emeed to the Endangered Species Act Federal Wetland Permit, S1D3 c`\ `�'�: ; ,.t ` "r,„ , ." ' ;-NATIVE SQa + '' !:.:!!'17:44.7!a4:,!,*::":46;*".iAr,72127•A',.#.:1:7 helbs Pelted Federal flood Ptdn Aiii • r `�` J h '� ��S zY?�. 1 lH E&nirwtkn Pemige h • _ t,. ,sn. =` '• .:nt h.,:a" 27807 '47.fJ� I ( Ir a araeax re mru+va 1T11crsses� Owdr Landowner,adU,s3 Ergi+earJOB NQ:2Q25-51C ( I I Imo, - F- - -"11sEe rev v>sv FTm sriE . aErroaFrL_� ".".�- TYPICAL tumsr.Ara!e Rr aAO+rssmHI I s�� FAeRx �eNAL 3aGLass and DATE: Oct2QI8GRAPHIC SCALEra}xr S L')lIS a'tYPTFxVRIrRED>b FRTER tea.TmaLVICINITY PLAN lOD 0 50 100 00 400T """ ` ' �T" October s, zOfBseals: 1=2Q' 7IpN A a ;R DATE SCALE: Ti. IIBIZIZIRRIGSIaD s ® The eppmlat niU e:Lplre one year horn the data CHECK: D. HERRIGSTAD ( IN PUT) REV. A, OCTOBER 6, 2018 a "�°'°' Sii1SST 1 OF 1 1 inch� t00 tt • I V' N. t ALLEY PAVEMENT SECTION h Cs7 I ��4,4,.... ��' 2' ASPHALT T E.X. STEEL BLDG PROVIDE INLET ' EROSION CONTROL NOTES E" jPROTECTION f arI/`\} 6' RAVEL BORROW I SITE PROTECTED WITH 6' CONSTRUCTION DOT STND PLAN A. A CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR <ESC) IS REQUIRED. -� G�9 1 TALL TEMP.CHAIN LINK ENTRANCE I40.20-DO THE ESC SUPERVISOR MUST HAVE ATTENDED A CERTIFIED EROSION AND SEDIMENTATION N LOCATE EXIST, SANITARY SIDE CONSTRUCTION FENCING O. DOE BHP C105 - CONTROL CALSS WITHIN 3-YEARS FROM TODAY'S DATE. MUST PROVIDE CERTIFICATION >. SEVER AND REPLACE TO I CARD. = SEVER AND WITH E3 O 6' - _ �' --- - - -- - - ' LULE DF%SYHALI.--= - ! PVC RAIN MINIMUM SEWER PIPE. 1 e r" wY7scvr-vpi- b " B. THE CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR WILL OVERSEE AND - C,0 ` 1 v i BE RESPONSIBLE FOR ALL EROSION CONTROL. THE FACILITIES SHALL BE INSPECTED DAILY di. ! f SADDLE SEVER N.AIN — ('Ol 3.25% AND MAINTAINEDENSURE RECORDSSHALL �� l - _____-- _. _ °' N89'58'19'E 92441.. ALLEY ' E TO D AFTER PEVERYC SIGNIFICANT STORM EVET OF THE ESC FACILITIES 1�.c 4 _--...._.. L' _ Y REVIEWS A ��p EE L rj- =t1$$' ' ., y\ - �67.3I EDGE OY-StSPiA�'i �- c qt(r t - — DURING THE VET SEASON <OCTOBER 1 TO APRIL 30), MONTHLY REVIEWS DURING THE cn I-. fa AI_LL• I \ .� DRY SEASON (MAY 1 TO SEPTEMBER 30), WRITTEN RECORDS SHALL BE TURNED INTO THE••�1� SHED tJ PROJECT MANAGER OR INSPECTOR ON A WEEKLY BASIS AT THE WEEKLY SCHEDULED ,Fkb% J�� ® 3.25% I �j O 6730' PROJECT MEETINGS, �,i., ASPHALT 1 - �., I�� p > '�N89.50'19'E 92.44'/ ). '''' ''' er, `'; so - j - — I ' C. SHALL BE IN PLACE PER THE APPROVED SET OF PLANS PRIOR TO ANY CONSTRUCTION I L.. START. Da ' 7 I ! r 1 GARDA(i.. L _ J; D. THE EROSION CONTROL SHALL BE INSPECTED ONCE A DAY AND MODIFIED TO MEET THE © I� c i O ! �� --E� I f SURROUNDING CONDITIONS AS NEEDED. `-' OD 1 I- ENCLOSURE :„.....",- o6U.00' -L. m9,153 SF LOTPROVIDE SILT FENCE E. PROVIDEASIGN DISPLAYING A 24 HOURCONTACT NUMBERAND NAME DF THE ESC "�r68A0' I BMPC233flRWATTLESSUPERVISOR, THELETTERSiZTESHALLBEAMINIMUMOF2-INCHLETTERS. THISSHALL BE• Iri, E N t :: � _= EXISTING HOUSESDMP C235ON EFLECTIONRIO7 ECDNTTRUCCIR,NDSTA 0 ERNANDEDEVELOPOOK OF' THESIGNHILLBEA )n CALO',_ 3AND SHED TO B II DOWNSLOPE OF 70.4U' ROOF AND-� CONNECT WI ihl PROPERTY ` `� n) FOOTING DRAINS NEV G'PVC SD ` I' a REMOVED ° w F. THE STORM DRAIN SYSTEM AND EXISTING DITCHES SHALL BE CLEANED DAILY (SECTION 7- p ¢ LOT AREA `-.• o o�i 4 nn} w Ir r' 07.32, ALL DRAINAGE SYSTEMS SHALL BE CLEANED TO THE ACCEPTANCE OF THE CITY OF O Y = 9• ,153 SF BASINTO i I c> 1 z �.--• tu LUIS r • I! I ANACORTES PRIOR TO THE ACCEPTANCE OF THE PROJECT, �e1 N p i i . 7•., I I 2 T H ST. I G. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL DE INSTALLED AT THE BEGINNING ?f 11.O b ` BUILDING AR,E A IU12 27 i i t S a i` n'• �- 7 e•3 1 5, i OF CONSTRUCTION AND MAINTAINED DURING THE DURATION DF THE PROJECT. ADDITIONAL cs FAMILY w:Ib6.79' I o I y ' 1'! t i MEASURES MAY BE REQUIRED SUCH AS WASH PADS TO ENSURE THAT ALL PAVED AREAS ARE ►� R - =nn4,40(3 SF W I Hl �) ,� KEPT CLEAN, NO MUD IS ALLOWED TO ENTER ONTO CITY STREETS, r�,,t �i ^ ROOI AREA = LI I 1 ¢ 1 w .gyp h`.y -W E--'`"'>"-, il z c . I C_L TER 6 i i a +__,� 1 EXIST. EXIST., (`T x Ifs ] H. ANY SOILS EXPOSED THAT WILL NOT BE DISTURBED FOR TWO <2> DAYS DURING THE WET �a ��j 5,215 SE _ Jfl L Lf� 4. Li C C/�1J I 1 o SEASON OR SEVEN C7) DAYS Ill THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH FLOUR RISEFIRER c o h J t = J HOUSEr Ct APPROVED ESC METHODS <SEEDING, MULCHING, PLASTIC COVERING, ETC.) Zt H a J 1 x I I ,� I 1. TWO (2) WEEKS PRIOR TO THE BEGINNING OF THE WET SEASON <OCTOBER 1), ALL DISTURBED ~' r 1 1020 I i •� �, z ELEVATION ROOM -- .r j I +"t s AREAS SHALL BE REVIEWED TO IDENTIFY WITIICH ONES CAN DE SEEDED IN PREPARATION FOR 7�,4a' �__ L_ THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE U) VEEK OF THE ►. ( >x {- I J �- _ > tl-L<GHT BEGINNING OF THEWET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE F.J( �� C) • L is I �" AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE PROJECT MANAGER. THE PROJECT ^`J U `' 1 N69 58'I9':132.44'E I v f>IY.0 1 r 1 ", i '''.1" ! l 1 = 1 _._-,._. - ..•.— - _. _ `rS _ ,,, _ MANAGER CAN REQUIRE ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT COS, -T; ` -' --•' i S PROPERTIES OR DRAINAGE FACILITIES. ^� I I I_ / L1rAl_K G� -, C, - "-LIGHT J. PENALTIES FOR AN EROSION CONTROL VIOLATION ARE SUBJECT 70 A $300 TO $1,000 FINE N89'S$'4 E 9 4' 'f .-,: X,SIGC.A`K % Gf PilLt: �� E, UNDER CHAPTER 17.66 - PENALTIES FOR VIOLATION <AMC), EACH DAY IS CONSIDEREDc?` ' 6f157 � ' A DIFFERENT VIOLATION. 4NEW5'SIDEWALK ri r `._..___�, FASI, 5' tiI6t,WALK - .. �X. SIDEWALK RAMP )' K. REMOVE ALL TEMPORARY EROSION CONTROL MEASURE WHEN THE sat IS IANDSCAPEO AND SOILS ARE r. _- -- — -- EXIST. -I• �- - \_� P!to PROVIDE WATTLES __ ndF -... ---L 1 ' _ I grn ��� STABILIZED. _i L6R9tr'` t � �. Pv4P ' - -_ S (DMP C235) ALONG /� I b' RADIUS \ \ [� Ig ! `' I'i� his:.t 2 EDGE GF ASPHAL 69,fiv--" NEW ASPHALT �y L ALL OEWATERING SHALL DISCHARGE rum A sE0tmorr TRAP OR scow wr POVD. 1,572 EDGE i, t8 2' ��__. l ASPHALT I _ fd• THE CONTRACTOR IS TO PROVIDE TO THE CITY INSPECTOR THOR SPILL PREVENTION PROGRAM TO BE INPLACE 111 Hr -` I_ =' !I 27TH STRL•1:T DURING CONSTRICTION. rt L]0.29' ;I f. UP,iS—� ( FDrC cT sx s-H L.9J1/ f -- — — — — _— - - - — ---- — — —�-- — — - $m? r�)v,nast►�. r 2� s3 . NEV CONCRET r 69E2' RAIN I !6' aAltl 14.4' IR'r• CURB 1,___ -tICTION A A _.� _ I 27TH STREET EAh EV. - - 1 b7.b9'/ �>r-- J4 4' ~\` _ -- ---- �. - FAQ l �SN RAMP 4'?3?.S f P6S �'j `` ` =r__ -ram Y �� /67.69'+ _�� t"m" A 4> '� /'=�� --.. FI'E nF CURB �'•- 1. I RELOCATE WATER METER IN-- .._6' WATER TAP AND VALVE -- -- - - �.-� M122 DES f�[ "` t�T' SST Rat 1 a I SIDEWALK W/DRI/EDVER LID IN IRON CASE AND COVER <� �aN ' 01 R .0 L � ;G= ® AND REPLACED I' SERVICE 70 LF 6' DI FIRE SERVICE LINE TO EXISTING SITE PLAN & EROSION CONTROL ii LINE ALONG WITH NEV 4' —BLDG. SEE FIRE SUPRESSION -- O.- t .riQ1&Avv �i-ce.• �1 tT i ��) ,c' q �? FIRE WATER SERVICE LiNE DESIGN FOR PTV AND FDC. L 2 r.4 v v TO BLDG. j St-tor tT>kn .. fRu`JZ1 ur s iwak.`(NM J O Ithln y Q PROPOSED SITE PLAN INPROVEMENTS GRAPHIC SCALE t �lor�s Id ��� Mt 0 -eLerY+e*-41-14 6' -• TN-- . a 0 fD 20 8a • Ida-cLl>. G-o1N6 0NT4 I.l)t•rt•- 1 1)-1/4 c• Jcs.!- .) C FZ,Bu�R .c*� iN �,,ca,t rL 55 a F ( no FEET) iJb1lr et-elv"e`i 0e•., e� a O -i J ry at a�`fsl s F j A.• .. .°I 1 I 1 Inch = 2G ILth t1T�r• eN �i?otb3da 7S t�C. (o' 13 To .7L $ - ii 1=iG. • 2517 - �Lt-'Y'r�E?TS` - ii I 1 • — _ �.. 2520jj Ct CO ! &2 - DumlaSTrr7L Ic�b..77W-s• tt'T-lf- 0.�7� „-' mil'orl' �STT� i bps. CS'�t11 ^-t J' -a • 910 • 904 pr f-PlNize , la(�puit>_Fat-l-It<,t-Nt1- O 6LeMOSi - IIJSSl I� 1� 26TH f"e+.A-w `n Fsac••Vt-'tw_t_c CIS. 2,-0 4T• �cj GbM r% p.Lao)(r' -^� 1 — _ - • ST. >nPSte_i awltnrL tt, t¢t`a OF tlrlhclt�Sktca.y��TVaP[ZS f rNC2f K, T}Sc= ET• t=Pc J {� ,.� C"": I 11f9 1105 1019 1015 1 .1 -` --f �_�..... PAVED 27TH Li S�of l i I I 909 903 STREET NEW PAVED PARKING a ® ADP, lherESSt t3!tr CoSS wkU� -tb 1 n1'f ciii zboz --- - 2603 - - 14'--I 20 = 5, w�V.t,'IthS�ccf3r�vWc' j {I IFe, II av�¢,.c6. r' Ex,srfJll-co Mz.. 5n.sm•• Gu:6%r Gtos'%"))3til� O E1xyr�•:r `t% l�tk�cE .1 i 11 Li I --�_�_= —2z- tS e P.��trmtac.tlat_ J�tl, la.,_ 2'tT S1U.E4-r. �1a.� a>, J' t�� I 2-ASPHALT' 4'-THICK COMC, f SITE Orjr --_- SIDEWALK 4 9 Eu67TC�NTOw��IZTo ' ttl o' SPtI,4-- �-y-4 r 2' ASPHALT - �Nnave (�,y ts1 ova �«`o�ia�f�1e s�v-�, v 4 I CTSC 6' GRAVEL BDRRRWt t-s. i3t ut n?+ E,vxk I�' tit ar N � D�, �t wtN tT`� �L�E- (j 2620 I.1.1 2615 2618 D^SS. -Sfe+T1Fi CWl6it� dla{ P4L L C-*' I-a PARKING SECTION A—A _ .. , - 1 26 - Q RIEiFId2_c-k"-tAvit.P,alpw) (�S�" s)e) zi•, TkitS ti • - 27TH ST. , SCALE 1"=10r ® sow t4�I fH MA M r. _ ! , -�.r,xs �Y,D�, 512ab fwt-. tom Z7•t4 tmPad+a'rn+ID.IK, J e:V 11,E �z+L Imo, S.� l.,t. E - - V ].109 -- _.. .... V1 ,e9._ ice• 1105 1ot1 LY — ---.__..._.. • 1Y2F3>'tD�wpE AaDwTe•�Ai w/p 271e r, A 4 - W L701 .• I i 907 903 901 —oozy,�+C7-.1.41MQx '�.1T; Man, utE Pc6Q evQ t) ' i I 2702 a f-i -S f L/C2 *1 11*e 6 Z.& c''4 r�4 0 r_.�,_,��_ ...�__..—�_..._.._I E 2708 0 2705 ® Lili c. Ss vie• ill_Ama-Prna.lc NOCE.,I. 9 `CE 0 ram- h w)c •E° f>r o 6rr . tY��Y�/ ��/4Y0�(- �� 2707 PW #{eft—XXX M rcl �4 9,z e lots 2720 ,j • • ,,.1105 1104 1102 1020 1016 2 i 2719 1 - 4 �� �'---- --�..._.._.-3 1 916 • 910 9010 ! .902 p�ctp"3' � r� -T� This pion sheet is,Dppea+ed for oomstruction in oceonlonce wdh the -...�.._-- :t..�_.—...._ I__ , City of Anacale.4 ordinances oM 's. Actual conformance of the r l C P� ( :... ..- -�� ,HEP, design opplcobte I ' the re s,TAty of SHEET NO. ----- 1103 _ ! -• ,,t o. Lussy,'.f,' ` ofe oI engineer,'those Rome and stamp*Amor un this sheet - 28TH ST'. k9L(rtng,�ePtnng with,end providing mitigation for all Friend, {'-'I { .. ;� I ;.C; State,County,and Local Laos,permts ond mandates including but t\ 60. _ (1 ,L, not►mi1ed to the Endangered Species Aet,Federal Wetland Permit, 10154• 1011 —...�. _ 1� IZE�..- {' `T!U- • Stole Department of Fisheries Ilydreufes Permit,Federal Flood Plain r 7.7£s07 < Pe+rrits,Notional Pollutant Discharge Elimination System Penis is `� •... o . 3 the rsponsibitity of the Developer,Landowner,and their Engineer. JOD NO:2015-51 ?� sts- The issuance of this permit shall not be construed as proof of Sr,'ALE3a' compliance with oppoicobie Iowa end permit reguuemonts. DATE: July 2018 � GRAPHIC SCALE SOLE: t=2D' VICINITY PLAN July 24, 2018 DRAWN: D. IIRRRIGSTAD ,00 0 50 100 200 400 CITY ENGINEER DATE IN FEET) The oeed prover wig expire one year froat the date CHECK: D. I1ERRlGST,SD 1 Inch= ►04IL REV, —, JULY 24, 2018 SHEET 1 OF 1. i CHIEF ARCHITECT X9 DRAWN DY, J. STERLING SCALE n AULE! PAI+ENLNT SECTIIDN I I I ' I Is Sib" = 20' U.N.O. z PRDvIeE r.7Ln EROSION CONTROL NOTES. 3 r mats DT.. STEEL BLED I PRUTECAII:N _ A PATE t ?' Cis) SITE PTIOTECAED WITH (9 l 1kULTTON DOT STHD PLAN I A. A CERTIFIED EROSR81 AND SEDIMENTATION CONTROL SUPERVISOR (EEC) IS REQUIRED ' Tit W ' TALI TEMP CINATN LINK ETISRANCE I4020 OD • THE ESC SUPERVISOR MUST HAVE ATTENDED A CERTIFIED EROSION AND SEDIMENTATION o ,I + S. 'L ' ( -� 'y SS} Cr'- CONTROL CALSS WITHIN 3-YEARS FROM TODAY S DATE. MUST PROVIDE CERTD1CATit7N 'r• Ob-06 1 S !, t r C(�1SArLNClaok FEN6DIG DI]E BKP Ct05 $1 -.v. q-•r r COtiOAIE E7AT$T. 54+�iTARK SIDE f l8 [ 719i:i - r l - ---r.-.. ------ - 1 c CARD. p I SEVER 4*1D REPLACE DO ! R R oSSI' elf •i sv _._ I t.-r- Z....... I IF =`:. . r, w I , ii-i r't D. THE CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR WILL OVERSEE AND MAYER 'MAIN MPH ".3 OF 6' EYIST 6• Si fA T r'VC t ii [ , '- r PVC t✓JHiMIIM SCktR 1'IPL TD VEST fkST=C�59 , i ? d - — •s "" 32 " � '" 1-- " } BE RESPONSIBLE FOR ALL EROSION CONTROL. THE FACILITIES SHALL BE INSPECTED DAILY a c S A .V�d J l i AND INAiNTAINED ID ENSURE PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT __-'-• SADiIIJE SEtitR MAiN, I t - G / 1 -� Let FACILITIES I W39 52 44 _ _ t Er �T):K L k T I u OF WEEKLY REVIEWS AND AFTER EVERY SIGNIFICANT STORM EVENT OF THE ESC 1(_d�Set N -- r ( 64.31' 21,.:° =i^"isttT ! '=�1 ti' ( � \ Y P INSPECTOR ON A WEEKLY 7- f aC31) 5B99ff DURING THE WET SEASON COCTOBER l TO APR[l 30). MONTHLY REVIEWS DURING THE V rill 2K : `3255 Sf. 1 L f t IL ` I ,~ I / T' P DRYOJECTM�MANAGER O PTENBER 30). WRITTEN BASISREC AT TSHALL E WECIICLY SCHEDULED THE BE TURNED INTO p — T 1 W A9PA1`d.A st -- �673G' 3C X t �. I j ! SHED I 1 i q PROJECT MEETINGS. LMI Z - - I o 6 } C. SHALL BE IN PLACE PER THE APPROVED SET OF PLANS PRIOR TO ANY CONSTRUCTION > (' Iw I�!i l . Na4' sa98 924 a .-� 7 - pp I ) I > . N � » Ns3 a) W r I i CAF3A>t 11 I __J r D. THE EROSION CONTROL SHALL BE INSPECTED ONCE A DAY AND MODIFIED TO HEFT THE- r I ( r[ l r .- , N 1 8 I .... _._ _. _ _._ �— - I I , o z r v CB i u{] SURROUNDING CONDITIONS AS NEEDED. Off, r r- 6 1 Eldp:3SLRE I " v " Biy=6b.<] E. DISPLAYING A 24-HOUR CONTACT NUMBER AND NAME OF THE ESC ' '^ ,• I S,lra3 SF LET PROVIDE SILT FENCE _ PROVIDE A SIGN a� i T 1 °t BHP CBS OR WATTLES SUPERVISOR ORETTER SIZE SHALL BE A MINIMUM THE a-INCH LETTERS. THIS SHALL BE I k I r' 43#0' I E , -. I EXISTING HOUSES BHP C235 ON ' ir: aE PLACE RI 1000NSTRUCTION START. REMEMBER, LOOK OF THE SIGN WILL A ✓`+ 0-4 2 j1 _ -- - - LOCATE A ➢ _ _ �i ti Fs Tf _t v I, a AND SHED T® B „ DOWNSLOPE Of ;R L REFLECTION OF THE CONTRACTOR, DEVELOPER AND DEVELOPMENT, r;: t2 .4 c FLECL "`! _ v 1 t-. M PROPERTY 1 x> , tT y/ { t r.,;.p ry " 1 c F. THE STORM DRAIN SYSTEM AND EXISTING DITCHES SHALL BE CLEANED DAILY (SECTION 7- P-a r RDOf e D U F REMOVED I . , x mo z Milt:3 NEW 6' PVC SD I I o + a 073). ALL DRAINAGE SYSTEHS SHAH BE CLEANED TO THE ACCEPTANCE TI)F CITY LF �"' '_i , _ Ta EA1G D�AI`:S II ' S I 'CI la I 7 '] - �'' a_ �-' ' q co1. c 'LOT AREA - _ I ! lO1f ANACI)RTES PRIOR TO THE ACCEPTANCE OF THE PROJECT. �� w M 15U1 rATCH ! _ " r S I I I I u W s. :4:it , �` 9e153 SF BASIN I: = R, is ••: ) fI 2 1 TH ST, r G. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED Al THE BEGINNING TA 0. o { �__ r y��� L_ .._ II i LF CONSTRUCTION AND MAINTAINED DURING THE DURATION OF THE PROJECTS ADDITIONAL - - Tilt BING A=RE, 1012 27TH Si> I .� F' -11 L h I MEASURES IiAY BE IEEOUIRED SUCH AS WASH PADS TO ENSURE THAT ALL PAVED AREAS ARE ( ►J A { pr}tq'y t _ I (b{ , 2 iTTT ___- I ' I r KEPT CLEAN. NO MUD IS ALLOWED TO ENTER ONTO CITY STREETS. 1 ?(j E co z _ !{-0`�rYP J`t FAMILY r 11 _ r x:. (• �• iT p, L+ ' -S CQ -.• G: II• ,. R ? - _ A II ( , I EXIST ,1ST , I� F V 7 v. H. ANY SOILS EXPOSED THAT WILL NOT 8E DISTURBED FOR TWO (2) DAYS DURING THE WET Fla Q I , RE•Lc AREA ' SI eEL T E R c I ' " I r I E f11 ,T • I¢ SEASON OR SEVEN (7) DAYS IN THE DRY SEASON SHALL BE 1HMEDiATELY STABILIZED WiTH "' < S in w P s I ! - i- i Its 0-I APPROVED ESC METHODS (SEEDING, MULCHING, PLASTIC COVERING, ETC.) ,��j 5 c S YSF USER a II i , i R0uSE _ 1--- Itil---1 11 � , �, ra �x L y °' ^` i 10�0 }tt� - L. 1. TWO (2) WEEKS PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL DISTURBED T� = vi 'n t!I1 Ltr L— ;, I AREAS SHALL BE REVIEWED TD IDENTIFY WITHCH ONES CAN BE SEEDED IN PREPARATION FOR ^� ( � E_ , / 7 ®NI ,t „Jr - .._ _.. .._ .__ .,. ^- ; ._ �____ THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WiTHiN ONE (I) WEEK OF THE 4.-,eCs.4 ,. IZ e C IFL�9_. R • ¢ ' _ r.aELEIf�G' a ci r D I _ - H • BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE r!'c rtl. -IIs ' t, I I I r.�.r r 't °E ' AREAS TO REBAIN UNCOVERED SHALL BE SUBMITTED TO THE PROJECT MANAGER. THE PROJECT "�•i 0 3r,r r r �• NB9'59'A9'E :92.c4'i _•.•• - _ - ____ I J POLE„ „ MANAG R CAN RElx1IRE ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT �T 0 f• cr i PROPERTIES OR DRAINAGE FACILITIES. •'Q' f9 'l $III �r ` 1 -' �` - ' 4 — " --- (Drop: D. , E( - PPr ;arr... I � J. PENALTIES FOR AN EROSION CONTROL VIOLATION ARE SUBJECT TO A s3tXl TO s1,000 FINE D — • • - •• __ .... _••___. I_ VOX — _ I ) X �� " c ;:; At CHAPTER 17.66 - PENALTIES FDR VIOLATION (AMC). EACH DAY IS CONSIDERED a� E w f NB85B75'E 4294' ~ t' d d. c,.. ' oPP A DIFFERENT VIOLATION, K ...„7, I li 6 �I < 2 'G:• _,T ,s.l : ,,. 68.5r. A,tc.rS c=a ..` K. REIIOYE At TEIAPO AR( EROSION CONTROL MEASURE WHEN IRE SITE IS LANDSCAPED AND SOBS ME , 1 y NEt9 5 SlCOMY • , gl • 7 S 1EA 1 E).1 .-. e,Fsn 1 ) - PR ..=� I j2T �:_. STABtUZEO. s —i. . - - � .—` r > c a I I �— DV1DE's W T d S (BHPIC235) ALL NG •:::' ! 1 f 1 POWER I ( -- 5�gS ir:Exis ,]' i.::..� `'`ANY" it - `-�•�-• + ` L AU. OEWATETideG SHALL DISCHARGE INTO A SEDINANT TRAP OR SEDIMENT POND. -- I i 0`) r..:sn o PP NEW ASPHALT 1 �! i �O VAULT I D: ST. c� LF" t?�1r5U±�i9.11�� 1 ` V RAT)Ms \ \ " TS. ' (; `GUY WIRE `p13 yA"n :i!2J '' 1 EDGE fk CbRL . t; ?' ' M. E CONTRACTOR IS TO PROVIDE TO THE CITY INSPECTOR 7HOR SPILL PREYE?R1UR PROGRAM TO BE *PLACE u 3• I — I Si �`'� -- i H'LSD tPE2 T DURING CONSTRUCTION, +„y N.1g 4E: OF rE. t �; f 27TH STREET +G?5' l� - !T. F:Fel.le cis : C5 _ - I.F.. 6t05• �I� ti- , ST, CITE" • r clu k EX tiI 1•.st— l c J t rs . tY•t�rT, (�. s -- NEV CONCRETE '' J ail 27TH STREET GAPtcN R' 'sn� j.*t p*`,i s:. 1S , .. i _.. _ 6?s9' k .d o (O CUREin I SECTION A-A . - . - -- - -T P" t c_t _ _ _.._... _ _ a Ei;y1.I;:f,iGN LB -3' Ina GL is s%), t:7.69�� ti. �1�- 1 1tS ems. ; e = l a .. 1 1 iF@:� ' f r tu g aXi Fs . to; EN- ' a:r_ . . _ - I i1F 2ir.!Y j J .r ' O p so 0 so S. • t! -- t°. 7 sgi.0 a Clr,.p rF4 !W i a......4 . ^ .� Cs) L>] Q ltl c� F. ( ,� IL Z [+YCF.'4ki ~- •---... ..._._..._._...-------- ---"__- _.----- - £X FIRE I I AUG (vJ 1 �y"'TJ C�" 1r„ 1- 1 RELOCATE WATER NEWT IN 6• WATER TAP AND VALVE 14YDRAR1 ,I SIDEWALK v9 DRIvEOvER LID IN IRON CASE AND COVER EXISTING SITE PLAN & EROSION CONTROL ' -s �' y a AND REPLACED I' SERVICE 70 LF 6 DI FIRE SERVICE LINE TO ' I- LINE ALONG WITH NEW 4' —BLDG. SEE FIRE SUPRESSION - ! li I- 0tn. v 0 FIRE WATER SERVICE LINK DESIGN FOR PIV AND FDC. I "jam /`� (_ a (,B / [ 0 b 4. TD BLDG. � D g 3 J6� "IY �If" 01L. 1 II:. Ell IN- G r• 0 PROPOSED SITE PLAN INPRU \/ EMENTS 20 D ,D GRAPHIC SCALE BD -flim o o -1 cir „4 � 0 cO . ItnebFiEET 50 % . � i o z I. I' 'I 2s17 "-I `'_, 1 1 !.�.r o� w Lo n u.t I rill . t 1119 1- �� PAVED CITE U05 1019 1015 I ( ( I �� _�� STREET > 8 1 2602 I _ L S NEW PAVED PARKING FFtl 0 0 90 i t 1 1 2603 { L 01 fe •J� _ � ;� 26t0 -� 1'STHICKIDEWALK CONC. Z. TF ,� j_, f E' ASPHALT SIDEWALK14( I .i -t 2' CTSC SI d 6GRAVELBORROW I 26tG W 3015 �_ 2i5)8 — :w ;� i._...._ .._ . . _ ¢ ( SECTION A A ,,,,a PARKING u ,c, 4 ID >m4 WI _ ta. DOzak 27TH ST• '� ,‘ SCALE 1�=10e !1" triii ZNI 1105 toll a , 1 ,I ) �^ A( li - _ _.. I von 9-6 r 2 el "'"t :roe • I 1 C,] 2708. 2705 ' �? EL I �°, f IF-� -„ � i]0] � - PW # XX —XXX — DCM M.'Xi _. 4 Qfg.a ` -1 I b'2 L -h, i— <NIas I This plan sheet n opproved for canilrucian in accordance snlh the '?a3IYz 1102 ]o20 1018 101s i 2 i( I 2119 I�1. :...•-_ .11w 916 I 1 010 . 1 - I,' desisign +�,TAo a Ion h the a1 •spoAna Saooam,onae of the SHEET NO. ) 11111L.-------�...�.�._.. I t na:� '< • protestionot 7,eu, 'hose name and sta o r on this sheet " ',-�, 1 + l: . •� Atqutrinq, ash, and prosid'cg mlbga0on for oN federal, f"'^'�' �..' "•,? k 'G 1 Stole, County, and locos tars, permits, ord mondslee. Indud'rg batlialS . ,,,,, not Caned to the E eted Species Act, Mend Mond Perml, 11 2 i • 1 ;I , . . -_.•._ .. ::_.._.__.. r-- - ` �t 'f U) State offisheries leyd auCcs Pe Fe le of mats a „ - _ 1f .,...._ ...,.__. ._ c::.7 1 --:,:w:;• 1 < . , the tt. Notional 'f the Dischargel fllo�nsr, ordihe�p Engineer. no3RED Di i shy p� t015 • .-tote _ I (� II -- •- t the issuance of this shoe not be construed as roof of J011 NO. 2015-RDEI Doil s z r I I I •- - `'•.'a Vv. ' . compliiance 'M opp'.cobe kin and permit requitements, DATE: July 20111 GRAPHIC SCALE semi* 1=2D' VICINITY P L A \ 100 0 50 too 40o My 24, 2018 CITY ENGINP It DATE DRAIN: IL IIkiuHL'STAU OPINES APPROVAL 1 The approval will expire one year from the date CHECK: D. IIWRIt,ICSfAD INITIAL ( IN FEET ) ,� REV , - , JULY 84 , 018 noted abate. SHRkC_1 A _ PAGE I fact, = I dsl> •�-DP-- , OF: 11 AUG 0 7"2018 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 CITY OF ANACORTES Phone:(360)708-1865 Consulting Engineer TimG@TimKGarrison.com Structural Analysis: Anacortes Family Center, 1020 27th Ave., Anacortes, WA Client:Anacortes Family Center r ploy Job Number:T18063 Building Design: Strandberg Design, Jason � Date: July 16, 2018 Sterling •GAR* ot ,.r kusnotot ifibfig VaMili OW ht INDEX: Design Sketches SKl—SK4 Callouts and Tables CO1 —C06 Standard Specifications B—G Calculations. Cl —C16 Total No. of pages excluding cover sheet: 32 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound.Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). r _ .... . Un , C7 9:ir . .„ . 3jj , c1) \ N ts 7 ‘,... 1. 9 ••••'---1- ' , _ _, \ ..._ )-r. lir. -IZ\ • CS) `1q • 1/4i` H P. g. _ . . 1 ...... _, ,-. . \ ., • ,. ..,- _ ,,,, -, 1/4 1Y1 O. 1 L - - - 64 K------___ c____EJ eit.L (<= \ ri e..4 ` ,v f. _ ... .. _ v _ - ......1 1 rki._n_____\-- *194•S in j, U. cit\N 8 . 6 \: - _ ' w , , . II '[ • - -------------- \ %.1‘ • a _ LEI I N Co . ni • 00 co v co I-I N 11 - fit ' . , .� -"�' 1 , c\i I j i i O1 .1 ' ---' ) 1 5 t; >•• it: ) , 7 , c 44 CL. G) ' Is CC CD . / a 4 sk l'6 ii f° rt a o - o _N N M � — � � to'�. . s � a i,yy .. .._. . _... .._...._____.. ��,� � . � '2t .fit N -0 O N N Sm M zI� 74 , K2 2nd 2nd Level Walls and 3rd Floor Framing 1/s" = 1' -All floor sheathing is 12FD,typ. -Stair framing per Arch and code min. - Elevator by others -All exterior walls at this level are 2PW. No interior shear walls. S .\2 g S 1 4 S 3 OM \ 2 ir Zip \ � 2ii-i \ ;OEN\1 / r,___ ,,,, , ZoN / ' f \, \.. � r b. \ T �O d 1 Nr- \ / , ri 3'i P _(, \ 60 ' 7 04--Ig9 ] 3 5.13 "c GP 20� 5i .: 1/ 2O� 0? d- diti t,, . 1 60i ----1 , 22g fv v v =T r '36 2L t i-1 . B I i 1 v 2(hl > _ i a- i gib /v ., 44, i46--------________7 i �- / I i / r i / ' i i i 2iileb SIP ks ZD 4-4 i i - (Li tI ] - ,./--4"-----7 ''Y ' I — irl.Ev. I t? N Zii 1 ai -t 5 ( G $.2 g7 8.2 !` 4- I] ! 1st Level Walls and 2nd Floor Framing 1/8" = r . -All floor sheathing is 12FD,typ. -Stai r framing per Arch and code min. - Elevator by others :• -All exterior walls at this level are 2PW. Interior shear walls are as shown. 456 ! . .. .. . ' ... - - , . .. . ... . \•-______ 5 fail . . . : . . , •- : 0 , -- „ ,. — • 2 . . • >- , -- 1 L , ‘, 03 1- N. I.: - i .i. =-----------e--_____ . . 1 v V )IF 1 v k .,:3-• 1105 , 1 .1 , . : .. • lf,—S r-, ' Irld-lb I • I. i o ,( IS : . . , 4. ./ L—T I r / / --"i /— 1,— V) L 1 c--. p . topk > v / , r . .- . L--- , 17 m, ... ., ,r1 S •-I -0 i st 7\ r/ ..m, ........ 111 / , , Q. ,.g ) \ ,4 z 2: .1H - • • 1 1 .• Z Hi , v v p 4gb-- & ./... 13 . . . . I Foundation and 1st Floor Framing 1/8" = i' sM - All floor sheathing is 12FD, typ. - Perimeter footings are 0 PA . i - Interior footings are 8"x24 " with 3, #4 continuous, 3 " from bottom, typ . - Elevator by others . °i N. a .v r ' iBAS£MENY SLABFr .-0 r " • • • •• v , � . J ,"I ., T 7- I� —1 . I. 1 33o R I- r •I • 1 'u ,.�c• r- 2r-31n' �r�' 1 r-11 vY+ 1 4.1 I a t' I I I Ab �I Ab Ab �' I Ab k ' , � . < I I- 4" 0 PEA GRAVEL FOR DRAINAGE ? ( y T 4" OF PEA GRAVEL FOR DRAINAGE— ••. ( �, GRANlLSPAGE ENTILATION 2 t I 12 Ab I • GRAWLSPAGE AR.A: 4,385 SQ FT. J I I `I a P o 0 cc; F R 4.3357150 = 29.235.�. FL OF VENT REQUIRED. O �Dr / I z t �1 USING b X16 . • • -'4 • ' VEN ' 44 VENTS ARE " -` v. ONE 5U H VENTILATING OPENING � SHALL BE i^(ITHIN 3 ' EET OF EACH CORNER OF • THE BUILDING. 201 IBC • 1203.4.1 • i ,• FINAL LOCATIONS 0 FOUNDATION VENTS TO BE >� DETERMINED ON 51 E. I .• � - '• ' tai, - 22=9 In' - . Ab m i I It if - --1 I v ...7M46" CQNC - - • eti NF 0 . %; N. 611•3446° CONCRETE FOOTING - 6'X 16" CONCRETE FOOTING q I A!. I 4 tic.'' .• —f L - — — — d rt-1 -rk, tC Q u'•3- .. - -- '�I - -V - - - -V - - • - -i . - . Ab ` I SiFte CONCRETE F• •TING - _ 111 7 I"P 4. . !. 52'-2 1n' - ;. '��. 8 - ti.6 UT ,. - — Ab .. y \ ex 4" OF PEA GRAVEL FOR DRAT ry •• 4" OF PEA GRAVEL FOR DRAINAGE \ �^�'� • . Q . CA`y�p) 1. 2'Jh. Ab GRAYYLSPAGE AGGE55 - . re— - 24"X 30" MIN. 0 r I 321•5 112• • �Ppora- CONCRETE FOOTING " CONCRETE FOOTING _ • Ab Y r i 8 8D 1 L:e m m _ / / �Ab Ab pa T 10P " CONCRETE FOOTING ' b"X 16" CONGRETE FOOTING . I , 363" �.• 7i7[2.4 _ 8 8 m I (At) • y I- ' "l 3 4 r 2 I ` v Ab f ei II70P1b" CONCRETEFOOTI 11'-21f 1f—� 11 •10112' ,10/ ifii_ _ L( l 32 I2' Y - k F�9fiv CONCRETE FOOTING I I— N. • V • -71 - b ' TC J - - -- • —I ? ,W CONCRETE FOOTING Y " GONG- ETE FOOTING I �' Ab " �_ 1 1'-31+Y _ I--- L �. ma - 11'-a 11� L� �1 4' * 1,'-101Y1' \• — „� , r v I s�- — —•� ' 1OP - -,• CONCRETE FOOTING Ab I—^- -- rm— I 6"CONCRETE FOOTING q _vt• �6J l L M �L Q �\ _� 13'•1 V4' B i- 8 73 2" I w . y, 6'-1112" Intl"( I Ab b" X 76" CONCRETE FOOTING Y ` 4" OF PEA GRAVEL FOR DRAINAGE — 4" •F PEA GRAVEL FO' DRAINAGE \ ti c c �� � 8 F• 1 IN 15 I A& b 1 IVp' I s ,dAn s� , , J� O �� .. I -0sl el 1 s �— C ,►I ," 1ek A61 / I -. . ! • . : Ab 1 x ' • L Hi 7y il > L , n BASEMENT SLAB ty I ° J n D I • / : • I. 1 I 3b SQR Y Y " v t L ° A I J c ° tarn A ° ,.Y I — 30.6" T � a0'.5" Structural Shear Wall Callouts© — Copyright ConstructionCa_1c, Inc (CCI) Typi 'al Shea Wall Callput Sym of 1 This symbol indic tes a de icated sheaf wall or anel, the type per callout below. Walls without this ymbol e not dedi. ated she walls J use code-standard construction. 1P Min. length o shear p el, ft. 3.4 If"W", cons ct entir Wall per 's callouf, with minimum individual panel lengths indicat d on plan. If"NS", mean. Not a S ear Wall. riild per code minimum. Sill Bot anchor Top of I plate to max Capa- Stud Nail Edge Sill Block- Top of wall fram- spc'g / city, Nails Stud Stud mat'1 j /Field Top plate & ing at wall conn to ing, min. wind/ Sheath- or height, spac'g, Stud (see i spac'g @ Top plate studs unsup- conn to perpen- max. Mud sill embed- Call- seis, ing, Sides of screws, max., max., size, std st'l I Stud Plate, splice, w/edge ported parallel dicular spc'g, anchor to ment, out Eh, plf i min. wall size ft. in. i min. specs) spac'g, in. min. min. nail'g edges framing framing in. i concrete in. 1 I I 6/6@24 Con't 6/12 10 24 2x4 � Sawn @16 i sheathing '5/S" - one, i Con't +blkg or bolt or 7/16" either 12 16 2x6 Sawn 6/12@16 ' 48" sheathing i lap H2.5 or 5/8„ Titen 168/ OSB or side, ► or A34 1PW 8 di-- ; 2- 2x4 w/ 8- 2x NA SDWC- 16d @ 6 HD, w/ 3"' 72/4 120 plywo- apply j I or LTP4 1 b at 36"12 2x6 Sawn 6/12 12 16d i 15600 wshr. Or i od directly { @ ' to studs __I max. @ 24" MASA or max. MASAP 22 12 1.75x5.5 LVL 6/12@12 !490/ 4/12@16 2PW 350 (same) � (same) ' (same) � (same) ; 1b (same) (same) or 12 (same)same) (same) (same)same) (same)same) (same) @ 16d 4 (same) 36/4 10 24 2x4 Sawn 5/8"bolt or 200/ 1/2" or 5d for 4/4@24 48" lap SDS 1/4 5/8" Titen; 5GW both 1/2"; 6d 14 16 2x4 Sawn 2- 2x4 w/ 8- 2x NA (same) (same) x 4.5 @ HD w/ 3" 72/4 200 5/8" gyp for 5/8" 7/7@16 16d 6 wshr. Or MASA or 16 16 2x6 i Sawn MASAP 1 I D tv 1 Structural Callouts© — Copyright ConstructionCalc, Inc (CCI) 0 PA •Per Architect * ? Structural Item: This item and related connectors shall be per architect/designer. 11 RD Roof Diaphragm i * I Shear Capacity: Good for Eh =230 plf- seismic; Eh=322 plf- wind. Max aspect ratio=3:1. * ,Framing: Trusses or rafters: 2x at 24" OC, max. _ _ _ ___ * ` ;Framing Connection at Support: - Where connected to shear wall, connect per shear wall callout-top of wall. - Where trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar,typ. - At ledger, connect per ledger callout. I Sheathing: 7/16"min., OSB or CDX plywood. * Sheathing Layout: Case 1 per IBC 2306.2.(1) * Nailing: Use 8d at 6" edges, 12" field. _ * ,Blocking: Not required except at supports and at connections to shear walls below. 12 I FD Floor Diaphragm _ _ * Sheathing: With joists at 24" or 19.2" OC, use min., 24 oc rated, APA Sturd-I-Floor; either 3/4" species group 1, or 7/8" species group 4. May be OSB or plywood. Good for 130 psf, TL @ L/360 defl.µ� * Sheathing: With joists at 16" OC, use min., 16 oc rated, APA Sturd-I-Floor,min., 19/32" thick. May be OSB or plywood. Good for 245 psf TL @ L/360 deft. * Sheathing Layout: Case 1 per IBC 2306.2.1(1) - Orient sheets continuous over two or more spans, with the long dimension across supports. _ * Nailing: Glue, and connect with l Od ring shank nails or#9 screws, at 6" edges, 12" field. * ,Blocking: not required except at supports (beams) and connections to shear walls below. 15 ; FF i Floor-To-Floor Holdown * Min., Capacity: Good for 1705 lb tension. * Strap: Use CS 16 vertical strap applied to outside of wall sheathing. Attach to 2x studs lined up above and below rim joist. Fill all nail holes with 1 Od. - If strap falls on header or beam below, nail to header or beam and wrap around bottom if necessary. _ * I End Distance: 13" min. to each upper and lower studs. Approx total length=26"+ depth of floor system. 17 HD ,Alt 1 - Holdown - Embedded Strap Type. * I Min. Capacity: Good for 2185 lb uplift. _ * Holdown: Use LSTHD8 for no rim joist condition. - _ _ - For rim joist condition use LSTHD8RJ. _ * Nails: Use 16, 16d to full-height stud as follows. * Stud: Use larger of: king stud as spec'd elsewhere; or choice of 2-2x, 3x, or 4x_ Alt 2 -Holdown -Bolt Type * I !Holdown: Use HDU2.* i _'Lags: Use 6 SDS 1/4 x 2.5 to full-height stud per above * ; Anchor Bolt: If wet set, use 5/8" diameter SSTB16, or 5/8" all-thread with nut and 3" washer on embedded end. Min embedment= 12". If too long to fit in I :footing, bend 90-degrees at bottom of footing,maintain 3" cover at bottom of footing. ,- If rotohammer, use 5/8" Titen HD or all thread & epoxy, with 6" min concrete embedment, centered in stem wall. I 643 Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in"L"configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. Default King Stud, opening 6-feet wide and less use 1,full height stud each end(plate to plate.) Default King Stud, opening wider than 6-feet, use 2,full height studs each end (plate to plate.) Trimmer,each end King Stud,each Callout Min, use Alt 1 min.use Alt 2 min.,use (if blank use default end (if blank use above.) default above.) 20H 2x6, "L"config 4x6 21 H 1 2x10, "L"config 2-2x8 4x8 22H I 4x12 6x10 C04- Beams Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials-see Standard Structural Specs herein. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid-post connection: LPCZ, PCZ, CCQ, or similar. Default beam to beam connection: HU, HUC, HUCQ or similar. Callout Min use Alit fl min., use Alt 2 min* use Alt 3 min. use Connector(if blank use default, above) 30B 4x12y6— . 6x10 1.75x14 LVL 35B 1.75x14 LVL 4 36B 1.75x14 LVL J 37B 1.75x14 LVL 40B 1.75x14 LVL 41B 1.75x14 LVL 42B 1.75x14 LVL 43B 1.75x14 LVL 50B Use min., 1.75x14 LVL under shear wall in addtion to typical floor joists. Gori Joists and Rafters Default rafter or deck joist to beam connection is con't or skip blocking and H2.5, or H1, or A34 with screws. Default sawn material is Doug Fir No 2 or better. Default sawn face mount hanger is U, LU, or LUS. Use sloped/skewed where appropriate. Default sawn top flange hanger is JBA, LB, BA, or B(welded app, use LB, BA, or B) Any national I-joist brand, equal or stronger may be substituted Default I-joist face mount hanger is IUS or MIU Default I-joist top flange hanger is ITS, HIT, or MIT Callout Min., use Alt 1 min.,use Alt 2 min.,use Alt 3 min.,use Connector(if blank use default, above) 60J 14" BCI 6000 1.8 @ 16" 14"BCI 6000 1.8 @ „ 61 J 12„ 14" BCI 60 2.0 @ 16 _ C06 Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws,or PCZ. Default bottom connection on concrete: PB, or AB, or ABU,or ABW, or CBSQ Alternate bottom connection on concrete:#5 rebar or 5/8"all-thread, epoxy 6"min. into post butt, and 6"min.,embed in conc. Conc embed may be wet set or epoxy. Callout Min., use Alt 1 min., use Alt 2 min., use Alt 3 min.,use Connector (if blank use default, above) 70P 2-2x4 4x4 71 P 3-2x4 2-2x6 4x6 72P 3-2x6 4, 2x4 6x6 Standard Structural Specifications©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations.The calculations included herein are only those required to ensure compliance with code.We do not intend to compute every structural element nor every load combination. Much of our analysis is`BI" (By Inspection.) ABBREVIATIONS: A:Area IRC:International Residential Code REF:Reference,not actual AC:Asphalt Concrete K:Kip(1,000 lbs.) REQ or Reqd:Required RI:By Inspection KSI:Kips per Square Inch ROW:Right Of Way E:Elastic modulus or Electrical LVL:Laminated Veneer Lumber Rt:Right (E):Existing LSL:Laminated Strand Lumber S:Section modulus CCI:ConstructionCalc,Inc. Lt:Left SC:See Callout CMU:Concrete Masonry Unit NA:Not Applicable SD:Storm Drain CO:Callout or Cleanout NB:Not Bearing SIP:Structural Insulated Panel Cone:Concrete NIC:Not Included SK:Sketch Cont:Continuous OC:On Center spacing SOG:Slab On Grade DF:Douglas Fir OSB:Oriented Strand Board SPF:Spruce Pine Fir HF:Hem Fir PCF:Pounds per cubic foot SS:Sanitary Sewer HVAC:Heating,Ventilation,and Air PLF:Pounds per Lineal Foot STAO:Shear Transfer Around Opening Conditioning Ply:Plywood UNO:Unless Otherwise specified GW:Gypsum shear wall PSL:Parallel Strand Lumber elsewhere Gyp:Gypsum wall board PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(plf) GLB:Glulam Beam PSI:Pounds per Square Inch respectively I:Moment of Inertia PT:Pressure Treated with preservative W:Wall,full length IBC:International Building Code PW:Plywood or OSB shear wall WWF:Welded Wire Fabric ICF:Insulated Concrete Form RC:Relative Compaction LIMITED SCOPE OF CONSULTANT'S WORK: Consultant.The consultant in responsible charge of the work indicated herein is Tim K.Garrison,P.E., doing business as ConstructionCalc, Inc.,hereafter indicated as"CCI." Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new 3-story, multi-family residential building. CCI takes responsibility only for items specifically addressed in our drawings and calculations.Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Interior wall dead: 7 psf o Roof+ceiling dead: 15 psf 0 Seismic Factors: Ss= 1.091, Sl=0.432 O Roof snow: 25 psf 0 Seismic Des Category: "D" o Floor live,private rooms and corridors 0 Wind Exposure'C',3-sec gust: 120 mph. serving them: 40 psf 0 Assumed allowable soil bearing pressure: O Floor dead: 15 psf 2,000 psf. O Exterior wall dead: 10 psf c SINGLE PROJECT: The calculations,drawings,notes, specifications, and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid, are not applicable to,and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed,and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General.Provide adequate temporary support to all walls,roofs,beams,columns, and floors during construction.Design of same is not included herein.Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI.CCI depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity,liquefaction potential,slope stability,active and passive lateral pressures,internal friction angle,and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base;or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Non-Structural Fill: "Non-Structural Fill"is soil(native or imported)without: organic materials;rocks and lumps greater than 3"in any dimension;trash;and the like. If used as compacted fill, it must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches.Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks,lumps,and organic matter,compacted to 92%relative compaction. Where pipes enter and exit structures(distribution boxes,utility boxes, catch basins,manholes,etc.)use structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. When roots, rocks, or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill.All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Slabs on Grade. Subgrade below slabs shall be similar to the above.A layer of free draining material and a suitable vapor barrier(designed by others)are recommended for all interior slabs. Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs,and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318,latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304,latest edition. Admixtures. Industry recognized and approved admixtures affecting set time,flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content.Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Standard Footings, Stem walls,Slabs on Grade. Reinforcing bars(rebar)for standard footings, stein walls,and slabs on grade shall be grade 40(Fy=40 ksi)or better,unless otherwise specified in the Plans. Splicing,Bending. All reinforcing shall be spliced, detailed,bent,and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric.Unless otherwise specified,welded wire fabric(WWF) shall be W2.9, 6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2" all sides. Cover. Provide the following minimum cover: Footings and other unformed surfaces,distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" Surfaces exposed to salt water ...3,, For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. ExistingReinforcing.It is important that no existing rebars are drilled or cut during rotohammer operations. g p Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar,or similar). Washers.Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted, with plate washer under the nut as allowed by the IBC. At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 `all-thread' bolts as shown in the sketches. For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: General Construction:Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural element, construct said element per minimum building code. Framing Material.All sawn framing lumber,not including beams,posts,and columns,shall be Spruce Pine Fir,Hem Fir, or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have moisture content less than 25%. Beams and Posts.All sawn structural beams,headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No.2 or better. Glulams, PSLs,LVLs,etc. shall be per Prefabricated Wood Products section below. Nails:Nails called out herein are"common"sizes,i.e. 16d, 12d, l Od, 8d. Smaller diameter,similar length nail gun nails may be substituted provided 50%more nails are used.For example if 8, 16d are called out, the number of similar length.131 diameter nail gun nails required is 8*1.5= 12.As another example if 16d nails are called out at 4"spacing,the spacing of similar length, narrower nail gun nails shall be 4/1.5 =2.7". Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally-approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms.Walls not specifically called out,or Tabled"NS"are not intended as shear walls and shall be built per minimum code. Sheathing."PW"walls,use plywood or OSB, minimum thickness and nailing as indicated in Shear Wall Table,oriented either direction. "GW"walls are drywall shear walls,use per Shear Wall Table. Sheathing Joints.Use blocking behind joints if indicated in the Shear Wall Table.With"PW"and"GW" walls,no sheathing joints are allowed within 2-feet in any direction of a door or window corner. Multiple Ply Members. Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer,or header,connect all plies with 16d at 4"OC, staggered. Beams, Columns. Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4"spacing. Glue,Epoxy.Where specified, wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. Epoxy used with wood dowels or drift pins shall be Simpson ET-HP,or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. F Window and Door Openings. Header.Use minimum size as called out on Plans.All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings.Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them.Each header shall use the number of king studs specified below or in the Structural Callouts. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts. Concealed flange hanger of similar bearing length and capacity maybe substituted for trimmer. King Studs.Unless otherwise shown on Plans use the following. These must be full-height,bottom plate to top plate,IE diaphragm to diaphragm. * Opening less than 6' wide—use min.,one king stud each end of header. * Opening 6.1' wide to 9'wide—use min.,two king studs each end of header. * Opening 9.1' wide to 16' wide,use min.,three king studs each end of header. Discontinuous Top Plate.Where wall top plates are cut,omitted,or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12"length on the header and 12"length on the top plate beyond. Strap may be on top, inside,or outside of wall. 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 maybe 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 maybe 0.145"diameter powder-actuated pins with 1-1/2"min concrete embedment, at 16"OC,unless otherwise shown. Decks: Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.)Ledgers shall be attached with screws or lag bolts per Callouts.All hardware and connectors shall be at least medium-duty corrosion-resistant with galvanizing or similar. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil, and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors(including nails,bolts,framing connectors,etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging.Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max.in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column,or other concentrated loads through the floor to the supports beneath. 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. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations.In general these do not need pilot holes.However,if wood is old and or very dry pilot holes maybe required to avoid splitting.Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors, Contractor may use SD9 in lieu of 10d nails, and/or SD10 in lieu of 16d nails.These are provided in 1-1/2" and 2-1/2" lengths.Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer.The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces,installation procedures,blocking,bracing, etc. Engineered Wood—General.These products must be provided, stored,and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Use minimum 2.0E,2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Use minimum 1.9E,2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber).Use minimum 1.3E, 1,700 psi minimum allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF.Any that span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF. Use industrial appearance grade,unless visually exposed to interior living space use architectural appearance grade. Pressure Treated(PT) glulams shall be not less than 10%weaker than the above in bending,shear, and modulus of elasticity,using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. CA 2316 Antone Way Tim K. Garrison9 Poo Anacortes,WA 98221 Phone:(360)708-1865 Consulting Engineer CN) TimG@TimKGarrison.com 31- . ! 1 1 r -,L. j ---fi ,_ ,.. , --, . - . \ i' i _... ...., -7 .2 Li . ..., .-. i _ 1' . . II __,. . ' - L.. ,j, / .. , -2,D, • _ IL__ .. 1 1 _f - - , - -- , 2=2- - _ 1 ! I I II r ---ii , . ... _.., r,,„ :„.1. .. „ 1 c 1.1 ---, 1 1 ri 7...g _ ---, '- I c.. I - L 2.-. 1 C ---- [L- ' t .- r-- (.„... _ks. , ' 1 --JL---------11--- L=1 i J Li Ei . - A •)-1--- / , . 1 ? I-I ---1-, I i i 1 [ El )--7 i. 11 Is\ L..) ... . ..,--u-r , . .. 1_1 lf) p CV CV N ter;) U N a1 I , r �...... 1 . �.r h 'i _-.) _._._ . .. . M O N - c O Q - Q V' rem' —� Een • _.. . . _.,. .... . ---- • ._ C7� . _...._. .. . . . ._ _. _ _ n f -, 1 1 tr.,. 1 - _____ . .. .. - . 1 y 1 .i ---- • J_ : - ` 1 • _.._. .. l • �� WI _ .. . • .....- MI• t . C .. • VI ai • • • E . ,,,, . . . . . .. .. . .•. . . _ .. . . . .• _ . . _ . ... , ..• .. • . , . . •• . . • . .... . .. . . . . . . . . • . . 0 • . :i - V . ... . . . . C; Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Anacortes Fam Ctr Job No t18063 Date 6/15/18 Location 1020 27th Ave., Anacortes, WA USGS 0.2 Second Response Ss = 1.091 %of gravity USGS 1.0 Second Response = 0.432 %of gravity No. of stories above ground lev. I Three Stories r' Site Class i Stiff Soil Profile,D(Typ.) Risk Factor I Comm'I,Industrial,Residential-Med Hazard,II Equiv Lateral Force Method Seis importance, Is = 1.00 Structural System Bearing wall-wood or light steel shear wall v' .2 sec response, Ss = 1.091 Ss use for Cs = 1.091 Is structure regular and 5 stories or less? 1 Yes V Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.432 Site coef, Fa = 1.064 Redundancy factor, p= 1 Site coef, F„= 1.568 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12),TL = 16 Response mod coef, R = 6.50 Height of top of building, hn = 42 ft 0-Str factor, no= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.160 Height Limit(feet) 65 Spectral accel parameter, SM1 = 0.677 Max. Allowable Story Drift 0.015 hsx or L/67 Design spectral parameter, Sos = 0.774 0-Str factor, 00 3.00 Design spectral parameter, SDI = 0.452 Seismic Base Shear, V 0.119 *W I Building period coef, CTs= 0.020 Horizontal Seismic Load Effect, Eh 0.119 *W Approx fundamental period, Ta = 0.330 Vertical Seismic Load Effect, Ev 0.155 *W Upper limit period coef, Cu= 1.400 Seismic Load Effect E = Eh + - Ev 0.274D & -0.036D Building period, use, T = 0.462 LRFD Comb 5 1.355D + Eh + .5L + .2S Csmax= 0.211 LRFD Comb 7 0.745D + Eh Csmin = 0.010 ASD Comb 5 1.108D + .7Eh Seis response coef, Cs= 0.119 ASD Comb 6b 1.077D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.155D ASD Comb 8 0.492D + .7Eh Max diaphragm force, Fpx max= 0.309D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Anacortes Fam Ctr Job No t18063 Date 6/15/18 Building Wind Exposure Exp C-Where exp.B and D don't apply. Enclosure Classification Enclosed Building(Typical) V 3-Sec Gust, Basic 1.20 mpI'. -_.. . 'r''. ASCE7-10 maps, Fig 26.5, p247 Method ASD,Basic Combos.Stress increases allowed for wood only. Load Comb Factor 0.6 Roof Pitch 1, max. _ 4.50 /12 Slope 1 0 = 20.6 deg Roof Pitch 2, max. 4.50 /12 Slope 2 9 = 20.6 deg A Mstr- 2012 IBC Loads Calcr 6-6-17 6/15/18 G4 Hill Shape Topographic Factor Not Applicable 'ir' LIB 0.78 Building Width Perp. To Ridge B = 77 ft h/L 0.60 Building Length Parallel To Ridge L = 60 ft Gust Effect Factor G = 0.85 Mean Height Of Roof(ft) hi,, = 36.0 ft 3-Second Gust Power Law Exponent a, = 9.5 Eave Height (ft) heave = 29.0 ft Normal Ht.Of Atmosp.Bndry Layer zg = 900 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 1.021 26.8 ASCE 7 Height of Hill or Escarpment(ft) H = IBC Load Factor for ASD Wind-1605.3.2 C) = 0.60 Narrowest Half-Width of Hill at Half-Height(ft) Lh = Topographic Factor Kzt = 1.000 Horiz. Distance From Crest To Bldg. Site (ft) x= Velocity Pressure @ mean roof ht. qh = 31.98 psf Windward Wall Pressures Internal Pressure Elev K Intermed. Windward Value q, Wall Internal Pressure 0-15 feet 0.849 15.96 psf 10.85 psf +/- 5.76 psf 15-20 feet 0.902 16.96 psf 11.53 psf 20-25 feet 0.945 17.77 psf 12.08 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.982 18.47 psf 12.56 psf 30-40 feet 1.044 19.62 psf 13.34 psf Leeward Wall Side Walls 40-50 feet 1.094 20.56 psf 13.98 psf -8.16 psf -11.42 psf 50-60 feet 1.137 21.37 psf 14.53 psf (Outward) (Outward) 60-70 feet 1.174 22.07 psf 15.01 psf Roof Pressures - 70-80 feet 1.208 22.70 psf 15.44 psf Based On Posn. Pressure Down Ridge 0 to h/2 -15.98 psf Transverse (Perp. To Ridge) h/2 to h -14.03 psf h to 2h -8.81 psf Leeward Wall Side Walls > 2h -6.20 psf -7.23 psf -11.42 psf (Outward) (Outward) Horiz prof 13.34 psf Slope 1 - 20.6 psf 4.50 /12 0t -6.13 psf -9.79 psf 0.76 psf 12.56 psf 19.8 psf Z , 1 12.08 pif +/- 5.76 psf 19.3 psf 10 +/- 5.76 sf 11.53 }psf r""o+ 1 +/- 5.76 psf -7.23 psf 18.8 psf r ---� +/- 5.76 psf 10.85 psf ar.4011 18.1 psf 0` 77.00 ft I _....._ _...... ... .. _.. ._ .�. _.__........y: Roof 1 slope: 4.5:12 0.36 rads 20.56 deg Roof 2 slope: 4.5:12 0.36 rads 20.56 deg Press, slope 1, roof, horiz proj: 5.6 psf Press, slope 2, roof, horiz proj: 5.6 psf A Mstr-2012 IBC Loads Calcr 6-6-17 6/15/18 ConstructionCalc, Inc Lateral Load Calculator Job No.: t18063 Job Name: Fam Clr By: tkg Architect/Designer: Strandberg Date: 7/12/2018 Building: Fam Ctr R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.119 (Basic.Ma Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: 3rd n-s 3rd e-w 2nd n-s 2nd e-w 1st n-s 1st e-w Dim 1 80.00 cv Dim 2 64.00 C6. Mul factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 _ 1.07 Trib Area 5468.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o Dead weight,psf.r 15.0 ] 15.0 1 15.0 j 15.0 1 15.0 ? 15.0 ' 15.0 ? 15.0 Seismic factor.[ 0.119 I 0.119 s 0.119 1; 0.119 j 0.119 j 0.119 0.119 j 0.119 ! Calc'd seis load 9760.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 405.00 405.00 Dim 2 4.00 8.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 1620.0 0.0 3240.0 0.0 0.0 0.0 0.0 0.0 Dead weight,psf.; 10.0 10.0 i 10.0 10.0 ! 10.0 10.0 j 10.0 j 10.0 I Seismic factor.] 0.119 ; 0.119 j 0.119 ! 0.119 ! 0.119 = 0.119 ! 0.119 ! 0.119 Calc'd seis load 1927.8 0.0 3855.6 0.0 0.0 0.0 0.0 0.0 Dim 1 72.00 Dim 2 60.00 Mul factor 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 0.0 0.0 4320.0 0.0 0.0 0.0 0.0 0.0 u Dead weight,psf.! 15.0 ! 15.0 I 15.0 1 15.0 ! 15.0 15.0 15.0 ! 15.0 Seismic factor.[ 0.119 1 0.119 0.119 = 0.119 1 0.119 0.119 j 0.119 j 0.119 1 Calc'd seis load 0.0 0.0 7711.2 0.0 7711.2 0.0 0.0 0.0 Other GLs 11688.5 11688.5 23255.3 23255.3 30966.5 Seismic Applied V 11688.5 11688.5 23255.3 23255.3 30966.5 30966.5 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: 3rd n-s 3rd e-w 2nd n-s 2nd e-w 1st n-s 1st e-w 0 0 Dim 1 474.00 65.00 Dim 2 1.00 8.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 474.0 520.0 0.0 0.0 0.0 0.0 0.0 0.0 ° Wind psf load 5.6 5.6 1 5.6 5.6 1 5.6 1 5.6 1 5.6 1 5.6 ce t Calc'd wind load 2654.4 2912.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 75.00 60.00 75.00 60.00 Dim 2 6.00 6.00 9.00 9.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 450.0 360.0 675.0 540.0 0.0 0.0 0.0 0.0 w Wind psf loadL 20.6 ] 20.6 1 20.6 1 20.6 j 20.6 j 20.6 j 20.6 1 20,6 ? Calc'd wind load 9270.0 7416.0 13905.0 11124.0 0.0 0.0 0.0 0.0 Dim 1 75.00 60.00 to Dim 2 9.00 9.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 0.0 0.0 0.0 0.0 675.0 540.0 0.0 0.0 Wind psf load[ 18.1 j 18.1 ' 18.1 1 18.1 1 18.1 ] 18.1 j 18.1 1 18.1 Calc'd wind load 0.0 0.0 0.0 0.0 12217.5 9774.0 0.0 0.0 Other GLs 11924.4 10328.0 25829.4 21452.0 Wind Applied V 11924.4 10328.0 25829.4 21452.0 38046.9 31226.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: 3rd n-s 3rd e-w 2nd n-s 2nd e-w 1st n-s 1st e-w 0 0 Controlling V 11,924 lb 11,688 lb 25,829 lb 23,255lb 38,047 lb 31,226 lb 0 lb 0 lb Controlling Force Type wind seismic wind seismic wind wind - - ConstructionCalc, Inc C6 Description: 3rd n-s Distribution of Lateral Loads Seismic Adjustments per Grid Total V,unfactored 11,924 lb Building: Fam Ctr R adjust Grid Rho adj Grid Wind or Sels control?(w ore) wind 1 Total V,factored 7,155 lb Adjst'd multiplier - - Grids 31 34 Percentage V 50% 50% 0% Leftover V/grid 3,577 lb 3,577 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7,155 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 PnI 9 Pnl 10 Sum Eh PW use 31 3.0 If 12.5 If 3.5If 4.0If 4.0 If 5.5If 2.511 35.0 If 102 plf 1PW 34 2.6 If 9.5 If 2.211 4.8 If 2.2 If 2.2 If 5.211 2.2 If 30.911 116 plf 1PW 1 Description: 3rd e-w Seismic Adjustments per Grid Total V,unfactored 11,688 lb R adjust Grid Rho adj Grid Wind or Seis control?(w or e) seismic Total V,factored 8,182 lb Adjst'd multiplier - - Grids 3a 3d Percentage V 50% 50% 0% Leftover V/grid 4,091 lb 4,091 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 8,182 lb Sum check OK • Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 PnI 6 Pnl 7 Pnl 8 Pal 9 Pnl 10 Sum Eh PW use 3a 3.0 If 8.0 If 12.0 If 9.5If 14.5 If 3.0 If 50.0 If 82 plf 1PW 3d. 4.0If 8.2If 8.0If 5.0If 5.0If 8.2If 8.0If 4.0if 50.4 if 81 plf 1PW Description: 2nd n-s Seismic Adjustments per Grid Total V,unfactored 25,829 lb R adjust Grid Rho adj Grid Wind or Seis control?(w ore) wind Total V,factored 15,498 lb Adjst'd multiplier - - Grids 21 24 Percentage V 50% 50% 0% Leftover V/grid 7,749 lb 7,749 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 15,498 lb Sum check OK Min. Grid Pnl 1 PnI 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 . Pnl 9 Pnl 10 Sum Eh PW use 2.1 0.0 If 12.5 If 0.0 if 4.0 If 4.0 If 5.5 If 0.0 If 26.0 If 298 plf 2PW 2 2.6 If 9 5 If 0.0 If 4.8 If 0.0 If 0.0 If 5.2 If 0.0 If 22 1 If 351 plf 2PW Description: 2nd e-w Seismic Adjustments per Grid Total V,unfactored 23,255lb R adjust Grid Rho adj Grid Wind or Seis control?(w or e) seismic I I Total V,factored 16,279 lb Adjst'd multiplier - - Grids 2a 2d Percentage V 50% 50% 0% Leftover V/grid 8,1391b 8,1391b 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 16,279 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pal 9 Pnl 10 Sum Eh PW use 2a 3.0 If 8.0 If ' 12.01f 9,5 If 14.5 If 3.0 If 50.0 if 163 plf 2PW 2d 4.0 If 8.2 If 8.0If 5.0If 5.0If 8.2 If 8.0 If 4.0 If 50.4 If 161 plf 2PW Description: 1st n-s Seismic Adjustments per Grid Total V,unfactored 38,047 lb R adjust Grid Rho adj Grid Wind or Seis control?(w ore) wind I I . Total V,factored 22,828 lb Adjst'd multiplier - - , Grids 1 3,3.3 4 Percentage V 33% 33% 33% 1% Leftover V/grid 7,533 lb 7,533 lb 7,533 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 22,600 lb SumcheckNG Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use • 0.0 If 12.5 If 0.01f 4.0 if 4.0 If 5.511 0.0 If 26.0 If 290 plf 2PW 3,3.3 11.0 If 9.71f 4.51f 15.0 If 7.0 If 47.2 If 160 plf 1PW 4 2.6If 9.51f 0.0 If 4.8If 0.0 If 0.0 If 5.21f 22.1 If 341 plf 2PW Description: 1st e-w Seismic Adjustments per Grid Total V,unfactored 31,226 lb R adjust Grid Rho adj Grid Wind or Seis control?(w ore) wind Total V,factored 18,736 lb Adjst'd multiplier - - Grids a b _ Percentage V 50% 50% 0% Leftover V/grid 9,368 lb 9,368 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 18,736 lb Sum check OK Min. Grid Pnl 1 Pal 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use a 3.0 If 8.0If 12.011 9 5If 14.5 If 3.011 50 0 If 187 plf 2PW b 4.011 8.2 if 8.0 If 5.01f 5.01f 8.21f 8.0 If 4.0 If 50.4 If 186 plf 2PW Uplift Calculator Panell.D. 21 24 2a a ...,.j......., i 3.3 ...r...;^...........,..ti- .............. I ...._...3 . -.j ' ... .. . : q Unit lateral load,factored,Eh,plf 298 plf 1 351 plf ; 163 plf i 187 plf 1 160 plf UpllftRange Panel honz length,ft. 4.0 ft 2 6 ft 30 ft 3.0 ft 11.0 ft Panel ht.(morn-arm),ft. 7.0 ft 7.0 ft 7.0 ft 7.0 ft 8.0 ft Add'l uplift from upper story,Lt.end,lb Add'I uplift from upper story,Rt.end,lb Dead point load at Lt.end.lbs. 690 lb 690 lb 1,210 lb 2,025 lb 1,000 lb Dead point load at RI end,lbs 500 lb 690 lb 500 lb 1,500 lb 1,000 lb No.AB's to help keep Lt.end down 1.0 ea. 1.0 ea. 1.0 ea. 2.0 ea 1 0 ea. No.AB's to help keep Rt.end down 1.0 ea. 1.0 ea. 1.0 ea. 2.0 ea. 1.0 ea. Dead weight UDL,plf 230 plf 230 pif 605 plf 810 plf 360 pif Uplift Lt.end,ASD comb 7,8 896 lb 1,361 lb -631 lb -1,633 lb -1,011 lb #0IVl01 #DIV/01 #DIV/01 #OIVl0l Uplift Rt.end,ASO,comb 7,8 1,010 lb 1,361 lb -205 lb -1,318 lb -1,011 lb #0IVl01 #0IV/01 #DIV/01 #DIVI01 G? iw Tim Garrison, P.E. CATS 1 RUCTION C AL r o eam We bmpowo important: Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. 1 Job t18063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 21h zr I _ __ Other Info. 7/12/18 _ 0.5 1 1.5 2 2.5 3 3.5 Type? Simple span,fully braced- -- _I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.00 ft 3.00 ft Allowable Deflection,Main Spans Live Only, L/ Code Minimum-Normal:L/360&-L/240 -Ill __ v 1 1 360 = 0.10 in Total, L/1 240 1 = 0.15 in N/A ' 1 = 0.00 in Total,L/. N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 3.00 ft Add Self Weight'? :Yes-Self weight will be added to applied DL 1 V ' Loads: I Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes I yJ Roof Pitch I 4.0:12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 32.00 ft - 506.0 lb/ft 800.0 lb/ft Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf - - Uniform Ld.4 40 psf 15 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load - 506.0 Iblft 800.0 lb/ft I Loads Point loads are 1/10 scale 1500 1 1000 �r 500 I t b i'' �l 0 6`0 u �Tt G f t, -500 0.5 1 1.5 2 2.5 3 3 5 4x And Smaller(Lumber), Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12,4.3 plf 2 x 12 s Load Duration 'Snow:1.15 V %Overdesign 2 x 12 (4)2 x 4 Moisture ,Medium Dry-18% ; I Douglas Fir-Larch Repetitive Use? No .v Pos Bending 85.0% (2)2 x 6 3 x 8 Press Treated? 1o,Not P.T. ;i No.2 I N V Flat Use? I No _I Neg Bending NA (3)2 x 5 4 x 6 Temp Cond. ''1100 deg F&Tess V Fb Pos 1,034 psi Fv 207 psi Shear 18.5% Fb Neg 991 psi Fcp 625 psi Span(s)Defl'n 1688.7% Allow Pos Mom 2,726 ft-lb 1177.98 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -2,614 ft-lb E 1,600 ksi Calc'd member OK by: 18.5% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond's Of Use:Load Duration:1.15-Snow For 2 x 12 2.10 in 2.10 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,965 lb 1,965 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 765 lb 765 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell - 0.000 in - - - Allowed 0.150 in 0.150 in 0.150 in Max Dn Defl - -0.008 in - - - Allowed 0 150 In 0.150 in 0.150 in ProBeam_v7_0_W C c �e Tim Garrison, P.E. C EC S RUCT iONCALC Pr The Oulfdln - Industry o eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18063 Spans and Supports (Note, pitch and fixity if any, not shown) Member I.D. 22h Other Info. 7/12/18 2 3 4 5 0 Type? Simple span, fully braced - Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum _Normal: L1360 & L/240 360 = 0,20 In Total, L/ 240 i = 0.30 in [ N/A ; = 0.00 In Total, L/l N/A E = 0.00 In Pitch if Member Being Designed is Sloped: 0.0 12 Mem True Len: 6.00 ft Add Self Weight? ' Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No -- : Increase Roof DL for pitch? I Yes Ysj Roof Pitch { 4.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld 1 - Roof 20 psf 15 psf 25 psf 32.00 ft - 506.0 lb/ft 800.0 lb/ft • Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 40 psf 15 psf - Uniform Ld. 5 - 10 psf - Tot Unif Load - 506.0 lb/ft 800.0 Iblft Loads Point loads are 1/10 scale • 1500 1000 500 0 -500 1 2 3 4 5 6 ' 4x And Smaller (Lumber( Calc'd Member Results For (212 x 10 Solutions Using Self Weight of Sawn (2) 2 x 10, 7.1 plf (2) 2 x 10 R-I Load Duration Snow: 1.1s _ V % Overdesign - (4) 2 x 10 Moisture • Medium Dry - 18% V i Douglas Rr_Larch ' I Repetitive Use? i No Iv Pos Bending •45.6% (2) 2 x 14 3 x 16 Press Treated? : to, riot P.T. ,� j No. 2 -. ry Flat Use? [No v Neg Bending NA (3) 2 x 10 4 x 12 Temp Cond. • too deg F & less ; w I Fb Pos 1,138 psi Fv 207 psi Shear -2,9% Fb Neg 1,123 psi Fcp 625 psi Span(s) Defl'n 148.0% Allow Pos Mom 4,058 ft-lb 1197.86 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,003 ft-lb E 1 ,600 ksi Calc'd member FAILS by: -45.6% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf Cond's Of Use: Load Duration:1.15•Snow For (2) 2 x 10 2.10 in 2.10 In - - 6x And Larger (Timber) Calc'd Member Results For 6 x 12 Solutions Using Self Weight of Sawn (2) 2 x 10, 7.1 pif i 6 x 12 Load Duration ! snow: 1,is -: " % Overdesign 6 x 8 12 x 12 Moisture Medium Dry - 18'/0 -w I LDouelas Fr - Larch Repetitive Use? : No Pos Bending 154.0% 8 x 8 14 x 14 Press Treated? ' No, Not P.T. ] ' WWPA - No. 1 ;I Flat Use? I No Meg Bending NA 10 x 10 16 x 16 Temp Cond. ' 100 deg F & less 7-v-I Fb Pos 1,552 psi Fv 196 psi Shear 104.7% Fb Neg 1,543 psi Fcp 925 psi Span(s) Defi'n 718.1% Allow Pos Mom 15,008 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -14,918 ft-lb E 1,600 ksi Calc'd member OK by: 104.7% Allow Shear 8,064 lb El 1 ,044,141 ksi Controlling criteria is: Shear q g Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 pif Re d Bearing Cond's Of Use: Load Duratlon:1.15-Snow For 6 x 12 1.50 In 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,939 lb 3,939 lb - - Oft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,539 lb 1,539 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0 300 in Max Dn Defl - -0 121 in - - - Allowed 0.300 In 0.300 in 0.300 in ProBeam_v7_0_WC Tim Garrison, P.E. iCdtVS Rt1Gl IONCALG Pre.Beam I. v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. Alt designs should be checked by a competent professional. Job t18063 Spans and Supports (Note, pitch and fixity, If any, not shown) Member 40. 30b -__. Other Info. 7/12118 2 3 4 b k t Type? Stmpte span, rutty braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length tenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Maln Spans Live Only, L/ Code Mtntnmm • Normal: L/360 & view ___ -- - 360 l = 0.20 In Total, Li( 240 1 = 0.30 in NIA 1 = 0.00 to Total, L/ NIA = 0.00 In : .. . .. t ..I ..,...1 Pitch if Member Being Designed Is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weights? Yes _ Self weight will be added to applied DL ; ®I Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No increase Roof DL for pitch? i Yes_ r Roof Pitch t 4.0 :12 1 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 30.00 ft - 474.3 lb/ft 750.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - • Uniform Ld. 4 40 psf 15 psf - - Uniform Ld. 5 - i 10 psf I - - I Tot Unif Load - 474.3 lb/ft 750.0 Iblft Loads Point loads are 1/10 scale 1500 i 1000 500 0 • _ • -500 1 2 3 4 5 li 4x And Smaller (Lumber • r 1 Calc d Member Results For 4 x 12 Solutions Using Self Weight of Sawn 6 x 10, 13 plf 1x 12 t. Load Duration I snow. 1.15 - ~ w % Overdesign • (4) 2 x 10 Moisture ' medium Dry - 180k 1-.1 ' Douglas Fr-Larch Repetitive Use? [No jl ' Pos Bending 25.8% (2) 2 x 14 3 x 14 Press Treated? No, Not P.T. `No. 2 - . • Flat Use? [No I v ] Neg Bending NA (3) 2 x 10 4 x 12 Temp Cond. ; 100 deg F & less ' 1 Fb Pos 1, 138 psi Fv 207 psi Shear 46.4% Fb Neg 1 ,125 psi Fcp 625 psi Span(s) De0'n 452.5% Allow Pos Mom 7,003 ft-lb 1 415.28 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -6,921 ft-lb E 1 ,600 ksi Calc'd member OK by: 25.8% Allow Shear 5,434 lb El 664,453 ksi Controlling criteria is: Pus Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.07 plf For 4 x 12 Cond's Of Uso: Load Duration:1.15-Snow 1.70 in 1.70 in • - 1 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Seff Weight of Sawn 6 x 10, 13 p(f 6 x 10 Load Duration ! snow: 1.1s - Fri % Overdesign 6 x 10 12 x 12 Moisture Medium Dry - 18% _-_If i Douglas Fir - Larch __ ,v Repetitive Use? `No - I Pos Bending 18.1% 8 x 10 , 14 x 44 Press Treated? No, Not P,T. _J iWWPA - No 2 .. - id Flat Use? (No 1 . 1 Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg.F &less __] Fb Pos 1 ,006 psi Fv 196 psi Shear 78.6% Fb Neg 1,002 psi Fcp 600 psi Span(s) Dell'n 292.1% Allow Pos Mom 6,576 ft-lb 1362,75 frig Cantilever(s) Oeil'n NA Allow Neg Mom -6,551 ft-lb E 1,300 ksi Calc'd member OK by: 18.1% Allow Shear 6,631 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Searing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf For 6 x 10 Pond's Of Use: Load Duration:1.15•Snow 1,50 in 1.50 In Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,712 lb 3,712 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,462 lb 1,462 lb - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case . Deflections Ut Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max On Deft - -0 077 to • - - Allowed 0 300 in 0,300 in 0.300 in ProBeam_v7_0_WC ' i ttm Beam P' Pro Beam Garrison, P.E. COZi1S5 '?UCTEONCALC vro important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18063 Spans and Supports (Note. pitch and fixity, If any, not shown) Member LD. 35b, 36b cgi. ' I,Si Other Info. 7/15/18 tse t 2 3 4 5 ee - j Type? 1 Simple span, fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Fri Live Only, L/ I Code Minimum - Normal: L/360 & L/240 360 : = 0.20 in Total, Ll` 240 = 0 30 in N/A I = 0.00 In Total, Lit N/A = 0.00 in Pitch if Member Being Designed Is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? : Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No CI Increase Roof DL for pitch? Res I v Roof Pitch I 4.0 :12 Live Dead Snow Trlb. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld 3 40 psf 15 psf 20.00 ft 800.0 lb/ft 300.0 lb/ft Uniform Ld. 4 40 psf 15 psf - - Uniform Ld. 5 - 10 psf - - Tot Unit Load 800.0Ib/ft 300.0 lb/ft - Loads Point loads are 1/10 stale 1500 1000 500 41 500 1 2 3 4 5 6 6x And Larger (Timber} Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Engrd 1.75 x 14 2.0E 2800 VersaLam, 6,3 pit 6 x 10 I • I Load Duration uve; 1.Oo n % Overdesign 6 x 10 12 x 12 Moisture Medium_______Dry - 16% ; _ I Douglas Rr - Larch v Repetitive Use? No I, v Pos Bending 14.2% 8 x 10 14 x 14 Press Treated? I No, Not P.T. V `WWPA - No. 2 v Flat Use? I No 0 Neg Bending NA 10 x 10 16 x 16 Temp Cond. 10o deg F & less I v I Fb Pos 875 psi Fv 170 psi Shear 72.7% Fb Neg 872 psi Fcp 600 psi Span(s) Defl'n 138.2% Allow Pos Morn 5,719 ft-lb 1362.75 in^4 Cantilever(s) Deft NA Allow Neg Mom -5,700 ft-lb E 1,300 ksi Calc'd member OK by: 14.2% Allow Shear 5,766 lb El 471,574 ksi Controlling criteria is. Pos Bending q g Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Re d Bearing Cond's Of Use: Load Duration:1.0-Llvo For 6 x 10 1.50 In 1 .50 in - - Engineered Lumber Calc'd Brand Boise Cascade • 1 Results For 1.75 x 14 2.0E 2800 Solutions Using Self Weight of Engrd 1.75 x 14 2.0E 2800 VersaLam, 6.3 plf Calc'd Member 1.75 x 14 2,0E 2800 Versatan v VersaLam 1.3125 x 18 1.4E VersaLam Rim - Load Duration [uve: l.00 _ v % Overdesign 1 .75 x 11.25 2.0E 2800 VersaLam - Repetitive Use? No v Poe Bending 161.8% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 2,752 psi Fv 285 psi Neg Bending NA 3.5 x 7.25 2.0E 3100 VersaLam Fb Neg 2,451 psi Fcp 750 psi Shear 39.4% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 13,113 ft-lb E 2,000 ksi Span(s) Defl'n 304.3% - - Allow Neg Morn. -11 ,679 ft-lb El 800,333 ksi Cant(s) Defl'n NA - - Allow Shear 4,655 lb Calc'd member OK by: 39.4% - - 1400.17 In"4 Controlling criteria is: Shear • • Self Wt 6.26 pif Cond's Of Use: Load Duratlon:1.0-Live - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1 .75 x 14 2.0E 2800 VersaLam 2.54 in 2.54 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,339 lb 3,339 lb - 0 ft-lb 0 ft-lb O ft-lb O ft-lb Min Total 939 lb 939 lb - - 0 ft-lb Oft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Ll Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0,000 in - - - Allowed 0 300 in 0.300 In 0.300 In Max Dn Dell - -0.069 in - - - Allowed 0.300 In 0.300 in 0.300 in ProBeam_v7 0_WC i CH Tim Garrison, P.E. C AliRUCTIONCALC Prodeam v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18063 Spans and Supports(Note,pitch and fixity,Many,not shown) Member I.D. 43b Other Info. 7/15/18 /lb\ I 2 3 4 5 6 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection,Main Spans Live Only,L/ I Code Minimum-Normal:L/360&L/240 w f 360 = 0.20 in Total,U1 240 i = 0.30 in N/A E = 0.00 in Total,U N/A = 0.00 in i i E '•E Pitch if Member Being Designed is Sloped- 0.0:12 Mem True Len: 6.00 ft Add Self Weight? [Yes-Self weight will be added to applied t)L V Loads: 1 Uniform Loads Over Full Length of Member Loads From Continuous Member? I No '-J' Increase Roof DL for pitch? Yes . Roof Pitch 1 4.0:12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 20.00 ft - 316.2 lb/ft 500.0 lb/ft Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf 9.00 ft 360.0 lb/ft 135.0 lb/ft Uniform Ld.4 40 psf 15 psf 9.00 ft 360.0 lb/ft 135.0 lb/ft Uniform Ld.5 - 10 psf 16.00 ft - 160.0 lb/ft Tot Unif Load 720.0 lb/ft 746.2 Ib/ft 500.0 lb/ft Loads Point loads are 1/10 scale 3000 2000 1000 0 - -1000 1 2 3 4 5 6 Engineered Lumber Calc'd Brand Boise Cascade __ U Results For 1.75 x 14 2.0E 2800 Solutions Using Self Weight of Engrd 1.75 x 14 2.0E 2800 VersaLam,6.3 plf Calc'd Member [1.75 x 14 2.0E 2800 VersaLanil'w VersaLam - - Load Duration 'snow:1.15 V %Overdesign 1.75 x 14 2.0E 2800 VersaLam - Repetitive Use? I No V Pos Bending 101.0% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 3,165 psi Fv 328 psi Neg Bending NA 3.5 x 7.25 2.0E 3100 VersaLam - Fb Neg 2,668 psi Fcp 750 psi Shear 7.0% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 15,079 ft-lb E 2,000 ksi Span(s)Defl'n 393.8% - - Allow Neg Mom. -12,712 ft-lb El 800,333 ksi Cant(s)Defl'n NA • - Allow Shear 5,353 lb Calc'd member OK by: 7.0% - - 1400.17 in"4 Controlling criteria is: Shear - - Self Wt 6.26 plf Cond's Of Use:Load Duration:1.15-Snow - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 14 2.0E 2800 VersaLam 3.81 in 3.81 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,002 lb 5,002 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,257 lb 2,257 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defi - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.061 in - - - Allowed 0.300 in 0.300 in 0.300 in - ProBeam v7 0 WC GtZ Tim Garrison, P.E. C©cKIS RUCTION C ALC ProBeam We ErnDOWor The Building Industry v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18063 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 60j _ Other Info. 7/15/18 _ 2 4 B 8 10 12 14 is to 2t) Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.50 ft 17.50 ft Allowable Deflection, Main Spans _ Live Only,L/ I Extra Stiff:U600&L/480 - I V I 600 = 0.35 in Total,L/1 480 = 0.44 in N/A i = 0.00 in Total,L/ N/A ! = 0.00 in i i.. i i Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 17.50 ft , Add Self Weight? I No-Self weight is Included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No w Increase Roof DL for pitch? Les V Roof Pitch 1 4.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Uniform Ld.4 40 psf ' 15 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load 52.0 lb/ft 19.5 Ib/ft - Loads Point loads are 1/10 scale 100 50 0 2 4 6 8 10 12 14 16 18 20 -50 I-Joist Calc'd Brand BCI-Boise Cascade v Results For 14"BCI 6000 1.8 Calc'd Member 14"BCI 60001.8 I V %Overdesign Acceptable Solutions Load Duration Live:i.00 v Pos Bending 75.9% 14"BCI 5000 1.7 11-7/8"BCI 90 2.0 Brng @ Ends: I Min 1_75",w/o web stiffner I v I Neg Bending NA 14"BCl 6000 1.8 - Brng @ Mid-Supports. (No Mid Support) —J ] Shear 207.7% 14"BCi 65001.8 - Allow Pos Mom. 4,815 ft-lb Allow Shear 1,925 lb Span(s)Defl'n 25.6% 11-7/8"BCI 60 2.0 Allow Neg Mom. 29 ft-lb El 470,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 87.8% Allow Mid Rxn 2,600 lb Catc'd member OK by: 25.6% Self Wt 2.70 plf Controlling criteria is: Dell-Span Cond's Of Use: Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 626 lb 626 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 171 lb 171 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1, Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.438 in 0.438 in 0.438 in Max Dn Defl - -0.321 in - - - Allowed 0.438 In 0.438 in 0.438 in ProBeam_v7_0_W C t3 Tim Garrison,P.E. Cc SI RUCTIONCALC v6 U eam Important: Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 60j case 2 Other Info. 7/15/18 _ t 2 3 4 5 is 7 a 9 ry Type? Simple span,fully braced - V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.20 ft 9.20 ft Allowable Deflection,Main Spans Live Only,L/ I Extra Stiff:L/600&L/480 - 600 . = 0.18 In Total,L/I 480 I = 0.23 in i N/A = 0 00 in Total,L/1 N/A .= 0.00 in I Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 9.20 ft Add Self Weight? No-Self weight Is included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No _0 Increase Roof DL for pitch? Yes . Roof Pitch i 4.0:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf 1.30 ft 52.0 Ib/ft 19.5 lb/ft . Uniform Ld.4 40 psf 15 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load 62.0 lb/ft 19.5 lb/ft - Point Loads Measured from left end of member.Member Total Length=9.2 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf - - - Point Load 2 40 psf 15 psf - 1.30 ft 12.00 ft 624 lb 234 lb - 5.50 ft Point Load 3 - 10 psf - - - Point Load 4 Point Load 5 Loads Point loads are 1/10 scale 100 50 I I A 1 2 3 4 5 6 7 8 9 10 -50 I-Joist Calc'd Brand }BCI_Boise Cascade I' Results For 14"BC!6000 1.8 Calc'd Member 114"BCI 60001.8 FV-I %Overdeslgn Acceptable Solutions Load Duration Live:1.00 IV Pos Bending 84.2% 11-7/8"BCI 5000 1.7 11-7/8"BCI 90 2.0 Brng @ Ends: [Min 1.75",w/o web stiffner I1 Neg Bending NA 9-1/2"BCI 6000 1.8 - Brng @ Mid-Supports: LNo Mid Support) U Shear 128.7% 9-1/2"BCI 6500 1.8 - Allow Pos Mom. 4,815 ft-lb Allow Shear 1,925 lb Span(s)Defl'n 142.1% 11-7/8"BCI 60 2.0 , Allow Neg Mom. 105 ft-lb El 470,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 39.6% Allow Mid Rxn 2,600 lb Calc'd member OK by: 39.6% Self Wt 2.70 pif Controlling criteria is: Bearing Cond's Of Use:Load Duration:l.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 674 lb 842 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 184 lb 230 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Mln Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 In - - - Allowed 0.230 in 0.230 in 0.230 in Max Dn Deft - -0.073 In - - - Allowed 0.230 in 0.230 In 0.230 in ProBeam_v7_0_WC Gt 4 Tim Garrison, P.E. C©NS RUCTIONCALC ProBeam we Frnpow*r The Dul]dtny Industry v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18063 Spans and Supports(Note.pitch and fixity,if any,not shown) Member I.D. 61j Other Info. 7/15/18 3 10 13 20 2'S Type? l Simple span,fully braced I- Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 21.00 ft 21.00 ft Allowable Deflection, Main Spans Live Only, LI I Extra Stiff:L/600&1/480 V 600 1 = 0.42 In Total,UI 480 = 0.53 in N/A = 0.00 in Total,L/F N/A i •= 0.00 in Pitch if Member Being Designed is Sloped. 0.0:12 Mem True Len: 21.00 ft Add Self Weight? No-Self weight Is included In applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No w Increase Roof DL for pitch? s I I Roof Pitch 1 Ye 4.0:12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf 1.00 ft 40.0 lb/ft 15.0 lb/ft Uniform Ld.4 40 psf 15 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load 40.0 lb/ft 15.0 lb/ft - Loads Point loads are 1110 scale 60 40 - 20 - 0 • . 20 5 10 15 20 2i5 I-Joist Calc'd Brand [so-Boise Cascade v Results For 14"BCI 6000 1.8 Calc'd Member 14"6CI 6000 La . %Overdesign Acceptable Solutions Load Duration I Live:1.00 V Pos Bending 58.8% - 11-7/8"BCI 90 2.0 Brng @ Ends: Min 1.75",w/o web stiffner v Neg Bending NA 16"BCI 60001.8 - Brng @ Mid-Supports: f(No Mid Support) V Shear 233.3% 14" BCI 6500 1.8 - Allow Pos Mom. 4,815 ft-lb Allow Shear 1,925 lb Span(s)Defl'n -3.3% 14"BCI 60 2.0 Allow Neg Mom. 20 ft-lb El 470,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 103.5% Allow Mid Rxn 2,600 lb Calc'd member FAILS by: -3.3% Self Wt 2.70 plf Controlling criteria is: Defl-Span Cond's Of Use:Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 578 lb 578 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 158 lb 158 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell - 0.000 in - - - Allowed 0.525 in 0.525 in 0.525 in Max Dn Defl - -0.512 in - - - Allowed 0.525 In 0.525 in 0.525 in ProBeam_v7_0_WC C-t5 CAS RUCTIONALC ProBeam Tim Garrison, P.E. Cv6.0 Important: Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18063 Spans and Supports(Note,pitch and fixity,if any,not shown) Member 1.D. 61J case 2 1 Other Info. 7/15/18 3 10 15 20 A 25 Type? Simple span,fully braced _ v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 21.00 ft 21.00 ft Allowable Deflection,Main Spans L/600&L/480 Fri Live Only, L/ LExtra Stiff: 600 1 = 0 42 in Total,L/) 480 = 0.53 in `• N/A = 0.00 In Total,L/? N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 21.00 ft Add Self Weight? [o-Self weight is Included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No • Increase Roof DL for pitch? Yes V Roof Pitch i 4 0:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - .- - Uniform Ld.2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Uniform Ld.4 40 psf 15 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load 52.0 lb/ft 19.5 lb/ft - Loads Point loads are 1/10 scale 100 50 0 5 10 15 20 25 • -50 -Joist Calc'd Brand I BCI-Boise Cascade Vi Results For 14"BCI 60 2.0 Calc'd Member 14"act 60 2.0 _ I.I %Overdeslgn Acceptable Solutions Load Duration Live:1.00 • Pos Bending 88.8% - 11-7/8"BCI 90 2.0 Brng @ Ends: Min 1.75",w/o web stiffner V Neg Bending NA - - Brng @ Mid-Supports: I(No Mid Support) V Shear 156.4% 16"BCI 6500 1.8 - Allow Pos Mom. 7,440 ft-lb Allow Shear 1,925 lb Span(s)Defl'n 6.6% 14"BCI 60 2.0 Allow Neg Mom. 35 ft-lb El 635,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 56.5% Allow Mid Rxn 2,750 lb Calc'd member OK by: 6.6% Self Wt 3.10 plf Controlling criteria is: Defi-Span Cond's Of Use:Load Ouration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 751 lb 751 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 205 lb 205 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 In - - - Allowed 0.525 in 0.525 in 0.525 In Max Dn Dell - -0.493 in - - - Allowed 0.525 in 0.525 in 0.525 in ProBeam_v7_0_WC CAC 7/15/18 Pg. TM ConstructionCalc, Inc. Tim Garrison, P.E. C ,S RUCTI9 kL ColumnCalc We EmP Building ulldlny Industry v3.1 Disclaimer:All users of this software shall comply with State Engineering Law;which specifies who may perform engineering,and defines the practice of engineering. Job Name t18063 P Member I.D. trimmer+king at low lev Other Info 7/15/2018 Post, Stud, or Column General Information: Column, Post,or Stud Length,ft. L= 8.00 ft Getting Started. Hover Max. Live Deflection L/ 75 = 1.28 in Cursor Here Type Of Column, Post,or Stud ;Col Sheathed On Narrow Face(Preventing Weak Axis Buckling) 1 V Load Duration Factor [Two Months(Snow,Cd= 1.15) V_ _ A lizi Off-Center(Eccentric)Compression Loads or Add'! - Bending Loads(other than wind)? I No v Applied Gravity Loads, "P" Reduced Live a Load, Live Load, Dead Load, Live, psf Dead,psf x Length,ft x Width,ft. lbs lbs. lbs Roof Loads(not including snow) 20 psf 15 psf 20.00 ft 2.50 ft 0 lb 0 lb 750 lb Roof Snow(only) 25 psf 20.00 ft 2.50 ft 1,250 lb 1,250 lb Floor 3 Loads 40 psf 15 psf 8.00 ft 2.50 ft 800 lb 800 lb 300 lb Floor 2 Loads 40 psf 15 psf 8.00 ft 2.50 ft 800 lb 800 lb 300 lb Floor Loads 100 psf 15 psf 0 lb 0 lb 0 lb Wall Dead Load 10 psf 18.00 ft 2.50 ft 450 lb Other'psf'load and trib.width 0 lb 0 lb 0 lb Other point load:all Live, all Dead,or some of each, lbs. Descrip'n,opt'I: Total Live and Dead Loads: 2,850 lb 1,800 lb Combined Total Load: 4,650 lb Wind Load Over Full Length of Member (Assumes external sheathing of plywood,metal,etc.exists) Wind Applied To: [Narrow Face '► Tributary Width of Wind Load: z= 2.50 ft Wind Pressure: q = 16.0 psf 4x And Smaller (Lumber) 5x And Larger(Timbers)._ Lumber Material [Douglas Fir-Larch V Timber Material [Douglas Fir-Larch V Lumber Grade No.2 V Timber Grade WCLtB-No.2 V 2x8 3x5 5x5 - - (2)2x5 4x5 - - - (3)2x4 - - - Glued Laminated Columns 1.8E Parallam PSL Columns Glulam Combo. _3-DF(Visually Graded) V 2.5 x 6 5.125 x 5.125 3-112"x 3-1/2" 5-1/4"x 5-1/4" 3 x 6 6.75 x 7.5 3-1/2"x 5-114" 5-1/4"x 7" 3.125 x 6 8.75 x 9 3-1/2" x7" 7"x7" 5x6 Final Member: yawn Wood 1 vi Mem. Library: Choose From All Sizes Of Column Type I V Final Size: 1(2)2 x 6 i V Final member okay by: 57.2% Final Member: (2) 2 x 6, Douglas Fir- Controlling Factor: Combined Bending I Compressive g Stresses Larch, No. 2 Horiz. Force At Bottom(Strong Axis): 160 lb Horiz. Force At Bottom(Weak Axis): 0 lb ColumnCalc v3-1 WC r• • • I �, _ - 1111111111111111111M11 .UW recorded return tin' \,,, t .e iacortes Family Center O,�Q 201602050047 ,,.-`'EV Box 681 AUG 2.3 U Skagit County Auditor $74.00 tr ,s°A;npcoFfe$,WA 982211 2/5/2016 Page 1 of 210:38AM I, . A[ecotded,atilte request of r_ r - ES - °'`y�'ttar.a'an.''t+to h est Title&.il• d b� E'i�'�6'i�,�4.v'y 3 fi File u'triber:Alit 0665 r ir r: 0.jai i v`r *_ .-=:,e� `' 9 Statutory Warranty Deed }llb tC 7 ' '` y '11 lAl'D1AN NORTHWEST TITLE CO. 1. a single man THE GRANTOR itichgsd.W. Mutter, ae-lais-sepe rate estate for and in consideration of TEN DOLLARS AND OTHER GOr;N'D VALUABLE CONSIDERATION in hand paid, conveys and warrants to Anacortes FatniIrest fer,itri.Nshington Non-Profit Corporation the following described real estate,situated in the County of S'yagit;`'Sfate of•Washington Abbreviated Legal: (�;�-~ a M • Lot 13, Block(fb,. eas'i es first Addn.to Anacortes ` 1 . 1 Tax Parcel Number(s): P57/41,3794-90 r-013-0006 . Ts de i�'�Z Lot 13, Block 6, PLAT OF ITEPtSJ R'SJ SST ADDITION TO THE CITY OF ANACORTES, according to the plat thereof recAleeiti-„Yiltfilhe 3 of Plats, page 46,records of Skagit County, Washington. . 1 This conveyance is subject to covenants,cfirtsdi#i.6 s,restrictions and easements,if any,affecting title,which may appear in the public record, including those s o fi on any recorded plat or survey as described in Exhibit"A" attached hereto v, Dated 1/27/2016 • r:" fir' IR ' ,- SKAGIT COUNTY WASHINGTON Rica Q Y ! ?,* !ZEAL ESTATE EXCISE TAX li rd W.Muller ry , mk � FEB -5 2016 i .z ,rr a Ga TL \ '�,g Amount Paid S 30:31 . 1.>'<_ is. �.�'Slcagit Co.Treasurer sA ° Deputy STATE OF Washington I r \ ,; COUNTY OF Skajit } SS: 7 %`^ . • ems k ), I certify that I know or have satisfactory evidence that Richard W.Muller,"thxrssy no appeared before me,and said person(s)acknowledged that he signed this instrument and ays;npvrledge it to be his free and voluntary act for the uses and purposes mentioned in this instrument kr , 4 1 - 1 �, Date: � � �,r :� ;� .�: � _ '�. Printed Name: Vicki L.Hoffman ; dam'fi -' �. ' , ram. �5, ft- `.-• _ •'' �;,• Notary Public in and for the State of 1rrtsiiri, n, 4, ,� `'•`'• r- .•s :•,''.- Residing at Coupeville, WA �'''''`/ ,x '� 1 1 ..• '-' ,v..,,�•',�, My appointment expires: 10/08/2017 ,t;0 4'' $`� '-- i "t - k� 'I�, iv ~=~ter. ....- - ?4°' ;� '{( • c 4 y4 4�. 4. . 4t.1, i 1 ', ti de 5, A tat ,�"7 %t.a. LPB t0-05(i*j Page I ofV' r e- • "ti kiL a co rya a > )} j ,��„k.,:x I'l,j, iy e.i s. 1 a p to r oryG.>•r'^eez5j'V At ` L t. 'It.•,`• �". a •t' I :1:::. I�re `, 4b yr� N 'F�Jp L. l'J rt.; A1�`Jp I Lis„„I` . Vein . 'ES- � • V `a`.ly i 94`1 ` r'/. �.JT 11.. yam M Ia 1. f, so,r'N Ai v24,, % T.sl (rrf��yy1 '� Cn rr yy 1' ip.^v� .�'. NM u p62p .} inn4-ate �[� Y; � �ytr"� `y.�� ry ° h' w, o e4 y •'i��art- I^" r4l 170 .zY b 0, vi "- �aa N4 �'a .a'ln n_,� ' ,Ili )). Go ��M••y� c - �, i1 -`! jS 04 1i;µnr+rrrxn'°'{x J ` ) fie' r:�,s' C, ''i•k01' 4 to trz,r h Rol'` Q't Lae M C 03 > C ''t-4,1 5 s'4 'r+ram' �v. • '�+„re a n rn .-, n 144 " - �' 03 AI V E }y Sikh �' seci cn sv, Y• J �,�y *.rin1'lync. `E �5.. w I 4. t17 } LNI"'+W+.nN/iF O ra S Z tett !dry r9'Icr?" 7/,qy @ 'J a f ��'y • �'al� 5 st-L • Awe-.� .er \r�.A IOC , y 'Il »`�, '11}tt )V:fir»e/,1i 's�' l� <,r' " Jywyy • 4 /i I~. pp�� ti. h.r s _ O V r 416" *os Z`J Vet 'IS; v -''b it o�'r. + i-' Q 1 .��}O 'III 49�r S Q t; IL 0stAt I1• 4�Sz_- - 1L`y L- h} also?"'1;4 lb It liwit J Aw 1�t' �r� ltllttt�ll{ lllltltL1tLLt1 111 lltl. " : L1L11 t 1l When recorded return to: 2016041500 56 Anacortes Family Center Skagit county Auditor $74.00 1011 27th Street 4/15/2016 Page 1 of 210.46A1`►'I Anacortes, WA 98221 Recorded at the request of: Guardian Northwest Title File Number: A111302 Statutory Warranty Deed �,yp} {{¢ J$(;, „....__ GuARDIAN O TH` EST TITLE CO. . THE GRANTORS Robert Therkelsen and Mary Therkelsen, husband and wife for and in consideration of TEN DOLLARS AND OTHER GOOD AND VALUABLE rCONSIDERATION following n hand ai describedonveys and real warrants to Anacortes Family Center, a Washington Non-Profit Organization estate, situated in the County of Skagit, State of Washington Abbreviated Legal: Lots 14 & 15, Block 6,'Hensler's First Addn. to the City Of Anacortes Tax Parcel Number(s): P57346, 3794-0406-015-0004 • Lots 14 and 15, Block 6, "PLAT OF HEN SLER'S FIRST ADDITION TO THE CITY OF ANACORTES, SKAGIT CO., WASH.", as per plat recorded in Volume 3 of Plats, page 46, records of Skagit County, Washington. This conveyance is subject to covenants:, conditions, restrictions and easements, if any, affecting title, which may appear in the public record, including those shown on any recorded plat or survey as described in Exhibit"A" attached hereto Dated 4/12/2016 `rr r�I 7/ - -'--.-,--....,-,c-:-‘,—.,,,/rt S Of: 7 �ib ,. .„2, r✓;�° 1 . . , } ( `� Mary Therkelsen �� Robert TherkelsenAX '/ & 1 ,� APR 15 2616 Amount Paid$.5; '0 tigit Co.'Dem= STATE OF Washington } . 3d h'° ea minty COUNTY OF Skagit } SS: I certify that I know or have satisfactory evidence that Robert Therkelsen and Mary Therkelsen, the persons who appeared before me, and said person(s) acknowledged that they signed this instrument and acknowledge it to be their free and voluntary act for the uses and purposes mentioned in this instrument. , ) - \It Date: 1\ 3 {�.� _ Printed Name: Vicki L. Hoffman ) Notary Public in and for the State of {,/ Washington Residing at Coupeville, WA cc..�HOPS , My appointment expires: 10/08/2017 4RY *�\ y I I . • `10a 8-201 ,. LP13 10-05(1.4) Page 1 of 2 EXHIBIT A EXCEPTIONS: A. ANY AND ALL OFFERS OF DEDICATIONS,CONDITIONS,RESTRICTIONS, EASEMENTS,FENCE LINE/BOUNDARY DISCREPANCIES,NOTES,PROVISIONS AND/OR ANY OTHER MATTERS AS DISCLOSED AND/OR DELINEATED ON THE FACE OF THE FOLLOWING PLAT/SHORT PLAT/SURVEY: Name: Survey Recorded: November 5,1986 Auditor's No.: 8611050019(Vol.6 of Surveys,Pg.290) LPB 10-05(i-1) Page 2 of 2 Y. C3 ' City of Anacortes Invoice/Permit#: BLD-2018-0500 904 6th Street Applied date: 08/08/2018 P.O.Box 547 Issue date:Anacortes, WA 98221-0547 Expire date: 02/04/2020 - ,_ (360) 293-1901 Job Address: 1016 27TH ST Permit Type: Multi Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New construction of Multi-Family Affordable Housing apartment complex constructed per approved plans. Owner: ANACORTES FAMILY CENTER Contractor: QUANTUM CONSTRUCTION INC Address: 2702 COMMERCIAL AVE Address: 12761 QUANTUM LN ANACORTES WA 98221-2734 ANACORTES WA 98221-8364 Phone: Phone: (360) 293-0656 License#: QUANTCI166DF General Information: Fees: Building Valuation 2300000 Plan Review Deposit 3,464.97 Building Permit Fee 10,353.75 Plan Review Fee 3,464.97 Sewer Inspection Fee 50.00 State Building Code Fee Resi 6.50 Park Impact Fee 615.00 Total Calculated: 17,955.19 Deposits/Receipts: 0.00 Total Due: 17,955.19 m OD •T '-. (el ^ t. •• 51••IA '..0 ;t ▪ I-` I i �r ►•. �r I Sr C yr I:t, ry a -1 u c 1 c . w i " 71 1 -i If' l -n ;} I-+ 1 1� ;i• I:. ..r1 i THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, IOR:;I rf^.• CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMME`Ii1C d::!. I,'.) HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROWpQ 1S.' OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NUE 137.16:0 GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER eTPIT 9RLI LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ;r, cri u. i J 11,1 1 o 1 ,,' ,, it. 1 p+. C} SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY - 'n' -a • ANACORTES PUBLIC WORKS DEPARTMENT 0 it) Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 4,. w E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 100-0.4 Review Summary 3 Date: November 9,2018 To: Kevin Cricchio, Senior Associate Planner From: Steven Lange Subject: Review Summary for the Anacortes Family Center—1220 27th Street (PW#18-140-DEV) cc: Fred Buckenmeyer, Eric Shjarback, Don Measamer, Libby Grage, Kevin Cricchio A review of the associated documents for the Anacortes Family Center was completed by the Public Works Engineering Department on November 9, 2018. This review takes into consideration the following submittals and reviews by others: 1. August 7, 2018: Drainage Analysis MR#1 to MR#9, dated July 24, 2018 2. August 21, 2018: Drainage Report reviewed by others and 3rd party. 3. August 7, 2018: Construction Civil Plans, Revised July 24, 2018. 4. September 4, 2018: Review completed by Public Works Engineering. 5. September 5, 2018: Review comments drafted and routed to Planning. 6. October 8, 2018: Morning submittal of new documents at the front counter. 7. October 8, 2018: Afternoon submittal of new documents, via email. Additional to morning submittal. 8. October 19, 2018: Review completed by Public Works Engineering. 9. October 22, 2018: Review Summary by Public Works Engineering. 10. October 22, 2018: Drainage Report reviewed by others and 3rd party. 11. November 6, 2018: Submittal of Construction Civil Plans, Revised November 5, 2018. 12. November 6, 2018: Submittal of Drainage Analysis, Revised November 5, 2018. , Z1 •• Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste e , • •Transportation •• Equipment •• Capital •Projects • Development Services R,1.N. Below are the findings. Construction Civil Plan (Dated November 5, 2018 — Rev. B) Not all comments are represented in this memo. See the plans and attached documents for additional comments. 1. Review Note 1: Project needs to verify proper abandonment of the existing private side sewer services to ensure minimizing infiltration into the sanitary sewer system. 2. Civil Plan lacks Plan notes referenced in the Engineering Standards. Please provide all Plan notes that are applicable to the project. (ie: Not limited to, General, Sewer, Storm, Concrete, Concrete Workmanship and Aesthetic Policy) 3. Review Note 3: Public records indicate that the location of the proposed manhole is where there are two side service stubs located for private sewers. It is not determined if the service to the north is active. It is anticipated the service to the south is abandoned with the removal of the home previously this year. The pipe sections for a 6-inch concrete pipe are typically 3-feet in length. These sections will need to be removed when the new manhole is installed. The use of a standard manhole, not a Doghouse, will be needed. The connection will need to utilize an 8-inch PVC for connections to the manhole, reducing to a 6-inch. This will allow for a future replacement of the conveyance line at 8-inch in size. Drainage Analysis (Dated: Revised November 5, 2018) 1. On November 9, 2018, the Public Works Engineering resent the October 22, 2018 Review Summary, by Gray and Osborne (3rd Party Reviewer). See attached email from October 22, 2018. Discussion with the Engineer of Record, the response was almost complete and did not offer any revisions to the report submitted on November 6, 2018. The report was reviewed and accepted. Attached: - Accepted Drainage Report, Revised November 5, 2018 - Reviewed Civil Site Plan C1, Revised November 5, 2018 — Rev. B - Flow Chart Figure 1-2.4.2 — City review - Email, dated October 22, 2018. a1K Water ® Wastewater ® Streets • Storm Drainage ® Engineering • Solid Waste �4 Transportation ®Equipment • Capital Projects ® Development Services •p.w Does the project result in 2,000 square feet, or more, of new plus replaced hard surface area? OR Does the land disturbing activity total 7,000 square feet or greater? Yes I!o Minimum Requirements #1 through #5 apply to the new and replaced hard Minimum Requirement #2 applies. ar surfaces and the land disturbed. Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR Convert 3/4 acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes No All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the related project? � No converted vegetation areas. Yes Does the project add 5,000 square feet or more of new hard surfaces? Yes No Is the total of new plus replaced hard surfaces Do the new hard 5,000 square feet or more, surfaces add 50% or o No additional No AND more to the existing ► 4 does the value of the proposed improvements hard surfaces within requirements. - including interior improvements - exceed the project limits? 50% of the assessed value (or replacement value) of the existing site improvements? Yes • All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. Yes Foouro D� o o2 LI 16 Flow Chart for Determining Requirements for Redevelopment DEPARTMENT OF Revised June 2015 ' ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. Cricchio, Kevin From: Cricchio, Kevin Sent: Monday, November 19, 2018 1:00 PM To: 'Dustin Johnson'; 'Jason Sterling'; 'Debbie Headrick' Cc: Frisinger, Rob; Fyrrce, Groc; Measamer, Don; Lange, Steve Subject: Third Party Review, BLD-2018-0500 Attachments: 2nd Bill, Third Party Review.pdf 11-19-18 Hi Dustin. We just received another bill from Gray and Osborne for third party review of revisions submitted to the city. See attached. Please remit payment to the City of Anacortes in the amount of$366.69. Please note that I have added this amount to the dollar amount associated with your building permit. The total amount outstanding needing payment for your building permit is$18,246.41 which includes this third party review amount owing noted above. Thanks. Kevin Cricchio, A1CP, ISA, WPIT I Associate Planner I Certified Arborist Planning, Community& Economic Development Dept. City of Anacortes P.O. Box 547 1904 6th Street Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.org I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 Gray 1 z Osborne, Inc. CONSULTING ENGINEERS Invoice November 12, 2018 City of Anacortes Project No: 18443.04 Accounts Payable Invoice No: 2 PO Box 547 904 6th Street Anacortes, WA 98221-0547 Project 18443.04 Anacortes Family Center Professional Services from October 14, 2018 to November 10, 2018 Professional Personnel Hours Rate Amount Engineer In Training John, Adam 2.50 89.36 223.40 P. Engineer Clear, Stacey 1.00 143.29 143.29 Totals 3.50 366.69 Total Labor 366.69 Total this Invoice $366.69 Contract 17-051-PLN-003 1130 Rainier Avenue S.,Suite 300 Seattle,Washington 98144 (206) 284-0860 Fax(206)283-3206 Printed en recycled paper Gray 8 Osborrie, Inc. CONSULTING ENGINEERS Invoice November 12, 2018 City of Anacortes Project No: 18443.04 Accounts Payable Invoice No: 2 PO Box 547 904 6th Street Anacortes, WA 98221-0547 Project 18443.04 Anacortes Family Center Professional Services from October 14, 2018 to November 10, 2018 Professional Personnel Hours Rate Amount Engineer In Training John, Adam 2.50 89.36 223.40 P. Engineer Clear, Stacey 1.00 143.29 143.29 Totals 3.50 366.69 Total Labor 366.69 Total this Invoice $366.69 Contract 17-051-PLN-003 Please Return With Remittance Thank you! 1130 Rainier Avenue S., Suite 300 Seattle, Washington 98144 (206)284-0860 Fax (206)283-3206 Tq :'rimed on recyulol aoer � fi NOV U 6 not I] HERR1[GSTAD ENGINEERING PS Civil Engineer CITY OF ANACORTES 4320 Whistle Lake Road Dale Herrigstad, P.E. Anacortes,WA 98221 (360) 299-8804 1018-1020 27th Street Anacortes Family Center DRAINAGE ANALYSIS July 24,2018 Aect ,-ru-, 131/4-1 Put3U L S Revised September 29,2018 etgI►.0�.t8 Revised November 5,2018 �0— Job #2017-117 * �'�'�� T ems"' Prepared By: iw cklr.ec Coyle To-ME . IK1€ Zit,t4 bs Tle Cde423- Dale K. Herrigstad P.E. AERR/C 4►ti' of WAS,// - • V21)9'(tal 0. ,/,,t•' 7/1r - iiiti 1„, rem:- leo • °F' 4, .57807• (2,01 SSI ONA C1 L0 Owner: Anacortes Family Center 2702 Commercial Avenue Anacortes WA 98221 The stormwater plan will be based on the requirements of the 2014 DOE Stormwater Management Manual for Western Washington, as required by the City of Anacortes Drainage Ordinance. 2 TABLE OF CONTENTS Page SECTION TITLE 2 PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 DOE Stormwater Management Manual Minimum Requirements 3 Minimum Requirement#1: Prepare a Stormwater Site Plan 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWPP) 4 Minimum Requirement#3: Source Control of Pollution 4 Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls 4 Minimum Requirement#5: On-site Stormwater Management 5 Minimum Requirement#6: Runoff Treatment 6 Minimum Requirement#7: Flow Control 7 Minimum Requirement#8: Wetland Protection 8 Minimum Requirement#9: Operation and Maintenance ATTACHMENT A Existing Site &Erosion Control Drawing ATTACHMENT B Developed Site Drawing ATTACHMENT C Soils report ATTACHMENT D DOE Manual Flow Chart Figure I-2.4.1 ATTACHMENT E Soil amendment requirements ATTACHMENT F 13 Elements of SWPPP PROJECT DESCRIPTION -49 This project is to construct a 4,409 square foot building and 4,832 square feet of walkways,porch,patios and parking areas for a total of 9,241 square foot total impervious area on a 12,500 square foot site at 1018-1020 27th Street that includes the alley way and some of 27th Street right-of-way used for parking. See ATTACHMENT B. EXISTING SITE CONDITIONS The 12,500 square foot or 0.29 acre site is currently developed with two existing homes and shed(1,944 sf—0.04 acres)that will be removed. The remainder of the site is grass. The site slopes at an average from the west down to the east at 2%over the site. See ATTACHMENT A. Linda Spicher, Septic System Designer, completed a soils report for the site and is included in ATTACHMENT C. The underlying restrictive soil layer was found on site at 17" and 24"on the north side of the site and 19"on the south side of the site. The water table was found at 9", 18" and 11"respectively. 3 DOE Stormwater Management Manual Minimum requirements: According to the 2014 DOE manual figure I-2.4.1 Flow Chart: Does the site have 35% or more of existing impervious coverage—No Does the site add 5000 square feet of new impervious surfaces—Yes Does the site convert% acres or more of native vegetation to lawn—No Does the project have 2,000 square feet of new impervious surfaces—Yes Minimum requirements#1 through#9 apply to this project. (See flow chart in ATTACHMENT D) Minimum Requirement#1: Prepare a Stormwater Site Plan. Volume 1, Chapter 3 steps (page 3-1). Step 1. Collect and Analyze Information on Existing Conditions. The site slopes at 2%across the site. The site is developed with two single family homes and a shed with the remainder of the site in grass. An apartment lies to the west and multi-unit shelter to the east. 27th Street to the south and alley to the north. The site soils as discussed above are found to be shallow with a restrictive layer at 17"to 24"below the surface with a water table at 9"to 18". The soils report is included in ATTACHMENT C. Step 2. Prepare a Preliminary Development Layout. During construction all 12,500 square feet of the lot will be disturbed. A proposed layout is attached as ATTACHMENT B. Step 3.Perform an offsite analysis: Storm water from this site sheets to the northeast and into the alley drainage system. A large apartment building borders the uphill property where roof water 11.091.15 is collected and taken to the storm drainage system and not affecting the property. 'We PAccei The enclosed drainage system beginning in the alley flows north to 26th Street in y.► f an 18"storm pipe. Drainage turns west for Y2 a block then north through the d e-resE 64,maollospital property in a 24"and 36"storm pipe and back to an 18"pipe north of the alus f,pejr 16 Hospital property from 24th Street to 22'1 Street. At 22nd Street the Stormwater ,, �� flows east to Fidalgo Bay in a 27" concrete pipe to"Q"Avenue, a 30" concrete pipe to"R"Avenue and a 36"concrete pipe to the outfall at the Anacortes Marina ' ' and approximately 3,540 feet from the project site. ME , ‘vesrifica> Brc c, ,{4p4t,4..X, The City of Anacortes 2007 Storm Water Management Plan identifies the basin for this drainage as F3 and the Bay outlet as #41. At approximately '/ mile downstream from this site brings the downstream system to 24th Street where the modal shows ample volume passing by the hospital. IN M Step 4.Determine and Read Applicable Minimum Requirements. Threshold requirements: See DOE flow chart 2.4.1 in ATTACHMENT C. The total new impervious area is over 5,000 square feet at 9,241 square feet. Minimum requirements 1 through 9 are required. Step 5.Prepare a Permanent Stormwater Control Plan 4 A storm water plan is provided in the developed site plan in Attachment B. LID options will be addressed in Minimum Requirements#5 below. Step 6. Prepare a Construction Stormwater Pollution Prevention Plan. See minimum requirement#2 below for SWPPP. Step 7. Complete a Stormwater Site Plan: The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. Offsite analysis is provided in section step 3 above. Step 8. Check compliance with all applicable minimum requirements: To take place during review and during and after construction. Construction completion report stamped and signed by the engineer of record. Minimum Requirement#2: Construction Stormwater Pollution Prevention(SWPP) This project must meet the 13 elements of a SWPP because the site exceeds the threshold of 2,000 square feet of new impervious surfacing. See the attached SWPPP plan. See ATTACHMENT F. Minimum Requirement#3: Source Control of Pollution During construction the site will be open and subject to erosion. BMP's as described in the erosion control plan must be constructed at the source to limit erosion and sediment laden runoff. The most common erosion source is exposed soils to rain. Covering the slopes as discussed in the SWPPP shall be implemented. Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls This site surface water naturally drains to the northeast and onto the alley to the North. The site does not infiltrate to any great degree due to shallow water table. Minimum Requirement#5: On-site Stormwater Management As indicated above the impervious soil layer was found on site at 17"to 24" in depth as shown in the report. The water table was found at 9"to 18" respectively. The entire site will be completely disturbed. See developed site plan in ATTACHMENT B. BMP T5.13: Post-Construction Soil Quality and Depth,Lawn and landscaping areas: All disturbed site soil will be amended as required by the post construction soil quality and depth requirements and will be implemented at the building permit stage. The design guidelines for the soil requirements are included in ATTACHMENT E. LIST#2 because the site triggered Minimum requirements #1 through#9. ROOFS: 1. BMP T5.30: Full Dispersion—Requires native vegetation on site and there is no native vegetation on this site. Full dispersion is not feasible do to no native vegetation on this property. BMP T5.10A: Downspout full infiltration—Minimum setbacks shall be 10 feet from any structure and 3 feet from pavement and 3 feet or more of permeable 5 soils to the seasonal high ground water table. The ground water table is a maximum of 18"below the ground surface. Infiltration is not feasible. 2. BMP T5.14A: Rain Gardens or BMP T7.30: Bioretention Cells, Swales, and Planter Boxes—Not feasible if the Rain Garden or Bioretention facility cannot be located on slopes less than 8% and if minimum of 1 foot vertical separation to the seasonal high table, bedrock or other impervious layer can not be achieved below rain garden or Bioretention cell. Rain garden and Bioretention is not feasible due to the shallow water table of no greater than 18". 3. BMP T5.10B: Downspout Dispersion Systems—A vegetated flow path of at least 50 feet must be maintained between the outlet of the trench and any slope steeper that 15%and 25 feet to any structure or property line. Downspout dispersion is not feasible due to close proximity parking lots and property lines. 4. BMP T5.10C: Perforated Stub Out Connections—Do not place perforated Gc" stub outs above slopes greater than 20% and maintain at least 1 foot of separation M from the bottom of the trench and the seasonal water table. Not feasible due to 0 shallow water table of 18". OTHER HARD SURFACES (driveways and patios) 1. BMP T5.30: Full Dispersion—65%of the site must be maintained in a forested or native condition. There is no native vegetation. BMP T5.15: Permeable Pavements—Not feasible when within 50 feet of the top of slopes greater than 20%. Also must maintain at least one foot of separation to the ground water or an underlying impermeable layer. Not feasible due to shallow impermeable layer of 24"and water table at 18". BMP T7.30: Bioretention Cells,Swales,and Planter Boxes—Not feasible if the Bioretention facility cannot be located on slopes less than 8% and if minimum or 1 foot vertical separation to the seasonal high table,bedrock or other impervious layer. Bioretention is not feasible. BMP T5.12: Sheet Flow Dispersion—A vegetated flow path of at least 50 feet must be maintained between the outlet of the trench and any slope greater than 15%. Not feasible due to no flow paths of 50 feet. BMP T5.11: Concentrated Flow Dispersion—Do not place the discharge point on or above slopes greater than 20%and maintain a vegetated flow path of at least 50 feet between the discharge point and any property line, structure or steep slope. Not feasible to no flow paths of 50 feet. 6 Minimum Requirement#6: Runoff Treatment Threshold requirements for determining the applicability of runoff treatment. Projects in which the total of pollution-generating hard surface(PGHS) is 5,000 square feet or more in a threshold discharge area of the project,or Projects in which the total of pollution-generative pervious surfaces (PGPS)-not including permeable pavements-is three-quarters (3/4) of an acre or more in a threshold discharge area, and from which there will be a surface discharge in a natural or man-made conveyance system from the site. The total PGHS projected for this site including parking area is 4,832 square feet and less than the 5,000 square foot threshold. The roof is covered with a backed enamel coating and not a PGHS surface. 2012 Manual V-4.1.3 Flows Requiring Treatment. The total disturbed site is 0.35 acres and less than the 3/4 acre PGPS threshold. Water quality treatment is not required. Minimum Requirement#7: Flow Control Threshold requirements for determining the applicability of flow control. • Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge area, or • Projects that convert'/4 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold dis-charge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site, or • Projects that through a combination of effective hard surfaces and converted vegetation areas cause a 0.10 cubic feet per second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one-hour time steps (or a 0.15 cfs increase using 15-minute time steps). The new impervious area of 9,241 square feet(0.21 acres) (0.10 acre roof and 0.11 acre parking and sidewalks) is BELOW the threshold discharge area of 10,000 square feet. The overall disturbed area is 12,500 square feet (0.29 acres). The overall site is less than 3/4 of an acre The increase in flow for the 100-year flow frequency is 100 year PREDEVELOPED (forested) 0. 1144 cfs 100 year DEVELOPED 0. 2113cfs 11•th•I$ F4 IC�snAF.S Increase in runoff is 0.0969 cfs and LESS than the 0.10 cfs � �� Flow Control is NOT required. I 1SSJti'S `� WWHM2012 COP. PROJECT REPORT `��- 7 Project Name: default [5] Site Name: Anacortes Family Center Site Address : 1020 27th Street City : Anacortes Report Date: 7/24/2018 Gage : Burlington Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 0 . 83 Version Date: 2016/02/25 Version : 4 . 2 . 12 PREDEVELOPED LAND USE Pervious Land Use acre C, Lawn, Flat .25 Pervious Total 0 . 25 Impervious Land Use acre ROOF TOPS FLAT 0 . 04 Impervious Total 0 . 04 Basin Total 0 . 29 MITIGATED LAND USE Pervious Land Use acre C, Lawn, Flat . 08 Pervious Total 0 . 08 Impervious Land Use acre ROOF TOPS FLAT 0 . 1 DRIVEWAYS FLAT 0 . 11 Impervious Total 0 . 21 Basin Total 0 .29 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0 . 02233 5 year 0 . 037785 10 year 0 . 051199 25 year 0 . 072399 50 year 0 . 091707 100 year 0 . 114413 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 . 072272 5 year 0 . 102887 10 year 0 . 125685 25 year 0 . 157476 50 year 0 . 183399 100 year 0 . 211305 • Minimum Requirement#8: Wetland Protection There are no wetlands on this site. The downstream system is enclosed to a discharge point 3,500 feet downstream to Fidalgo Bay. Minimum Requirement#9: Operation and Maintenance The drainage system within this project will remain private and the responsibility of the homeowners for which it serves. SEDIMENT TRAP DESIGN The sediment trap will be designed for the developed 2-year runoff event and provided with 2080 square feet of surface area per cfs (2 year)inflow. The 2-year flow rate as shown above is 0.072 cfs x 2080 SF/cfs= 150 sf of surface area. J EX. STEEL BLDG zN N I '< PROVIDE INLET EX, CB TYPEI oq BMP PROTECTION IM=65.51' in o SITE PROTECTED WITH 6' CONSTRUCTION DOT STND PLAN . 8' PVC `' I TALL TEMP. CHAIN LINK ENTRANCE I40.20-00 EA T=63.69' 'm EX, SSMH G 436 CONSTRUCTION FENCING DOE BHP C105 1 x , X---=a-- RIM=66.06' — `—'^ — 11,E.53,36' EDGE OF ASPHALT Pa l '1 I � ., g 1 ss ss ss ss 3,25X i' ,--\ - -: N89'58'19'E 92.4416' ALLEY 7 X � ' i % SHED r 1 - -log"V 7 !PP I - I 9 8 /� 6 1 1, I io' — ti — 11 E _ ___ \--EX. CB TYPE1 X, L i \' 1- �� 6 —�— I,I PROVIDE A 250 SF I N �, 9153 \NSF LOT i lr —^ Cy SURFACE AREA TEMPORARY Li H RIM=66.41' °', ' i SEDIMENT TRAP BMP C240 oO c' ¢x I EXISTING\HOUSES ? �14 OVERFLOW TEl ASPHALT U z Y ' j AND SHED TO B ; STABILIZE SOILS WITH a m co Z ▪x ,REMOVED r SEEDING, SODDING OR a'cri w W Q o °' I I I I MULCH 1012 - W I ti r I I \ I W I 27TH ST. o r d L I PROVIDE SILT FENCE �, J I Q g BMP C233 OR WATTLES a _J ,. y o BMP C235 ON _ _ ¢ `'' X c EXIST. "I DOVNSLOPE OF (53 J S C PROPERTY I N 1020 \ HOUSE I A —` r BMP C15-- r • - r I� i CONCRETE WASHOU — — I LIGHT N89•58'1 'E:192. ' (^- AREA Cr POLE r H Ex. SIDEWALK i�� x .. x o E'ER 1` ( EX. SIDEW, K O PP e o 0 o PP/ JLT PERIMETER 6' CHAIN„,LINK ::.57' EX ST, o STRUCTION FENCE PA• 1NG IL �\` PRO IDE WATT ES _ 66 I. x x x x >Z x CBMP C2•.) ALONG = _ { NEV AS' ALT I PROVIDE COVERED GE OF EX. ASPH LT,9,11' PROVIDE INLET STORAGE FOR j!ljjj CONSTRUCTION EDGE BMP PROTECTION EX, CBHH #81918,2' POPOLLUTANTS ANTS ENTRANCE 27T1-1 STREET I4020 STND PLAN 8' SD TYPE2 R M 67,01' l _,DOE BMP C105 — — — — — 1— EX, BURLINGTON CB I,E,=6106' 24 HOUR CONTACT SIGN ` RIM=66,70` WITH NAME AND CELL PHONE 14.4' PROVIDE INLET y NUHAER cEE NOTE 'E' V F PE LE,�64.40' 67,69', BMP PROTECTION ABOVE. G OF C�Ra T STND PLAN SW RAMP I40.20-00 2 CB € y 0 I)R 27TH AVE EX. FIRE EX. FIRE HYDRANT I HYDRANT I GRAPHIC SCALE 15 0 15 30 60 s ( IN FEET ) 1 inch = 30 ft. HERRIGSTAD ENGINEERING & SURVEYING Existing & Erosion Control Site Plan 4320 WHISTLE LAKE ROAD 1018-1020 27th Street, Anacortes ANACORTES, RA 98221 299-8804 A T T A C H v C \ T A i ALLEY PAVEMENT SECTION 2' ASPHALT EX. STEEL BLDG a 2° CTSC " 6' GRAVEL BORROW z y x EX, CB TYPE! 0. N NEW SSMH OVER EXISTING 6' 0�2" CONC, SS, DEPTH UNKNOWN RIM=65,51' C o EXIST.IRON EXTEND 8' PVC SS TO I EXIST, 6' SD I.E. 8' PVC ADD ANBUILDING V/ CLEAN OUT AT x TEl WEST \ EAST=63,69' w Im a CASE AND EX, SSMH G-0 B BUILDING X X I �_ RIM=66,06' - mac - x= J 68.8'\ REPLACE V 150 LF 8' PVC S 67.3P EDGE OF ASPHALT I LE.=53,36' EX, SSMH f tl EX, 6' CUNs. SS `) 2% 3,255 SF I% u ss 3.25% ss ASPHALT 16' ALLEY :n N. 6:D 5D j / N89'58'19'E 9245; y IN: if `, - - 7 IPP m \ I GARI ` 1111 / Co 6 ENCt .8,80 _ e o _ r68�40 e �o S1 1s >< f , = 0 1 52 LF 6' PVC SD IX, CB TYPE 0.40'• ROff AND-� 5=,0156 FT/FT �; RIM=66,41' ¢x m \ LOT AREA = FOOTING DRAINS CB TYPEI L" o JTO fEE INTO 6' 1 RIM=66.5' E 3 } \ 9,153 SF 1 PVC SD i I,E,64,5' 00 re"I BUILDING AREA 1 1012 27TH ST. W I w W a. I \4,409 SF �� I _ FAMILY I 6.74' ' FLOOR \ I a - SHELTER F w I N ` ELEVATION 1F U6 LF 6' PVC SD " J J {t 70 ' ROOM SLOPE .010 FT/FT d O _J w J CH TYPEI I Q o �� RIM=6B,5' 11- ' \\\ LE,=65.64' R L \ �, - - - 1I r2 T N89'58'19'E 92.44 ' - O POLE IES}:S SIDEWALK `.q.,.. ' o.••i. 7 1ST, 5' S WALK y X. SIDEWI _ ,EXIS . n -, �� o e o RAMP POWER Ili ,. Q 1 7Q , o e �'69.96' 1�6 tti 1 A . .P: — o PP VAULT l T > 3M__ EXIST. o 6' RADIUS i \ � I 19' PARKING o T 1,47'I SF ASPH LT o L/ L, 1 END OF EXIST, ' 0 70,29' :IGE OF EX. 'SPH L,9,lp c CURB OJ 69.82' 4 EXIST. EX. CBMH #81418.2' NEW CONCRETE CURB 0 16' RAIN TYPE2 ©SECTION A-A _ _ 27�1H STREET - GARDEN 8' SD RIM=67.01' t_ 1 o NEW CROSSWALK EX, BURLINGTON CB ' I,E 61.06' STRIPPING RI4=66.70' 14.4' v I o AS SHOWN I V i.E=�64,40' 67.69' o EXIST. RAMP � M SW RAMP or El EX, FIRE ` ~ HYDRANT ` EX. FIRE I RELOCATE WATER METER IN HYDRANT 1 SIDEWALK V/ DRIVE-OVER LID GRAPHIC SCALE 15 0 15 30 60 - m ( IN FEET ) 1 inch = 30 ft. HERRIGSTAD ENGINEERING & SURVEYING Developed Site Plan 4320 WHISTLE LAKE ROAD 1018-1020 27th Street, Anacortes ANACORTES, WA 98221 299-8804 A T T A C H N E\ T 3 ATTACHMENT C Soils Report Linda Spicher, Septic System Designer (360)708-3004 Project/Client: Anacortes Family Center Page of Site Address: 1018 — 1020 27th Street, Anacortesir it Parcel Numbers: 57346 & 57345v 'ram V. Contractor/Builder: Strandberg Design of'N'� ,tt, Date on Site: 04/09/18 r—Pr iv'� ••. SPICHF.R, jr }�i�, • OE JGNER own. woommoimmin Map Unit, Natural Resources Conservation Service: #20 EXPIRES fe Bow-Urban land complex soils are very deep and somewhat poorly drained. Permeability is slow, and available water capacity is high. Runoff is medium, and the hazard of water erosion is slight. Hydrologic Soil Group: CID Soil Type1 Loading Rate Soil Log 1 0 — 13 brown silt loam w/clay pockets, disturbed 5 0.4 13— 17 medium sandy clay loam, fine roots to 9" 6 0.2 observed water table at 12" anticipated water table at 9" Soil Log 2 0 — 11 brown fine sandy silt loam w/ clay pockets, disturbed 5 0.4 11 — 18 dark brown ashy silt loam w/clay pockets, disturbed, roots 5 0.4 18 — 24 gray sandy silty clay, fine roots 7 not suitable strong roots, no mottles observed water table at 18" anticipated water table at 18" I One of seven numerical classifications of fine earth particles and rack fragments as described in WAC 247-272A-0220(2)(e). 2 From Chapter 247-272A WAC: "Hydraulic Loading Rate" means the amount of effluent applied to a given treatment step, in this chapter expressed as gallons per square foot per day (gal/sq. ft./day). ATTACHMENT C Page Z of .5- Soil Type3 Loading Rate4 Soil Log 3 0 — 11 dark brown silt loam 5 0.4 11 — 16 red medium sandy ashy silt loam, mottles, roots 6 0.2 16— 19 gray gravelly sandy silty clay, fine roots 7 not suitable observed water table at 16" anticipated water table at 11" 0`V I/ lor '.!ojip sue' / Avi.;;4 titS tr% :AEA A 4f LOU SPIc-ER w i •o EXPIRES 09.29-is 3 One of seven numerical classifications of fine earth particles and rack fragments as described in WAC 247-272A-0220(2)(e). 4 From Chapter 247-272A WAC: "Hydraulic Loading Rate"means the amount of effluent applied to a given treatment step, in this chapter expressed as gallons per square foot per day(gal/sq. ft./day). ATTACHMENT C riff .0r It', .. v Ai . LdU SPICHEA r��,L i •j EX. STEEL BLDG a EJ(i'1RES 09-29- - i�� /1G EX, c13 TYF,Et -;t4 . 4✓/ti / RI}1=v5.51` _' If II"... $ FVC i`} i t"sT_u.59' 'i �6 1 / i -EX. SSH,i G-u — GE OF ASPHALT I ITE.=S'`Gb' �25'L ss —I 49 I � ° • 9. 92 16' ALLEY �/1 JY s� 7 PP I I i 8 ! 6 I GARBAGE ENCLOSURE jI[ s — =�� �� ex. c TYPO 91 '" `SF J` j - TEST RIT �, i y LOCATINNS .. x . K>�j o -',_' , .. �1012 27TH T. w i\-LI K �" ` FAMILY 6 166.79' � I I l.! �l. J SHELTER W I vt I- -i I '¢I( — J YG 1 N Z :, Q � ' Iy STKD ( \ FUUSE cu1 1 HOUSE 1 r 1 N AHD➢VD 5 —Il 1Q20 I ; -- 1 101�3 I r-40i6-02 _ —1 P 6 __ .„-.LIGHT \ '..\I L t�94'S819'E 9244' _ — — (7 POLE — 'EX. SIDEVALR RE r ``' -- 9 = — .' T �� L� 6' Pp0 . o PP f----- ------------ ED -. -GE OF EX, ASPHA �9,1' L 27TH S7' ET ,\\: ' EY,CBMI-1 4-31911 ' rYF� 1 EX, a/K :�GTO CB 1L=61.06' R.iF1=66.7W _ u I e IE 4 aAG' 6769 4 y 8 A0- LEGE.1 B FP�E `' i SV RAMP !. X. FIRE C rnA":T —' K— -ES. fSRE 1 i.wnnaar• if6 . GRAPHIC SCALE 15 0 15 30 60 MI . MIIIMINIMMII ( IN FEET ) :1 inch -= 30 ft. • HERRIGSTAD ENGINEERING & :SURVEYING 1018-1020 27TH. STREET 4320 1fRISTLE LAKE ROAD SOILS TEST LOCATIONS ANACORTES, TA 98221'299-8804 4-5-2018 ATTACHMENT C Soil Map--Skagit County Area, Washington _ 33 - -__ ra % (1018- 1020 27th Street,Anacortes) i5 1 5284E0 8211470 528403 528510 628530 5285E0 526570 5 Ent) 62SrLIO� �` . _- 1—-- �. / 1ytN • 111 0 At N' VAN q 14 4A. . - .i4 .. I', . ...,......4-10 zCi iA )0.,,,o.as.?. \P"-410. i 1 �► A .._. li y I ' -4" Its, g .#.►�r� 1 I Ti'u _ II 46 �:f .! 20 _ . >� _ T. a,r�.: , 4.'..i' 4 il I 27t n St y--_.._y—;�.�s.— �— - -_:. - ---- 0 t F [ 4 . - - :,.-- g ) -76y.11 i i(b -1 =]It fiJJ�t» )=;i:1i�_!n 1. j���111111 i 111.11"i. '. { _._ a_. l 46°3{i 0"N u 6284.53 579470 528490 523510 E2SE30 528550 S2a570 °.�'.B.:m 5235i0 6?m-43 {{ iA t-` Map Scale,1:851 et prin d on A fandsca e(11°x 8,5')sheet gi `�4 Metes +1 N 0 10 20 40 60 Few H 0 �0 80 160 240r� Map projec9ian:Web Mercator Comermordinates:VWGSB4 Edge tics:UTMZone i0N WGS84 USDA Natural Resources Web Soil Survey 4/10/2018 issira Conservation Service National Cooperative Soil Survey Page 1 of 3 n i Skagit County Area, Washington 20—Bow-Urban land complex, 0 to 8 percent slopes Map Unit Setting # • National map unit symbol: 2hvl i ## • Elevation.: 0 to 450 feet • gl T #` • Mean annual precipitation: 20 to 60 inches • Mean annual air temperature: 48 to 50 degrees F iS tk°'°~-' ^'Io Frost-free period: 150 to 220 days ,.�.- /�k • Farmland classification: Not prime farmland s a �1 Map Unit Composition -` +'ti ()SIGN eft #,, • Bow and similar soils: 60 percent qar la MIRAM\\ 1kiLIg 1 EXPIRES py, f13 • Urban land: 35 percent • Minor components: 5 percent • Estimates are based on observations( descriptions, and transacts of the mapunit. Description of Bow Setting Landform: Terraces, hilislopes • Parent.material: Volcanic ash, glaciolacustrine deposits, and glacial drift Typical profile • HI -.0 to 7 inches: gravelly ashy loam • H2 - 7 to 17 inches: very gravelly ashy loam H3 - 17 to 31 inches: clay loam • H4 - 31 to 60 inches: silty clay Properties and qualities • Slope: 0 to 8 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class: Somewhat poorly drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 ifi/hr) • Depth to water table: About 6 to 18 inches • Frequency of flooding: None • Frequency of ponding: None Available water storage in profile: High (about 10.4 inches) Interpretive groups • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 4w Hydrologic Soil Group: C/D • Forage suitability group: Seasonally Wet Soils (G002XN202WA) • Hydric soil rating: Yes Description of Urban Land Interpretive groups • Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: No Minor Components Bellingham, undrained • Percent of map unit: 5 percent • Landform: Depressions • Hydric soil rating: Yes ATTACHMENT C . . 1 1 Start Here Dues the site have 35% Yes jSee Redevelopment Minimum or mom of existing Requirements and Flow Chart impervious coverage? (Fidure I-2.4.2). No Does the project convert Y,Ii _ ye , 1 antes or more of vegetation to Does the project result in 1 lawn cr landscaped areas,or 5,000 square feet,or Na _ convert 2..5 aerea OF fnore of greater,uf new plus --- ! native vegetation to pasture? replaced hard surfaco area? Yes 1 Yes Does the project result in 2,000, i 1 sgilare feel,or greater,of new plus rMinimum Requirerrient replaced hard surface area?All s i ,i apply to.the new and replaced ,1 hard surfaces and converrsd .! i i. vegetation areas. Yes No ir -- Does the project have land I Minimum Requirements.#1 _. disturbing activities of 7,0(1(14 through#5 apply to the new 111 sit: TIES square feet or greater? ! and repiaced hard surfaces. and the land disturbed No , - -- 0.0clAta minimum Requirement#2 •/-77)-- , applies. -61-tt.i. rizt.cick.tc, Trk. StAivvZ eopc..1,,JSic U St i—SQ 14 C- 1 I 14=4,...A— l-2-.4.2_ Figure 1-2.4Y7-- Flow Chart for Determining Requirements for - - , , t ecce40.0ern et-1,1 DEPARTMENT OF Revised June 29)1S 1 ECOLOGY .. . . noicaincekpermissions, _ , State o f Washington lirrilallon of liability,and disclaimer. ! i ----- = - -----7---: - - - _ ATTACHMENT D • ATTACHMENT E 4 PAGES BMP T5.13: Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwater func- tions including: water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration;water interfiow storage and transmission; and pollutant decom- position. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost, but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, com- posted woody material, biosolids, and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines . Soil retention. Retain, in an undisturbed state, the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. . Soil quality.All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall, at project completion, demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% organic matter content in turf areas, and a pH from 6.0 2014 Stormwater Management Manual for Western Washington 1 OF 4 Volume V- Chapter5- Page 911 ATTACHMENT E to 8.0 or matching the pH of the undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers,where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved" amendment rates can be met only using compost meeting the compost specification for BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959), with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40% to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.) above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B,Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. . Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved" rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved" rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington 2 OF 4 Volume V- Chapter 5-Page 912 ATTACHMENT E More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not com- pacted, does not need to be amended. Planning/Permitting/inspection/Verification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http://www.soilsforsalmon.org/pdf/Soil BMP Manual.pdf Maintenance . Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. . Plant vegetation and mulch the amended soil area after installation. . Leave plant debris or its equivalent on the soil surface to replenish organic matter. . Reduce and adjust,where possible, the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: . BMP T5.10B: Downspout Dispersion Systems (p.905) . BMP T5.11: Concentrated Flow Dispersion (p.905) . BMP T5.12: Sheet Flow Dispersion (p.908) . BMP T5.18: Reverse Slope Sidewalks (p.937) . BMP T5.30: Full Dispersion (p.939) (for public road projects) 3 OF 4 2014 Stormwater Management Manual for Western Washington Volume V- Chapter -Page 913 ATTACHMENT E • Figure V-5.3.3 Planting bed Cross-Section I 44..yi „,, n! .:: Mulch �-.I (-7% i / 8ir. Loose soil with 1 visible dark organic matter 7/7 4" L. Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5,13 in WDOE Stormwater Management Manual for Western Washington,2010,Washington Organic Recycling Council NOT TO SCALE IMMO. Figure V-5.3.3 IVili Planting Bed Cross—Section DEPARTMENT OF Revised January2016 ECOLOGY Please see http://www,ecy.wagov/copyrighf.hfml for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington 4 OF 4 Volume V- Chapter 5-Page 914 ATTACHMENT E Glr Y O� Planning, Community, & Economic Development Department PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 ��, w 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW).A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name:Anacortes Family Center Site Address:1018-1020 27th Street Prepared By:Dale Herrigstad,PE The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for 0 These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq. ft. sq. ft.of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, explain the best management practices (BMPs) used or justify reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or justification. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑✓ Before beginning land disturbing activities, including clearing and grading,clearly mark all clearing limits,sensitive areas and their buffers, and trees that are to be preserved within the construction area. ✓❑ Retain the duff layer, native top soil,and natural vegetation in an undisturbed state to the maximum degree practical. A temporary chain link construction fence will be installed at the perimeter of the construction site. This will be installed prior to beginning construction. BMP to be monitored daily and repaired as needed. Page 1 of 8 March, 2017 • ELEMENT 2: Establish Construction Access O Limit construction vehicle access and exit to one route, if possible. O Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking onto roads. Cl Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. 0 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. 0 Conduct street washing only after sediment is removed in accordance with the above bullet. O Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. Per BMP C105 a Stabilized Construction Entrance will be installed at the alley. Crushed rock parking along 27th Street. Any dirt or mud that is tracked onto the roadway will be clean immediately. To be installed prior to construction. BMP to be monitored daily and repaired as needed. ELEMENT 3: Control Flow Rates 0 Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. Cl Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvement (e.g. impervious surfaces). ❑ If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. Property to have silt fence(BMP C233)or wattles (BMP C235) installed to protect down hill adjacent properties. Wattles will be installed along gravel parking as condition require. Also a Sediment trap (BMP C240) in the rear of the project will be installed. ELEMENT 4: Install Sediment Controls El Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. 0 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. 0 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. El Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element #3, bullet #1. 0 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. 121 Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. D 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. Per BMP C233 a silt fence will be installed on the downhill side of the site per the site plan. To be installed prior to the start of construction. BMP to be monitored daily and repaired as needed. ELEMENT 5: Stabilize Soils Q 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. Q Control stormwater volume and velocity within the site to minimize soil erosion. 12 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. ✓L7 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 0 Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. C] Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. Minimize the amount of soil exposed during construction activity. 0 Minimize the disturbance of steep slopes. ✓C7 Minimize soil compaction and, unless infeasible, preserve topsoil. 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. Install plastic covering per BMP C123 on Soils Stockpiles. BMP to be monitored daily and repaired as needed. ELEMENT 6: Protect Slopes 0 Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). Page 3 of 8 March, 2017 ❑ Divert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-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. ❑ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. There are no steep slopes on this projext ELEMENT 7: Protect Drain Inlets C] 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. 0 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). El 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. @l 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. 0 Inlets should be inspected weekly at a minimum and daily during storm events. Storm Drain Inlet protection (BMP C220)or wdot stnd plan 140.20-00 devices will be installed at existing catch basins in the immediate vicinity of the project. To be installed prior to the start of any construction. BMP to be monitored daily and repaired as needed. 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. No stormwater runoff will be conveyed off site via channels, swales, or streams. If needed, temporary sed. trap (BMP C240)to be installed and any runoff will be channeled or conveyed to trap. ELEMENT 9: Control Pollutants O Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. O Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. 0 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. El 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. O 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. O Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 C1 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. Q Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. El 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. C]✓ 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. Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts. To be installed prior to foundation/concrete installation. BMP to be monitored daily and repaired as needed. Contractor to provide Spill Prevention Plan, Kits, Etc. 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 ❑✓ 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. Cl Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site. C7✓ 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. El 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, If dewatering is needed all discharge will be directed to a temporary sediment trap(BMPC240). If pond is not adequate then Baker tanks or trailers will be required. ELEMENT 11: Maintain BMPs D✓ 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. d 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. I] Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. if sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. El Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. BMP to be monitored daily and repaired as needed. ELEMENT 12: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector,who shall be present on-site or on-call at all times. Management details starting on Pg. 250. 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. El inspection and monitoring—Inspect, maintain,and repair all BMPs as needed to assure continued performance of their intended function. El Maintain, update, and implement the SWPPP. El Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). DI From Oct 1 through Apr 30, clearing, grading,and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. ❑✓ 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. BMP to be monitored daily and repaired as needed. A Certified Erosion and Sedimentation Control Lead CESCL is yet to be determined for this project 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. Install 24 hour contact info on sign as noted on plans. ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see Pg. 253 for requirements. Dale Herrigstad oN'rn•OWHUocsa..^•^�.n^��•U:Io��.iM.ddmm,c115 November 5, 2018 A.4:N70.W�3 ob;aB62 A7 W Applicant Signature Date Page 8 of 8 March, 2017 Anacortes Planning& Community Development Dept. Permit Center P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official, Planning Director FAX (360)293-1938 August 13, 2018 Memo To: Don Measamer, PCED Director and Fred Buckenmeyer,Public Works Director RE: 1016 27th ST GFCs and Impact Fees assessed The Anacortes Family Apartments will be a new, 20 unit, 13,224 sf multi-family residential building at 1016 27th ST. Storm Water GFC: No Storm Water GFCs assessed in accordance with AMC 3.93.060, Partial Exemption for Low-Income Housing and credit for houses being demolished on the lots per AMC 3.93.080. Sanitary Sewer GFC: No Sanitary Sewer GFCs assessed in accordance with AMC 3.93.060,Partial Exemption for Low-Income Housing and credit for houses being demolished on the lots per AMC 3.93.080. Traffic Impact fee: No Traffic Impact Fees assessed in accordance with AMC 3.93.060,Partial Exemption for Low-Income Housing and credit for houses being demolished on the lots,per AMC 3.93.080. Park Impact Fee: (Dwelling units) X $615 X .20 (80%partial exemption for low income housing per AMC 3.93.060) — (Demolisheded Dwelling Unit Credit X $615)=Park Impact Fee 20X615X .20— (2X $615) = $1,230 Fire Impact Fee: (Area of third floor and above)X $1 X .20 (80%partial exemption for low income housing per AMC 3.93.060) =Fire Impact Fee 4408 X$1 X .20 =$881.60 Please let me know if you concur by signing below. Don Measam-r,PCED D e /A_ ----- .16,0° 7-v") 7/C6 Fred uc• eyer, Public Works Director Date J . Gray Osborne, Inc. CONSULTING ENGINEERS October 22, 2018 Mr. Steve Lange • Project Manager City of Anacortes P.O. Box 547 Anacortes, Washington 98221 SUBJECT: SECOND PLAN REVIEW,ANACORTES FAMILY CENTER CITY OF ANACORTES, SKAGIT COUNTY, WASHINGTON G&O#1844104 Dear Mr. Lange: We received the plans for the Anacortes Family Center Affordable Multi-Family Building on August 15,2018. The site is currently developed with two single-family homes and one shed. The proposed project consists of constructing one 20-unit apartment building, 15 paved parking spaces, and a sidewalk. Stormwater runoff from the entire developed site is proposed to be discharged directly to the City storm sewer system. The submittal included: • Site Plan • Drainage Analysis We offer the following comments to the developer regarding our review of the submitted information. DRAINAGE ANALYSIS Minimum Requirements 1. Minimum Requirement#5 notes that bioretention systems are infeasible due to the shallow groundwater, yet the plans show two new bioretention cells. Typically, it is not recommended to install bioretention systems in shallow groundwater areas. If bioretention systems are to be used,they will need to be lined(including around the underdrain) so as to ensure 3710 168th Street NE, Building B, Suite 210 Arlington, Washington 98223 (360) 454-5490 Fax (360) 454-5491 I I Mr. Steve Lange October 22, 2018 Page 2 groundwater does not seep into the facility. Figure V-7.4.1c within the Ecology Manual shows a detail for a bioretention system with a liner. 2. The 100-year flow analysis under Minimum Requirement#7 lists the predeveloped condition as forested; however, the predeveloped condition analyzed against the threshold is the existing condition, or pre-project land cover. The discussion of Minimum Requirement#7 shall be revised. Attachment A—Existing and Erosion Control Site Plan 3. Please update Attachment A with the revised Erosion Control Plan. CIVIL PLANS Site, Grading, and Erosion Control(Sheet C1) 4. Please provide the invert of the 6-inch storm drain pipe entering the existing catch basin. 5. Please identify the horizontal datum. 6. Please include a detail with sizing information for the bioretention cells. 7. It is unclear from the plans how drainage from the southern parking area will enter the bioretention cell. Please clearly show this on the plans. 8. Please include details for all referenced Erosion Control BMPs with the Civil Plans. Sizing information shall also be shown for the temporary sediment trap. Please contact me if you have any questions on this plan review. Sincerely, GRAY& OSBORNE, INC. Stacey A. Clear,P.E. SAC/hh Encl. ^v Pnnte°un recycled paw Cricchio, Kevin From: Cricchio, Kevin Sent: Tuesday,August 21, 2018 2:01 PM To: 'Jason Sterling'; 'Herrigstad'; 'Niels Strandberg'; 'Dustin' Cc: Lange, Steve; Nelson, Kait; Frisinger, Rob Subject: PCED Review -Affordable Housing Complex, BLD-2018-0500; 1016 27th Street 8-21-18 RE: PCED Review -Affordable Housing Complex, BLD-2018-0500; 1016 27th Street Hi Jason, Nels, and Dustin, I have completed my review of your building permit application just now. In addition to the need of a boundary line adjustment, the plans associated with you building permit application need to show a 32" high fence/or hedge around the required open-space per AMC 19.46.040(B)(1)(b). Please revise accordingly, Also, we recently received comment from our third party reviewer(Gray& Osborne) of your drainage analysis/ SWPPP. I have forwarded this letter to your project surveyor for corrections. If you have any questions, please let me know. Thanks. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@citvofanacortes.orq I www.citvofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 Cricchio, Kevin From: Cricchio, Kevin Sent: Tuesday,August 21, 2018 2:01 PM To: 'Jason Sterling; 'Herrigstad'; 'Nets Strandberg; 'Dustin' Cc: Lange, Steve; Nelson, Kait; Frisinger, Rob Subject: PCED Review -Affordable Housing Complex, BLD-2018-0500; 1016 27th Street 8-21-18 RE: PCED Review -Affordable Housing Complex, BLD-2018-0500; 1016 27th Street Hi Jason, Nels, and Dustin, I have completed my review of your building permit application just now. In addition to the need of a boundary line adjustment,the plans associated with you building permit application need to show a 32" high fence/ or hedge around the required open-space per AMC 19.46.040(B)(1)(b). Please revise accordingly, Also, we recently received comment from our third party reviewer(Gray &Osborne) of your drainage analysis/SWPPP. I have forwarded this letter to your project surveyor for corrections. If you have any questions, please let me know.Thanks. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 I 904 61h Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.org 4 www.citvofanacortes.oro My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. • -•_GAT--Y.O�, !gyp Notice of Application: Notice is hereby given that an application was made for the following proposal: Request: The Anacortes Family Center has applied for an Affordable Housing Demonstration Program Project to construct a multi-family affordable apartment building on the subject property with 20 apartments therein. Applicant: Anacortes Family Center, 2702 Commercial Avenue, Anacortes, WA 98221 File Number: BLD-2018-0500 Project Location: The multi-family development will be addressed as 1016 27th Street Anacortes, Washington 98221 (but is currently addressed as 1018 & 1020 27th Street). The subject parcels are located in a portion of Section 19, Township 35 North, Range 02 East, Willamette Meridian. Parcel Number(s): P57345 & P57346 Date of Application: August 07, 2018 Date of Completeness: August 22, 2018 Public Comment Period: Written comments must be submitted to the contact person listed below by 5:00 PM on September 5, 2018. Preliminary Determination of Consistency: At a minimum, this project will be subject to the following plans and regulations: Building Penllit Application Approval, Stormwater Drainage Analysis, Engineering Design Standards, & conformance with the Municipal Code (i.e., Zoning, AMC Chapter 19.46, AMC Table 19.20.030-1, etc.). How to become a party of record: You may become a party of record by submitting written comments, including a (USPS) mailing address, to the City of Anacortes PCED at the address listed below. E-mailed comments must include a return (USPS) mailing address in order for I the sender to be considered a party of record. Questions about this proposal, requests to receive { future notices and/or the decision, once made, and/or appeal procedures should be directed to the contact person listed below. The application and complete case file are available for review at the City of Anacortes PCED located at 904 6th Street, Anacortes, WA 98221. A decision on this application will be made within 120 days from the date of completeness. For Project Information: Kevin Cricchio, Associate Planner; (360) 293-1937, kevinc@cityofanacortes.org; City of Anacortes Depart vent of Planning, Community, & Economic Development, P.O. Box 547, Anacortes, WA 98221 Date Issued: August 22, 2018 Published: August 22, 2018 Vfi WI AUG 2 3 2018 CITY Strandberg DESIGN 2018 R AVE ANACORTES WA August 21, 2018 Kevin Cricchio Associate Planner City of Anacortes RE:Building Dept. Review, Building Permit Application: BLD-2018-0500, 1016 27th st. Kevin, We have incorporated the addition information you requested. Below is a detailed list of the updates: 1. Encroachment permit for dumpster location to be submitted. 2. Boundary line adjustment to be submitted. 3. 32" high fence around open-space not needed as we are implementing 19.46.040(B)(2)shared open space, not ground level individual outdoor space. Please let me know if you have any other questions. Jason Sterling Strandberg Design, LLC Ph#360-293-7431 ext. 218 Cell# 208-949-9138 jasons@strandbergconstruction.com Jason Sterling From: Cricchio, Kevin <kevinc@cityofanacortes,org> Sent: Tuesday, August 21, 2018 2:01 PM To: Jason Sterling; 'Herrigstad'; Nels Strandberg; 'Dustin' Cc: Lange, Steve; Nelson, Kait; Frisinger, Rob Subject: PCED Review -Affordable Housing Complex, BLD-2018-0500; 1016 27th Street 8-21-18 RE: PCED Review-Affordable Housing Complex, BLD-2018-0500; 1016 27th Street Hi Jason, Nels, and Dustin, I have completed my review of your building permit application just now. In addition to the need of a boundary line adjustment,the plans associated with you building permit application need to show a 32" high fence/or hedge around the required open-space per AMC 19.46.040(B)(1)(b). Please revise accordingly. Also,we recently received comment from our third party reviewer(Gray&Osborne)of your drainage analysis/SWPPP. have forwarded this letter to your project surveyor for corrections. If you have any questions, please let me know.Thanks. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community &Economic Development Dept. City of Anacortes i P.O. Box 547 1904 6th Street ( Anacortes, WA 98221 360.293.1937 (work) 1 kevinciilcityofanacorles.org ( www.cityotanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 Jason Sterling From: Cricchio, Kevin <kevinc@cityofanacortes.org> Sent: Tuesday, August 21, 2018 2:11 PM To: Jason Sterling; 'Herrigstad'; Nels Strandberg; Dustin' Cc: Lange, Steve; Nelson, Kait; Frisinger, Rob Subject: RE: PCED Review-Affordable Housing Complex, BLD-2018-0500; 1016 27th Street 8-21-18 Jason, Nels, and Dustin, Also, an encroachment permit will also be required for the dumpster to be located within the alleyway. Please note that additional reviews from other departments/persons are still pending and may result in more revisions requested. If you have any questions, please let me know. I will forward to you comments/requirements that I have received following the 14-day comment period (after September 5th). Thanks. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes 1 P.O. Box 547 904 61h Street Anacortes, WA 98221 360.293.1937 (work) l kevinc@cityofanacortes.orci I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From:Cricchio, Kevin Sent:Tuesday,August 21, 2018 2:01 PM To: 'Jason Sterling'<jasons@strandbergconstruction.com>; 'Herrigstad' <dale@herrigstad.com>; 'Nels Strandberg' <nels@strandbergconstruction.com>; 'Dustin'<dustin@anacortesfamily.org> Cc: Lange,Steve<stevel@cityofanacortes.org>; Nelson, Kait<kaitlynn@cityofanacortes.org>; Frisinger, Rob <robf@cityofanacortes.org> Subject: PCED Review-Affordable Housing Complex, BLD-2018-0500; 1016 27th Street 8-21-18 RE: PCED Review-Affordable Housing Complex, BLD-2018-0500; 1016 27th Street Hi Jason, Nels,and Dustin, I have completed my review of your building permit application just now. In addition to the need of a boundary line adjustment,the plans associated with you building permit application need to show a 32" high fence/or hedge around the required open-space per AMC 19.46.040(B)(1)(b). Please revise accordingly. Also,we recently received comment from our third party reviewer(Gray&Osborne) of your drainage analysis/SWPPP. I have forwarded this letter to your project surveyor for corrections. 1 Jason Sterling From: Cricchio, Kevin <kevinc@cityofanacortes.org> Sent: Wednesday,August 15, 2018 11:43 AM To: Jason Sterling; 'Herrigstad'; Nels Strandberg Cc: Frisinger, Rob; Fyrrce, Groc; Nelson, Kait; Measamer, Don Subject: Affordable Housing Complex, BLD-2018-0500; 1016 27th Street 8-15-18 RE:Affordable Housing Complex, BLD-2018-0500;1016 27th Street Hi Jason. We just now spoke about the affordable housing complex's building permit application. Per AMC Table 19.20.030-1,this is considered a type 2 type of permit which requires a 14 notice(posted onsite, published in newspaper, and mailed to neighboring landowners within 300'). I will draft the notice shortly and get this off to the paper. Once the comment period has come and gone, a notice of decision will need to be drafted, posted onsite, published in the newspaper,and mailed to parties of record (those that may comment on the matter).Associated with this notice of decision is a 14-day appeal period. Also as was discussed at the front counter just now, the subject consists of two parcels/lots which need to be consolidated into 1 lot (since you can't build across a lot line). This requires a survey of the subject property. This also is a type 2 permit which has noticing requirements the same as was stated above for affordable housing demonstration project. I also need a copy of the survey for building permit application review. Please have your project surveyor survey this property now and submit for a BLA. Let me know if you have any questions. I still am working on completing my review of your building permit application on behalf of PCED but wanted to give you the heads up on some items still needed. Please note, other departments/persons are still reviewing your application and additional revisions may be needed. If you have any questions, please let me know Kevin Cricchio, AICP, WPIT I Associate Planner I Planning,Communily& Economic Development Dept. City of Anacortes I P.O. Box 547 1904 611'Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www,ciLofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 ol�y o� Anacortes Planning& Community Development Dept. Permit Center '41 P.O. Box 547,Anacortes, WA 98221-0547 PH(360)293-1901 10016 Don Measamer, Building Official,Planning Director FAX(360)293-1938 August 13, 2018 Memo To: Don Measamer,PCED Director and Fred Buckenmeyer,Public Works Director RE: 1016 27th ST GFCs and Impact Fees assessed The Anacortes Family Apartments will be a new, 20 unit, 13,224 sf multi-family residential building at 1016 27th ST. ,10 Storm Water GFC: 13 Lii t No Storm Water GFCs assessed in accordance with AMC 3.93.0651 Exemption for Low-Income Housing and credit for houses being demolished on the lots per AMC 3.93.080. Sanitary Sewer GFC: / 3, P No Sanitary Sewer GFCs assessed in accordance with AMC3.93-40,Pal Exemption for Low-Income Housing and credit for houses being demolished on the lots per AMC 3.93.080. Traffic Impact fee: No Traffic Impact Fees assessed in accordance with AMC 3.93.060,Partial Exemption for Low-Income Housing and credit for houses being demolished on the lots, per AMC 3.93.080. Park Impact Fee: (Dwelling units)X$615 X.20 (80%partial exemption for low income housing per AMC 3.93.060)— (Demolisheded Dwelling Unit Credit X$615)=Park Impact Fee 20X615X .20—(2X$615)=$1,230 Fire Impact Fee: (Area of third floor and above)X$1 X .20 (80%partial exemption for low income housing per AMC 3.93.060) =Fire Impact Fee 4408 X$1 X .20=$881.60 Please let me know if you concur by signing below. Don Measam r,PCED D e 7-11 '9;/46 Fred uc eyer,Public Works Director Date atY Anacortes Planning& Community Development Dept. Permit Center P.O.Box 547,Anacortes, WA 98221-0547 PH(360)293-1901 `6o-0R Don Measamer,Building Official,Planning Director FAX(360)293-1938 August 9, 2018 Memo To: Don Measamer, PCED Director and Fred Buckenmeyer, Public Works Director RE: 1016 27th ST GFCs and Impact Fees assessed The Anacortes Family Apartments will be a new,20 unit, 13,224 sf multi-family residential building at 1016 27th ST. Storm Water GFC: No Storm Water GFCs assessed in accordance with AMC 13.44.010, Waiver for Low-Income Housing and credit for houses being demolished on the lots. 5000 sq ft new,2 house credit of 3,600 sq ft per unit applied,no GFC required. Sanitary Sewer GFC: No Sanitary Sewer GFCs assessed in accordance with AMC 13.44.010, Waiver for Low-Income Housing and credit for houses being demolished on the lots. Traffic Impact fee: Use: Mid-Rise Apartment(rental, 3-10 levels) Formula per Dwelling,Mid-Rise Apartment (rental,3-10 levels), ITE Land Use#223: (Dwelling units)X 0.39(PM peak hour trip generated for Mid-Rise Apartment use)X$2,641.40(Road Impact Fee)X .20 (80%partial exemption for low income housing per AMC 3.93.060)—$2,641.40 (Road Impact Fee) X (Demoed Dwelling credit) =Traffic Impact fee 20 units X 0.39 X$2,641.40 X .20—(2X$2,641.40)= $0 Park Impact Fee: (Dwelling units)X$615 X .20 (80%partial exemption for low income housing per AMC 3.93.060)—(Demoed Dwelling Unit Credit X$615)=Park Impact Fee 20X615 X .20—(2X$615)=$1,230 Fire Impact Fee: (Area of third floor and above) X$1 X.20 (80%partial exemption for low income housing per AMC 3.93.060) Fire Impact Fee 4408 X $1 X.20 = $881.60 Please let me know if you concur by signing below. Don Measamer,PCED Date Fred Buckenmeyer,Public Works Director Date at�Y Anacortes Planning& Community Development Dept. 0. Permit Center P.O. Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Rcoa• Don Measamer,Building Official,Planning Director FAX(360)293-1938 August 9, 2018 Memo To: Don Measamer,PCED Director and Fred Buckenmeyer,Public Works Director RE: 1016 27th ST GFCs and Impact Fees assessed The Anacortes Family Apartments will be a new, 20 unit, 13,224 sf multi-family residential building at 1016 27th ST. Storm Water GFC: No Storm Water GFCs assessed in accordance with AMC 13.44.010, Waiver for Low-Income Housing and credit for houses being demolished on the lots. 5000 sq ft new, 2 house credit of 3,600 sq ft per unit applied, no GFC required. Sanitary Sewer GFC: No Sanitary Sewer GFCs assessed in accordance with AMC 13.44.010, Waiver for Low-Income Housing and credit for houses being demolished on the lots. Traffic Impact fee: Use: Mid-Rise Apartment(rental, 3-10 levels) Formula per Dwelling, Mid-Rise Apartment(rental, 3-10 levels), ITE Land Use#223: (Dwelling units)X 0.39(PM peak hour trip generated for Mid-Rise Apartment use)X$2,641.40 (Road Impact Fee) X .20 (80%partial exemption for low income housing per AMC 3.93.060)—$2,641.40 (Road Impact Fee) X (Demoed Dwelling credit) =Traffic Impact fee 20 units X 0.39 X$2,641.40 X .20—(2X$2,641.40)=$0 Park Impact Fee: (Dwelling units)X$615 X .20 (80%partial exemption for low income housing per AMC 3.93.060)—(Demoed Dwelling Unit Credit X$615)=Park Impact Fee 20 X 615 X .20—(2 X$615)=$1,230 Fire Impact Fee: (Area of third floor and above)X$1 X .20 (80% partial exemption for low income housing per AMC 3.93.060) =Fire Impact Fee 4408 X$1 X .20=$881.60 Please let me know if you concur by signing below. Don Measamer,PCED Date Fred Buckenmeyer,Public Works Director Date Anacortes Planning& Community Development Dept. G�SY nA Permit Center P�em P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 voiet Don Measamer,Building Official,Planning Director FAX(360)293-1938 August 9, 2018 FILE i.Memo To: Don Measamer, PCED Director and Fred Buckenmeyer, Public Works Director RE: 1016 27th ST GFCs and Impact Fees assessed The Anacortes Family Apartments will be a new, 20 unit, 13,224 sf multi-family residential building at 1016 27t ST. Storm Water GFC: No Storm Water GFCs assessed in accordance with AMC 13.44.010, Waiver for Low-Income Housing and credit for houses being demolished on the lots. 5000 sq ft new, 2 house credit of 3,600 sq ft per unit applied, no GFC required. Sanitary Sewer GFC: No Sanitary Sewer GFCs assessed in accordance with AMC13.44.010, Waiver for Low-Income Housing and credit for houses being demolished on the lots. Traffic Impact fee: Use: Mid-Rise Apartment(rental, 3-10 levels) Formula per Dwelling, Mid-Rise Apartment(rental, 3-10 levels),TfE;Land Use#223: (Dwelling units)X 0.39(PM peak hour trip generated for Mid-Rise Apartment use)X$2,641.40 (Road Impact Fee) X .20 (80%partial exemption for low income housing per AMC 3.93.060)—$2,641.40 (Road Impact Fee) X (Demoed Dwelling credit) =Traffic Impact fee 20 units X 0.39 X$2,641.40 X .20—(2X $2,641.40)=$0 Park Impact Fee: (Dwelling units)X$615 X .20 (80%partial exemption for low income housing per AMC 3.93.060)—(Demoed Dwelling Unit Credit X $615)=Park Impact Fee 20X615X .20 —(2X $615)=$1,230 Fire Impact Fee: (Area of third floor and above) X $1 X .20 (80%partial exemption for low income housing per AMC 3.93.060) =Fire Impact Fee 4408 X$1 X .20 =$881.60 Please let me know if you concur by signing below. Don Measamer,PCED Date Fred Buckenmeyer,Public Works Director Date �1r2°-.+.,�• a_{..O - --.r tl _ s ,w..'.,'1�82 g ;; �! 4 t4 i', 1.-J .,,.[4,,,,.,*.- , , 3,„ _ .4..... • E1 QHO,,- ••El ® - " '41 r/0" :i.. l am' - �{ ` i- ' s _II �� 2502 2501 H a7 Et i eiff _ H 0 1 r✓✓ '. I '2509 L. - 'El Er .f 2504 , -- 2511. i1 N ; �-046 v - I4. • i C` ;--- - — L464_3- :11 . Il k:_: 1 I _, ,..„ ..... /*;_.,4 .-, ,, ar i ;r ri ' ik I''8P22, ij " 4 , . y l, ''�� ` � 2520 1 j - •' i . �i'^ '3 1 , '.,. }.} Lu {\ 1583 1860' - a - - 6O, ir _. _ _ ' * 6 .o4R/ik-/-r,_r—TV-----PTr--------t-----• R..l1 1: _is l • _ _ . �.-i - Vw --�_ i ` , S 18' 61' • i . Ox 1119,, illir O -, ,�fi' i_ 1019; 4{ '.10A1°5 I. • - -. U ' _---J�� Pi lit. .2602 � ate~ PA / I •i. i 'r"-- a . i' , l a ' f irr cti s ���h 4 :.-----'- i 31 ' Ili ':- . ..- *-..• ti,s• xj.. • • • r, - t ' . , r� _ % 2620 261,5' l• i �- i _ fit' lI ,r,. t . �,' .1 _ F� f 102� '101.8 1012 s J, i r lw ,,,,,, -,, 8 . ,sw 44 1 . �_. i 2405. I • I '= } i 27TH ST _ ({ `= yY y 1;1 a9 _ j • :7: iI _ ; r _ 4F r li �' 7 2�702 _ .+270,1, `T f f y1 k ' ' ,l r 1 .,, j •. —_.. _`.111 4 w$a id its y. - =._; . 1 'k ,Bl . - ,r l 2l705 FF `( i' i 27 — — Li • 1i' 'Yr 4 a _ i C -. ' 3 11 r -- � 2�707 ;.. it t ' _<.,,• M.. - �. I .- z r r: i _ r>'2720 .- ' w t 4 I•° 4..„ `''' 1 -'1108 0. 1 Q 1020 ., 1016 e ' -, ..-1„ . ._,�e ,7n1,9 1 .� - -`-. � LAIe'�R� 1Y it _ s. :.�h " _. 3 28TH ST j ® — U. .,r w .ap a sir 22 8.?4 �r - .11' 1F •1-* :. 1 kf.,. �' 1103 i 2 �• - _ i 1 n 1015 -01v , II - a• `l i II r1, �,oe��a r `,I Lit ) t , 's: 'f IBM Cricchio, Kevin From: Cricchio, Kevin Sent: Wednesday, August 15, 2018 11:43 AM To: Jason Sterling; 'Herrigstad; Nels Strandberg Cc: Frisinger, Rob; Fyrrce, Groc; Nelson, Kait; Measamer, Don Subject: Affordable Housing Complex, BLD-2018-0500; 1016 27th Street 8-15-18 RE:Affordable Housing Complex, BLD-2018-0500;1016 27th Street Hi Jason. We just now spoke about the affordable housing complex's building permit application. Per AMC Table 19.20.030-1, this is considered a type 2 type of permit which requires a 14 notice (posted onsite, published in newspaper, and mailed to neighboring landowners within 300'). I will draft the notice shortly and get this off to the paper. Once the comment period has come and gone, a notice of decision will need to be drafted, posted onsite, published in the newspaper, and mailed to parties of record (those that may comment on the matter). Associated with this notice of decision is a 14-day appeal period. Also as was discussed at the front counter just now,the subject consists of two parcels/lots which need to be consolidated into 1 lot (since you can't build across a lot line). This requires a survey of the subject property. This also is a type 2 permit which has noticing requirements the same as was stated above for affordable housing demonstration project. I also need a copy of the survey for building permit application review. Please have your project surveyor survey this property now and submit for a BLA. Let me know if you have any questions. I still am working on completing my review of your building permit application on behalf of PCED but wanted to give you the heads up on some items still needed. Please note, other departments/persons are still reviewing your application and additional revisions may be needed. If you have any questions, please let me know Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community &Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.org I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 • �R AUG 2.3 2018 Y }P /lj4/LA,1 5{ ::l Strandberg DESIGN 2018 R AVE ANACORTES WA August 23, 2018 Rob Frisinger Plans Examiner/Building Inspector City of Anacortes RE: Building Dept. Review, Building Permit Application: BLD-2018-0500, 1016 27th st. Rob, We have incorporated the addition information you requested. Below is a detailed list of the updates: 1. Engineer has addressed issue and updated information to indicate that the table assumes a max load of three residential stories and a roof with 25 psf max snow load. Plans have been updated. 2. Engineer has verified that existing calculations meet necessary requirements. 3. Engineer has verified that existing calculations meet necessary requirements. 4. Energy Credits to be taken (Noted on plans): 1d—0.5 credits-upgrade crawlspace insulation to R-38 (currently we meet other requirements) 2a—0.5 credits—Limit air changes to 3.0 per hour. "Whole house"ventilation is a 24 hour programmable fan in each restroom/utility+mechanical room,with a vented window per living space (bedroom or living room). Blower door test is conduct at front door or read door of building. 3d—1.0 Credits—Provide a 95%efficient furnace for all common areas(hallways, laundry, etc.This is the largest continuous space) OR Supply Minisplits in common areas OR provide a minisplit in the largest apartment per floor(I would have to check with the owner to see which they prefer) 5a—0.5 credits—Use low flow plumbing fixtures per requirement 5. Stair ways to use draft stops per attached NFPA 13 Section 8.15.4. Draft stop to come 18" down from ceiling and shall be located immediately at opening. Shall be constructed to 1hr fire rated specifications. Noted on plans. 6. Ground floor system is to be 1 hr fire rated per detail on plans. Please let me know if you have any other questions. Jason Sterling Strandberg Design, LLC Ph#360-293-7431 ext. 218 Cell#208-949-9138 jasons@strandbergconstruction.com u Y o� PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT r �* Mailing Address: P.O. Box 547, Anacortes, WA 98221 y h Office Location: 904 6th Street, Anacortes WA 98821 �.q Phone: (360) 293-1901, Fax: (360) 293-1938 August 8th, 2018 Anacortes Family Center CIO Jason Sterling 2018 R Ave Anacortes, WA 98221 RE: Permit BLD-2018-0500 Address: 1016 27th ST Dear Sir: Thank you for the submittal of your Building Permit application. The Building Department has reviewed the Building Plans and has determined that additional information is required in order to proceed. Additional specialties within the Planning, Community, and Economic Development Department may have other outstanding concerns. Please provide the following information as soon as possible so that we may continue the review process: 1. The foundation detail table on page A6 indicates that the tables assume a max load of two residential stories and roof with 25 lb max snow load. The proposed structure is 3 stories. Please modify the detail accordingly. 2. Please provide gravity calculations for the 21H member on the top story that includes ; the point load from the girder truss that rests on it. 3. The supplied calculations for member 61) indicate that the member fails by the criteria of deflection. Please verify that the indicated member is the intended member. 4. 2.5 energy credits required per unit. Please indicate energy credit options per WSEC 406.2 (3) 5. Stairway shaft enclosure required or provide a draft curtain and sprinklers per IBC 1019.3 (4). Please provide a detail for shaft enclosure or draft curtain. 6. Ground floor floor system to be 1hr rated or fire partitions to continue to foundation, per IBC 708.4(2). Please provide details. Engineering is to consist of calculations and criteria with a wet stamp and signature of a Washington State licensed engineer or architect. Thank you for your attention on these matters and I look forward to working with you on this project. If you have any questions please do not hesitate to contact me at (360) 588-8297 or by e-mail at robf@cityofanacortes.org Sincerely, Y O PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 'Y Office Location: 904 6th Street, Anacortes WA 98821 `44. 44, Phone: (360) 293-1901, Fax: (360) 293-1938 Rob Frisinger Plans Examiner/Building Inspector robf a(�cityofanacortes.orq Office (360) 588-8297 Cell (360) 391-1403 My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 • . V 0 PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT ��` Mailing Address:P.O. Box 547, Anacortes, WA 98221 y �14211,4, Office Location: 904 6'h Street, Anacortes WA 98821 't:f` ti Phone: (360) 293-1901, Fax: (360) 293-1938 August 8th, 2018 Jt1D ro-c CiAR'�i` °"441114 Anacortes Family Center C/O � '�' � 4c:'Ir , c Jason Sterling is5u s y;►✓ )tw tcr� -3 i/ �' 2018 R Ave ' / ` `y Anacortes, WA 98221 ' ^ do 2e: Cal)-AG( L A(--11 / Leib / v`.a RE: Permit BLD-2018-0500tAL Address: 1016 27th ST ��( 4,44'6 c9() !sue a ., A A6, Dear Sir: Thank you for the submittal of your Building Permit application. The Building Department has reviewed the Building Plans and has determined that additional information is required in order to proceed. Additional specialties within the Planning, Community, and Economic Development Department may have other outstanding concerns. Please provide the following information as soon as possible so that we may continue the review process: 1. The foundation detail table on page A6 indicates that the tables assume a max load of two residential stories and roof with 25 lb max snow load. The proposed structure is 3 stories. Please modify the detail accordingly. -0 A-4_4_4 .E61 2. Please provide gravity calculations for the 21H member on the top story that includes the point load from the girder truss that rests on it. 3. The supplied calculations for member 61j indicate that the member fails by the criteria of deflection. Please verify that the indicated member is the intended member. 4. 2.5 energy credits required per unit. Please indicate energy credit options per WSEC 406.2 (3) 5. Stairway shaft enclosure required or provide a draft curtain and sprinklers per IBC 1019.3 (4). Please provide a detail for shaft enclosure or draft curtain. 6. Ground floor floor system to be 1hr rated or fire partitions to continue to foundation, per IBC 708.4(2). Please provide details. Engineering is to consist of calculations and criteria with a wet stamp and signature of a Washington State licensed engineer or architect. Thank you for your attention on these matters and I look forward to working with you on this project. If you have any questions please do not hesitate to contact me at(360) 588-8297 or by e-mail at robfc citvofanacortes.oret Sincerely, Jason Sterling From: Tim K Garrison <timg@timkgarrison.com> Sent: Monday,August 20, 2018 9:22 AM To: Jason Sterling; robf@cityofanacortes.org Subject: RE: 18-0500 Family Apartments Building Review Correction Request Attachments: SKMBT_22318082009100.pdf Hi Jason and Rob, Hi Mike and Rob, Per my conversation with Rob this morning, attached is a stamped reply to the engineering issues. Jason, please note that you should change the note on foundation detail table on A6 to indicate that the tables assume a max load of three residential stories and roof with 25 psf max snow load. Please let me know if you need anything else. Thank you and have a terrific day! • Tim K. Garrison, P.E. —The Builder's EngineerTM 2316 Antone Way, Anacortes, WA 98221 email: TimGTimKGarrison.com Phone and text: 360-708-1865 Facebook Page: Tim K Garrison Website: TimKGarrison.com Check my backlog and status of jobs in queue here: https://www.timkgarrison.com/my-schedule/ From:Jason Sterling<jasons@strandbergconstruction.com> Sent: Wednesday, August 15, 2018 10:12 AM To:Tim 1<Garrison <timg@timkgarrison.com> Subject: FW: 18-0500 Family Apartments Building Review Correction Request I just received the attached letter from the city. I believe that questions 1-3 will have to be answered by you. If it is simple things that can be changed on the plans by hand, I can go down and change them. If they need to be full page revisions let me know and I can re-print those pages with changes swap them out. I have your new stamp which is already signed so I don't think I would have to bring them to your office. Below is a link to the full plan set as it stands right now. Please let me know if you need me to do anything, or just what changes I need to make.Thanks for your help on this. https://drive.google.com/open?id=1EWQVDBzRGlRyekuAgmMVLwd-3usLZ2pn Thanks! Jasov,SterLi,' 1 , 1 AleA,0 Site Address '° Project V v A-yocor6S Ce-44Cr- A6)(;"4 — Building Perrnit# ' L D - -20 /E— 0 S-DO ce---Plex -,=.4rimenw,7-,-,•::_-7_-,- -- ., --,,,z-:- .-_-.5:-f-_--J,_-,,,...„-„--_,-,7--T:---_7:--,_--!..,,_.-?T-:F,-7,:: :-:--,-5_--- 2i .-E , 1 - i1 : 1 : 1 F.,ubic Vtlorks• CVS-[\, V__C..../ ANAk\p , clip cc-A- 1 6C SANC_Ar l'\ 1 jeNi\ I 'iS jic“, OL_ /V/Yrd ! ! — ! ! -1-- --\cC r )(1c 1 I [ , C•CCVOQS . \ Mt , I\ I AO° / %NU ,::r-1-•[ ater Yitt[l 1 )i-bri/r`- (etitetA) AV, ‘ - 61/[ka, i)I).-- [•[t ,[ 1 • 1 - 1 W•A k`tk -- t1-13(0a I 51.A.- 6c:ix, Tt:) 63 , L. 1 . ! Fire _ :‘ \(-t_ UL)__. (2 \ Q-C-0 t 0) on5 VA Cg.ck k .131( Q. ,VPC)11c\CY,, 4 Project In'..er-Departmenta! Plan Reviv5w Tracking PROJECT INFORMATION PROJECT DESCRIPTION J. STERLING R PROJECT ADDRESS: t 2°'SIB` � W J. STERLING 6-43 ei 1020/1-0-T3 21TH 5T, ANAGORTES, V'LA 1S221 .} OCCUPANCY TYPE: R2 119 1-7 w _ STE 31 -Pi ,,, . CONSTRUCTION TYPE: VB PARCEL# ZONING. R4A AUG 7 _ U.N.O. s „tie , TOTAL BUILDING AREA: 12,1T1 CI OF ANACORTES w GODS COMPLIANCE _ 01-271a xi- .u. LOT SIZE:9,153 5.F. d BUILDING FOOTPRINT AREA 4 409 5 F ' r ALL CONSTRUCTION TO COMPLY WITH LOCAL CODES AND ..:ate - BUILDING FOOTPRINT COVERAGE:48.2% ORDINANCES AND THE FOLLOWING: } _ - LANDSCAPE AREA:2 499 5 F LANDSCAPE COVERAGE:2T.3% - 2015 INTERNATIONAL BUILDING CODE ROAD&SIDEWALK AREA:2,2as5.F. VAS LimZ - 2015 WASHINGTON STATE ENERGY CODE i�r . i ROAD&SIDEWALKGOVERAGE:24.5% 2015 UNIFORM PLUMBING CODE £{ �i ��•.."�... ; __ TOTAL NUMBER OF UNITS:20 2009 IGG A117.1 INIMIleingas �.� . ,. _ STUDIOS: 3 Cfr PrCtRTE$ 0 L11 .Ila —_ .� 1 BEDROOM UNITS: 11 n y,� :,. �— —_ sua 2 BEDROOM UNITS b PLA�lrlf� i.v7 q ! a P}a 1 +^ DF _ STORIES:3,NO BASEMENT 4 P F�C(�V r='.1 I'f A f; ; s DEFERRED SUBMITTALS _ PERn�,1T n: .C3 _ """ . 11 STORIES ALLOWED:3 WITH FIRE PROTEGTI _ so 6 1. MECHANICAL HVAG SYSTEM DRAWINGS A wS: 2. ELECTRICAL POWER DISTRIBUTION DRAWINGS w 3" ill ._. BUILDING HEIGHT:42'-? 1/2"(AV C;RG��,�p,� TOT F a - ■� _ ®� L ®,_II. v. ;. it I� BUILDING HEIGHT ALLOWED:50'PERGOAUa I— j 3. NATURAL GAS DISTRIBUTION DRAWINGS 13 { �� air MINIM 1 —if a ,, 1� SUBJECT TO FIELD INSPECTION, qpp OVED PLA(1 S 4. PLUMBING DRAWINGS "°• - 1 2,J' t �, r F GLASS G INTERIOR WALL&GEILWIF4alS � _� It ��'� WITHOUT AUTHORIZATIO o I. i -� •� { , -�" CLASS C ROOF REQUIRED N. -- z 5. ROOF TRUSS DRAWINGS / CALCULATIONS " " ., . a i ." =�' . ` - >.� 6. FLOOR JOIST DRAWINGS / CALCULATIONS — 61/15 ,,, 1. LANDSCAPE PLANSrow r„w FIRE SUPPRESSION: NFPA 13 COMMERCIAL FIRE SPRINKLERS. 8. LIGHTING PLANS .. �,: � fi PARKING REQUIRED PER ROOMING/BOARD STATUS: 9. CABINET SHOP DRAWINGS 1 SPACE PER RENTED ROOM =20 10. CUSTOM HARDWARE / BRACKET SHOP DRAWINGS .� .. ;,- '�_ w A —" ^'a€ i' "'"" ' SPECIAL INSPECTIONS PER IBC: NONE REQUIRED LL - 11. FIRE SPRINKLER (IF APPLICABLE) g;s: ��(�a, " . - — . ,� r a � � fN, - 12. SOLAR PANELS (IF APPLICABLE) -_ -r Its: cvlaj .1 �r� �:ls: 1 D, Z Ai 3Da $/k o 13. ELEVATOR PERMIT (IF APPLICABLE) fi ." o DESIGN INFORMATION =- — _ , ry PLAN AREAS cr c � � MAIN FLOOR 3,921 SQ.FT. ,- d1 CLIENT: THE ANAGORTES FAMILY CENTER 11 O m BUILDER: QUANTUM CONSTRUCTION INC. 2ND FLOOR 4,200 SQ.FT. — x Ul Tom' s 12161 QUANTUM LANE ,efflo m O .Q1 nANAGORTES, WA 98221 3RD FLOOR 4,095 SQ.FT. o i 360-293-0656 m 2 33 UTILITY/MECH. ROOMS 552 SQ.FT. ARCHITECT OF RECORD: BROOKS MIDDLETON - BROOKS MIDDLETON ARCHITECT ']C'1H[ 113 )k\.TNJkjC(cI ) 1PL1r1ES 1Fk\J'k'1[ 1[ 1Ly A\�P1[. _---TOTAL LIVING AREA: 12,111 SQ.FT. ENGINEER OF RECORD: TIM K. GARRISON, P.E. - THE BUILDER'S ENGINEER'" 1 101 S 27TH 5T ANAGO RTE 5 V'4A 1&221 ENTRY PATIO 148 SO.FT. s T1mG@TimKGarrison.com - 360- l08-1865 I O _ ' ` DRAFTSMAN: JASON STERLING - STRANDBERG CONSTRUCTION INC. 1L Z. V JASONS@STRANDBERGCONSTRUCTION.COM LU LAYOUT PAGE TABLE REVISION TABLE z u- U.l o PG* TITLE COMMENTS CONTRACT DATE PG# DATE t11 — tSl DESCRIPTION = Al COVER SHEET Cl SITE PLAN, GRADING, EROSION CONTROL _ v ri F A2 LANDSCAPING PLAN "-' O _ A3 STORMVNATER BMP'S i v co -- - iL A4 CURB, SIDEVNALK, AND DRIVEYVAY Z . o A5 FOUNDATION PLAN < N Ab FOUNDATION DETAILS r. o Al 15T FLOOR FRAMING PLAN AS 1ST FLOOR PLAN __ _. . -, ;It,Al 2ND FLOOR FRAMING PLAN _�� Al 2ND FLOOR PLAN I— kill w_- _- LLI All 3RD FLOOR FRAMING PLAN _ Na kg2�~ ogaNU __ 560, Al2 3RD FLOOR PLAN QSY o A13 ROOF FRAMING PLAN naga A14 BUILDING SECTIONS -" _ fi l.L 000g A15 BUILDING SECTIONS l i° �g ga = Alb EXTERIOR ELEVATIONS _ O nip, OUV All EXTERIOR ELEVATIONS w v E” _ 51 ENGINEERING INFO FOUNDATION FLOOR PLAN i o _ _. 52 ENGINEERING INFO 1ST FLOOR PLAN _ _ __ ig 53 ENGINEERING INFO 2ND FLOOR PLAN OWNER APPROVAL - 4,, 54 ENGINEERING INFO 3RD FLOOR PLAN INITIAL. 55 STRUCTURAL NOTES _ PAGE: C2 CODE SUMMARY 15T FLOOR PLAN ��B4,! � �� G3 CODE SUMMARY 2ND FLOOR PLAN ,,�\ITECT " C4 CODE SUMMARY 3RD FLOOR PLAN ' OF: C5 ADA INFO 15T FLOOR PLANSXETTQF1�asI':/�" CS SCHEDULES AN 5 N \ -- - - - \ PROVIDE INLET 2 ASPHALT PRDrEcrlaN EROSION CONTROL NOTES Q ALLEY PAVEMENT SECTION EX. STEEL BLDG DOT STND PLAN I 2' CTSC SITE PROTECTED WITH 6' CONSTRUCTION A. A CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR <ESC) IS REQUIRED. 6' GRAVEL BORROW a TALL TEMP. CHAIN LINK ENTRANCE I40,20-00 THE ESC SUPERVISOR MUST HAVE ATTENDED A CERTIFIED EROSIDN AND SEDIMENTATION T-DEv(, I CONSTRUCTION FENCING DOE BMP C105 CONTROL CALSS WITHIN 3-YEARS FROM TODAY'S DATE. MUST PROVIDE CERTIFICATIDN -+ SEWER AND REPLACE TO RIM=65,51' 6 _ _ _ _ _ _ I CARD. SEWER MAIN WITH 38 LF 6' XIST. • ' L' EDGE OF ASPHALT B. THE CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR WILL OVERSEE AND LOCATE EXIST. SANITARY SIDE EX. CB TYPE1 z SD \ LE 8 PVC �: �I I BE RESPONSIBLE FOR ALL EROSION CONTROL. THE FACILITIES SHALL BE INSPECTED DAILY PVC MINIMUM SEWER PIPE. ' ' 6' r' n r.z w I _�� 3.25% AND MAINTAINED TO ENSURE PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT EX SSMH G-036 o SADDLE SEWER MAIN, RIM-66,06' �� 2P 16' ALLEY OF WEEKLY REVIEWS AND AFTER EVERY SIGNIFICANT STORM EVENT OF THE ESC FACILITIES I _ - - - N89 5819E 92.44 _ DURING THE WET SEASON (OCTOBER 1 T❑ APRIL 30). MONTHLY REVIEWS DURING THE 68.8'� �67,31' EDGE OF ASPHALT ss I I E 53.36' i SHED /I �� DRY SEASON (MAY 1 TO SEPTEMBER 30). WRITTEN RECORDS SHALL BE TURNED INT❑ THE 7 16 ALLEY PP PROJECT MANAGER ❑R INSPECTOR ON A WEEKLY BASIS AT THE WEEKLY SCHEDULED p 2% 3,255 SF 1X / - I x 8 PROJECT MEETINGS. 3,25% ASPHALT 67.30' __<S71 I j I C. SHALL BE IN PLACE PER THE APPROVED SET ❑F PLANS PRIOR T❑ ANY CDNSTRUCTION W \�. N89°58'19'E 92,/ sv PP I x START. I DI I- I I D. THE EROSION CONTROL SHALL BE INSPECTED ONCE A DAY AND MODIFIED TO MEET THE ` y ( GARBAGE SURROUNDING CONDITIONS AS NEEDED. C...5 O / I ENCLOSURE " co E. PROVIDE A SIGN DISPLAYING A 24-HOUR CONTACT NUMBER AND NAME OF THE ESC co `r 9,153 SF LOT PROVIDE SILT FENCE rn BMP C233 OR WATTLES SUPERVISOR. THE LETTER SIZE SHALL BE A MINIMUM OF 2-INCH LETTERS. THIS SHALL BE 0"'� 1 68.80' J IN PLACE PRIOR TO CONSTRUCTION START. REMEMBER, THE LOOK OF THE SIGN WILL BE A ✓� cm j-68.40' II 3 EXISTING HOUSES , BMP C235 aN I REFLECTION OF THE CONTRACTOR, DEVELOPER AND DEVELOPMENT. C1) 6z • r I -LOCATE AND I . AND SHED TO B DOWNSLOPE OF ih . ? cat 70,40' 2h PROPERTY O' Y F. THE STORM DRAIN SYSTEM AND EXISTING DITCHES SHALL BE CLEANED DAILY (SECTION 7- n., 'v ROOF AND-------- CONNECT WI o o REMOVED o+ ON I -. R: p a= o o ¢ 07.3). ALL DRAINAGE SYSTEMS SHALL BE CLEANED TO THE ACCEPTANCE OF THE CITY OF m LOT AREA = FOOTING DRAINS NEW 6' PVC SD -. o cr 1C12 - w I EL ANACORTES PRIOR TO THE ACCEPTANCE OF THE PROJECT. W Q CC TO CATCH i I�_, z 1 `O r� 3 3 9,153 SF BASIN r'' �' `O 27TH S T, ¢ G. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING C 1 � c- p Y a 1 u o r Ix .-, o - 1012 2 7 T H S T ° I c o H _ I `5 MEASUURESRMAYI BE REQUIRED SUCH AS DURINGWASH PADS DURATION❑ ENS RE THET AT ALL PROJECT.AVED ADDITIONALAREAS ARE Q ce 9 BUILDING AREA - w a_ J KEPT CLEAN. NO MUD IS ALLOWED TO ENTER ❑NT❑ CITY STREETS. W 0 66J9' J x E-' z = 4,409 SF L.L. FAMILY _ T LL ' c' w I 'vO o = EXIST' x C o H. SEASONI OR SEVEN LS D<7)H DAYS IIN THE DRY DSEASON ESHALL BEOIMMEDIATELYUSTABIL ZED WITH Lb - a `� ROOF AREA = , _ SHELTER E L T E o W HOUSE o CU APPROVED ESC METHODS (SEEDING, MULCHING, PLASTIC COVERING, ETC.) 5,245 SF FIRE N — N�USE �, W E� FLOOR RISER ti = Q 1020 1 q I I. TWO (2) WEEKS PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL DISTURBED r 1 x cu 1O1 g w AREAS SHALL BE REVIEWED TO IDENTIFY WITHCH ONES CAN BE SEEDED IN PREPARATION FOR ,...--1 m ELEVATION ROOM I .' o I THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE <1) WEEK OF THE BEGINNING ❑F THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE r� p 70 40 o Cu LIGHT AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE PROJECT MANAGER, THE PROJECT W W p C� N89'S8'19'E 92.44' I - - - V POLE - MANAGER CAN REQUIRE ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT a G�2 <C I PROPERTIES OR DRAINAGE FACILITIES. Q - ��70.40'I Q I / III EX. SIDEWALK --, J. PENALTIES FOR AN EROSION CONTROL VIOLATION ARE SUBJECT T❑ A $300 T❑ 51,000 FINE / LIGHT -� EX. SIDEWALK pp O PP UNDER CHAPTER 17.66 PENALTIES FOR VIOLATION (AMC). EACH DAY IS CONSIDERED N89°58'19'E 92.44' "'� C� POLE Li- ��'f A DIFFERENT VIOLATION. I 68,57 K. REMOVE ALL TEMPORARY EROSION CONTROL MEASURE WHEN THE SITE IS LANDSCAPED AND SOILS ARE NEW 5' SIDEWALK + EXIST. 5' S _WALK VEX. SIDEWALK RAMP EXIST PROVIDE WATTLES STABILIZED. - POWER i- I \-69.96' �— (BMP C235) ALONG t\ 6' 2357 RAMP 0 PP NEW ASPHALT T L. ALL DEWATERING SHALL DISCHARGE INTO A SEDIMANT TRAP OR SEDIMENT POND. VAULT 1577 SF EDGE OF EX. ASPHALI,911'/ 6' RADIUS \ ~ -- •• 18' \'' '?' PP \ EDGE EX C 18 P' M. THE CONTRACTOR IS TO PROVIDE TO THE CITY INSPECTOR THEIR SPILL PREVENTION PROGRAM TO BE INPLACE RIM=\ � / p I� _ ) 1 I ASPHALT -' 27TH STREET 8" SD L. 1- DURING CONSTRUCTION. (IST. CURS 70:29' EDGE OF EX. 'SPHILt9,11'/ t EXIST, I RIM 66.7— LX INGTON Cis �LE=6: 69.82' EX. CBMH #81518,2' 14,4' NEW CONCRETE 1I6' p RAIN TYPE\ \ I LE,=64 40 CURB SECTION A-A — 1 _ 27TH STREET GARDEN RIM 67.0 67.69'3 . T.E=61,O6 — — F 0- 1 CURB SW RAMP RIM 66.70` cp 144' IL 0:: 6769' ---\ SW RAMP i cd Cn FACE OF CURB I RELOCATE WATER METER IN 6' WATER TAP AND VALVE -� c) SIDEWALK WI DRIVEOVER LID IN IRON CASE AND COVER ^^ Q AND REPLACED 1' SERVICE 70 LF 6' DI FIRE SERVICE LINE TO EXISTING SITE PLAN OC EROSIII _\ C — \ TREIL +o, o ,a; LINE ALONG WITH NEW 4' BLDG. SEE FIRE SUPRESSION f s.•' 0 �' FIRE WATER SERVICE LINE DESIGN FOR PIV AND FDC. ,.. o 0 TO BLDG. g g DR - P = SED SITE PLA \ I \ PR = V = BENTS GRAPHIC SCALE CD `� 20 0 10 20 jc 80 ( IN FEET ) CI c c ( — 1 inch = 20 ft U1 n d c�c \---1 (\ M \LA 4 D)e1�\-1{�-� 8 E 2517 r - ' l CJ 1 i 1 tn\-(Lja-iAjL(1 APC‘IC- -1c(:\ " ..11 zI zo i � - 910 904 M . . i_ - - - Qe53\ Cnt nC\ z -- - J26TH ST ` r J ' -_ d r- -�> /1 _ PAVED 27TH a a l/\ 1119 1105 1019 1015 I STREET 10 , ' ) ) ScAe V 2602 909 903 NEW PAVED PARKING -, n 2603 14' I 20' Le_j 5'w40=‘,,,..., - Ccl.\, I Cvilk r o// 2610 2 & • r—el ' ASPHALT 4' THICK CONC. _ / I 2' CTSC SIDEWALK `� � SI T _ 6' GRAVEL BORROW 2620 W 261s L- 2618 rj 1012 Q PAR < ING SECTI = \ A — A L - 910 27TH ST. ka H ' �� 26: SCALE 1"=10' t—, 1109 ° t-----4 1105 1011 ce W 907 903 901 lie21 tip 2702 2701 .. L \ CID PE= i� 0 2705 `./ T�rI I I I i 2708cad , „, : I / T 2707 I Li a P VV - XX — XXX — LCV 2 0 This plan sheet is approved for construction in accordance with the 1108 1104 1102 1020 1018 1016 2719 City of Anacortes ordinances and policies. Actual conformance of the 916 910 906 902 �, 1 IERR design with applicable laws is the sole responsibility of the SHEET NO. of wnsy -4> professional engineer, whose name and stamp appear on this sheet. k� tic,, 2 Acquiring, complying with, and providing mitigation for all Federal, � '�`� ] �` ` 45 ,7P Oy d State, County, and Local Laws, permits, and mandates, including but � ' I I l +7-t-_ not limited to the Endangered Species Act, Federal Wetland Permit, i ---- ,_ 1103 1� ' State Department of Fisheries Hydraulics Permit, Federal Flood Plain REV.: - ` , Permits, National Pollutant Discharge Elimination System Permits is 1015 loll �� a 27807 F� the responsibility of the Developer, Landowner, and their .Engineer. JOB NO: 2015 51 819 �F RFcISTERE°O�F The issuance of this permit shall not be construed as proof of - SS/ONAL EN compliance with applicable laws and permit requirements. DATE: July 2018 GRAPHIC SCALE SCALE: 1=20' V ICI \ I T Y PLAN 100 0 50 100 200 400 July 24, zors CITY ENGINEER DATE DRAWN: D. HERRIG5TAD The approval will expire one year from the date CHECK: 99 � _OF_ D. HERRIGSTAD ( IN FEET ) REV , 7 J U L Y 8 4 ) 8 018 noted above. 1 1_ 1 inch = 100 ft. SHEET_ - LANDSCAPE LEGEND J. STERL PROPOSED DUMPSTER EDGE OF ASPHALT _ RO OSED D ER 16' ALLEY J. STERL 55 LOCATION . ;a 5 0-� 3.25% LAWN AREA Si50 512 1„ = 10' L 1 N 89°58'19" E 92.44' I t -. -°- %/ I / PP - - SINE-Mlle TO BE AISLE WIDTH TO BE 1 —8'-3"—1. 'lc 5'-0" 1. I _ I 1 2 6 S GARBAGE CONCRETE PADC gill f j.. cl 8) ENCLOSURE 1 CP o , o {, I a e 5 _ .f 20' STREET SETBACK IIIIItII�TllllEllllll 11111= IIIIIEI EX. G B TYPE 1 III tN Khali IIII IIlllllllIIII k,, ' ° RIM=66.41 ' IIII III � /� I o III'l�lIlll llll lllllllll lll'l llilll 111 MULCH - PLANTING BED _ I� I� 5' TO 10' SETBACK: IIIIIINI�IIIII IIIIp lllll'IIIIIH Z WEST WALL: 1 ,120 5Q. FT. -t - — mor WEST OPENINGS: 450 5Q. FT. �� — EAST WALL: 1 ,385 SO. FT. OPENINGS ALLOWED: 25% $ L ® G — Cr EAST OPENINGS: 332 5Q. FT. OPENINGS USED: 23.43% �� W OPENINGS ALLOWED: 25% C s / 5 S F OPENINGS USED: 23.11% Q a ,R, . o , 1 3 :J �' �, Z ` ARMSTRONG MAPLE �, 10 TO 15 5ETBAGK: , O � r ir � — a � Y ` : ° EAST WALL: 512 50. FT. '3- V r_ 'F b J Q O Z IY Z to W W EAST OPENINGS: 5Q. FT. W O Z I OPENINGS ALLOWED: 45 /o - v in Q -kfib I OPENINGS USED: 31 .64% In • 00 Q O CO IN i (3) - STUDIO = 500 50. FT : o at >C = FTCD 1 . — `n LU ARBORVITAE HEDGE 1 (11 ) 1 BEDROOM UNITS 100 5Q o (b) - 2 BEDROOM UNITS = 900 SO. FT. '� '� 2 = �W w cy PROPOSED COMMON AREA TOTAL COMMON AREA NEEDED: 2,300 SO. FT. IL --I IL__J, 1 1 1 1 1 1 1 1 1 , , II ! NIdi _I 1 ,653 50. FT. o Cr w PROPOSED NEW AMENITIES IN - RAMP STAMP MINIMUM TREE DENSITY ANAGORTES MUNIGODE-16.SO.OlO W 1. � � NEW COMMON ACCESS AREA: W CI AND PLAID Calculation of the Total Tree Units Required. The total number of tree units required to be o m O . ,� I O 1^15DOT STND provided by a regulated project or tree conservation permit approval listed in Section p z 1 t'-11" A 16.50.100 shall be calculated by dividing gross site area, minus any public or private m , Q - LANDSCAPED PLANTER BEDS w —r PLAN street rights-of-way, by one thousand Table 16.50.120(D). The result of the calculation will - ° a �ii--- be the total number of tree units required for the project approval within the building site. LANDSCAPED WALKWAYS ° ° ° , 54.. F-40. 16-02 4 0„ _‘ 10 STREET SETBACK - -- 6'-0" `LIVING WALL 76 r ,- LANDSCAPED LATTICE WALL , aW s I LOT SIZE : q,153 SQ.FT. TREES REQUIRED: - BENCH m'; R4?R ' b 1- Ws__ POLE LOTJ GM ' �� � ARH5TRONG (+, LIGHT )7 - PICNIC TABLE . .,:' "" ° ,""tea INFORMATION O - L I I }. ��� �� 2015 IBC t NEN SIDEWALK N 89°58'19" E 92.44' 4 I, / EX. SIDEWALK RAMP N '�1 / _ OCCUPANCY TYPE: R2 I- 1 L t' ----, II I I I CONSTRUCTION TYPE: VB W POYVER VAULT _ _�_ EX. DEk , LK =' 1 PP ZONING: R4ArIH w v •: GUY WIRE SD II a I PP '� TOTAL BUILDING AREA: 12,111 0 if r REMAINING COMMON AREA I ' C 11 W IN GATED AREA BEHIND 0 q 1 O 11 1 t 3'-3"� 1 15 I LOT SIZE: 9,153S.F. 1 2 3 4 5 �� EX. GBMH #81 q BUILDING FOOTPRINT AREA: 4,409 S.F. %,______ / 0 v V AFC ACROSS STREET TYPE2 BUILDING FOOTPRINT COVERAGE: 48.2% A! L EDGE OF EX. PARKING SPACES 16-20 LOCATED I LANDSCAPE AREA: 2,499 B.F. 2,818 5Q. FT. I Access p 5r RIM=61.01 Z LL ASPHALT AT ADMINISTRATIVE BUILDING rn� I4-0 hit re, I,,,A an I .E.=61 .06' LANDSCAPE COVERAGE: 21.3% J ly C ROAD & SIDEWALK AREA: 2,245 S.F. -i H S E I �cu�5ab+2, " ��' ' EX. BURLINGTON GB ROAD & SIDEWALK COVERAGE: 24.5% TOTAL COMBINED COMMON AREA NEEDED: 3,300 50. FT. I on �, , - RIM=66.70' TOTAL COMMON AREA PROPOSED: 4,411 SO. Fl I I.E.=64.40' TOTAL NUMBER OF UNITS: 20 STUDIOS: 3 ZX '`�. 1 BEDROOM UNITS: 11 2 BEDROOM UNITS: 6 W - W -_ - - --. __ __ -__ -- W ri ( ® CA v(Z0 �� NI STORIES: 3, NO BASEMENT ' SW RAMP STORIES ALLOWED: 3 WITH FIRE PROTECTION SPRINKLERS Z f�(d . EX. FIRE / 7 EX. FIRE BUILDING HEIGHT: 42' 1 1/2" (AVG. ORG. GRADE TO TOP OF ROOF) HYDRANT , HYDRANT - BUILDING HEIGHT ALLOWED: 50' PER GOA 16 11 1 S 19 20 CLASS G INTERIOR WALL & CEILING FINISHES REQUIRED 'Sc) I GLASS C ROOF REQUIRED CI Z. FIRE SUPPRESSION: NFPA 13 COMMERCIAL FIRE SPRINKLERS. 1 PARKING REQUIRED PER ROOMING/BOARD STATUS: OWNERAPF 1 SPACE PER RENTED ROOM = 20 INITIAL: PAGE: SPECIAL INSPECTIONS PER IBC: NONE REQUIRED OF: lig Q BMP C154: CONCRETE WASHOUT AREA Q BMP C235: WATTLES Q BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT Q BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND PURPOSE PURPOSE PURPOSE DEPTH J. STERLING PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO PURPOSE AND DEFINITION WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT IS WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS 15 DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT NATURALLY OCCURRING(UNDISTURBED)501E AND VEGETATION PROVIDE IMPORTANT STORMWATER FUNCTIONS ENTERING SURFACE WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. J. STERLING INCLUDING:WATER INFILTRATION;NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW CONDITIONS OF USE BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS CONDITIONS OF USE TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE 11-4.2.14 CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE 501E AND VEGETATION AND REPLACES IT WITH MINIMAL CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES(P.318)FOR TYPICAL CONSTRUCTION DETAILS.WSDOT STANDARD PLAN 1-30.30-00 ALSO PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE.FOR RESIDENTIAL CONSTRUCTION TOPSOIL AND SOD.NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST,BUT SUCH LANDSCAPES 1/4" = 1' U.N.O. -CONCRETE 15 USED AS A CONSTRUCTION MATERIAL. ON WATTLES(HTTP://W WW.WSDOT.WA.GOV/DESIGN/STANDARDSIPLANS.HTM*SECTIONI) PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, -IT 15 NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTHMIIDTH TO PROVIDE VEHICLE ACCESS/PARKING, FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET -CONCRETE TRUCKS,PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-SITE. NOTE:IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD WASTES,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING 501E QUALITY AND DEPTH REGAINS 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-51TE,THE WASHWATER MAY BE DISPOSED OF IN A USE WATTLES: INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN GREATER STORMWAT£R FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF O 1.�}-21-1!J FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE INHERE IT WILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SINPPP. IT IS DIFFICULT TO DETERMINE EXACTLY INHERE ACCESS TO THESE PROJECTS POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME GROUND WATER.THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH A5 STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER WINTER MONTHS. WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM INHERE NEEDED. LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. DRAINS,OPEN DITCHES,OR WATER BODIES,INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. ( APPLICATIONS AND I IMITATIONS -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY I 4 ---'� EFFECTIVE FOR ONE TO TWO SEASONS. N6T TO SCALE ESTABLISHING A MINIMUM 501E QUALITY AND DEPTH 15 NOT THE SAME AS PRESERVATION OF NATURALLY OCCURRING0111) 501E AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE -PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT 0.-' 3m Minimum + MANAGEMENT OF STORM WATER FLOW AND WATER QUALITY.SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH z WATER FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH A5 COMPOST,COMPOSTED WOODY MATERIAL,BIOSOLIDS,AND FOREST PRODUCT C7 • a - Lath and Ragging RESIDUALS. IT 15 IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE �' � on 3 sides DESIGN CRITERIA _,-�'� AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWISE,IT 15 IMPORTANT THAT IMPORTED TOPSOILS COce)��`� Sandbag -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. IMPROVE SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP CAN BE CONSIDERED -NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3-TO 5-INCHES ON CLAY SOILS i INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT. ,0 i ' Berm Sandbag ' AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES a *� a03 `� pF91Y+N C+I IIDELINFS 111 10 mil plaslic funny SHOULD BE DUG TO A DEPTH OF 5-TO 7-INGHE5,OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. ID 15��(� r,t/� �.i -SOIL RETENTION.RETAIN,IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD �'"� r- �f A Mri - 221 . ♦ PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A Varies + i EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. - ma �''is.'7 s DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO i111 -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,SOIL TYPE, - V. OTHER PORTIONS OF THE SITE WHERE FEASIBLE. ,.., 1 m AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. . • -SOIL QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS II(.,_�t' -INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END.DO NOT OVERLAP THE ENDS. j � '�" �.. Berm � � SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED A5 STRUCTURAL FILL OR SLOPE SHALL,AT r +�_�� -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. , 0 1` -_ r s,; PROJECT COMPLETION, DEMONSTRATE THE FOLLOWING: -IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE �Oi� 100'min. 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% L- ( ) ( ) 1♦ •-j Section A-A AND INTO THE SOIL. yak- AA, 10 mil plastic kiting �,,./ w - . 1 ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. Plan Notes: -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3/8-INCH REBAR CAN !� <` y • I THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF ' CZ 1. Actual layout ALSO BE USED FOR STAKES. . � e . y >,-}•t _ �' INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE .r determined in the field. I -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 5 INCHES OF THE STAKE PROTRUDING Instal driveway \`\ SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, Type "Below Grade" 2. A corrtlele washout ABOVE THE WATTLE. \ L wNert if there is a / "14`' WHERE FEASIBLE. sign shall be installed / p • �. �• �• \ roadside ditchpresent ' - oft within 10 m of the 4"-B"query - "Alt \ 2.MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. - 3m Minimum temporary concrete E MAINTENANCE STANDARDS spells \\4 3.U5E COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS washout facility. -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED, i°yi e� �?' A.THE ORGANIC CONTENT FOR"PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. els - 4P074. THE COMPOST SPECIFICATION FOR BMP T1.30:BIORETENTION CELLS,5WALES,AND PLANTER BOXES(P.151),WITH THE Wootl Frame _ / EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BI050LID5 OR MANURE.THE COMPOST MUST ALSO HAVE AN ' B1II. B securely fastened _ Geott:xt;le -_ 'L I,: - . . / ORGANIC MATTER CONTENT OF 40%TO 65%,AND A CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO NITROGEN ;fed r entae -_.. -- . . rt *• erirrketer vr1b two gg 3•-„• r • RATIO MAY BE A5 HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND r stakes € * s it LOWLANDS REGION. ).11 1 d a 2ml .�Vanes r 10 min I !?' �� \ BNINI .CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(A.)ABOVE;OR �', plastic tinag �� __f !/` OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOTcf+) P, I - a EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-8,TESTING PARAMETERS, IN WAG iT3-350-220.` , /5'min.Notes. �\ THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. c 11`-- Stake(NO 1. Driveway shall meet Straw rails must be12'minimum thickness L IMPLEMENTATION OPTIONS:THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE } •,�' the requirements of the \ " Section B-B placed along slope yor Adjacent rolls - permitting agency. \ METHODS LISTED BELOW: Of contours shall tightly abut \ N 'U 10 mil plastic lining 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. c0 u: Two-stacked I 2. It is recommended that L Provide full width 0- r 2x12 rough Plan of reset retie 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM C -- the entrance be CALCULATED RATES BASED ON TESTS OF THE 501E AND AMENDMENT. C woad frame .`"._` € i cmvned so that runoff area F. 1 drains off the pad. 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST 0 _ Type "Above Grade" with Wood Planks y • f 4 4 ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- Z .- uJ (Y> .2 NOT TO SCALE APPROVED"RATE OR AT A CUSTOM CALCULATED RATE. X tom'- -_-,__ __ _ lC - 't , - 4. IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. 14'-25 i3-Bm) ,r \. �'f MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.SOIL THAT ALREADY MEETS THE Q IY] N ¢ 1161 Figure I I-4.1 .7a l Figure 114.1 .1 DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND 15 NOT COMPACTED,DOES NOT NEED TO BE AMENDED. O W s Concrete Washout Area ` Stabilized Construction Entrance m SI) cn MAINTENANCE PRevised June 2015 Spacing depends ``" DEPARTMENT OF Revised June 2015 -ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED,PROTECT FROM DEPARTMENT OF on soil type and I slope steepness �„{fr.," r COMPACTION,SUCH R5 FROM LARGE MACHINERY USE,AND FROM EROSION. ECOLOGY Please see hit Jdaww-ec .wa. n t.htrnt far copyright notice including permissions, 'V Sediment,organic matter. ECOLOGY please see ht iAvww.ecywa.gcw/capyn`ght.htm/fbr copyright notice inducting permissions. p y ymsdcoPy 'gh copy g p �! -PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. State of Washington limitation of liability.and disclaimer. '� and native seeds are State of Washington limitation of liability-and disclaimer. 01 Nt captured behind the rolls. 1 -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. (V iN,w -REDUCE AND ADJUST,INHERE POSSIBLE,THE USE OF IRRIGATION,FERTILIZERS,HERBICIDES AND PESTICIDES, cei 121 RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. Cr O BMP C1230: SURFACE ROUGHENING t ® STORM DRAIN INLET PROTECTION I-40.20-00 0 - lei Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE Q BMP C233: SILT FENCE Z X v N Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides for sediment PURPOSE - ' Z tn trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment 3'-5'(7g.125mre) 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). on the contour or by leaving slopes in a roughened condition by not fine grading them. Use this BMP in conjunction with other BMPs such USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A F- IL as seeding,mulching,or sodding. `1 / TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE FIGURE Z �/ 8'-let Dia. 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE 81GD WITHOUT SPILLING THE COLLECTED MATERIAL. lY CONDITIONS OF USE: / i` Ss � 1204-250mm) 11-4.2.12 SILT FENCE(P.361)FOR DETAILS ON SILT FENCE CONSTRUCTION. W ((�1) Q -All slopes steeper than 3H:1V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. ��ram�,, �" '�* 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). " - v -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. r `ir/'� try/�`� CONDITIONS OF USE ''J` ui A -Slopes with a stable rock face do not require roughening. Live Stake i. t '$ y SILT FENCE MAY BE USED DOWNSIAPE OF ALL DISTURBED AREAS. v U !\ -Slopes where mowing is planned should not be excessively roughened. i' 1, ... SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF ILI,,.. 7• y 4/ 1"x 1"Stake " »II "i THE SILT FENCE,BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. b"" DZ fr- r lie (25x 25rnn1) MANAGE ORATE r, mw SILT FENCE 15 NOT INTENDED TO TREAT CONCENTRATED FLOWS,NOR 15 IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS v (n -".� 4 - y` ", --. OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. W ® I _ ( 4�. NOTE: °�''s` ,ice` DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN �4�c� 1. Straw tab installation requires the placement and secure slaking ` ..�� ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. i"' �W,,• r� a:_a� 1 +'�" W the roll in a bench,3"-5"(75-125mm)deep,dug on coMotb. ` t N.N.N., ' ca N\NN . -� _ Runoff muss not be allowed to run under or around colt. N©T t0 SCALE } SEDIMENT AND nEeas N yX ,,..rr1'� NNNNN ��' r..44� L� , 0.910.fAY BYPABn 1 W ' gill c. - �-a a . ), eeawEEereRkrenneacE Joints in filter fabric shaft be spliced \ � : ¢ �, cz� Figure I 1-4.2.14 ,, I at posts.Use staples.vine rings orO I 7 �"� � c� equivalent to attach fabric to posts ' ('11 r! a ` Wattles o ' -, r1 i a a. r�ca- ` �k- t Revised November 2015al -'Thlt- 2"x2'by d4 Ga wine or equivalent. -� f�RRI r � ,.). .. �y,- DEPARTMENT OF if standard _rrer:.gth fabric used ":t , z �. � ECOLOGY v��. P y s" pR ,Pkfase sea hit JvwSIC sa ✓lLGayn nfn.rN' rco vrr lit nuTce In lu :�urtmssor� o• its)_ cs- r� State of Washington limitation of liability. and distil-- - itgi Tracking with machinery up and down � ,,. O BMP G123: PLASTIC COVERING A D . o ' �:,}, '' 0- eya the slope provides grooves that will � ¢.�- . ` . w Sip catch seed.rainfall,and reduce runoff. ��r. . - `'� X Win , `'� PURPOSE: ,r" ' ' 0 ref \.� .a PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. rtt�aroevEw 1 "` (rf e ,x�< .x i `.+�;t i Wr�Wo°= HOT TO SCALE / Ai �FaxF• _ _ r ��� z En gitot Tracking CONDITIONS OFUSE: JJ rI j ri_ E PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, _,/ 6'max I et °s Minimum ,„iv,..,,, EXCEPT AS STATED BELOW. 4"x4"trench i I �/ i 2n2211 PLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY J// 11-1 "5 w' 2'�s •(> RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX Post spacing may be increased r.... , 2"x2'wood posts.steel IFI. MP - 11. Atli MONTHS)APPLICATIONS. to 8'if wire backi g is used tense posts-or equivalent ° <� II11=11= CRAWAGE GRATE_ "1 B°E f:,I1=11 -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE -RECTANGULAR O RATE S O.xa • RETRIEVAL ss1El(rnl o o g I- "0^11 Il'11 Jl b ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. oa w N2, 'IER� ct`.' a =11. -PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-51TE T {'� $ 1 H 1 ti l 1 1ait : MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY . 2"x2'by 14 Ga.wire or equivalent. 'o°a= -:: ' CLEAN WATER AWAY FROM THESE AREAS. 1r� i a! r __ if standard strength fabric used X 'Anil a' k et a��t, `I *lint'1l % 1 [ -TO PREVENT UNDERCUTTING,TRENCH AND BACKFILL ROLLED PLASTIC COVERING PRODUCTS. 0 r /l.` , IM"�'�- ii �g5o i-'B h / 5D" 6"min ( 1�- -WHILE PLASTIC 15 INEXPENSIVE TO PURCHASE,THE ADDED COST OF INSTALLATION,MAINTENANCE,REMOVAL,AND �. -'/ •� �� gritmt"` �[ jf 11 /F/ (15m} (150rtim) i; 71�71r DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD. ��;, �< "".-, / Filter fabric vj a 6 c 11 11 11.=h 1 11 11 11=11 11=-At -WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE C d L Ji .I 2.min Q Q 'g IIII Il�r 1 a ll SLOPE.THESE MEASURES INCLUDE PLASTIC-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY CLEAN I CI III II - \ RAINWATER AWAY FROM BARE 501E AND DISTURBED AREAS.DO NOT MIX CLEAN RUNOFF FROM A PLASTIC COVERED / III " <�g `- Contour Furrows SLOPE WITH DIRTY RUNOFF FROM A PROJECT. rekowrEEr oRATe PENCE OVERFLOW anAss trwJ %\\� III V ' :?N f,.J,.,,,..- Backfid trench with � iI / \ native' ashed ravel "-. 77. "7, ' v\ O)NNER APPROVAL _ ; 1.5'washed gravel • a \ 12 min\ ti Grooves will catch seed.fertilizer. dn� Minimum r/ � `�\� 4"x4"trench --- - ' INITIAL. G1 LONPICAMIANAMEOT mtdtln.ratdag,and decease wrroll. I �'1 y+HK W.MAURER PAGE: III IsoMETrtic YIE1Y woIF.CAnt _ ___ Tx2"wood posts.steel -.� NOT TO SCALE PPP ti,u."..,,iwww www fence posts or equivalent �,.� NOT TC}SCALE Surface Roue, Figure 114. 1 .5 STORM DRAIN 11O o , l t ri try g INLET.. PROTECTION Tracking Figure -4.2.1 STANDARD PLAN 4A0.40.00 and Coy: JI 1 + n roves ,�, 2 Silt Fence OF: DEPARTMENT OF Arnrav®roRn®urwTiO4 DEPARTMENT ©F Revised June 2015 Revised October 2414 num Ba ek NI Oi2007 ECOLOGY ___ .' ECOLOGY Please see httphiwincy na.rgo•wtopynght.Mmi for copyright notice including permissions. wamis,IN*eemrr+ToswoM Please see htMJAvw ..ecywa.govicopytight.htmt for copyright notice including permissions, State of S^da shine:0rt limitation of liability. and disclaimer. '--.-- State of Washington lcmitation of liability-and disclaimer. STANDARD PLAN F- 10 . 12-03 - CONCRETE CURBS STANDARD PLAN F-80e10-04 - CONCRETE DRIVEWAY ENTRANCE J- STERLING MAX 20' DRIVEWAY WIDTH PER 5TR-28 OF ED5 STANDARDS - - - - - - - - _ - - _ -. _ _ ._ _ _ J- STERLING 6- -. I VARIES(SEE CONTRACT) ri r= FACE OF CURB VARIES 12"TO 24" FACE OF CURB FACE OF CURB - FACE OF CURB ! BROOMED - (SEE NOTE 1) -� VARIES(SEE CONTRACT) "__- - VARIES 1 6 12" 6 12" VARIES FROM 6'(IN)TO 0"(IN)- FINISH(TYP.) _ _ ( GROOMED DRIVEWAY 1/4" = 1' U.N.O. j 1" 10"TO 22" 1" 1 MAINTAIN 1H:6V SLOPE ��//�� --! CEMENT CONC. PEDESTRIAN CURB(TYP. 3!8"(IN)EXPANSION JOINT(TYP.)- FINISH(TYP.) 4 (SEE CONTRACT) 5 1/2" 1" VARIES 1"(IN) ON SIDE OF CURB ! ) SEE STANDARD PLAN F-30.10 (SEE NOTE 1) ENTRANCE a 7"(IN) R. 1"(IN)R. ! Y 1 (WHEN SPECIFIED IN CONTRACT)- SIDEWALK p R. / SEE STANDARD PLAN F-10.12 --_-'''R\ (TYP.) --- - ----- w MATCH ROADWAY MATCH ROADWAY 1"(IN)R. MATCH ROADWAY / `\ �\ O� �� r- 12"(IN)R. MATCH ROADWAY I SLOPE 3/8"(IN) EXPANSION JOINT CEMENT CONC. SIDEWALK CEMENT CONCRETE z SLOPE �\ 1` it SLOPE , SLOPE 12"(IN) R. - TYP.)-SEE STANDARD -, SIDEWALK 4:1) \ - t2" 1 R. to ° ' - D � 6 12" IN R. ��11 D R. 12"(IN) ROADWAY 12"(IN) ROADWAY p PLAN F-30.10 \ -- ROADWAY �� �� : D / ( \ROADW�IY .� O= I '-2.0% R. (r' ) i -- A� � / - ° . .D D 4 ° ° \ N �• ••D .°' ° . •° 9 is wO y° . - D D //�j j% /�/r * MAT`SEESIDEWALK CONTRA WIDTH ' TS T \ CD • ` - (SEECONTRACT)Os 1 RAMP ENTRANCE-1/2"LIP / z i I \X\N.. I I . I (D W DUAL-FACED CEMENT CONCRETE I CEMENT CONCRETE DEPRESSED CURB SECTION I I p j / TRAFFIC CURB AND GUTTER TRAFFIC CURB AND GUTTER AT CURB RAMPS AND PLAN VIEW - J CEMENT CONCRETE CURB DRIVEWAY TAPER(TYP.) CEMENT CONCRETE AND GUTTER(SEE NOTE 3) 5'-0" 2'-6" _ DRIVEWAY ENTRANCE TYPE 1 CURB AND GUTTER PLAN VIEW SIDE SLOPE(TYP.) 8 DRIVEWAY ENTRANCES L _ MIMES (SEE NOTE 3) NOTES (TYp) tTYP) x 1. When the driveway width exceeds 15' (ft), construct a full depth TYPE 2 2 15'MAX. (SEE NOTE 6) VARIES _ 15' MAX. (SEE NOTE 6) expansion joint with 3/8" (in)joint filler along the driveway centerline. 1/2"(IN) LIP BETWEEN s 6 GRADE (TYP.) (SEE CONTRACT) (TYP.) See Standard Plan F-30.10. Construct expansion joints parallel ROADWAY GUTTER A 1"(IN) R. CEMENT CONCRETE NOTE BREAK GRADE _ GRADE BREAK with the centerline aS required at 15' (fti maximum spacing when (SEE CONTRACT) AND CURB,OR SEE S 12"(IN)R r g' - (SEE CONTRACT) -ter CURB RAMP, LANDING, BREAK NOT STEEPER THAN CONTRACT PLANS 4 JC3 L CEMENT CONCRETE OR 12'(IN)R. o * \ �C * driveway widths exceed 30' (ft). E m ASPHALT CONCRETE 1"(IN) OR DRIVEWAY --__�, ROAD GRADE ENTRANCE 1. See Standard Plan F-30.10 for Curb F�rpansion and ,SW. - ` ° 2. See Standard Plan F-30.10 for sidewalk details. 1/2"(IN)R. (TYP.) a SIDEWALK OR PATH VARIES FROM R. Contraction Joint Spacing and See Standard m _mma *_ - DEPRESSED CURB AND LL -' 6"(IN)TO 0"(IN) Specification Sections 8-04 and 9-04 for / I 3. Curb and Gutter shown; see the Contract Plans for the to J GUTTER(SEE NOTE 3) PEDESTRIAN RAMP k __ 8 additional requirements. r PEDESTRIAN RAMP -' ^ curb design specified. See Standard Plan F-10.12 for i 111111.. 8 \ I 3/8"(IN)PREMOLDED JOINT FILLER r SIDEWALK CEMENT/ CO(TYP.)ETE SECTION A ,--_ 3/8"(IN) EXPANSION JOINT(TYP.)- Curb Deta118. J al 3l8"(IN) PREMOLDED O DRIVEWAY J (WHEN ADJACENT TO CEMENT SEE STANDARD PLAN F-30.10 4. Avoid placing drainage structures, junction boxes (SEE NOTE 7) SIDEWALK DRIVEWAY RAMP CONCRETE SIDEWALK) JOINT FILLER or other obstructions in front of driveway entrances. 3/8"(IN) EXPANSION JOINT(TYP.)- J o 12"(IN)LIP BETWEEN SEE STANDARD PLAN F-30.10 SECTION O ROADWAY GUTTER 5. Where "GRADE BREAK" is called out, the entire length of the CEMENT CONCRETE PEDESTRIAN CURB CEMENT CONCRETE PEDESTRIAN CURB - (SEE CONTRACT) (SEE CONTRACT) COND CURB TRACT(OR SEE line between the two adjacent surface planes shall be flush. LEGEND " AT CURB RAMPS, LANDINGS, 1/2"(IN)R. 6. The Pedestrian Ramp length is not required to exceed15 feet AND DRIVEWAY ENTRANCES (TYP.) -\ a DEPRESSED CURB (unless otherwise shown in the Contract Plans). When applying SLOPE IN EITHER DIRECTION (SEE CONTRACT) * io %' (SEE NOTE 3) FOR the 15 foot max. length (measured from back of sidewalk) the 1.5%OR FLATTER RECOMMENDED & - z _ -.----� running slope of the peestrian ramp is allowed to exceed 8.3%. * DESIGN/FORMWORK(2%MAX.) w I. `"�"` `� -jam ;-' ° ' . , .I_; Use a single constant slope from bottom of ramp to top of rv,.. �° �' .� o Q ,AS -t J V 7.5%OR FLATTER RECOMMENDED FOR L DRIVEWAY RAMP ramp to match into the sidewalk over a horizontal distance * * N`ASy L' tii Z ,4� p@ WAS/j/ _ _3/8"(IN) EXPANSION JOINT(TYP.) - of 15 feet. (SEEI NOTE 6) (8.3°J°MAX.) l Ir(t .� wwFACE OF CURB FACE OF CURB FACE OF CURB e° 0.F DRIVEWAY SEE STANDARD PLAN F-30.10 + 22 u VARIES 12"TO 24" FACE OF CURB a' `' !- �°�r. � w (SEE NOTE 7) 7. Beyond limits shown. Pay item does not include driveway. ; '? ' o ei o See Contract Plans. v VARIES 71/4" W "'e SECTION O - m CEMENT CONCRETE DRIVEWAY .,� O 1" _ 10"TO 22" - t" 6 12" ,p ��s ENTRANCE TYPE 2"PAY LIMITS (SEE CONTRACT) elEll1 12"(IN) 0 l/ "" �' z 1 CONTRACTION JOINT(TYP.)-SEE STANDARD PLAN F-30.10 �C' // 28690 O -tt� _ 5 12" 1" /� R. O -3 3e3 O w CC "CEMENT CONCRETE DRIVEWAY Q .� A E 1"(IN)R 1"(IN]R. // .0 A".- STE_Q' \� w FOR RAMP LENGTHS GREATER THAN 8'-0"PROVIDE >{' 01 S TER ♦' V a ENTRANCE TYPE 1"PAY LIMITS '' 9 .t 2 12"(IN)R. 7"(IN)R. 1/2"(IN) R �'f9 �Ci CONTRACTION JOINT EQUALLY SPACED 4'-0"MIN. OC S/O,h;A L E� co" .-. ISIIIIIIIIIIIIIP ( /ONAL m �� s ROADWAY - ROADWAY D ROADWAY ° ROADWAY Zeller,Scott L ., D ' Ili ��77 Barry,Ed ( 7 111‘ DRIVEWAY - nil lz zw6a:z6 PM DRIVEWAY / J ° ° ,D . SEE NOTE ) May 6 2014 3:31 PM � - o (SEE NOTE 7) e/ CEMENT CONCRETE O ° ritisl ° . CEMENT CONCRETE CURBS DRIVEWAY ENTRANCE - m - v ° D . D AV / CL. 4000 CONCRETE TYPES 1, 2, 3, & 4 r- c • • m r. ° • ° D • ° , • STANDARD PLAN F-10.12-03 PER STANDARD SPEC.8-06 3 �% /� PER STANDARD SPEC.8.08.3 STANDARD PLAN F-80.1 0-04 Q 0 0 • trd1 W 7 314" 1 3/4" 8 1/4" 6 1/4" SHEET 1 OF 1 SHEET SHEET t OF 2 SHEETS j O < , Is J csi Q �j 0] APPROVED FOR PUBLICATION APPROVED FOR PUBLICATION m U d Its 1341 ,ffi' lun 112014•125 PM `�" ter,ILIF eQt�tGxZ'E2. pea Jul 15 GPM iffr ' ,"., �*�•�STATE / �/ STATE DESIGN ENGINEER sr"re°E9°"E"°"ff" \\ - ISOMETRIC VIEW \ ISOMETRIC VIEW Washington State DepanmenlofTmnsporation DUAL-FACED CEMENT CEMENT CONCRETE MOUNTABLE CEMENT Washington Stole O.pone.morrmo.perMim ��✓r / TYPE 1 - PAY LIMITS \ TYPE 2 - PAY LIMITSWii CONCRETE TRAFFIC CURB TRAFFIC CURB CONCRETE TRAFFIC CURB N Ta- STANDARD PLAN I=-30 . 10-03 - CONCRETE SIDEWALKS STANDARD PLAN I=-80e10-04 - CONCRETE DRIVEWAY ENT-RANGE ° _` Lui / MAX 20' DRIVEWAY WIDTH PER 5TR-28 OF ED5 STANDARDS Z 4( v 2 1'-0" Cr SIDEWALK SEE © 6 12" 2 \ GROOMED VARIES 3/8"(IN) EXPANSION JOINT(TYP.) - Z u FOR SIDE TREATMENT SIDEWALK 6 1/2" (SEE CONTRACT PLANS) (SEE CONTRACT) - CONTRACTION FACE OF CURB FINISH(TYP.) L SEE STANDARD PLAN F-30.10 LI-I ln ,,--.\i Q _1._0" 1,-0� SEE OTHER SIDEWALK SECTIONS (SEE CONTRACT) JOINT 5 12" 1" Or- si 2 0% 12"(IN)R.(IYP.) v CEMENT `v o VAv��. i MATCH SIDEWALK WIDTH J tu tj ROUNDING ' 1/2'(IN) R. (TYP.) CURB NOT INCLUDED IN BID ITEM- CONCRETE -- (SEE CONTRACT) t A i SEE STANDARD PLAN F-10.12 0 2 0°h-MAXY v1 ° 1 SIDEWALK `p ', ` Q v tns �/.Y of 2.0%MAX ,.� D . r D ROADWAY ` * MATCH SIDEWALK WIDTH 1I pYc�k4 ��///\�\�/\��\ ,J1 '\i ///� ` • . 1 •1"(IN)R - (SEE CONTRACT) �! ; 6'_0" VARIES 6'-0" al g l�•' %/ r � � / .•V . •I - . f \ I /�l (SEE CONTRACT r- A/ I- •(j` SEE RAISED EDGE 3/8"(IN) PREMOLDED /\ w". SEE CURB FACE DETAIL / ° . / 3/8"(IN) EXPANSION JOINT(TYP.)- -�-� DETAIL-THIS SHEET JOINT FILLER DI tni • D •. - •\.., y A -___- R \�� GROOMED W\' \\�\�\\\\ U ( _. SEE STANDARD PLAN F-30.10 C I �\ \ FINISH(TYP.) -� O I-.- WITH RAISED EDGE MONOLITHIC CEMENT CONCRETE Z i_. 0 1 FINISHED GRADE 1"(IN) BELOW 8" 8 12"• 1" "„ `' z O v N TOP DF CONCRETE SURFACE CURB AND SIDEWALK y Z _ 2'-o SIDEWALK NOTE `\P % I 0 0 \ (t co 1 0" P O MIN. (SEE CONTRACT) CURB FACE DETAIL w \ Z to 1. Four feet of the sidewalk width shall be the minimum pedestrian accessible Z ., - Z 0 12"(IN)R.(TYP.) EXTEND SIDEWALK TRANSVERSE EXPANSION , I _ -. I ---.,- - C .• ionnanso ROUNDING CURB NOT INCLUDED IN BID ITEM- route free of vertical and horizontal obstructions. Gratings, Access Covers, JOINTS TO INCLUDE CURB(FULL DEPTH) -- I _2.0% 1 2.0%MAX. SEE STANDARD PLAN F-10.12 Junction Boxes, Cable Vaults, Pull Boxes and other appurtenances within the • (V sidewalk must have slip resistant surfaces, be flush with surface, and match `, O ^� grade of the sidewalk. \ (SEE NOTE 1) a 2'_6" 2'-6" CEMENT CONCRETE DRIVEWAY ENTRANCE (SEE NOTE 1) © CEMENT CONCRETE `, S� Y PREMOLDED3/8" ) g WALL OR BARRIER BUFFER STRIP(TYP.) CURB AND GUTTER SIDE SLOPE(TYP.) CURB AND GUTTER •�PN JOINT FILLER J \t` (TYP.) (TYP.) (SEE NOTE 3) (SEE NOTE 3) PLAN VIEW PLAN VIEW ADJACENT TO CURB o ‘\ DRIVEWAY ENTRANCE (STEEP FILL SLOPES) SIDEWALK TYPE 3 SIDE SLOPE(TYP.) TYPE 4 BROOMED FINISH(TYP.) a'• 18 � `� THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE a488 0. zyG g�10 4" WIDE qWU� 7'-0" SIDEWALK 12"(IN)R. t�'' PERIMETER SMOOTH-TROWELED } i 2I'H SLOPES 02 ALL CUT MIN. (SEE CONTRACT) p• CEMENT CONCRETE CURB m k V J7 12"(IN)R.(TYP.) b e ��, (CURB AND GUTTER SHOWN) ran dNOT INCLUDED IN BID ITEM ¢ - r ! NOT INCLUDEDIN BID ITEM- ...MATCH SIDEWALK WIDTH (SEE CONTRACT) _ (SEE CONTRACT) °.zw CURB _ so 2.0% 1 v 2.0%MAX. SEE STANDARD PLAN F-10.12 J 8"(IN) LLER PREMOLDED O� ► SEE STANDARD PLAN F-10.12 0 1/2"(IN) R. (TYP.) (SEE CONTRACT) �ws g m .� R �' t ` 'h• DRIVEWAY -� - 1/2"(IN) LIP BETWEEN ROADWAY a 1/2"(IN)LIP BETWEEN ROADWAY 6 �N 3.re"(IN) Arrk S C Q E�' v f v ) * m �( GUTTER AND CURB(OR SEE E- GUTTER AND CURB(OR SEE F o a% (SEE NOTE 7 1a ro 12"(IN)R. (TYP.) w�0 3/8"(IN) PREMOLDED -� - _._ ' �� - CONTRACTtO' CONTRAC LU �2w�osaJOINT FILLER } J � Q > 3SIDEWALK ADJACENT TO WALL DETAILADJACENT TO CURB .. 4 / SIDEWALK DRIVEWAY copBRIDGE OR PEDESTRIAN °DRIVEWAY , ° (SEE NOTE 7) �E�G/ RAILINGI /// DRIVEWAY � DEPRESSED , { ' ozG�3/8"(IN) EXPANSION JOINT(TYP. - RAMP DEPRESSEDSECTION O CURB AND GUTTER V / oi�s\kirlIt ) CURB AND GUTTER RAMP SEE NOTE 3) :11 a'ma \ CONTRACTION JOINT SEE STANDARD PLAN F-30.10 (SEE NOTE 3) ( !o a 8 rAW BARRIER-SEE • SIDEWALK \ IN SIDEWALK ONLY SECTION O o CONTRACT PLANS ,err (SEE CONTRACT) 8" `% N Q „`;_' / (IN) (TYP.) LEVEL t2" /`FF l CO AND SIDEWALK BOTH Ll A1'R[C�. re � R:iSye • ifs "S0o'66 g 4- ( • 1/2" R. TYP. 'lb ` ( 12"(IN)R. he`� p@ WASd _ /)• ✓, / I CURB NOT INCLUDED IN BID ITEM- \� ,t@ /i�, B n ';, wpNLL FLUSH r ; "v 2.0%MAX` SEE STANDARD PLAN F-10.12 ! ;p �° 0.� 9 " - -jQ -1 T ,o I-3` �����\� m l a OJl" �� d 1 g¢¢O 'I;O`�sr/`c. � it -WY ".' 0 uw�wF1"(IN)R. ISOMETRIC VIEW ,f "CEMENT CONCRETE DRIVEWAY � io$VERTICAL WALL- "(IN)PREMOLDED \� ,, r •a l �t' ri' ENTRANCE TYPE 3"PAY LIMIT "CEMENT CONCRETE DRIVEWAYF �`�laitilitegilitia JOINT AND FINISH 9w v zeaeo o °�EI SEE DETAIL JOINT FILLER(TYP.) O ,p 343e3 O �+ ENTRANCE TYPE 4"PAY LIMIT \, A, AF `l'ADJACENT TO CURB AND RAILING OR WALL DETAIL s8pa DRIVEWAY ® ' st®r sTE�y ♦ �J, 1 STB G\ (SEE NOTE 7) S G RAISED EDGE DETAIL /ONAL \AL OWNER APPROVAL CL.4000 CONCRETE DRIVEWAY '� EXTEND SIDEWALK TRANSVERSE PER STANDARD SPEC.8-06.3 _,_� / r (SEE NOTE 7) = •Scr,Scott 3'-0"MIN. JOINTS TO INCLUDE RAISED EDGE _ FOR SIDE TREATMENT_ SIDEWALK BUFFER STRIP ,; INITIAL: �� May620143:41 PM ]u11820167:07 AM SEE OTHER SIDEWALK (SEE CONTRACT) (SEE CONTRACT) UUU YYY"' SECTIONS �I 3/8" 1/8"TO 1/4" CEMENT CONCRETE CL. b000 CONCRETE DEMENT CONCRETEPAGE. 12"(IN)R. CURB NOT INCLUDED IN BID ITEM- SIDEWALK / DRIVEWAY ENTRANCE �,,, PER STANDARD SPEC.8-06.3 Op, TYPES 1, 2, 3, & 4 0 �'� 2.0%MAXI (TYPJ SEE STANDARD PLAN F•10.12 ,", STANDARD PLAN F-30 10-OS STANDARD PLAN F-80.10-04 •"//"//\//' // . ,• . . . '�'+ O .° D •.Th 'aye O -. ,,it D " q D SHEET 1 OF 1 SHEET • / / �/. : WY SHEET 2 OF 2 SHEETS "r"' D • APPROVED FOR PUBLICATION APPROVED FOR PUBLICATION FINISHED GRADE 1"(IN)BELOW TOP OF CONCRETE N. a.E°lich,Pawn ". / j' "�/ Carpenter,i°� OF: SURFACE FOR PLANTING-FLUSH IF PAVED PREMOLDED Jun 112014 125 PM ` 0 o°L ISOMETRIC VIEW ISOMETRIC VIEW e�'.s• Ne Jul 18 2016 12:22 PM JOINT FILLER SPATE DESIGN ENGINEER ` STATE DESIGN ENGINEER ADJACENT TO BUFFER STRIP O O Wa.empton Stw Depanmm.tof Tmmporhmen i - TYPE 3-PAY LIMITS TYPE 4- PAY LIMITS E EXPANSION JOINT C CONTRACTION JOINT Washington State Deportment of Transportation T ,0 b GENERAL NOTES J. STERLING \ if \ \1'-0" 74c11" 1'-0"\ \ j ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. \ 1.\ - __._.____ 3y-7••._____ V- _-_-� \ V %'-6 ♦ \ 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. J. STERLING r- / / I / / / 11BASEMENT5LA1'lr / / / -1 / / a VERIFY HEADER HEIGHTS WITH SUPER. I 35saft 4 I r - \ - 21-11 v2" ------- / 1, 2'-a' i . 7'-71n"� \ ( I I 4.ALL EXTERIOR WALLS ARE 2 x b- 16"O.G. STUDS, UNLESS NOTED 1/4„ = 1, U.N.O. .1- / y; I I ( 1 ( � 1 \ OTHERWISE. z III \Ab,y \Aby ty r - - 1 I \Abby TIE GRAVITY FED DRAINAGE Ab� 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. STUDS, UNLE55 NOTED / F- -1 I / / I INTO STORM DRAIN \ OTHERWISE. OT2l-1 S rc / i b. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER 0- 4" OF PEA GRAVEL FOR DRAINAGE 4"OF PEA GRAVEL FOR DRAINAGE DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR CRAWLSPACE VENTILATION � 2 I �� LOCATIONS. � n o 01 8 � 8 4 \^e/ '41r GRAWLSPAGE AREA: 4,385 SQ.FT- ry W N w I \Ab\ n W M FOUNDATION NOTES CD I 4,385/150=29.23 SQ.FT.OF VENT 15 REQUIRED. ' = z XF XI XF � . 5 5 I _ K m . Q � USING b X 16 FOUNDATION VENTS,44 VENTS ARE a'� �u m J m o 1.ALL FOUNDATION FOOTINGS TO BE 18" BELOW GRADE @ FROST DEPTH. REQUIRED. ONE SUCH VENTILATING OPENING p 1O I p 2. JOISTS MAY RUN PERPENDICULAR TO DIRECTION SHOWN. in SHALL BE WITHIN 3 FEET OF EACH CORNER OF J v I v 0 W .�_ THE BUILDING. 2015 IBC-1203.4.1 FINAL LOCATIONS OF FOUNDATION VENTS TO BE _ I GRAVITY FED DRAINAGE IN GRAWLSPAGE 3. FOUNDATION WALL HEIGHTS MAY VARY DEPENDING ON FINAL GRADE. 1� 3 E I\ DETERMINED ON SITE. ,z I_ _J 7z L ® I I ® I J L _J 4. FOUNDATION FOOTING MAY VERY DEPENDING ON FINAL GRADE. ` 21-11 1/2" 4, 2'-0" 4, 2-3 1 n" 2'-0" 4 2'-7' 4 2'-0" 5. FOUNDATION DETAIL MAY VERY DEPENDING ON FINAL GRADE. c b 8 6.ALTERNATE FOUNDATION DETAILS AVAILABLE UPON REQUEST. jr, A' Ab 1-51 n" - - 24'-3 in" 35'-0" \ SIMPSON HANGER TYPES I N row MARK TYPE SIMPSON HANGER MODELS E l_ - I . 8"X 24"CONCRETE FO• IV"' r 71 P 0"X 24"CONCRETE FOOTING r 8"X 24"CONCRETE FOOTING n / 1. AG/AGE _4_BG / L ._o'�\• wkr, ,,._a„ 7,_0" - f - - - J CJ POST GAP 2. LGECO * 8 3. RTC if I = Ab 1 1. ABU 8"X 24"CONCRETE FOOTING n N � -I _ ,a•_2• \, I POST BASES 2. ABA I 3. ABW ��y I 1. H2.5A g N 4" OF PEA GRAVEL FOR DRAINAGE r ---4" OF PEA GRAVEL FOR DRAINAGE r� TRUSS SEISMIC & 2 H1 (In ' \ \ HURRICANE TIESiii n . _ - LL I . • ' o 1. HGA10 r f EXP. BEAM SEISMIC E 1 GRAVITY FED DRAINAGE IN GRAWLSPAGE 8 x & HURRICANE TIES -- - - - � p,g � cJ o r �% 2 1. ITS N • CRAWLSPACE ACCESS -------- N +-' � / r 24"x 30"MIN. I-JOIST HANGERS 2. MIT/HIT 6 U) - \ 33._1" --- - 3. IU5/ MIU ilt r� 1. LU5 4. LSSU O 1 FACE MOUNT 11' `n cr,r 2 _ 8"X 24"CONCRETE FOOTING - 8"X 24"CONCRETE FOOTING . 9 4 = 2. HU5 5. 5KH Z m U! �• ei 2-5 1n'_ \ •-o•y JOIST HANGERS X r- I- - � 1�o < • ,r I - 3. MUS CUSP HANGER) O O L 111 •• �Kt � 8 8 CED 'P n 9 ti''i;' AM 8"X 24"CONCRETE FOOTING r 8"X 24"CONCRETE FOOTING n I �'�� / GLULAM BEAM AND 1• HU 4_HHGU Q Q Z t-. Ab y i - - - - - 0 'r ,J- - DOUBLE-SHEAR 2. HUG (USE OFFSET ra HANGER FOR 5 O IIL d 4 m 8 Ab ) 1 J ( 8 tl JOIST HANGERS 3. HUGQ EDGE OF DECK} N n N. I I \- 1 gsu 1 = cAbs 3 I NOTE: IF ALT. HANGER NEEDED, VERIFY W/ SUPERVISOR. 1i I I �. o i ,(® 8"X 24" 0 2'-0"� m 10.-3.� __._._.._.11.-2.� _ ---- \ I N o iv L "' CONCRETE FOOTING ' a= 1 "'_ cla ✓ ____ b I- _ �- I iv 8"X 24"CONCRETE FOOTING I I 8 S ` ` . 8"X 24"CONCRETE FOOTING 8"X 24"GONG ETE FOOTING ry ii 44 . I � I I �„L, J is 4 I _1 \y y I - _.,�/ / \ T 4 J. X T-111/2 - `I, 2'-31/�t 11-2 -- 1 Z l� . / 8H 8 \ I o -ol ..,I - 0"X24" I XLL I - I.- .1 - � \ r n �/ \Ab\ L - f - - CONCRETE FOOTING I m z I _ I 8"X 24"CONCRETE FOOTING _ W -I Jl I I, _ - � - _W ,n Q O T 19'-10 1/2" 2'0" T-11 to"- `� 13'-51n" \ �+ , _1 \-- I I 8"X 24"CONCRETE FO STING 1 \ 1 1... 44i 4" OF PEA GRAVEL FOR DRAINAGE-- T - r'- 4" OF PEA GRAVEL FOR DRAINAGE n/ • I 8 risi GRAVITY FED DRAINAGE / o 'tic? e �\,`�� �� fN`�' N INGRAWLSPAGE I rvw o �SfvV. n �/ (,, 1 xw 0_ to _ m� ~ çc1 U U 1\ t � 1 , t3 /� zAb m cN zox Ab Ab Ab / - / I N BASEMENT SLAB iV I / 38 sgft / / / tLt * 14'-0" twLL�� \ 23'-11" \ q 25T.--00," _ § \---- 241-0 \ o w g Q < \ 23'-11" \ 11-0. 11-0" \ -24'-0„ \ J anjowo / / / & yicialo PAP AMC 19.14.030 Section 3002.4 for elevators /l.,~ r� c O gS 3002.4 Stretcher Requirements. In all structures four or more stories above grade plane or ( 'Y ' J 110 P four or more stories below grade plane, and in all groups A, B, E, I, R1, R2, R4 and LC �� ' a ieia aCI iwrp42tag 1 EOP woz,m occupancies where elevators are installed, at least one elevator shall be provided for fire Q W y!�» department emergency access to all floors. Such elevator car shall be provided with a minimum ��l� =-aa 1111�IrA W I% I �KDVU clear distance between walls or between walls and door including return panels, of not less than �iZ�(/$ D cltn; 5,o / 86 inches by 54 inches (2184 mm by 1272 mm), and a minimum distance from wall to return GA w EER'S SEAa so o = ZV SLABS 11 HD ALT 1 - HOEDOWN - EMBEDDED STRAP TYPE 1S Feet Stwa i. 0 somt panel of not less than 51 inches (1295 mm) with a 42-inch (1067 mm) side slide door, unless 62 * SUBGRADE: U5E STRUCTURAL FILL OR NATIVE MATERIAL, COMPACTED TO 95% RELATIVE COMPACTION. IT 15 STRONGLY * MIN. CAPACITY: GOOD FOR 2185 LB UPLIFT. 1-re.M.s ONLY. l„- F<gi rig otherwise designed to accommodate an ambulance-type stretcher 86 inches (2184 mm) by 26 OWNER APPROVAL H RECOMMENDED THAT ALL STRUCTURAL FILL BE CHECKED BY A GEOTECHNICAL CONSULTANT. * HOEDOWN: U5E L5THD8 FOR NO RIM JOIST CONDITION. inches (660 mm) in the horizontal position. The elevator(s) shall be identified by the international * UNDER SLAB INSULATION: MAY U5E XPS OR EPS RIGID FOAM WITH MIN, 25 P51 COMPRESSIVE STRENGTH UNDER SLAB. - FOR RIM JOIST CONDITION USE LSTHDBRJ. PLAIN AREAS OVAL IF USED, PROVIDE AND INSTALL PER MANUFACTURERS RECOMMENDATIONS. * NAILS: USE 1 b, 1617 TO FULL-HEIGHT STUD A5 FOLLOWS. symbol for emergency medical services (Star of Life). The symbol shall not be less than 3 * SLAB THICKNESS: USE 4" MINIMUM. * STUD: USE LARGER OF: KING STUD A5 SPEG'D ELSEWHERE; OR CHOICE OF 2- 2X, 3X, OR 4X. inches (76 mm) and placed inside on both sides of the hoist way doorframe. The symbol shall MAIN FLOOR 3,121 SQ.FT. INITIAL: * REINFORCEMENT: USE ANY OF THE FOLLOWING: ALT 2 - HOEDOWN - BOLT TYPE be placed no lower than 78 inches (1981 mm) from the floor level or higher than 84 inches 2ND FLOOR 4,200 SQ.FT. PAGE: - MINIMUM #3 REBAR AT 24" O.G. EACH WAY CENTERED IN SLAB. (2134 mm) from floor level. HOEDOWN: USE HDU2. 3RD FLOOR 4,098 SQ.FT. WELDED WIRE FABRIC, MINIMUM W2.9 X, b X b (b Ga.) CENTERED IN SLAB. SPLICES OVERLAY 8" MIN. * LAGS: USE b 5D5 1/4 X 2.5 TO FULL-HEIGHT STUD PER ABOVE - FIBERMESH PER MANUFACTURERS RECOMMENDATION. * ANCHOR BOLT: IF NET SET, USE 5/8" DIAMETER 55T131b, OR 5/8" ALL-THREAD WITH NUT AND 3" WASHER ON EMBEDDED END. UTILITY/MECH. ROOMS 552 SQ.FT. - HELIX MICRO REBAR, MIN %BS PER CUBIC YARD. OF: MIN EMBEDMENT = 12". IF TOO LONG TO FIT IN FOOTING, BEND 90-DEGREES AT BOTTOM OF FOOTING, MAINTAIN 3" COVER AT TOTAL LIVING AREA: 12 7"(� SQ.�T. * CONTROL JOINTS: MAXIMUM RECOMMENDED SPACE = 8' O.G. EACH WAY. THIS 15 A NON STRUCTURAL ITEM AND ` MAY BE CHANGED OR OMITTED BY CANNER. BOTTOM OF FOOTING. - - *VAPOR BARRIER: USE MINIMUM 6 MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. - IF ROTOHAMMER, USE 5/8" TITEN HD OR ALL THREAD & EPDXY, WITH b" MIN CONCRETE EMBEDMENT, CENTERED IN STEM WALL. ENTRY PATIO 143 SQ.FT. � J. STERLING I. SIDING MATERIAL / BRACED RETAINING WALL - TOP OF WALL 15 CONNECTED TO FLOOR DIAPHRAGM R 21 INSULATION SIDING MATERIAL co J. STERLING R o BRACED RETAINING WALL - TOP OF WALL 15 CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION I -1/16 05B 1� ( 1u16 05B �� il 1/2" SHEETROCK 1/2" SHEETROGK " NAILS OR SGREV4S " 2" OG. STOOD 3/4" SUBFLOOR 3/4" SUBFLOOR 1/4" = 1' U.N.O. g A B C D E F G V W X Y 1 Z 1 I�I A B C D E F G V 1N X Y Z _ __ ,► � OPTIONAL 4"SLAB 1 - �1^4,,. (GARAGE,PATIO) m • NAILS IN BLOCKING �i F LENGTHFLOOR JOISTS , ' ' LENGTH l FLOOR JOISTS 111 d y �} z / (JOISTS PARRALLEL ONLY) RETAINED WALL OF VERT. O 1-21-1$ z RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING // � , V FOOTM6 FOOTING WALL ANCHOR BOLT BLOCK VERTICAL HORIZ. FOOTING FOOTING / HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING " SPACING REBAR @ REBAR REBAR TRANSV. CONT. -A35 TYP.ONLY ' HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING SPACING REBAR© REBAR REBAR TRANSV. CONT. F SOT.L BEND REQ IF A>4' OPTIONAL 4"SLAB SOT.L BEND II Z iii l, (GARAGE, PATIO) ° i 01) - „ n u u NOT F to� - SIMPSON HANGER O 4' CENTERED 18 b 6 72 REQUIRED boo #4 @ 24" #4 @ 24" N/A (2) # 4 IF JOISTS PARAI 1 FI 0' - 4' CENTERED 1 8" b" b" 12" RE NOT b" #4 @ 24" #4 @ 24" N/A (2) # 4 JF IOI5T4 PARAI I FII- -INSTALL"6"BLOCKING • - w - E ♦I v o INSTALL"G"BLOCKING IN (2)BAYS. W i IN(2)BAYS. w -SCREWS OR NAILS m (n -SCREWS OR NAILS �I- z O 4' 1 "- 6' 5" 24" S" b" 56" 4$" 6" #4 10 24" #4 © 24" #4 © 24" (2) # 4 II ,D w 4' 1 "- 6' 5" 24" S" b" 56" 48" b" #4 @ 24" #4 @ 24" #4 @ 24" (2) # 4 3"O.G.THRU SUBFLOOR W E �' p- 3"O.G.THRU 5UBFLOOR A A F MIN. 2 z: F 1 32" „ CRAWLSPAGE zp 18' N. = m 6' 1" - S' 6" 32" 10" 6" 2$" 2$" 8" #4 @ 16" #4 @ 18" #4 @ 16" (3) # 4 GRAWLSPAGE • BELOW GRADE _I a i 6' 1 $ 6" 10" b 28" 2$ $ #4 @ 16 #4 @ 18 #4 @ 16 (3) # 4 BELOW GRADE I Z' X 4"TIGHTLINE O A X 4"TIGHTLINE u n n a u un 14" ll o 8' 1" - 10' $" 42" 10" $" 1 $" 1 $" $" #5 @ 14" #5 @ 1 S" #5 @ 14" (4) # 4 1 X 4 P.T.EXPANSION JNT. I ' ® --' a S 1 - 10' $ 42" 10" $ 18 1 $ $ #5 14" #5 18 #5 " EXT.WALLS ONLY J Z @ @ @ (4) # 4 1 X 4 P.T. EXPANSION JNT. EXT.WALLS ONLY z R-10 S O R-10 @: O -CONDITIONED AREA SLABill 1- -CONDITIONED AREA SLAB LL ON GRADE MIN LAP SPLICE=24" i ON GRADE ., MIN LAP SPLICE=24" m Y I Z \ Y � Z Y C LL GENERAL NOTES: NOTE #1 LAB OR FILL-SEE NOTE#1d B GENERAL NOTES: NOOTERFOOTINGINGRAWLSPAGE SLAB OR FILL-SEE oTE#1�1 B- * W COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. NLCZ COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSFAGE • ---5t R-10 FOAM WHEN NO SLAB 15 NEEDED. R-10 FOAM • DRAIN ROCK ° * WHEN NO SLAB 15 NEEDED DRAIN ROCK * lir___ r- T _ COLUMNS F, G, ARE MAXIMUMS. MAY LE55. W/ 10 MILVB 0 COLUMNS F, G, ARE MAXIMUMS. MAY LE55. 10 MILVB DUNDER, MIN. 4"PERE _._____ - _ _ __ __.__ UNDER, MIN. y i__ . 4"PERF. o * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF N- ® * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F RETAINED HT.(A) FILL REQUIRED bMILL VB ` (EXT.WALLS ONLY)RETAINED HT.(A) FILL REQUIRED 6 MILL VB - (exr.IHALLS ONLY) IF NO SLAB �/ * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. ` IF NO SLAB —C V * MAX LOAD = RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. o' -4' NONE 0' -4' NONE 3 C * REBAR MINIMUM GRADE 60. 5' - 6' 12" TOE HEEL * REBAR MINIMUM GRADE SO. 5' -b' 12" TOE HEEL * CONCRETE MINIMUM fc 2500 psi T - 8' 18" * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F * CONCRETE MINIMUM fc 2500 psi T-8' 18" * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F W 1 d ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR 5HEAR W W ALL CALLOUT. I' - 10' 24" ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR ALL CALLOUT. a di- 10' 24" ----- ------ NOT TO SCALE ------ - NOT TO SCALE E y �NO FLOOR SIDING MATERIAL 6 ) REJAININ& ° SIDING MATERIAL4 WALL - WALL HAS FILL ON INSIDE WITHIN 12" - 1/1 * s B 2 NT. RETAINING WALL - TOP OF WALL 15 NOT CONNECTED TO FLOOR DIAPHRAGM 12" MIN. 1/16 �5B" o _ \�_ 1 X4 P.T. EXPANSION JNT. X b WALL PONY WALL 2 X b WALL 1v A B G �/ E F G V W X Y Z R-10BA®ENT PERIMETER A B G �J E F G V W X Y Z a ABOVE GRADE AREAS \ 0 -CONDITIONED AREA 5 • ---- �' - 2.' ON GRADE ''/ •i �' LENGTH 4"5 • = F LENGTH F b" MIN. �m UNBALANCED WALL FOOTING FOOTING WALL -- HOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING ° RETAINED WALL FOOTING FOOTING WALL -ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING Z C41 H > c3 HEIGHT POSITION REBAR @ REBAR REBAR TRANSV. CONT - o HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING" SPACING REBAR @ REBAR REBAR TRANSV CONT. (t it X (Y i s WIDTH HEIGHT THICKNESS SP• - t\16" SPACING _ 'I BOT L BEND w w Q (Cl SOT.L BEND �\ GRAWLSPAGE I :1 Q u; n 6" u SEE NOT a 24" 24" FOAM o O UNDER, 0' - 4' CENTERED 1 $ 6 \\ #4 @ #4 @ N/A (2) # 4 W/ 10 MIL VB R-1 FOAM— /---_E w0' 4' 1 $" 6" 6" SHEAERWEALL REQ TIRED " 24" " / E SHEARWALL REQUIRED - CENTERED #4 @ #4 @ 24 N/A (2) # 4 F IQ ` MIN. 24" MIN. IN u 6' A24" SEE r p I � w 4 1 - 3" 24" S" 6" SHESEEE LL REQURED 6" @ 15" #4 @ 24" . 4 @ let (3) #4 W ° • i g 4' 1 "_ 6' 5 8" 6" SEE REQUIRED 6" @ 1 YJ" #4 @ 24" @ 1 YJ" (3) #4 ® 4"TIGHTLINE w m .� w 0. x g ` N = oNor 5" #5 1 18" #5 11" A !�� co 6' 1 " - {'' 6" 36„ 10" 6" SEE NOT a (4) # 4 - — _1 4 6 1 - 8 36" 10" 6" SHEAERWALL REQUIRED @ @ @ (4) # 4 18"MIN. V SHEARWALL REQUIRED S #5 @ 1 @ 1 PJ #5 @ 11 F a• la xET) 1 tr X- -- f Z q p BELOW GRADE ~ O un u 10" u SEE NOT u / „ „ 9" O 8' 1" 10' $" 4$" 10" S" REQ�RED p," " " " TGLR. ' ` 8 1 - 10' $ 4$ $ SHEARWALL REQUIRED #5 @ 9 #5 @ 18 (4) # 5 2"GLR_-/� w 5HEAERWALL #5 9 #5 18 @ q R-10 ' O z v tf1 @ @ (4) # 5 1 X 4 P.T. EXPANSION JNT. SCREENED 2" PVC MIN LAP SPLICE=24" -CONDITIONED AREA SLAB w / "KIN. / WEEP HOLES 6'O.G. _- ` `\ ON GRADE Y MIN LAP SPLICE=24" m Z �„L 1 1 1 O / \ 4"TIGHTLINE dI l.l—{ GENERAL NOTES: Z re- Y •_ -/ g 18240"MAIN. FOR GENERAL NOTES: NOTE #1 SLAB OR FILL-SEE OTE*1- 1 II B _ Z * COLUMNS C, D, E, IN, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. t COLUMNS C, D, E, IN, X, Y, Z, ARE MINIMU MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPAGE Y v ( ) • DRAIN ROCK * WHEN NO SLAB 15 NEEDED. io 1a�ye _ • DRAIN ROCK 'IC • COLUMNS F, G, ARE MAXIMUMS. JAY LE55. D COLUMNS F, G, ARE MAXIMUMS. LE55. D ® v +i / 3" / / O 4"PERE UNDER, MIN. I 3" r 4"PERF. I-- * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F -� ♦ * ASSUMED SOIL BEARING P 55URE: 2,000 P5F RETAINED HT.(A) FILL REQUIRED 6 MILL VB -*- IF NO SLAB V EU ( ‘ * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 P5F MAX SNOW. V * MAX LOAD = 2 RESIDE TIAL STORIES AND ROOF Wl 25 PSF MAX SNOW. 0' -4' NONE (�\ o w * REBAR MINI GRADE 60. 5' - 6' 12" TOE ---HEEL CV * REBAR MINIMUM-GRADE 60. TOE EEL 1U11 * CONCRETE MINIMUM fc 2500 psi * ASSUMED SOIL BEARING PRESSURE''2400 PSF CONCRETE MINIMUM fc 2500 psi ASSUMED SOIL BEARING PRE55URE: , 0 PSF co IZ a( 0- ** GHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. 9' - 10' 24" Z * o ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR 5HEAR kNALL CALLOUT. NOT TO SCALE NOT TO SCALE K� CA N \ 3/4" 055 ' \ \1/4 z x wALL " b X b P.T. POST s=°° 12 SONO- BE ��� 11 1/8" BC' JOISTS - - ,/ R-21 INSULATION J oy i ABUbb POST 5E4 C7,° .; (INHERE -< GARAGE DOOR / PI R-3S INSULATION U.1 / i- BUCK OUT FOR GARAGE DOOR F— ~a I vollISQLl . - 1/4" X 3 1/2" DRIVE ; ; L 1./2" SHEETROCK / 4" GONG. SLAB OVER 6 MIL i s¢ CONTINUOUS BLOCKING (� p 48 O:C. / VAPOR BARRIER ON Na 2 X 6 STUDS 16" O.G. WITH VERT. HOOKS R-to G- • NULARFILLZ li _ -CONDITIONEDAREASLABDOUBLE TOP PLATE. p � oNGRADE 2XTREATED PLATE O(4) GRADE40 #4REBAR �: -W t � OI- 1/4" X3 1/2" DRIVE RAWL m EACH WAY t 114$ O.G. o _R-10 FOAM r •• // W/10 MILVB °OTREATED SOLE PLATE r P1 (4) GRADE4O #4REBAR - - -�la - dJ ' • • •-' UNDER, MIN. -t (2) GRADE 40 / yA' �s Z "p�oo (2) GRADE 40 #4 REBAR �, D oFo=° 8" X 24" CONC. FOOTING W/ 1 1 (3) GRADE 40 # 4 HORZ. REBAR _ MAY VARY-PER PLANT 16" #4 REBAR 7�'�`� tz 6 MILL VAPOR BARRIOR - - IS sots eartz.uees.. OWNER APPROVAL UNDISTURBED SOIL 'jt€skS DN LY . INITIAL: PAGE: i K� STRIP FOOTING & PONY WALL ' � POST FOOTING 6 THICKENED FOOTING �) SCALE:TYPICAL OF:OUNDATION WALL @ GARAGE DOOR y SCALE: 1 " — 1 ' K / SCALE: 1 — 1 SCALE: 1 = 1 1 " PLAN AREAS GENERAL NOTES J. STERLING MAIN FLOOR 3,921 SO.FT. 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. 2ND FLOOR 4,200 5Q-FT. \ ---74'-11" \ J. STERLING ry \ 32'-7" - --- `I, 5'-10" \ 4 -- 36'-6" \ 3.VERIFY HEADER HEIGHTS WITH SUPER. i 3RD FLOOR 4,098 5Q.FT. / / / / ii 1 / E ' / / / 4.ALL EXTERIOR WALLS ARE 2 x b- 1b" O.C. STUDS, UNLESS NOTED , SIMPSON HANGERS ,, i - - - 1 _ -- E / A7 _I I n sN I OTHERWISE. 1/4 1 U.N.O.E - Al _u- - _.., I I I o o I -.j r-_... - - -�- - - SIMPSON HANGERS. -._ 1_ - - - -'-I tt UTILITY/MEGH. ROOMS 552 SQ.FT. II� I I 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. STUDS, UNLESS NOTED -_w TOTAL LIVING AREA: 12,111 SQ.1=T. I I I I I I oTHERWISE. cre _ I l= I r- � I / E - / I O1-21-18 ENTRY PATIO 148 SQ.FT. I +i a I I I L A 11(r `� 6. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR a j L SIMPSON� LOCATIONS. Ab I ,/� Ab ' HANGERS I CD � . � FRAMING NOTES z POST SCHEDULE A\ ✓A1 I /A 11 i DEFAULT MATERIAL:DOUG FIR NO 2 OR BETTER A7 Al/ I Al I� I I '� 1. REFER TO SHEET Ab FOR FOUNDATION NOTES AND DETAILS. Ur DEFAULT BOTTOM CONNECTION ON PLATE:2,FC OR 2,A34 WITH SCREWS,OR 4, 16D FACE NAILS. I I i'; 4 w. w= o DEFAULT BOTTOM CONNECTION ON BEAM:2,FG OR 2,A34 WITH SCREWS,OR PCZ. - f' Ns�'. i b� I. 'L., C ,_- U) DEFAULT BOTTOM CONNECTION ON CONCRETE:PB,OR AB,OR ABU,OR ABW,OR CBSQ '° I I f„ Iw T w H v m m ir 2. COORDINATE W/MECH. & ELEC. FOR LOCATIONS& SIZES OF 1:1) W ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/8"ALL-THREAD,EPDXY b"KIN. ate'. ,2- °r' - m m m m i FOUNDATION/SLAB/JOISTS BLOCKOUTS. INTO POST BUTT, USE O MIN., ., MIBE, USE CONC. O G MIN., USE MAY BE WET SET OR EPDXY. - 14'"BGI 6000 1.8 DF"i"JOISTS 12"O.G ` I I I� I `f 14"BGI 6000 1.8 DF"I"JOISTS 16"O.G. .r ENNNEER5 CONNECTOR f ,,. 1 12 FD FLOOR DIAPHRAGM--1 I I I I - ® 12 FD FLOOR DIAPHRAGM MARK m 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR (IF BLANK, USE DEF.ABOVE) i I I0 I I I SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT 1OP 2-2 X 4 4 X 4 ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVALmr) . L /L n L ® PRIOR TO THE FABRICATION AND INSTALLATION. 2 3-2 X 4 2-2X6 4X6 $ 4. ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED 0 R \ 23'-B" 4'-41/2" \ 4•-6" \ BY MANUFACTURER ea 3-2 X 6 4-2x4 b x b I :o :o GDX OR OSB STIJRDI-FLOOR T&G, GLUE a 5 FLOOR SHEATHING TO BE 3/4" CBEAMS SCHEDULE \ I 14,-.0. _ _ 17'9 6-b^ 33•{�• a,6" \ AND NAIL W/ RING SHANK 8d's®b"EDGES& 12" IN THE FIELD. FACE LL A c = .-�_ `�' i E GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16" g �_ _.. - ;M;E-i'�i6_._ `, _ ,-.. . - I 7 A \ OSB OR EQUAL. 1 DEFAULT SAWN MATERIAL IS DOUG FIR NO 2 OR BETTER. air I _ _ Y3Q_, ®bli - I- • - - � + - s1ali DEFAULT NA LAM,LVL,P ION:3"BEARING IN STANDARD Oh PLATE IN. HEREIN. - _-.� � 9 J BEARING w°LLAE _ m I� I � -' � BEARING WALL ABODE � � _ � i Pt � i o DEFAULT WALL CONNECTION:3"BEARING IN POCKET OR ON PLATE WITH MIN.,2 STUDS BELOW. Al Al y�-- /' - - ,- I / 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST / I 1� - & _ - - 8 c p`l� �G LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO DEFAULT END POST CONNECTION:LGE,ACE,EPGZ,OR EGGQ. L - i i �•� �� � - - - - -•h- i � � DEFAULT CORNER POST CONNECTION:WITH MITERED BEAMS OVER LGE4,LCE4Z,OR RTC44. ,I " I \ I 'a \\ AS _h /Im i " '' FLOOR HOEDOWN LOCATIONS. Et DEFAULT MID-POST CONNECTION:EPGZ,PGZ,GGQ OR SIMILAR k a-0" p\ -�y�- A I - \ _/ i� A4 I cir y DEFAULT BEAM TO BEAM CONNECTION:MU,HUG,HUGQ OR SIMILAR. ` \'l 1T-B" I / ` - ) --III 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING ENGINEERS CONNECTOR L i MARK MIN., USE ALT 1 MIN., USE ALT 1 MIN., USE (IF BLANK, USE DEF.ABOVE) �• I LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. V� <thial I g 30B 4x12 bx10 1.15x14 LVL / I 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. g �✓ g �/�S l 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE 35B 1.75x14 LVL S CONNECTIONS A5 WELL AS FROM TRUSS OR RAFTER TO BEAM _W V m J�/ 36B (2)- 1.15x14 LVL - � CONNECTIONS. " € SIMPSON HANGER TYPES r I3?B (2)- 1.75x14 LVL 1508 c 1 MARK TYPE SIMPSON HANGER MODELS C m m xI 1.AG/AGE 4. BC 0 ( POST CAP 2. WE 'IA 2 40B (2)- 1.75x14 LVL 2I '" L 14"BGI 6000 1.8 DF"I"JOISTS ib"O.G. V `� ry .._. y�2'-0" - l f 12 FD FLOOR DIAPHRAGM b 3. RTC 6 2 Rig 1.75x14 LVL $ / Fit- -'w 1. ABU 1 o IT POST BASES 2.ABA � a- z to m 426 (2)- 1.75x14 LVL E 32'-7" I 43B 1.75x14 LVL �- - - t9's" 20 e" ¢\ 1. H2 A III tY X n< to 2 it- tc A -ice l��1 #- t(=-Ili -1>=i� A 4�1, - It=--10 _, A SOB USE MIN., 1.75X14 LVL UNDER SHEAR WALL IN ADDTION TO TYPICAL FLOOR JOISTS. -� _" Al !" J' Al 8 _ _ _ _- - - - �6 I - yA,• TRUSS SEISMIC & 2 H1 5 ram+ .. N BEARING WALL ABOVE ~ �8 \ - T X 6'-43/4" ,-93u" - „ „'_ -\ - - - - ,� - HURRICANE TIES .+, JOIST SCHEDULE \ A J ' / Ab A4 �_,r. sC:'�s -1:�• L . ,µ Ali1I1 m Cr'® �� Il,� SEA- ' ' LA�O © - / ;�� �i!J6 WALL ABOVE ��� Eo 1. HGA1O DEFAULT RAFTER OR DECK JOIST TO BEAM CONNECTION 15 GON'T OR SKIP BLOCKING AND H2.5, - - - - ® 1 'I' -'- I' y 4 _rk EXP. BEAM SEISMIC DEFAULTR H1,OR SAWN MATER WITH IAL 5 DOUG FIR NO2 OR BETTER. I ' & HURRICANE TIES --- `- DEFAULT SAWN FACE MOUNT HANGER IS U,LU,OR W5.USE SLOPED/SKEWED WHERE APPROPRIATE. a m f" 8 I o I I N DEFAULT SAWN TOP FLANGE HANGER 15 JBA,L5,BA,ORB(WELDED APP,USE LB,BA,OR B) Er tr < Ab il' ANY NATIONAL I-JOIST BRAND,EQUAL OR STRONGER MAY BE SUBSTITUTED F i - - . i I '^ S I 1. ITS CO DEFAULT I-JOIST FADE MOUNT HANGER 15 IU5 OR MIU1 DEFAULT I-JOIST TOP FLANGE HANGER IS ITS,HIT,OR MIT I I i� / 8 •elp '- ''' 1"- 0' Ab fo ' o I-JOIST HANGERS 2. MIT/HIT O - PLAN ENGINEERS MIN., USE ALT. 1 MIN., ALT.2 MIN., CONNECTOR(IF BLANK € 8 L • •'I ""LL I ' .J 4'Atra" ,�1 I I a 1 �1 , 1 CALLOUT MARK USE USE USE DEFAULT, ABOVE) l- - - Ab Ab Is;&' Ic` _ '-� I 3. IU5 / MIU !L V 14" BC! 6000 1.8 q A h 8 I • m - - 10 0"- 1 - •-\ b0J b0J Al - - - - pl 1�-1a=1 = - I . 1- LU5 4. L55U ? 1 • 16" BEARING 1"W.L ABOVE 14" BGI 6000 1.B 14" eGl 60 2.0 Ab - I 8 FACE MOUNT 2 HU5 5. 5KH I- 1- . JOIST 61J @ 32 7" I - I ®_ . _ I r 1- -" .Q - _ - - * J015T HANGERS 3. Mu5 CUSP HANGER) W . n Q 0 11 - -AI • 12" 1b" o I - 1� 12 FD FLOOR DIAPHRAGM P B-6" HUMS I� ROVE tr-71n" I a S I I __ GLULAM BEAM AND 1. HU 4. HHGU n _ BEARING NALL J SHEATHING: WITH JOISTS AT 24 OR 19.2 OC, USE MIN., 24 OC RATED I 12„ DOUBLE SHEAR 2. HUG (USE OFFSET v ('\ Z 3/4" II' 14"BGI0 1.8 DF"i"JOISTS i b"O.G. "" I $ I v h' JOIST HANGERS 3. HUGQ HANGER FOR ,\ uj < APR STURD-I-FLOOR; EITHER SPECIES GROUP 1 r EDGE OF DECK) ' 12 FD FLOOR DIAPHRAGM i OR 1/b" SPECIES GROUP 4. MAY BE 05B OR PLYWOOD. ���1 w� NOTE: IF ALT. HANGER NEEDED, VERIFY W/ SUPERVISOR. tj GOOD FOR 130 PSF, IL @ L/360 DEFL. �� , WEAR NG NA m y `i Q _E" / `� -E- .. a - 7- o GAR * SHEATHING: WITH JOISTS AT 16" OG, USE MIN., 16 OG RATED, m - I I \ I S W 4 0 v n� N APA STURD-I-FLOOR, MIN., 19/32" THICK. MAY BE OSB OR �8 ` �8� 4 ti~per ° PLYWOOD. GOOD FOR 245 P5F TL @ L/360 DEFL- < I Ab \/ „r o to B k � a 4471, O * SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) o- ;� - ORIENT SHEETS CONTINUOUS OVER TWO OR All 0 Cl MORE 5PAN5, WITH THE LONG DIMENSION - _ _ - - I !I' 7(/271//8 �,lbw- SIMPSON r _!� HANGERS ACROSS SUPPORTS. I �lA7�a I II ��I, I /e I * NAILING: GLUE, AND#9 SCREWS CONNECT bEEDGE15H12 PIE D.RING SHANK NAILS OR - - - I�I, y I -y_ _ 7 �� II II il II 51MP5oN HANGERS r 5� `a g ,„ T- SIMPSON HANGERS..- - 7 E - - r �, L , n * / / L - ' / A7, 1. I ; 4 n _ �� , v - /J _ / / •I-� V o s 8 BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS (BEAMS) AND \ T_10, \ �._B„ \ ,yT£AA.T amust . Z. i-_° CONNECTIONS TO SHEAR WALLS BELOW. \ 30'-5" - \ - 14'-0" \ 301•6" \ - �g W W 1 FLOOR-CEILING SYSTEMS DETAIL, Y4400D-FRAMED � dxm „ % GA FILE NO. FC 5106 GENERIC ,.E6 1 HOUR 55 to 59 STC Z. lAi A4 wga=, WOOD I-JOISTS, GYPSUM WALLBOARD, FIRE SOUND A151 V/ ' RESILIENT CHANNELS / J = W o ��o°$ 'L-JI '��v�¢ N,O=7"i Base layer 1/2" type X gypsum wallboard applied at right angles to resilient channels Face Mount 0 ° 08 40. 30 LB FELT OR SUITABLE BARRIER o��- 16'° o.c. with 1 1/4" Type S drywall screws 12" o.c. Resilient channels applied at right Joist hanger TO BE USED BETWEEN HANGER AND J yo?.a'� angles to minmum 9 1/2" deep wood Hoists, with minimum 1 1M" deep x 1 I/2" Wide - - (Seisms De ignCategoresD12& D2) ♦� I• U- Nw $$ y yFloor Blocking per IRC AGO-D&GA-B TREATED SILL o o$ 4N,I, flanges and minimum 3/8" webs, 24" o.c. with 1 1/4" Type W drywall screws. Face layer r . ` `• BGI Joist II� ,// SILL SEALgU=o 1/2'" type X gypsum wallboard applied at right angles to channels with 1 5/8" Type S - - - - ' ° Blocking \ d , /I� �la �W$ drywall screws 12 o.c. Face layer end joints located midway between channels and rt.„, o �,� mt., la w,ti.q attached to base layer with 1 1/2" Type G screws 12" o.c. Edge joints offset 24" from 1 ' `yet. ` 1 base layer edge joints . Wood l joists supporting 5/8" oriented strand board applied at �� I �,J / \ 0 �°right angles to I joists with 8d common nails 12 o_c. I • II I` ( OWNER APPROVAL e r '441 1YSTC and IIC tested both with and without vin l floor coveringand with 3 1/2" glassfiber 11011/4\kok NITIAL: y Intermediate I Nail Boise Rimboard Simpson Slrong-Tie insulation in joist spaces. Third layer of 1/2"or 5/8" type Xgypsum wallboard ® ® 17511.88 PAGE: p v yp Bearing to Bag joist with 8d - -- Versa-Lam or Boise GLULAM Beam: BEND TAB AND Approx. Gelling FASTEN WITH 10dx1 required to achieve 1 hour fire resistance rating when glass fiber insulation is /WALL OR BEAM) Nailing per local nail into each flange. Beam width shall exceed FA5TE LB WHENILE used. Weight: 5 psf code provisions 2x specified hanger nail length AREB E NOT USED Fire Test: NRCC A-4440.1 (Revised), 6-24-97 / Sound Test: NRCC B-3150.3, 6-30-00 / js- CONTINUOUS BLOCKING rQ RIMBOARD I� JOIST TO BEAM TOP PLATE HANGER OF: IIC & Test: 46 (50 vinyl floor covering) '� U NRCC B-3150,3, 6-30-00; y NOT TO SCALE NOT TO SCALE \ / NOT TO SCALE NOT TO SCALE NRCC B-3150.6, 6-30-00 \ / PLAN AREAS A r FLOOR PLAN NOTES J. STERLING SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED MAIN FLOOR 3,921 SQ.FT. \ \ b'-0" \ 36'4" \ IN EVERT'BEDROOM AND ATAPOINT CENTRALLY LOCATED IN THE GORR DOR OR AREA _ __ - - ------ ----------- - ------ 7.1 trz" 1 ION, REQUIRED SMOKE DETGIVING ACCESS TO ECTORS 5EPA9HALLTE LRECEIYE THEIR PRIMEEPING AREA. IN ARY POWER FROM THE o \ 8'-117n" \ b'-0 trz" \ 8'-8" \ 8'-11"-- \ \ \ 5'-31YY \ --- 16'-51rz" - 12'-51rz" \ J. STERLING o, 2ND FLOOR 4,200 SQ.FT. o'-51n" STEP 0'-3" 0'-1112 BUILDING WIRING AND SHALL BE EQUIPPED WITHABATTERY BACKUP. SMOKE - --5-0" - - 1 - 14'-6" - `I, 5'-0" '}. 3'-0" \ DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. - ry _. .v_ - -___. _..._..-_ \ 3'-0" •}, 5'-0" `� 8'-0" 'I. - `I, ----- 11-T' \�-3'-2' \\1'-b"\ \ 8'•td' S'-0" ], W01 5060 FIX/SL W62 5060 FIX/SL. W04 5060 FIX/SL W05 5060 FIX/SL ------ 3 3RD FLOOR 4,098 SQ.FT. / / / / Ff- _ - / / / SHELF AND HANGING ROD. „ o , / STEP / f 1/4 1 U.N.O. UTILITY/MECH. ROOMS 552 SQ.FT. 1 A 4X8 @96" 5J $ \' S'-0' c, 4X8 �96" IAI B,- 1 G, ®�% • m 4®�96" 5 A nIL "7Z I A ° a I I _ ^y x ° BUILT IN SHELVES. W 4 3 TOTAL LIVING AREA: 2,771 SOFT f ` m I IN. STAIR o ®� o - m �T-2-(-�8 a / f ' - d 108 5Q FT �IN031668 -IC 10.<� r08 5Q FT x a 4 `•, 4'-41rz" 4'-1" \ D013� #'A - BED 1 I' o � r CABINET-OWNER/CONTRACTOR TO VERIFY. ENTRY PATIO 148 SQ.FT. o ,, 1 - , / �� � ss: o 0 'J w w m -v 4 LEILING 4X6 , m -s s- I 1 ° �-J o g�g EGRE55 WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.1 o n #1 F - BATH --Lry oEr. r. B2 ❑ _. 6'-d' \ 6'-51n" II S 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20"WIDE AND 24" V -o: ee- HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR. #1 F BED 59 5Q FT i� I a a �' UI / m z•Th z'fr m . I z_ _ o / �D054668 , -�I / E L 108 5Q FT r C a� m 4 CEILING ICD) '4 m w Z a m j u°" ,, f #1 A - ADA o 4 1 0 4 - G WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH 0 - ry \..•/ m III a ATH p swu°er. ;a CLOSET o (J AS AGLOGK TIMER WITH AZONE RATING OF LS OR LE55. = 10 / "' r.,w?°cpn ^t G1 fir aO 72 SQ T I--I F'� ry 21 '5SOFT r_ m -r W 4 o f° F A U.ON 18"HIGH PLATFORM.TOP OF PLATFORM TO BE 1 1/8"T&G PLYWOOD. m mO- ❑ O z �_WINDOW SCHEDULE Q 1 IG X I � I _ 1 #1A - 2 BED ADA APT' / LI - / r / EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8"TYPE"X"GYP.BD. NO FURNACE SHALL0 0 WIN.# QTY. FL SIZE W H EGRESS TEMP. TYPE D3'@069 ° h% �'1jt p ( < 'rr -¢= 3445a FT II , BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, a W01 , 5060 60" 12' YES FWSL. 4 2 - - O / H 1A ® @� °® LIP m1 4GEILING m omd 1 ° b 5 BATHROOM,OR CLOSET. PROVIDE AT LEAST 30"OF WORKING SPACE IN FRONT OF:6 II W02 5060 60" l2" FWSL. -�,� o. mDET I/ _ GLOSS" 2 O I _ Gtm , IFURNACE.W03 1666 18 ' 80" YES PIG. `� r 1 saFr ___. - a /- - �� I ,�\ �,. f W04 5050 60 ' 72" FIX/SL c. m 1- - 3 q o ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE `"WOS 5060 60" l2" YE5 FUC/5L. iN I` \ d / b40 068 -:_ _f'- ��t� f o o won \ in ❑ b ,j INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES ` •• ----- D36 2868 .D38 4668 , °' re'1 Q 4'-3" - 2'-51/2" t RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, 17.3 4660 54" l2" FIX/SL. f 5'-7" / -8-B 4'-4 1n" /5�� 4'-41n" `�, - o -�o,•° ""'"c06T - #1A - BED 2 '�2 END OF PIPE LE55 THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE ° 4660 54" l2'; YE5 FIXISL. 'a ,p a 11 m '0 I m D082BboY / ,Q 5Q FT7,71n„ 4 0 EARTHQUAKE.PED HIN UPPER I/i AND LOWER II3 TO PREVENT OVERTURNING IN AN F o DET - ' ® _ ` '� ��Du'T 306d j� EARTHQUAKE. 5060 60 ' ' 72 ' YES FIX/5L. - X 1 O r m m r" IN K - - PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT&COLD SHUTOFF 5060 60 ' 72 FIX/SL. _ " E ® #1 P - 1 BED APT. �o m 1 1 CONTROL VALVES 8 WASTE AT W45HER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL • 5060 60 ' 12" FIX15L. eD a m m -i ® ® i'+ I --1 4 / GI COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET THE MAXIMUM LENGTH OF e 2068 24 80 YE5 PIG. a 4X6 268 SQ FT -v ❑ o I , 1A/I„I - _ EET FOR f 2 "1 CLOSET I THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 F 24 80" YE5 PIG. ' ; 0 of CEILING n g2 O 1 D- -- v 1 IAI 1 - AMETER EXHAUST DUCT OF g 2068060 60 ' 72" FPIX/SL. _ .�>: V1 W 82 HOOD.MIN 700 GFM 82 i`+ B1 m AGH 90-DEGREE BEND. A MINIMUM 4 INCH D p SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. I: 7J ,_. _.. _ _ -._ _ - _-.. O L}.T- }fir BEARING iNALL '---; . _ V � J,a 5a FT m I W- ai 5060 60" 72 ' FIX/5L. CC/ / �.- - CLOSE - HOOD,MIN.100 GFM 1��A �� f / TiI 1 I" / / MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE 5060 60 ' 72" YES FIX/SL �ti i6A ® - 8 f -___ S CI / / / _ � l 1 T u B1 _ 1 11 1/2"- F n'�:, 10'-t" \ 'I,Y-0" PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 - .._ _. Wll �O- IF G.F.M.AND SHALL NOT TERMINATE CLOSER TFIANB FEET TD ANY OPERABLE WINDOW Lii o I WO' NEW i 45060 60" 12 660 54' 72 FIX/5L. m = ' �- 152 CFM 51 I 1 113 2 � -- ' 13 19 17" \ f 2W L. cO\ OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4INGHE5. DRYER,KITCHEN, ° 5060 60„ l2 , YES FIX/SL. 2 0 • - -� - _ - - HOOD,M I i Io o b r J f 1 0 AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK o et l 1 , ,_ '- _ - -r_. 3068_ _ I. ` 41 3 O,mi,la'1O '- 5 PRIOR TO INSULATION FOR FRAMING INSPECTION EXHAUST FANS TO BE G 2 5060 60" 72" YES FIX/5L "' - GEARING MALL kkkddd ll'tt al W'n6=j` - U- o "-- 11 ,, CONSTRUCTS NOT EXCEEDING SMOOTHBORE,NO NO NONCOMBUSTIBLE MAY MATERIALS.USED IN CONNECTIONPPROVED F E WITH 2 5060 60" 12' FIX/5L. // cr 2 5060 60" 12 FIX/5L. _ 13'-2' 4'-b" 12'-9" N - 2 I %T- DOMESTIC DRYER EXHAUST. 2 sobo bo' 12 FIwsL. �` #1 B BED 1 , < i 2 5060 60' 12 YE5 FIX/5L. --DD lI c 4 22"x 30"MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. #1 E ADA STUDIO `� um� D�n� / 101 sQ Fr 4x6 �' 2 4660 54" 72" FIX/5L m Tr CO°ET' FI •4 Wit Luf/1 FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2"PLYWOOD. 275 SO FT ,(. yg ���p ,�,r/ Gl 9'CEILING 1 1 ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR ithi ;_127 2 4660 54" 12" YES FIX/5L. m o q 5 \ 0 ,� �' �� (I �"'" f� �rp�' ��� SEALED TIGHTYti29 2 4660 54" 12" YE5 FIX/5L. o0 in 4CEIUNG 1 °Ec17:13 iii m �,/Jf�a/}!-'%{� Y� `S o C+ f It 2 4660 54 12" YES FIX/SL - m I ,- m Y o b 1 O GUARDRAIL 36"ABOVE FINISHED FLOOR.STAIR HANDRAIL 36"ABOVE STAIR NOSING. W30 2 5060 60' 12" FIX/SL m 10'-11/2" _ _. 10'-101/2" rt v o o E"°r.�°E�. o INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A4"DIAMETER SPHERE TO PASS - W31 2 5060 60" 12" YES FIX/SL. Cl ,. -- -11 1/2" 12 12 1 2 THROUGH PER I.R.C.SECTION 312.2. E W32 2 5060 , 60" 72" FIX/SL. - b �' I ''! b' '^ o 5 - 4 / - PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR _ W33 2 5060 60" 72" FIX/5L. - f „.. 52 0- - o o #1$ - 2 BED APT. / f -- .-_- - -- a / r / D33 3068 / o TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO O W34 2 5060 60" l2" FIX/5L. ' �A .' 373 SQ FT I Gl r 1 MANUFACTURERS SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE = W35 2 5060 60° 12" FIX/SL / L 4 CEILING m SURROUND&HEARTH MATERIAL. O W36 2 5060 60 ' 72" FIX/SL. Fuo °I° L = o ° CV M '3? 2 5060 60 ' 12" YES FIX/5L. - inl r I i ° S® #1 E - ADA " 11 2 111--0 .- 2 4 ' 1 O 5 OET. j f Z? GARA6E FLOOR SURFAGE5 SHALL BE MINA"CONCRETE. SLOPE LONGRETE FLOOR -,_ CNI 2 5060 60 12" YES FIX/SL �o' in B1 _ C ( BATH 10Ni. ?y b p �^ I I 1 m 14 MIN.7/8"PER 12"TOr4ARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. Cr E 2 5060 60 72" YES FIX/5L. m l0 5Q FT °' m °°°�* G, _t O r-o v r D" \2'-B 1rz" \ . . HALL o a v 2 4660 54 ' 12" FIX/5L. / .{ / i- o. I °, / °O 1 C'L , f x O 2 5060 60 ' 72" FIX/SL. p .' u - i„ -,i i` Gt- 551 50 FT o ,,, �,. •f - #1 B - BED 2 _ o ,n 1 ` 3 5060 60 ' 72 ' YES FIX/5L. m - 2b sOG ET B, --g�. 1 8 O"� #1 D - $AT�" /� i- pp 9'GEILIN6 ❑ ';• 2 Im 100 5Q FT a to TEMPERED GLA55 en 3 5060 60 l2' FIX/5L. m 8 Q 80'2 Q G1 BtQ �� 2 111rz /o rt /ry D1430E 8 icy m m O 1 o X (n H d" C 3 5060 60 ' 72 ' FIX/5L. m WH / v \ D8 5Q FT B2 CH 4GEILING 1 1- 3 5060 60 72" FIX15L. / - _ _ Q -' b 4 /„ Il Ce x 3 4660 54" l2" FIX/5L `�I BEARING VW- _ -� ®� 3 G�TI/ J.n m_ T /1r 1 6 20 MIN.FIRE RATED DOOR WI SELF-CLOSING OEYICE. Lu O Q / 1� 5 �� / �� _ � f' ® O k 1,4, 4 WH ❑ n -1 an v N 3 4660 54 l2 YE5 FIX/SL. � �teh PdiB • Bt 82 ® HOOD,MIN.100 GFM , _l ,; , -4 CLOSET./ 2-41rz 10'-1' B2 0 Q OIL 3 4660 54 12 YE5 FIX/SL ," m @ GEM -_.. �O,° BEARING WALL r _._ , BeaRmrti+.l _� / / / T r m 1 O m /4X8 80' 4X8 8O" HOOD,MIN.t00L I ' lOP - - -_. - --- - -T'- 1&-386� -_ -- (+• �Vl 3 4660 54 ' 12 YES _ FIX/5L. x. . __ - = _ ,� - �/ >� E 1 V `L 3 5060 60 ' 12 ' FIX/51_ zs o n - y` 4'' ---._� r� I 1 • I ,o ® ❑ . •, tY_'{n'Z-emu 13-6 9'-101n" G \ o�P 3 5040 60' 72 ' YES F1X/5L. in o - o- 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. 3 5060 60 ' 72 ' FIX/5L. m 1 4X6 r-) .0 UTILITY I FIRE x o 3 5060 60 12 ' FIX/SL. - #1 B - BATH - 3 sobo 60 12" FIX/SL m 1 1 5 #1 D - BED #1 D - 1 BED APT. m m �a ax6 1 S. STAIR ' 10"`a; 60 50 FT _ ID 81� J SUPPREssIU:, ELEGTRIGAL m 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. CA P 4 109 5Q FT '" ADA RESTROOM , CI 3 5060 60" l2 ' FIX/51_. yc Si SO FT 217 5Q FT ROOMda 3 5060 60" 12 ' FIX/5L 4GEILING 4GEILING d-31n - ° a6 sa FT f 3.VERIFY HEADER HEIGHTS WITH SUPER. 0 A m\ b'-2• I.1 - 13'-2 1/2" A 78 5Q FT 3 5060 60 ' 12 ' YES FWSL LOpC o ' T-.I - - _ p: 51III '�-� °"Es'1BL "' 3 5060 60 ' 12 ' YES FIX/SL. ° m f ----- -® -- --- ---- - o Lu b 1 0 - Cd/ I $ry 4.ALL EXTERIOR WALLS ARE 2 x 6- 16"O.G. 5TUD5, UNLE55 NOTED 1 mem i 3 5060 60 12 ' YES FWSL. - II-G1 s.1°rsce.= ty 1-d"{, �, } B1 WALL UNDER STAIRS °I° �_ p / ® ;,, o 3 4660 54 ' 72" FIX/5L. o ❑ 14) HANDRAILS PE i CODE J r - 1 r _ 4 OTHERWISE. 3 5060 60" 72" FIX75L. _ B2 52 ,Y BEARING WALL 1 L 0 WINDOW OPENING CONTROL DEVICES WILL BE REQUIRED AT SILLS OF I- .,.- - - __ ___ '�{ �'_ _� �. v UP I B2 - - / 1 / 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. 5TUD5, UNLE55 NOTED WINDOWS BELOW 36".CONTROL DEVICES CAN BE RELEASED TO ALLOW / - Imo- r _ ✓ / -a STALKED STACKED STACKED STACKED 10 r=A OTHERWISE. , w � -f 8'-21l2" 2 2 2" \ o' w• ' 1'-0" - I HANDRAILS PER CODE 1'-0" IWASHER/ WASHER/ NMSHER/ YWSHEW - L. r al OPENING TO MEET EGRE55. a `{� n•Y 1 I I I I ". '{. DRYER DRYER DRYER DRYER o / 2 lrz G HOOD,MIN. ? I WH - J B1 r 6. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER Z CZ �� - q i ., ' Gt A DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR W 0 HEADER SCHEDULE ry b I / ,---1 it '-tom G1 4 ` t } ' f `tl% / - BEARING WALL 9 10 ^"' = - - - $�e� I A n V 2 ® G1 . � ® / LOCATIONS. 0 DEFAULT HEADER MATERIAL:DOUG FIR N0.2 OR BETTER _ �--_ 8 rd B2 ,I - o s BEA NG WALL I -2X HEADERS MUST 8E IN TALL ORIENTATION WITH FLAT 2X NAILED AT BOTTOM IN"L"GONFIG. m in10171 m D26 4066 n L 72'-1 3/4" /, i;, ,\ Q-87n" '}. B'-4" \ 4'-71n"- J N #1 G BATH 10 °� s„ �. � "sr nyt, Ct 7 AAA o °" (, 1 4Xe GI&O �,a„� z DEFAULT TRIMMER:USE ,,2X STUD OR SIMP50N LUG HANGER,EACH END. �LtJ mo al sT7U/J m �/ lfi ' `�j�- M/ 9 �/� y�q y FRAMING NOTES DEFAULT KING STUD:OPENING 6-FEET WIDE AND LE55 USE 1,FULL HEIGHT STUD EACH END(PL.TO PL.) 69 50 FT ,m,, 1 Q° m ,n nn0-� an oF /O° �.'�� E rover. eit-VG / 'l/ /Y e ('"I V J 4 0 z DEFAULT KING STUD:OPENING WIDER THAN 6-FEET,USE 2,FULL HEIGHT STUDS EACH END(PL.TO PL.) Gl m nIt- �I/ o r PLAN E"GI"EE"E MIN., USE ALT. 1 MIN., ALT.2 MIN., TRIMMER,EACH END KING 5TUD,� -, I -- 12-51rz" \ s-4 `Z ��((• S z �1 J, �. �//( MARK OF BLANK USE __ - _ B2 , �1 B14 "`uJi 1. REFER TO SHEET A6 FOR FOUNDATION NOTES AND DETAILS. CALLOUT USE U5E DEFAULT ABOVE.) EACH END / BEARING HALL w._ L v rY ID CLOSE"' rr 2 • - &S / 2. COORDINATE W/MECH. & ELEC. FOR LOCATIONS& SIZES OF LLI I I� m #1 G 1 BED APT. tyj i - ` 0 q 11 sa Ft °�T /`,� o _ 82 w a Q. o FOUNDATION/SLAB/JOISTS BLOCKOUTS. -7 • I-- ISI 20 H 2X6 L-GONE. 4X6 > > r _._ __� 1 w m 290 5Q FT WC Oct ` x 0 , ) T- O i �D24 068 M. /\/' ry O 4CEILING I 14'-71/2" T-41/2" -Li 1/7 y, V C4 1° ❑ m _ 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR r�v/ 1- T-51/2" a-T A A I D203068 B2 ° LAUNDRY ROOM § SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT 1F- co 4X5 21 H 4X8 a _, N` 2X10 L-GONE. , 6'-a" f 313 5Q FT • / ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL a- O IL _ Q' m VERIFY HEADER bw I L.I i 0 4 CEILING j PRIOR TO THE FABRICATION AND INSTALLATION. ` 1 Q 8 WIDTH&LOCATION rn oinv z 1 -1 O W Nll I :tall Q I a ( '" 1 I LL _ 4.ALL TRUSS TO TRU55 &TRUSS TO BEAM CONNECTORS TO BE DESIGNED CA 22 H 4x12 6X10 m #1 C - BED 1 '` c m c 0 . 9 BY MANUFACTURER O -VERIFY RTl'Y SUPERVISOR � I I.I ELEVATOR ELEVATOR MEGH o0, 5 'IG, 113 5Q FT -WIN.MDR TO LLIGN W/DOOR HDR HOKE EMT ! 1F �j� FT (SIZE TB.D.) �, 4X6 No r�:w .1'CEILING ®96" Q f •B2 a I 5. FLOOR SHEATHING TO BE 3/4"CDX OR 055 STURDI-FLOOR T&G, GLUE f Bt I_-_I CONSTRUCTED POST SCHEDULE �{ AND NAIL W/RING SHANK 861's b"EDGES & 12" IN THE FIELD. FACE D216t%% - - 1 ' " , /. SHAFT ENC URE 9'CEILING I DEFAULT MATERIAL:DOUG FIR NO.2 OR BETTER ■" S ! •o c I / GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7116" b 13 2068 12 2068 DEFAULT BOTTOM CONNECTION ON PLATE:2,FG OR 2,A34 WITH SCREWS,OR 4,160 FACE NAILS. _ 4X8 O 96„ - 0'-3" A A '-3" o ,F 0 I, ,, B2 - ; @ 96" A A :o OSB OR EQUAL. 's F DEFAULT BOTTOM CONNECTION ON BEAM:2,FG OR 2,A34 WITH SCREWS,OR PGZ. `n O ' Cl pi, 4X8 @ 96" A \-v-B" 1, 9 c--�-6%2" 2-0• ( - ® _ Z DEFAULT BOTTOM CONNECTION ON CONCRETE:PB,OR AB,OR ABU,OR ABW,OR GBSQ - ___ „ �( - 2'-0"^---� \\ / � 1 B'" y/f -- I- - -- -- -o ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/8"ALL-THREAD,EPDXY 6"MIN. / / / -� 1 -- a - - ---u1 _. / / - / 1 - ---- ° ,1' / / / b. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST s z"8 INTO POST Burr,AND 6"MIN.,EMBED IN CONC.CONC EMBED MAY BE WET SET OR EPDXY. W15 5060 FIX/SL- W14 5060 FIX/5L- 1,81 1 5060 FIX/SL. LOCATIONS AND BETWEEN UPPER AND LONER STUDS AT FLOOR TO Z Pin o ENGINEERS CONNECTOR I \ a-o"- 5'-0^ B'-5" ---- y, 5-0" 'I, 8'-0" ----- \ 14-0" N. ---- - 21-6" `{r 5'-0" '}, a'-0" \ N FLOOR HOLDOWNLOCATIONS. win MARK MIN., USE ALT 1 MIN., USE ALT 2 MIN., USE (IF BLANK, USE DEF. ABOVE) o o 082 \ 12'-0 1/2" 18'41n" \ 4 \ i, 10„ \ b'-91n" \ 15'-to 1/2" \ P.LV.i 7. PROVIDE BLOCKING BETWEEN I-J015T5 AT INTERIOR BEARING �k�„a 70P 2-2 X 4 4 X 4 \ ._ 23'_1 i" 6'-6"---- \ 4'-6' 5'-0" 4'-b" \ 30-b" \ o LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. -I g-z x 0 n :wra \ Y D. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. 111.E 64 r. 3-2 X 4 2-2X6 4X6 \ �,_5„ X -1 -o• /--- \ 15-a"-�, f \ 11-0 30.6 \ o=>W EXTERIOR WALL WALL GALLOUT PLAN VIEW 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE it 051 0 3-2X6 4-2x4 6 x 6 SIDING DETAIL 1 FOR TYPE-B V'4ALLS1 CONNECTIONS A5WELLA5 FROM TRUSS OR RAFTER TOBEAM 0p�; BEAMS SCHEDULE 5/8 EXT. GWB ONLY Q CONNECTIONS. Ooo �66U0 5!8" SHEETROGKTYP. 0GA FILE NO. WP 3242 GENERIC 1 HOUR 50 to 54 STC 0 W E. & IN. NALL- 1 HR F.R. o°=°� ADA BATHROOM N T__E MU DEFAULT SAWN MATERIAL 15 DOUG FIR NO 2 OR BETTER. $�z�s DEFAULT GWLAM,LVL,PSL MATERIALS-SEESTANDARD STRUCTURAL SPECS HEREIN. TYVEK HOUSE WRAP I R-21 INSULATION , J� FIRE SOUND ______ _ 02,1 DEFAULT WALL CONNECTION:3"BEARING IN POCKET OR ON PLATE WITH MIN.,2 STUDS BELOW. jR F 11 ` =-..- DEFAULT 7/16 0513 SHEATHING 2 X 6 WALL TYR 1 1 5/8 EXT. GWB �+ A. 60" FRONT APPROACH, 18" PULL SIDE CLEARANCE AT DOOR w DEFAULT END CORNER POST CONNECTION: O : ACE,MITEREDPGZ,OR EGGQ. ON E &N. GYPSUM WALLBOARD, RESILIENT CHANNELS, N z=P DEFAULT POST CONNECTION:WITH BEAMS OVER:LGE4,LGE42,OR RTG44. I I 5TUD5 16" O.G. �n �aB. 60"WIDEX54" DEEPCLEAR FLOORSPACE AT TOILET g�$MID-POST CONNECTION:LPGZ,PGZ,GGQ OR SIMILAR. ilT / \ I SHOWN MINERAL OR GLASS FIBER INSULATIONp WO®I] a7TUDrD -+ -- ,!I 6G'6oDEFAULT BEAM TO BEAM CONNECTION:HU,HUG,HUGQ OR SIMILAR. .• - G.60" DIAMETER CLEAR TURNING SPACE I mF„° CONNECTOR m.o ENGINEERS MIN., USE ALT 1 MIN.,USE ALT I MIN., USE I TOP SIDE Resilient channels 16" o.c- attached at right angles to ONE SIDE of 2 x 4 wood studs 16" ` t, a I D.30"X48"CLEAR FLOOR SPACE BEYOND DOOR SWINGro MARK (IF BLANK, USE DEF.ABOVE) 1 HR FIRE WALL WALL GALLOUT PLAN VIEW '• /� 7 V<0g E.30"X 48"CLEAR FLOOR SPACE AT TOWEL DISPENSER �� gz 3oB 4x12 6x10 1.75x14 LVL �/� or 24°' o.c. with 11/a" Type S drywall screws. One layer s/a" type X gypsum wallboard or i \/ �;;1 / j _n �\ )° I 1 F.30"X 48"CLEAR FLOOR SPACE AT LAVATORY zz w`g $1 gypsum veneer base applied at right angles to channels with 1" Type S drywall screws ,_, 5/8" SHEETROCK TYP. � ) r- 5/8"SHEETROGK TYP. I G.30"X 60"CLEAR FLOOR SPACE AT BATHTUB 35B 1.75x14WL R-13 INSULATION 2X4WALL $ o.c. with vertical joints located midway between studs End joints backblocked with _ _ _ a RESILIENT CHANNELS 16" • GARii 36B (2)- 1.15x14 LVL O.G. ONE SIDE • 2 X 4 WALL TYP., resilient Channels. ' mineral or glass fiber Insulation in stud Space. �fwcsyl ��° OWNER APPROVAL STUDS 16" o.G. B2 OPPOSITE SIDE: One la er s/s" t e X sum wallboard or surd veneer base a lied s " ~ �� -&c INITIAL: 37B (2)- 1.75x14 LVL /X X1 may` y yp gyp gyp pp Thickness: 5 /s t� TOP SIDE SEE WALL DETAIL 1 2x6wa� L at parallel or at right angles to studs with 6d cement coated nails 1 /s long, 0.0915 Approx. Weight: 7 psf c i, " PAGE: r 7 405 (2)- 1.15x14 LVL --STANDARD INTERIORNALL WALL CALLOUT PLAN VIEW shank, 116" heads, 7" o.c. \ Fire Test: Based on UL R14196, ,,;, 41 B 1.75x14 LVL 5/8" SHEETROGK TYP. Vertical joints staggered 24" on opposite sides. Sound tested with studs spaced 24 05NK05371 , 215-05, ' , O.C. II PECISTEREO ARCHITECT '474 O , li 5/8° SHEETROGK7YP. G (STC=50). Also sound tested with studs spaced 16" o.c. and with two layers of 5/8" type UL Design U305 42B (2)- 1.75x14 LVL 2 X 4 W I ALL .'►Mw ` OF: 2X4NALL1YP. X gypsum board on the resilient channel side (STC=50). (LOAD-BEARING) Sound Test: NRCC TL93-103, 3-98 •.KSJ. WOLETON PTO 1.75x14 LVL STUDS 16" O.G. STATE OF W$ASl tiG'r'CA atet tAd56R'S 564 � G I I G2 NRCC TL93 118, 3-98 vs- Fan. 57'o.A ersL 50B USE MIN., 1.75X14 LVL UNDER SHEAR WALL IN ADDTION TO TYPICAL FLOOR JOISTS. TOP SIDE 2 X 6 WALL yTLM,T en-4 LA' PLAN AREAS GENERAL NOTES J. STERLING MAIN FLOOR 3,921 SQ.FT. 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. co 2ND FLOOR 4,200 5Q.FT ` _ 7a-1t" \ 2.ALL HEADER MATERIAL TOBE4x10D.F.#2 u.N.o. J. STERLING el \ 32'-7" 6'-0" } 36-0" \ 3.VERIFY HEADER HEIGHTS WITH SUPER. - T 3RD FLOOR 4,095 SQ.FT. / , _Th _ :4 X14' LVL FLOOR BEAM _ _ - B F _ / - - II / / 4. ALL EXTERIOR WALLS ARE 2 x 6- 16" O.G. STUDS, UNLESS NOTED 1/4„ - 1 U.N.O. B _ - ' �l 1 ' t -T1 ... I, 1 OTHERWISE. a ----- Aq 51MP.ON �� G UTILITY/MECH. ROOMS 552 SQ.FT. HAN i R5 -' O Aq 'F o ®�' 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. STUDS, UNLESS NOTED __ ___ o TOTAL LIVING AREA: 12,771 SQ.FT. aILI OTHERw15E. 01-27-18 a rtll p b. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER EL m JJJ B DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR ENTRY PATIO 148 SQ.FT. Al • / o Al A9y LOCATIONS. POST SCHEDULE G FRAMING NOTES 0) I DEFAULT MATERIAL DOUG FIR N0.2 OR BETTER '� n �= rc m z DEFAULT BOTTOM CONNECTION ON PLATE:2,FC OR 2,A34 WITH SCREWS, OR 4, 16D FACE NAILS. I ,� m ICI ` --- -- 1. REFER TO SHEET A6 FOR FOUNDATION NOTES AND DETAILS. 0 DEFAULT BOTTOM CONNECTION ON BEAM:2,FC OR 2,A34 WITH SCREWS,OR P6Z m (�DEFAULT BOTTOM CONNECTION ON CONCRETE:PB,OR AB,OR ABU,OR ABW,OR CBSQo ,� � zei - 2. COORDINATE Y`U MEGH. & ELEG. FOR LOCATIONS& SIZES OF0 ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/8"ALL-THREAD,EPDXY b"MIN. P In \ e :E31:111111 :. LL FOUNDATION/SLAB/JOISTS BLOGKOUTS.Di W n INTO POST BUTT,AND 6"MIN.,EMBED IN CONC.GONG EMBED MAY BE NET SET OR EPDXY. LL .,'f .�- _ - - I Iin L eesi"eenz CONNECTOR v • k"'-•- n MARK MIN., USE ALT 1 MIN., USE ALT 2 MIN., USE JP SUBMIT 0 o- 3 FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR wo 1 (IF BLANK, USE DEF.ABOVE) IL C T - -c�� SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND lOP 2-2 X 4 4 X 4 eNGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL I - k-(2) 13/4 X 14 LYLI AlAq ry PRIOR TO THE FABRICATION AND INSTALLATION. LL .- FLOOR BEAMS I 3 GED 3-2 X 4 2-2X6 4X6 1, 1 in" 1 SIMPSON HANGERS © 11'-0" \ 35'-10 7/2` 1 - k w 4.ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED o 1a"Bu e000 1.8 DF°r JOISTS �' �f] BY MANUFACTURER I EA3-2 X 6 4-2x4 6 x 6 - ' 1`' 14"BGI 60001.8 DF'I"JOISTS I6"OI I. - ; 5. FLOOR SHEATHING TO BE 3/4"CDX OR OSB STURDI-FLOOR T&G, GLUE �p 12 o.c 12 FD FLOOR DIAPHRAGM r �i'( 12 FD FLOOR DIAPHRAGM - AND NAIL IN/RING SHANK 8d's Q 6"EDGES& 12" IN THE FIELD. FACEC 1 BEAMS SCHEDULE I• I '3s-101/2"-- GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 1/16" ta'-to v2" n 61n" b'-71n : \ - k I I + BEA NG NN-L 1 3/4"X 14"LVL FLOOR BEAM r -1 I A .I-_- - Y,-- .- 05B OR EQUAL. @ DEFAULT SAWN MATERIAL 15 DOUG FIR NO 2 OR BETTER. I 1 - -- A --- - - BEARING NULL 1, g 70P DEFAULT WALAM,LNEPSL ION:3"BEARING ARING94 POCKET RD OR ONFL PLATERAL IN. HEREIN. - -I �.-. .. .-- -------.---.--. _' - - � - - Aq r- -_l -fttl-,,,; _., DEFAULT WALL CONNECTION:3"BEARING IN POCKET OR ON PLATE WITH MIN.,2 STUDS BELOW. B Aq �� 1 -� C. _ K' ""' "" -"''`` � � ``_- - - -' -. B I {--�� ., m G � ... .. ... .. . .. .-�.,�, „ . %'' / b. PROVIDE SOLID BLOCKING IN THE J015T CAVITY BENEATH ALL POST N: E AG PGZ ORE / v A9 U- )f Al LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO DEFAULTCO q END POST CONNECTION:LG E,EGGQ Al '# -- - - - �� DEFAULT CORNER POST CONNECTION:WITH MITERED BEAMS OVER:LGE4,LGE4Z,OR RTG44. iV - - - I 4 1 $IMP50 i zo FLOOR HOLDOWN LOCATIONS. DEFAULT MID-POST CONNECTION:LPCZ,PGZ,COQ OR SIMILAR. \-Z-0" " i' r LL ® - 3_ , 1 I - ;HANGERS DEFAULT BEAM TO BEAM CONNECTION:HU,HUG,HUGO OR SIMILAR. y_ --""- "-" - _ - - 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING �6," CONNECTOR " ® ' ee INGvu 1 i MIN., USE ALT 1 MIN.,USE ALT 1 MIN.,USE i LOCATIONS INHERE THERE 15 A LOAD BEARING WALL ABOVE. MARK (IF BLANK, USE DEF.ABOVE) ` s } 30B 4• x12 bx10 1.75x14 LVL 11 B" V S.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. (I) s 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE 358 1.15x14 LVL o B CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM w n Aq 366 (2)- 1.15x14 LVL CONNECTIONS. u. SIMPSON HANGER TYPES E el i LL m 31B (2}_ 1.15x14 LVL m ; , 'o o ; MARK TYPE SIMPSON HANGER MODELS `? m m o F LL AG/ GE 4. BG g 40B (2)- 1.15x14 LVL lF POST CAP 3. RTG 2 _ 1 v 14"BC!60001.8 DF"I"J015T516"O.G. , 0 2 LCE N 4 2'-, �: • 12 FD FLOOR DIAPHRAGM jt 41 B 1• .15x14 LVLb IC Co B �t ; , I $ ,z�-�. ,-..,_ -._.- O �A9 : n II1.ABU B 1 rn 42B (2)- 1.15x14 LVL Aq POST BASES 2. ABA Uy m 9 m Iz A9 436 1• .15x14 LVLis TRUSS SEISMIC & A A . tu • I� 6'-51n" '-- 11'-B 3/4" - \ • 20'-10"- I 3 ABW ;n -- :.. _ BEARING NY.LI _ 53/4" i "' 1 H2 5 Q � ®. � • 5QB USE MIN., 1.15X14 LVL UNDER 5HEAR WALL IN ADDTION TO TYPICAL FLOOR JOISTS. \ 91-0"- \ 43'-5' \ m \ I2. H1 J (V id T � B� �- 9 { / �`AR;N NFL I_ / HURRICANE TIES a ° < 0- K 2-0^ I JOIST SCHEDULE SIMPSON f G / / - ' DEFAULT RAFTER OR DECK JOIST TO BEAM CONNECTION 15 GONT OR SKIP BLOCKING AND H2.5, MPSON HANGER5-f Li fL y k S Aq 1. HGA1 _ . . BEAMS \ .4 -j- - 1 ' ' EXP. BEAM SEISMIC OR Ni,OR A34 WITH SCREWS. - © - a m DEFAULT SAWN MATERIAL IS DOUG FIR NO 2 OR BETTER i 'a 42B!III x m m I ® & HURRICANE TI E5 DEFAULT SAWN FACE MOUNT HANGER I5 U,W,OR W5.USE SLOPED I SKEWED WHERE APPROPRIATE. ",' a" I <„o C .I ry CI DEFAULT SAWN TOP FLANGE HANGER 15 JBA,LB, BA,ORB(WELDED APP,USE LB,BA,OR B) °' 5'. zo LL o y.: DEFAULT ANY I-OIST ACE MOUNAL 1-JOIST T HANGER SS US OR M UMAY BE SUBSTITUTED LL _ 'a I B - 1. ITS , t ' EQUAL OR N DEFAULT I-JOIST TOP FLANGE HANGER IS ITS,HIT,OR MIT _ I : m ,IF m Al - -� s o I-JOIST HANGER5 2. MIT/HIT O 1.1..E Cr m GALLOUT EHA USE USE USE DEFAULT,ABOVE) A A . A m°II 1 UP -_ -- T ® -, _: - 3. IU5/MIU U- V PLAN MIN., U5E ALT. 1 MIN., ALT.2 MIN., CONNECTOR(IF BLANK LL ce 14'BGI 6000 1.8 Z t.31 bOJ / ...,3, . am .iz "gi BEARINGNwLL JO5T HOANGE® 16 {) 1 LU5 4 L55U W'9EPRIN(INUL - ; mlit 2. HU5 5. 5KH u- W lY b 1 J 14 BC] 6000 1.8 14' BC] 60 2.0 \ 11 t/4^ ® B 1 ! R5 Z n \ I X q ;, A [' 10 3. MU5 CUSP HANGER) W 0 @12' @16" a 12 FD FLOOR DIAPHRAGM I'S" L o3/a" \ BEARIN6NA a GLULAM BEAM AND (� (� c '-q' \ ''�B�e�l,v Al - - 1. HI) 4. HHGU - V / �-+ V * SHEATHING: WITH JOISTS AT 24" OR 19.2" OC, USE MIN., 24 OC RATED, DOUBLE-SHEAR 2. HUG N5E OFFSET 1a Bu b1 I. 12 FD FLOOR DIAPHRAGM JOIST HANGERS 3 HUG& HANGER FOR ,` APA STURD-I-FLOOR; EITHER 3/4" SPECIES GROUP 1, Aq '` ® 12 FD FLOOR DIAPHRAGM �` A EDGE OF DECK) OR 1/8" SPECIES GROUP 4. MAY BE 05B OR PLYWOOD. i2FDFA�'DAPHRAGM BEARING WALL ® NOTE: IF ALT. HANGER NEEDED, VERIFY V`t/ SUPERVISOR- . B 14"BGI 6000 Lb DF"I"JOISTS 16"O.G. 14"BGI 60001.8 DF"I"JOISTS 16"O.G. 00 13 OF 1"JOISTS � � A; W O I B - Il 1'.- - GOOD FOR 130 PSF, IL @ L/360 DEFL. I . A9 * SHEATHING: WITH JOISTS AT 16" OC, USE MIN., 16 OC RATED, 11 to zo +mo•o wA j�O Q - ` n�E. APA STURD I-FLOOR, MIN., 19/32" THICK. MAY BE 055 OR r - - ,i �1',r�7 .:'• 'Q ft < IL co PLYWOOD. GOOD FOR 245 PSF TL @ L/360 DEFL. r' ,r o * SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) _ 1 '`�. o - ORIENT SHEETS CONTINUOUS OVER TWO OR Rio o MORE SPANS, WITH THE LONG DIMENSION s TONAL r CONSTRUCTED AS Ac 7fiVs ACROSS SUPPORTS. ^�_ - ��11, SHAFT ENCLOSURE turns anw/g I * NAILING: GLUE, AND CONNECT WITH 10D RING SHANK NAILS OR B o Aq/ 1 (--;),, B E� t•L><&R's SE�1� #9 SCREWS, AT b" EDGES, 12" FIELD. / / / / -�' - .' Iie' 11__L i_ __1�___1_� 4_r- . _ t+} C+s'- 1 y" Al �_ ' Ali / IS FedL Jcr2tlG'x'I- v goga * BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS (BEAMS) AND Aq �` €a O$4LY . Z s(o i. CONNECTIONS TO 5HEAR WALLS BELOW. \ -----_ - w "ocz-OETs FLOOR-CEILING SYSTEMS DETAtIL, �' `100�-� I\l1MED 15FF FLOOR-TD-FLOORHOLDOWN-- o =m * MIN., CAPACITY: GOOD FOR 1105 LB TENSION. nl ;w2w * STRAP: USE G516 VERTICAL STRAP APPLIED TO OUTSIDE OF WALL SHEATHING. ATTACH TO 2X STUDS LINED UP ABOVE 6“11- GA FILE NO. FC 5106 GENERIC 1 HOUR 55 to 59 STC 11_ Z ii i AND BELOW RIM JOIST. FILL ALL NAIL HOLES WITH 100. Wild FIRE SOUND AND I-JOISTS, GYPSUM WALLBOARD, - IF STRAP FALLS ON HEADER OR BEAM BELOW, NAIL TO HEADER OR BEAM AND WRAP AROUND BOTTOM IF NECESSARY. (X J <oo RESILIENT CHANNELS Li • __ / (')_ ,�=mg ,,. . . , •,\� ;. s.�as s�.nsaa��o4.� / * END DISTANCE: 13" MIN. TO EACH UPPER AND LOWER STUDS. APPROX TOTAL LENGTH = 26" + DEPTH OF FLOOR SYSTEM. in oo=s� Base layer 1/2" type X gypsum wallboard applied at right angles to resilient channels Face Mount gt�=ff 23/32"MIN.PLYWOOD/05B 0I „Qog- 16" o.C. with 1/4" Type S drywall screws 12" c.c. Resilient channels applied at right Joist hanger OR RIMBOARD CLOSURE. ��z» 1/2" 1/4" „ Floor Joist Blocking per IRG 502.7 o°o o"n'w angles to minmum 9 deep wood Hoists, with minimum 1 deep x 1 1(2 wide - (Seismic Design Categories D1 & D2) ' I• EUoo flanges and minimum 3/8"` webs, 24" o.c. with 1 1/4'" Type W drywall screws. Face layer 1I' � Bu Joist ` BGI®JOIST BLOCKING m o_.�y. '1` v,' /' '( II, REC"JIRED FOR CANTILEVER. (� 61-tic 1/2" type X gypsum wallboard applied at right angles to channels with 1 5/8" Type S n . - : a ':: "1 Blocking II . NAIL WITH Bd NAILS -gor . and INTO EACH FLANGE. Z aw° drywall screws 12" o.c. Face layer end joints located midway between channels and `--'"'�-" "' no _ __ attached to base layer with 1 1/2" Type G screws 12" o.c. Edge joints offset 24" from �1Rit�^ base layer edge joints . Wood Hoists supporting 5/8" oriented strand board applied at „ 110c1! � right angles to Hoists with 8d common nails 12 o.c. ,I � ' (I OWNER APPROVAL STC and TIC tested both with and without vinyl floor covering and with 3 1/2" glass fibertfr '� \ ` 44 A INITIAL: „ Intermediate Nail Boise Rimboard PAGE: insulation in joist spaces. Third layer of 1/2"or 518 type X gypsum wallboard Bearing to BGIoijoistwith 8d Versa-Lam®or Boise GLULAM Beam: Approx. Ceiling :� A required to achieve 1 hour fire resistance rating when glass fiber insulation is (NULL OR SEAM) Nailing per local nail into each flange. Beam width shall exceed �I used Weight: 5 psf code provisions 2x specified hanger nail length Al Fire Test: NRCC A-4440.1 (Revised), 6-24-97 Sound Test: NRCG B 3150.3, s 30 0o CONTINUOUS BLOCKING RIMBOARD �(/',� JOIST TO BEAMCANTILEVERED FLOOR JOIST oF: STAIR STRUCTURE TO HAVE liC & Test: 46 (50 vinyl floor covering) EA) NRCG B-3150,3, 6-30-00; NOT TO SCALE NOT TO SCALE \w� NOT TO SCALE � NOT TO SCALE SAME 1 HOUR FIRE RATING NRCC B-3150.6, 6-30-00 PLAN AREAS FLOOR PLAN NOTES J. STERLING n- SO MAIN FLOOR 3,121 SO.FT. SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED \ 9'-5" 5'-7" -\ 8'•B- \ 8'•9" \ b'-71n" \ 23'-5" \ 12'-51n" \ IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO EACH TE SLEEPING AREA. IN 9'-5" `� `,� 14'-6" S. 5'-0" `1, 3'-0" \ 1 ION, REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE E J. STERLING cov 2ND FLOOR 4,200 SQ.FT. tn,5060 FIX/SL W225060 FIX SL W235060 FIX SL. W245060FWSL W255060FWSL DETECTOR AND GO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE --- r / - BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. K ej 3RD FLOOR 4,098 SO.FT. — I I ` 5'°" G,I 4JC8 @96" 5 A2 / / / -�> -� --•_ - / 1 I - - - - ---- SHELF AND HANGING ROD ���� u zi �a 4X8 @ 96 �5 - G1 4X8 @ 96' A B1 4X8 @ 96 A IaXBI @ 96 O te " ai UTILITY/MEGH. ROOMS 552 SQ.FT / i°! A `° 1. STAIR 5s Friel ���/ 1J4" = 1' U.N.O. LJ cy) - 1 tv I - - ! ,j 'a,� 3 BUILT IN SHELVES. F TOTAL LIVING AREA: 2,"17� �jQ"�T• a a,n" I\ 100 SO to FT 4 #2A - BED 1 o m 07-21-18 0 I , / JTILITYlMEG 108 5Q FT 4 m ! ® I - 45 50 FT b, 4CEILING 4X6 CABINET-OWNER/CONTRACTOR TO VERIFY. 51 SQ FT -� o I I __` �4',!ob f eB2 b1 SO FT i - 6'-3 1/2" c 6'-51n" ' _ ENTRY PATIO 148 SQ.FT. o i' 4X6 #2G BATH ry I o o 't2A BATH D454668 ? EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRE55 5.7 S #2G BED ° m II i �' 1 w°n + o Tor v d 1 711 OET � CLOSET 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20"WIDE AND 24" 0 - / I- 108 SO FT r" I� - L • HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR. 4 CEILING I Lr1' °° m �/'� Z �Q71 m G7 G1- m s s it 2 t 5 50 •FT t v - 6 WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH a 1 LIMO 0 ,\o J I ~,N ✓ 1 Q t ell - °? ivlir A5 A CLOCK TIMER WITH AZONE RATING OF 1.5 OR LESS. Cr 4' 1 G2 In _ _ __ II �� i a Gt ��'-B It tn., #2 - 2 BED APT. /I / � to � / W -- - _--- _ _ D432868 A 3b0 5Q FT _ ------ • _ F.AU.ON t B"HIGH PLATFORM.TOP OF PLATFORM TO 8E, 7/8"T&6 PLYWOOD. WINDOW SCHEDULE ] DT63Gb9 _ - O° 8 CLOSET f DN n LT 1 rc 6'-11n" `a 9'GEILING m EXPOSED FADE AND SIDES TO HAVE,LAYER 5/8"NPE"X"GYP.BD. NO FURNACE SHALL 0 �. WIN.# QTY. FL. SIZE W. H. EGRESS TEMP. TYPE •6 s"O'�0� t6 SQ Fr <tu OQ 4 OQ �O < °' Oo BE INSTALLED IN ANY CONFINED SPADE WITH ACCESS ONLY THROUGH ABEDROOM, W01 5060 60 ' l2" YES FIX/5L m G�GSi= ` _ 2-cm 1 ... m ^ _ -.� " = m _ ? ry¢ 1 s,wz f BATHROOM.OR CLOSET. PROVIDE AT LEAST 30'OF WORKING SPADE IN FRONT OF W02 5060 60 ' 12" FIX/SL. v t25QFT��.- Q, -o o• - - - o _ in p 5 FURNACE. ,� W03 1668 18 50" YES PIG. --- - - -- x o cv ° m �R ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE W04 5060 60' 12" FIX/5L. I+�f .._ Y 0752868 !_ _I 0774668 , �. I / n+ n v is - INSTALLED,W05 5060 60 • 12" - YE5 FIX/SL. 5'-4" ---- 4'-1" 5V1" `I, 8-8" 4'-5 1/8" \ --- 4'-3 718" `I, a 50 1 / -"• '� _ - SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES w V406 4660 54 ' 12" , FIX/SL. _i 1 - G1 • 1, I #2A - BED 2 c m a RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, _ / G1I 99 50 FT 4X6 ' m (f END OF PIPE LESS THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE MI 4660 54 ' 72 ' YE5 FWSL. `� `L.t m� r _ _ F F m 4 CEILING '- STRAPPED WITHIN UPPER 1/3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN A W08 4660 54 ' 12 • YE5 FIX/SL owon. o - D48 Sbe -- -- -"-- �'" W" o EARTHQUAKE W09 4660 54" 12" YE5 FIXISL. 0 #26 - 1 BED APT. 1 fi -— I o o2 Q•m 1 i m car r © '� ry o/ I ? f PROVIDE DRYER VENT TO EXTERIOR, PROVIDE RECESSED HOT&GOLD SHUTOFF s �10 5060 60" 72 FIX/SL. - 2 4CEILING r - : Iy 11132 \/1/ HOOD,MIN.100 LFM — �0 O a5060 60 l2 FWSL. ' BEARING WALL ry L a _ CONTROL VALVES 8 WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL"' SoH - rI A COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET. THE MAXIMUM LENGTH OF m2068 24" 80" YE5 PIG. S �• o 8 05ET s 1 2 I u THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR.. .>OFTTEARING WALL �`+2063 24•' 80'• YE5 PIG. f F _ ---- _ -- - - - Fla.: - `- ` ___ -_ _... _. .. _ _. ... __ _ _ -_ __ - _ __ -- __ --_.. -- EACH 90-DEGREE BEND. AMINIMUM 41NGH DIAMETER EXHAUST DUCT OF 4 5060 60" 12" FIX/SL -.SOD PJ �S� / - Y SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK DRAFT DAMPER. g 82 - 1 �HOO MIN.100 CFM \ 4'-51n" .-\ _-__.__- 1T'5" ._ 2-41/2" -�� - to'7" - � �_-\2•-0•, (It m 5060 60" l2 FWSL. / / ,T N 100 LFM v o 2'-0' .. - LAUNDRY ROOMSAND POWDER ROOMS SHALL BE i 5060 60" l2" YES FIXISL ® - ry W - �� MECHANICAL FAN. BATHROOM,LAU D c 82 B1 1 © !� � Bl�:1 B7 1-ti W PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 15 1 5060 60" 72" YES FIX/SL. ry I I ® w o- 0 —I -i`. otq N18 5060 60" 72" YES FIX/SL. '9 .... ..zomer t-- - I - -, N tl a m -• �5 j J 71. C.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW p -- --- III 3868 {e. ' O N OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE 15 4 INCHES. DRYER,KITCHEN, SIMI IJ' ____ _ t _ ._ I - __ ^� 2 5060 60 , l2" YES FWSL t3_� �" U O '� 1 O AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK 5060 60 miL� - PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE I� y W 19 --- - 2" ----- 4'-b" `� 12'-9" --Lv '2 o ;° CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS. APPROVED FLEX W 2 5060 60 l2" FIX/SL. I m #26 - BED 1 "o - tr CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH 2 5060 60" 72" FIX/SL. / La v DOMESTIC DRYER EXHAUST. o no 11 101 50 FT I m „° s` { 2 5060 60" l2" FIX/SL. m - yy 2 5060 60 ' 72" YES FWSL. It Q I 9 ^ G1 '� I 1 22"x 50"MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. S o - FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LE55 THAN 1/2"PLYWOOD. m 2 a66o sa•' 12 FIX/A - o CEILING o #2F - STUDIO '" - °6 b 1 1,° 7 m ACCESS COVER IN GARA6£5 TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR 2 5060 60 ' 72 , YES FIFIX/SL. o ® 290 5Q FT COVET. o N s on SEALED TIGHT. IL 2 5060 60" l2" YES FIX/51. 5. 4 CEILING 1 O ?RI- IL "- f 9'-11"-- `{� 10'-5" 10'-1" o f� _ m GUARDRAIL 36"ABOVE FINISHED FLOOR.STAIR HANDRAIL 36"ABOVE STAIR NOSING. i 'I / ' / D72 2868 _ ry I Ifr m 12 INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4"DIAMETER SPHERE TO PASS 2 5060 60 ' l2" FIX/51.. o #213 - 2 BED APT. /I ;I TE / / i- THROUGH PER I.R.C.SECTION 312.2. E up 2 4660 4 ' seGce on.- ,= B2 C1 Imo, f� . 2 5060 60 ' 12" FIX/5L !' 375 SG FT Cl 1159L--1:1- 5 PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR4 2 5060 60 ' l2 ' FIX/SL a I° , T-8,n 4 CEILING - o 1 3TRIMPACKAGE.CONTRACTORSHALLASSUMEALLOPTIONS. REFER TO j 2 5060 60 ' l2" FIX/5L $ m • o ryn _ MANUFACTURERS SPECS FOR MINIMUM REQUIEMENTS OF NON-COMBUSTIBLE L 9'-9,n' m 4 ¶, 1 art '" o SURROUND&HEARTH MATERIAL. r- U 2 5060 60•' 72• FIwSL. m I:-B1 �, #2F - BATH a ' o m °E' 5 I 1 $ CA 2 1 2 5060 60" l2' YES FWSL. y- �+ 59 SQ FT l@v 1 O HALL o o GOB -��' 14 CI GARAGE FLOOR SURFACES SHALL BE MIN.4"CONCRETE. SLOPE CONCRETE FLOOR 2'-0" - T-0" I` 3 21/2" 0 2 4660 54" l2" FIX/SL. B1 Co o ,° m f ° 1 ° ry MIN.7/8"PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. ;5 2 5060 60 ' 72" YES FIX/SL. / / 'grJVI Kr c 4 o 2 5060 60 ' 72" YE5 FIX/SL. • - in 51 SQ F v sr+a¢ 2B - BED o _ #2EATH 'o 5 4LELLING T Et / # 2 c m 8 1ZIG 3 Sob 60" l2' YES FIX/St.. in oq ,• 59 'T ! ! _._. p � ` Gt os4�^,E r 1�1 - � ;� O 3 5060 60" 72" FIX/SL. fi 8 4 2C 80-C1 ',jII2 S 10 9'10 Gl B17-,�-1.� c' ( - ....... 1 �� ., - F--I Q 8 2 &oa 100 50 FT it 15 TEMPEEDGLA55 m 9 WH i ////// 73 ---_ Cu6s bi bb ... . t{-2c ry_ -MO-2-TV 1-8 1 - ® �. N / I.0 3 5060 60" 72 ' FIX/51_ - I= T' - J ` " 1- CO r'-' 3 5060 60 ' 72" FIX/SL. ;' - I_/i ___ — - 4X8 ®80" il Ce X (Y y_0,• 3'-21n" aew, 0'-1 tn' 10,_t„ WH A (n _ I - I- 1 6 20 MIN.FIE RATED DOOR W/SELF-CLOSING DEVICE. LI1 Q it T- CZ 5 3 5060 60" 72" YES FIXISL. =®� O - B1 •I 82 -HOOD. , swots os.. NG can: I , `�1-9'�I( 2.+ 4'-11" --1 2'-4 1n I""" ----10'-1" \ '0" Q m v ry L 3 4660 54" 72" YE5 FIX/SL. - a ° al dEPR1� A7--R f _ ;. l• -. _... _ ou �'' • / / / -I ca 3 4660 54" 72" YE5 FIX/51.. - $ I 1 0 m k 4 80" 4X8 80" HOOD,MIN.100 GF I',, 1-0,,,� ' HANDRAILS PER LODE} --�I,,'-0" t 4 1 to-2 m- --- \ 82 • S to O •� m-11 TOPco 3 4660 , 54" l2" YES FIX/51_ m ,� fie'- ,3•b' �� , 12'-8" LLGENERAL NOTEW53 3 5060 60" l2" - FWSL. I -I _ �.i. m I I I "• #25 tT�'y'... ,v 1 -_ #2E BED #2E 1 BED APT. I I" I, m < I I DN > 5. STAIR 10 �Mi 60 5c FT _' B1 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE- W56 3 5060 60" 72' FIX SL. m 51 15 1'-0 I 97 SQ FT s r rIleS1 5Q FT 217 50 FT HANDRAILS PER LODE Ie; #2G - BATH �e� 10 0 :c 2.ALL HEADER MATERIAL TO BE 4 x 10 D-F.#2 U-N-O- NW55 3 5060 60" l2 ' FIX/5L. I q•CEILING 4 CEILING m •- ,- `. , 8'3 3/8" 4%1 TB" 63 5Q FT �� .o�; 6 ce 1N51 3 5060 60" 72" FIX/5L. I 1 Q\ m `�,( 70P -- - -_ - --- -�B1 ( °�, � „ ,� � 3.VERIFY HEADER HEIGHTS WITHSUPER. Ws8 3 5060 60•' 12" YE5 FIX/SL. G, CT s,n,aon ! •' I , SEAi71NG WALL ym'.^ \° j 1'-B 1n" 61 t W59 3 5060 60" 72" YE5 FIX/5L _ .o .e_ C1 I -_ I -_ ® - �� HANDRA LS PER CODE / - - 4-ALL EXTERIOR WALLS ARE 2 x b- 16"O.G- STUDS, UNLESS NOTED r analle 82 62 n I I I UP G I B2 G2 OTHERWISE- 0 ■ 1 MO 3 5060 60" 12• YES FIX/5L. I v W61 3 4660 54•' 12 ' FIX/SL. -- - - I _ _ -- @ So Q W62 3 5060 60 72 • FIX/51- / ,2-. HOOD,MIN.700 LFM 47C8 � � ,a'-0,n" 18-2 in' zoo \ I 12'-51/4" — 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. STUDS, UNLESS NOTED Z— WINDOW OPENING CONTROL DEVICES WILL BE REQUIRED AT SILLS OF - -- ' -- -- " - iv _ 1 NOSE 1:" P_0"\ \ HANDRAILS PER CODE \ ,'_p" - - IL WINDOWS BELOW 36". CONTROL DEVICES CAN BE RELEASED TO ALLOWfp U - S* 1 , L OTHERWISE. OPENING TO MEET EGRESS. a HOOD MIN.100 GPM-1' _ v 2 _- L H _ / - - 1 - - -.<.:.L. /-1 z- •• ` - )012 Z Ce "�.w. _ �/ ill G1 - - - j BEARING WALL ry A 7+ IN El #2 BATH 10° co ® ' 8 JA G1 b 6. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER III 1- HEADER SCHEDULE & m DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR W t o e 0 <? m �:� m 0654066 1 C _ .o s.w"e v i--i DEFAULT HEADER MATERIAL.DOUG FIR NO.2 OR BETTER lnJ o iicda o lb R'I m P LOCATIONS. ,�` W BE IN TALL DEFAULT TRIMMER: SE 1T2X STUD OR 511ENTATION 11ITH FLAT 2X MP50N WG HANGER,EAGHILED ENDAT BOTTOM IN"L"GONFI6. m j` J I 69 SQ FT- Cl m, D 1 O Je. p - 7 10 0 r- 1 9,-b„ \ 3'-10 tn" 4-3,n" e I' 'o o b" ry v "' tnit, z 1\\l`mi it n CO DEFAULT KING STUD:OPENING WIDER THAN 6-FEET,DEFAULT KING STUD:OPENING 6-FEET NIDE AND 5S USE 1,FULL HEIGHT 5TUD EACH END USE 2,FULL HEIGHT STUDS EACH END(PL.TO PL.).TO ) - -1 II- -12-51n 7a T/ \- - I ---- I` 0 1= I M I N G NOT 5 PLAN E"GINEExs MIN., USE ALT. 1 MIN-, ALT.2 MIN., TRIMMER, EACH END KING STUD, ry ~ r MARK OF BLANK USE _ 2 0 - /� �82 ' 1. REFER TO SHEET Ab FOR FOUNDATION NOTES AND DETAILS. . ` CALLOUT USE USE EACH END 7 5Q FT 1 1r o V �`'' CLOSET -" DEFAULT ABOVE) ? _- o fv ,� s„��, ,� #2D - 1 BED APT. B2 _,_ I II t ry _ Q, m C 290 5Q FT Cl 'L _ 2- COORDINATE W/MECH. & ELEC. FOR LOCATIONS& SIZES OF W O a- Id �D635068 ,0 9 40EIUN6 EN0602668 D583G68 m FOUNDATION/SLAB/JOISTS BLOGKOUTS. 7 • 4X6 20 H 2X6 L-CONF. 4X6 'o ip -- I I #2 C 1 BED APT. ---- ry / 0 r r-s 1n"III X a-r' yj jj �h, 3� Z 309 50 FT $ r-to 1n I (V C N l s t /,N1 CA w' ° d '� I w 4 CEILING ;, 2 WH $ +3 f 3- FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE IS FOR �/ SCHEMATIC, DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT 2-2X8 ° F{oor A� //7 2��Llfl ��� 6 b� 4 b n I m m o�O 1 5 ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL 0 4X8 21 H 2X10 L-GONE. L-GONE. 4X8 < q `� m '55 U PRIOR TO THE FABRICATION AND INSTALLATION. Z 0O Ile 1L 1° o i{� o-` caner. VERIFY HEADER ® I, I ' I / P 1 sCC II- al rn m I #20 - BED �� 'pal /��` 1 � wIVTH&LocnnoN x1 I I'I N ELEVATOR 2 . 1' o o _ 22 H 4x12 6X10 ,f, 5 0 5 113 5Q FT ofeo,''I et `-- ,c otemI' Ow wort: #2 C - BED e $ -in ca 4.ALL TRUSS TO TRUSS 8 TRU55 TO BEAM CONNECTORS TO BE DESIGNED N TEMP 4CEILING U o1` d 16 SQ FT f BY MANUFACTURER O f I 1 B1 4.- @ 96" A '4 CONSTRUCTED AS I b N' m u•I A C'- "� '�tC.. �"f�S��"I F. 90� -. _ /Lv SHAFT ENCLOSURE I ; _i,,,, m 4 CEILING 5. FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR TBG, GLUE P05T SCHEDULE o _ � W34 5050 FWSL 6. 9 I v v O f AND NAIL W/ RING SHANK 8d's @ 6" EDGES 8 12" IN THE FIELD. FACE n 4®@ 96" I A G1 4®@ 96" C +`I o 9 . N 6'-v„�, 41196" CI 4X8 @ 96" A A :o GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE /Mb" DEFAULT MATERIAL:DOU6 FIR NO.2 OR BETTER - DEFAULT BOTTOM CONNECTION ON PLATE:2,FG OR 2,A34 WITH SCREWS,OR 4,16D FACE NAILS. � - -y -- _ _ - °' no /✓' - • . .---- - OSB OR EQUAL- s a DEFAULT BOTTOM CONNECTION ON BEAM:2,FG OR 2,A34 WITH SCREWS,OR PCZ, / / / y '' I rl - 'T '.- ; --- y / / / Co DEFAULT BOTTOM CONNECTION ON CONCRETE:FIB,OR AB,OR ABU,OR ABW,OR CBSQ W365060 FIX/SL. W355060 FIX/SL. W33 5060 FIX/SL. W325060 FIX/SL hb ALTERNATE BOTTOM CONNECTION ON CONCRETE:3*REBAR OR 5I8"ALL-THREAD,EPDXY 6' MIN. \ 4'-0'• `1% 5%CP \ 8'-5" '}, 5'-0" `�, 8'-0" \ 4'-b" \ 5•-0" \ 4'-6" \ 8'-4" '{, 5'-0" 'i, 8'-7 '}, 5'-0" '}, 4•-0'• \ 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST Y Q E c, INTO POST BUTT,AND 6"MIN.,EMBED IN CONC.CONC EMBED MAY BE NET SET OR EPDXY. LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO .-s u° ENGINEERS CONNECTOR N----' 12'-0 1/2" -\ --- ----18'-41/2" -- \ \ T-10" \ 9'-9,n" \----3'-r'—\ 4-s1n" \ N FLOOR HOLDOWNLOCATIONS. 1C181 MIN., USE ALT 1 MIN., USE ALT2 MIN„ USE °D-g ,. MARK (IF BLANK, USE DEF. ABOVE) 30'B" \ ckaH6 \ 30'-5" \ 14•-0" \ 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING l0P 2-2 X 4 4 X 4 \ _— __ ._ - LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. ((�� x m VWfa 0 3-2X4 2-2X6 4X6 \ Y B. ALL CONNECTIONS TOBESIMPSONOREQUAL. ° gi1 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE y= < EXTERIOR WALL WALL GALLOUT PLAN VIEW DETAIL 1 F O R TYPE-B WALLS' CONNECTIONS A5 WELL AS FROM TRUSS 0R RAFTER TO BEAM 0 Eq 3-2X6 4-2x4 6x6 SIDING w� �� CONNECTIONS. pily BEAMS SCHEDULE 5/8 EXT. GWB ONLY @ PM E. & W. WALL- 1 HR F.R. 5/8" SHEETROGKTYP. GA FILE NO. WP 3242 GENERIC 1 HOUR 50 to 54 STC oo�so s�++ �w� I DEFAULT SAWN MATERIAL IS DOUG FIR NO 2 OR BETTER. V���p1'., S i S DEFAULT GLULAM,LVL,PSL MATERIALS-SEE STANDARD STRUCTURAL SPECS HEREIN. TYVEK HOUSE WRAP I R-21 INSULATION I A FIRE SOUND ,�,�`�F WAS/�� gly Ma LI_ zzea DEFAULT ENDDEFAULT EN POST CONNECTION:LCE,ACE,EPCZ,OR ECONNECTION:3"BEARING IN POCKET OR ONQPLATE WITH MIN.,2 5TUD5 BELOW. 7/1b 05B SHEATHING I 2 X 6 WALL TYP. I I 5/8EONE.�, 8GYF�SUM WALLBGARD RESILIENT CHANNELSi ���!` �Q Wiz»DEFAULT CORNER POST CONNECTION:WITH MITERED BEAMS OVER:LGE4,LGE4Z,OR RTC44. STUDS 16" O.G. $Leo 0 DEFAULT MID-POST CONNECTION:LPCZ,PGZ,GGQ OR SIMILAR. I(��/ EXT-WALL MINERAL OR GLASS FIBER INSULATION WOOD STUDS I -- - - r �' 11 Q �000DEFAULT BEAM TO BEAM CONNECTION:HU,HUG,HUCQ OR SIMILAR. V\ NOT SHOWN ' - - `i "`' w u ENGINEERS CONNECTOR TOP 510E 16" `` I �, C , . �m <� MARK MIN., USE ALT 1 MIN., USE ALT 1 MIN., USE Resilient channels 16` o.c. attached at right angles to ONE SIDE of 2 x 4 wood studs , /`.,.• •' saaY3 � ao(IF BLANK, USE DEF.ABOVE) 1 HR FIRE.WALL WALL GALLOUT PLAN VIEW or 24" at. with 1 /a" Type S drywall screws. One layer /s" type X gypsum wallboard or /\y ,' 7 1/ ; r OHS 30$ 4x12 bx10 1.15x14 LVL 1 yp � y $ yp �/ 1 $ /etvAt, 5/8" SHEETROGKTYP- 5/8"SHEETROGKTYP- I 51 gypsum veneer base applied at right angles to channels with 1" Type S drywall screws A. _ � AX--- 355 1.75x14 LVL ` ` 8" o.c. with vertical Dints located midwa between studs End Dints backblocked with _ `"""" is N R-13 INSULATION 2X4WALL 1 y RESILIENT CHANNELS 16" , , 36B W (2)- 1.75x14 LVL 0.C. ONE 51DE 2 X 4 ALL TYP., resilient channels. 3 6 mineral or glass fiber insulation in stud space. - -4 1u.EE2 s 'SE•4ti OWNER APPROVAL STUDS lb" 0.G- I 52 ISFart "��v 3�B (2)- 1.75x14 LVL IR X� OPPOSITE E SIDE: One layer als" type X gypsum wallboard or gypsum veneer base applied Thickness: 53/a" a-ra&,s O.�c v • INITIAL ' TOP SIDE SEE WALL DETAIL 1 2X6 WALL at parallel or at right angles to studs with 6d cement coated nails, 17/a long, 0.0915 Approx. Weight: 7 psf PAGE: 40B (2)- 1.75x14 LVL STANDARD INTERIOR WALL WALL GALLOUT PLAN VIEW shank, 15116" heads. 7" o.c. Fire Test: Based on UL R14196, Fig} 1.75x14 LVL 5/8" SHEETROGK TYP. 2 X4 G Vertical joints staggered 24" on opposite sides. Sound tested with studs spaced 24 O.C. 05NK05371 2 15-05 ;cii4oelkos;;;;It 5/8" SHEETROCKTYP, I (STC=50). Also sound tested with studs spaced 16" o.c. and with two layers of 5ls" type UL Design U305 a42B (2)- 1.75x14 LVL NALL Sound Test: NRCC TL93 103, 3 98 OF:2X4NALLTYP- X gypsum board on the resilient channel side (STC=50). (LOAD-BEARING}43B 1.75x14 LVL 5TUD5 1b" 0.C. NRCC TL93-118, 3-98 V[ Ki 50B USE MIN., 1.75X14 LVL UNDER SHEAR WALL IN ADDTION TO TYPICAL FLOOR JOISTS. TOP SIDE 2 X 6 WALL (PLAN AREAS GENERAL NOTES cS, J. STERLING 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. MAIN FLOOR 3,921 50"FT" 2. ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O.2ND FLOOR 4,200 SQ.FT \ Ta'-tt" \ J. STERLING n \ 741-11" -__- \ 3.VERIFY HEADER HEIGHTS WITH SUPER. - T ,V - 3RD FLOOR 4,098 SQ.FT. / --- - - --- - B /-:- __---- -- T _ B - _ / / 4. ALL EXTERIOR WALLS ARE 2 x 6- 16" D.G. STUDS, UNLESS NOTED „ _ , - / Aq B I ) 1- I 1 T Ti = ]'- T T 1/4 - 1 U.N.O. Al i I OTHERWISE. UTILITY/MECH. ROOMS 552 SQ.FT. I IF 5.ALL INTERIOR WALLS ARE 2 x 4- 1b"O.G. STUDS, UNLESS NOTED TOTAL LIVING AREA: 2,?-I1 SQ.FT. o OTHERWISE. re- z 07-27-18 11 b. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER ENTRY PATIO 148 SQ.FT. ?j I DISPENSERS, ISPE S LOCATIONS. MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR 0in li POST SCHEDULE B B B / B FRAMING NOTES z .; Al A9 DEFAULT MATERIAL:DOUG FIR NO.2 OR BETTER Al -- --.A9 1. REFER TO SHEET Ab FOR FOUNDATION NOTES AND DETAILS. 0 DEFAULT BOTTOM CONNECTION ON PLATE:2,FC OR 2,A34 WITH SCREWS,OR 4,16D FACE NAILS. ` _ ---- DEFAULT BOTTOM CONNECTION ON BEAM:2,FC OR 2,A34 WITH SCREWS,OR PCZ- _ (1) DEFAULT BOTTOM CONNECTION ON CONCRETE:PB,OR AB,OR ABU,OR ABW,OR CB5Q b i - i t 2. COORDINATE IN/MECH. & ELEC. FOR LOCATIONS& SIZES OF ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/8"ALL-THREAD,EPDXY 6"MIN. g. 1 I i - tO FOUNDATION/SLAB/JOISTS BLOGKOUTS. 0 INTO POST BUTT,AND b"MIN.,EMBED IN CONC.GONG EMBED MAY BE WET SET OR EPDXY. _ EnG,nEERS MIN., USE ALT 1 MIN., USE ALT 2 MIN., USE CONNECTOR �"' `__ _- I DN zo i r UP 3. FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE 15 FOR MARK OF BLANK, USE DEF.ABOVE) _ m ea et _ 0 w i ENMEAETRI DD NO HM 5HALL PROVIDE AND SUBMIT 1 -merg m 10P 2-2 X 4 4 X 4 / (2)\3/4 z 14"LVL FLOOR BEAMS R PRIOR TO THE FABRICATION AND NSTALLATION.MENT FOR APPROVAL ( -- •..w* - 1 \ SIMPSON HANGERS - I MC3 3-2 X 4 2-2X6 4X6 \ B I-q. A 42'-6" y 4.ALL TRU55 TO TRUSS &TRU55 TO BEAM CONNECTORS TO BE DESIGNED F 7wA I I I I BY MANUFACTURER 0 at 1 ® __ .. Oic 12 FD FLOOR DIAPHRAGM - w' FLOOR _._ -.�_.. C s I JOISTS 16"O.G. a DIAPHRAGM 4 5. FLOOR SHEATHING TO BE 3/4" COX OR O55 STURDI-FLOOR T&G, GLUE 12"o.c. m i 12 FD FLOGAND NAIL W(RING SHANK 8d's @ 6"EDGES& 12" IN THE FIELD. FACE LL 3-2X6 4-2x4 bxb BEAMS SCHEDULE •I 14'-101/2"-' 17-61/2BEARING WA L 1 sia"x 1a°LV6 FL oRBEAM 55'-101/2 GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16" 14"BGI 6000 1.8 D r 1 OSB OR EQUAL E DEFAULT SAWN MATERIAL 15 DOUG FIR NO 2 OR BETTER. a• --. - ��_ - 1 I _!© BEAR! VW.L- CIS 9 s DEFAULT I W LhM,LVL, TI MATERIALS-SEE STANDARD STRUCTURAL SPECS HEREIN. -tom'.A-- f - _- - --_ -•- m (i��® "` ' = Al --='-t= --' - -' -- - DEFAULT WALL CONNECTION:3"BEARING IN POCKET OR ON PLATE WITH MIN.,2 STUDS BELOW. Ill,., �� , m G `-.-"` '�`�w` ' " " '"" `3'"'-`- '" - '-'a""'`- "- - -•-• -• 1•• !• Sr,-` / b. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST DEFAULT END POST CONNECTION:LGE,AGE,EPGZ,OR EGGQ. - 1 (: ___ - -_ ®_ �ey : e�` es S, LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO N DEFAULT CORNER POST CONNECTION:WITH MITERED BEAMS OVER:LCE4,LCE4Z,OR RTC44. ¶ `I -1Y- -- - r- --__ __ 1 SIMPSON I ':A-7-0 FLOOR HOLDOWN LOCATIONS. DEFAULT MID-POST CONNECTION:LPCZ, PCZ,GCQ OR SIMILAR. p;, K-2'-a' A 1 ''� _ HANGERS N DEFAULT BEAM TO BEAM CONNECTION:HU,HUC,HUGQ OR SIMILAR. 11 I 7. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING ENGINEERS CONNECTOR ' . " -` A9 ' • SEARING `'I. . -r 1 , LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. E MARK MIN., U5E ALT 1 MIN.,USE ALT 1 MIN., U5E � , (IF BLANK, USE DEF.ABOVE) tT 8" T 30B 4• x12 bx10 1.75x14 LVL 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. 2 U) 353 1• .15x14 LVL I. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE n A9 CCONNECTIONS A5 ONNECTIONS WELL A5 FROM TRU55 OR RAFTER TO BEAM iii 36B (2)- 1.75x14 LVL b E. IL 51MP50N HANGER TYPES 31B (2)- 1.75x14 LVL TYPE 4. BC MODELS - n 14 ® k MARK SIMPSON HANGER 0 1 AG/AGE 2 40B : ::LVL I 2FLOOR POST GAP 2. LGE cv0 I 1-0" B DIAPHRAGM $ 3. RTG 0- / f A9 C. 1.ABU v 42B (2)- 1.75x14 LVL rt0? m _ I POST BASES 2.ABA Z 1s � � � I _ m 43B 1.75x14 LVL , 3.AgW m 1- iii /. = 1-.. 1' A9 -. - - BE IAP NG WA_ - : - �jOB USE MIN., 1.75X14 LVL UNDER SHEAR WALL IN ADDTION TO TYPICAL FLOOR JOISTS. 9-0 / \ 23'-5>� ' \ 1p b'-51Y2" Y. L 1 r - -- - , 34'-0 1f2" 1 =.y,, y.o" TRU55 SEISMIC & 2 H1 Q m O4 id t• 6`7 I nQ f�f 0 B€ARIkG MALL: BEARINGQALL it B / HURRICANE TIES m Q z JOIST SCHEDULEB - - - e - = - 10 a _ 7oP -, -,- T-_ y - �. A9 _/r�)-;3l4 X,a" ® 1 Al 1. HGA SIMPSON HANGERSLVL FLooR ,. DEFAULT RAFTER1, R S4 DECK JOIST TO BEAM CONNECTION 15 GON'T OR SKIP BLOCKING AND H2.5, r - 11-5 1/4" 1 -..--.-_-_- - BEAMS N '� EXP. BEAM SEISMIC OR HI,OR A34 WITH SCREWS. � m, - DEFAULTSAWNMATERIALISDOUGFIRNO2ORBETTER. <illi ON ._-_-_�� to & HURRICANE TIES -- DEFAULT SAWN FACE MOUNT HANGER IS U,W,OR W5.USE SLOPED/SKEWED WHERE APPROPRIATE. ;.^ i P L. y+m '^ - it DEFAULT SAWN TOP FLANGE HANGER 15 JBA,LB,BA,OR B MELDED API',USE LB,BA,OR B) tr 1� S' `r rc I ;r I o m ANY NATIONAL I-JOIST BRAND,EQUAL OR STRONGER MAY BE SUBSTITUTED m ;;, 1. ITS cOni DEFAULT 1-JOIST FACE MOUNT HANGER I5 IUS OR MIU MARK o I r.. - -- - -- -- -- --- / m •m I-JOIST HANGERS 2 MIT/HIT ENGInEeRs III BEARING WALL © -- A DEFAULT I-JOIST TOP FLANGE HANGER 15 175,HIT,OR MIT / _ PLAN MIN., USE ALT. 1 MIN., ALT.2 MIN., CONNECTOR(IF BLANK <I • _ _ _ CALLOUT 14" 8GI 6000 1.8 USE USE USE DEFAULT, ABOVE) :.. .: .., .,h - A �,- UP -I> a A9 - ..,, IKARINCaINA.L - - 3. IU5/ MIU IL V bOJ bOJ Ci 16° ,- A9 -� ._ .... . -71-- F-#_.... . -:. .Al . ,.- _ '<' n r j L - FACE-MOUNT tU .. 1 LU5 4 L55U 14" BGI 6000 1.8 14" BGI 60 2.0 32'-1 t/2_ _ II 5H6 2 HU5 5. 5KH I- ARING WAL_ 61 J 61J @ 12" Q 16" q Al - 3. MUS (USP HANGER) Z ® g JOIST HANGERS Z _ .. ^^ 12 FD FLOOR DIAPHRAGM AT OC RATED, ® GLULAM BEAM AND 1. HU 4. HHGU V ! Q V * SHEATHING: WITH JOISTS 24" OR 1c 2" OC, USE , 24E , n DOUBLE-SHEAR 2. HUG N5E OFFSET W z 14"BGI 6000 1.8 DF"I"JOISTS 16"O.G. � 14"Bel 60001.8 OF"I"JOISTS @ 14"BGI 60001.8 DF I JOISTS 16 O.G. ' R HANGER FOR -I WN . APA STURD I-FLOOR, EITHER 3/4 SPECIES GROUP 1, B ► ® 12 FD FLOOR DIAPHRAGM 2^0.0. 12 FD FLOOR DIAPHRAGM r r JOIST HANGERS 3. HUGQ EDGE OF DECK) OR 1/8 SPECIES GROUP 4. MAY BE O5B OR PLYWOOD. 11FDFLOORDwFMRAGM B BEARING WALL J1 CZ NOTE: IF ALT. HANGER NEEDED, VERIFY IN/ SUPERVISOR. v iL N GOOD FOR 130 PSF, TL @ L/360 DEFL. A9 ( it yq �� W 0 +�'- I f GARS V 1--- 0 * SHEATHING: WITH JOISTS AT 16" OC, USE MIN., 16 OG RATED, zo -; - 11 �'F,� y I� �y APA STURD I FLOOR, MIN., 11132" THICK. MAY BE OSB OR x "� ��'o • ab� ,� co PLYWOOD. GOOD FOR 245 PSF TL @ L/360 DEFL. �' * SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) I, w �' • � .r o - ORIENT SHEETS CONTINUOUS OVER TWO OR ill o MORE SPANS, WITH B VW( m`` "L r. ACROSS SUPPORTS THE LONG DIMENSION I Al CONSTRUCTED AS Al ' /$ l Ir II -‘1,-: -.. - _ - I �j_ SHAFT ENCLOSURE [WINES �.♦�Ve * NAILING: GLUE, AND CONNECT WITH 10D RING SHANK NAILS OR B �� Al I ' r�^ 0 0 : 6,46'(,ixtsek'S r' E4L : :° #q SCREWS, AT 6" EDGES, 12" FIELD. _ice- LL !r- 1 11 II B 1 I 11 l.__P`q A ' �sw� / / / i y // / IS Fora. cJTQJ GG'S'L V ?t�8 * BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS (BEAMS) AND Al �q/ IrsMs ai+�-Y . Z � _° CONNECTIONS TO 5HEAR WALLS BELOW. \ �`y, ta'-0" 30 6" \ �w�� zWOVW \. 14'-11" \ X qa2F FLOOR-CEILING SYSTEMS DETAIL, Y''IOOD-FRAMED «w "� a GA FILE NO. FC 5106 GENERIC 1 HOUR 55 to 59 STC t` `41 LL i "ws ���aaGG Z Og=F WOOD I-JOISTS, GYPSUM WALLBOARD, • FIRE SOUND Lin.?, �¢¢N2LL �6U0 RESILIENT CHANNELS i00w2 iwg�9aa 0027� Base layer 1/2" type X gypsum wallboard applied at right angles to resilient channels ■ Face Mount 0 Ming 16" o.c. with 1 114" Type S drywall screws 12" c.c. Resilient channels applied at right II Joist hanger OR RIMBOARD Cf05D/REB J 041 " „ " -- Floor Joist Blocking per lRC 502.7 ♦ wi=ww angles to minmum 9 1/2 deep wood Hoists, with minimum 1 1/4 deep x 1 112 wide (Seismic Design Categories D1 &D2) % )'4e1\ I� U- a�°°flanges and minimum 3/8"' webs, 24" o.c. with 1 I Type W drywall screws.. Face layer I I �, ,l BGI Joist sataIIV BGI®JOISTBLOGKING Q m � 1 l2" type X gypsum wallboard applied at right a 1 s t0 channels with 1 5/8" Type S - - - - - = ) B1O0�ng \ NAIL WITH 8d NAILS ' REGJIRED FOR CANTILEVER. o'o $ F'81 .. ., , . . ....�..t.. �� INTO EACH FLANGE. ,ir ¢aie� drywall screws 12 o.c. Face layer end joints :1 midway between channels and00.3 attached to base layer with 1 1/2" Type G scrt..W_, 12" o.c. Edge joints offset 24" from / R` •• / (n :.! base layer edge joints . Wood !-joists supporting 5/8" oriented strand board applied at �° , 0 0 right angles to Hoists with 8d common nails 12 o.c. . tl • \ II11SO4%.0•3 OWNER APPROVAL STC and IIC tested both with and without vinyl floor covering and with 3 112" glass fiber • „ Intermediate Nail Boise Rimboard INITIAL: insulation in joist spaces. Third layer of 1/2 or 5/8 type K gypsum wallboard searing to BGI®joist with Sd Versa-Lam®or Boise GLULAM Beam: PAGE: Approx. Ceiling or required t0 achieve 1 hour fire resistance rating when glass fiber insulation is (WALL OR BEAM) Nailing per local Hall into each flange. Beam width shall exceed used. Weight: 5 psf code provisions 2x specified hanger nail length Fire Test NRCC A-4440.1 (Revised), ria 6-24-97 Sound Test: NRCC 9-3150.3, 6 30 00 / Th CONTINUOUS BLOCKING RIMBO>4RD 1/' JOIST TO BEAM in CANTILEVERED FLOOR JOIST OF: STAIR STRUCTURE TO HAVE llC & Test: 46 (50 vinyl floor covering) U U V NRCC B-3150.3, 6-30-00; NOT TO SCALE NOT TO SCALE NOT TO SCALE \ NOT TO SCALE SAME 1 HOUR FIRE RAT I N G NRCC B-3150.6, 6-30-00 PLAN AREAS FLOOR PLAN NOTES J. STERLING MAIN FLOOR 3,121 SQ.FT. SMOKEDETECTOR. EVERY APOINTGUNITA LYL CASA IN DETECTOR.I 5'-l" \ --- 8'-B" - ----8'-9"- b'•l,n" - 23'-5" --- - ------ 1251n'--- -� IN EVERY BEDROOM AND AT APOINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA TE EEPING AREA. IN ----- - -- --'_"""-' 1 GIVING ACCESS TO EACH REQU RED SMOKE DETECTORS 9AHALLLREGEIVE THEIR R MARY POWER FTROM THE o ION, 2I - FLOOR 4,200SQ.I ' " / :435060FIX5L. _ __ _ W445060FWSL _I N14550b0:FIX/5L W465060FIX/5L. 30" \ J. STERLING- - , - - - - , - - 14'-6" �. 5 p' BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE - \ -3-0 5 'J' 8'-0" x 5'-0" `,� / / / -_ - - - ---- __.. - �- �, - - - ., -. - _,_--- _ , -- / / DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. 04 ---- pi - ipu 3RD FLOOR 4,098 SQ.FT. al n - - 8 16 -0 4X8 qb" m 2 SHELF AND HANGING ROD. " " _ ---- _ q @ 9b" �J " ff G11 4 E W. 0 Bl 1 4X8 L, 96"\p S-p A 4 96" G1 5 A I 2r UTILITY/MECH. ROOMS 552 SQ.FT. i'' ® O1/4 = 1 U.N.O. / I I N. STAIR to �°, 1:' cl f o - o o ` - 3 BUILT IN SHELVES. ------ t TOTAL LIVING AREA: 2,'�71 SQ.FT. N 4 a,lr' I I 100 SO Fr �� #3A - BED 1 ® o r 07-27-18 - Ft UTI� ITV/tY1EGH;, 108 5a FT a 4 Cd/ - Fe T' ul I flEILING v CABINET-OWNER/CONTRACTOR TO VERIFY. ENTRY PATIO 148 SQ.FT. m L45 Sa IF Q axb I axb G - BATH o I o '3A - BATH 1 _ -m 60 SQ FT -1 6'-31 n" b'-5 1 n" 5 ! `` S9 SO FT o " ail D79 068 �' EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7 1- #3G - BED v A SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20"WIDE AND 24" CD / 108 50 FT 2 - el �' coon '/ �`/ �/ -I `D836668 ' HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR. 1, q CEILING i q �, 1 1!h " t'',.ape ry d 1 ever - ,III v� m A , a m - EE 10 - m m Cv 21 I < WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH 'I_ I,fu ! '' m � ir . B1n�, #3A - 2 BED APT. I tit °? ry 7 6 ASACLOCK TIMER WITH OZONE RATING OF 1.5OR LE55. v 10 1 F q n Q �-�i 65aFT W 1 8 �� ONIII 6 j DB1 2868 ;_ 3SO 5a FT f.AU.ON 16"HIGH PLATFORM.TOP OF PLATFORM TO BE 1 1/B'T 8 G PLYWOOD. WINDOW SGHEDUL _I D1143068 ° CLOSET 11/y gGEILINS m EXPOSED FAGEAND51DE5 TO HAVEiLAYER S/8"ttPE"X"GYP.BD NO FURNACE SHALL (1 . WIN.# QTY. FL. SIZE 6 H EGRESS TEMP. TYPE CLOSE _, - " o BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, W01 5060 60" 72" YES FIw5L. ` © - - - - -- - _J `<Q 1 BATHROOM,OR CLOSET. PROVIDE AT LEAST 50'OF WORKING SPACE IN FRONT OF W02 5060 60 ' 72" FIw5L q m 12 50 F-71 n -I Q --1 o .l �, „ o ��. 2 8 Oman to'1" Fj I'• FURNACE. W03 1668 18 ' 80" YES PIG. F' ti 2 . v tD W04 5060 60 ' 12" FUQSL. ,-1 D1132568 __ _� ALL BUILDING WATER SUPPLY 5Y5TEM51N WHICH QUICK ACTING VALVES ARE ,ID �. WOS 5060 60" 12" YE5 FIw5L 5'-4" 4'-1" '•115'768 `� / 8'-8" 4'-1' 4'-8" `� a.o m/ s,n.E 1 m a - INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES P I li - o j q �/ �m -'" - �I,I #3A - BED 2 - �O RESULTING FROM THE QUICK CLOSING OF THESE VALVES DRAIN OUT,NO TRAPPING, Q W06 4660 54" 72" FIw5L. _ = 99 Sa FT cn 4al END OF PIPE LESS THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE Wol 4660 54" 12" YES FIX/SL -Ly m ^' = m gCEILINb m - STRAPPED WITHIN UPPER 1/3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN D86�8682 ry•• _-_ EARTHQUAKE. WOS 4660 54" l2' YES FIX/SL. 'Lv ;n o IL (dj #3G - 1 BED APT. o v "' �.�Q\` _ _ ao i, W09 4660 54' 12 ' YES FIw5L. 'O q CEILING 1 0 ® 7 B2 ? H - HOOD,MIN.100 CFM • 4 (1. q 13 ., A PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT&COLD SHUTOFF Y 1,410 5060 60 ' 12 ' IF FIX/5L. M Z it 4X6 %+ 268 5a FT ' SMOY�°ET `p z' 'No CONTROL VALVES&WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL a W11 5060 24 ' 80 ' PIG b I) _ _ - C 11 W12 2068 24" 80" YES PIG. III o _. ____ --_ / n , I I I N THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR W13 2068 24" 80' YE5 PIG. r -_ _- 8 -J! --- ---- ""- ---- - -- - ----- -- ---- -- - ---- ---- EACH 90-DEGREE BEND. AMINIMUM 4-INCH DIAMETER EXHAUST DUCT OF HOOD MIN.100 CFM n "" `J ' - / / SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH CALK-DRAFT DAMPER. W 15 5060 60" 12" FIw5L. / / _i-... --7 ry u .a�O Er . . HOOD,MIN 100 LFM I. 1 c __ _.__ ■ R ___ _. = 2r.p„ ii W 16 5060 60" l2" YES FIw5L 2'-0'��' ( -0 W� I{ J al MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE 9 W 1l 5060 60" 12" YES FIw5L. I B2 81-I 2 N -, B1 1 4'-51n" 17 5 o N�/2'm b 10 ," PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 SINN1115 5060 60" 72" YE5 FIX/SL. '9 - � -- -_-__-- --- o �,,I - I ` J 4 \ C, I i G.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW W19 _ 4660 54" 72" FIw5L. 'a I - _ D1113068 - Jr ry m �, OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE 154 INCHES. DRYER,KITCHEN, 6 W20 5060 60 ' 72" FIw5L. /� q I I '" 1 0 AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK 5 i PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE <6 s" W21 2 5060 60 ' 72" YE5 FIX/5L. -- -13'-2" 4-b" 12'-9" o ;n CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS. APPROVED FLEX o IN22 2 5060 60 ' 72" FIw5L. m #3B - BED 1 ® 44 < v CONNECTORS NOT EXCEEDING b FEET IN LENGTH MAY BE USED IN CONNECTION WITH �' v DOMESTIC DRYER EXHAUST. W23 2 5060 60" 12" FIw5L. - W24 2 5060 60" 72" FIX/SL. m - I-' ' 101 50 FT ' o m q CEILING W25 2 5060 60" 72" YE5 FIw5L. v I_I 22"x 30'MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. u&i W26 2 4660 54 ' 12 ' FIw5L. § o o ® -L'� o 1 O -h f o FV .o FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1 L 1) in #3P STUDIO m m 11 ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE MATHER-STRIPPED OR 1^127 2 4660 54 ' 12 ' YE5 FWSL. oo \ .o o 1N28 2 4660 54 ' 72" YE5 FIw5L. o 4X6 29050 FT LOVE` o IL mm s"VrsVCT. SEALED TIGHT. _t W29 2 4660 54 ' 72" YES FWSL - 9'CEILING 1 SNORE v� 1 0 _ zr q v GUARDRAIL 36"ABOVE FINISHED FLOOR.STAIR HANDRAIL36"ABOVE STAIR NOSING. '_ IN30 2 , 5060 60" 72 ' FIw5L. 5 o S I __ _._ ___ _--! tr in 1 INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4"DIAMETER SPHERE TO PASS E W31 2 5060 60 ' 72 ' YE5 FIX/SL ■' $2. m �_ o #3B - 2 BED APT. IH�••� -- - --- --- @ / P THROUGH PER I.R.C.SECTION 312.2. p W32 2 5060 60 ' 72 ' FWSL. f 9' 1 t" 10'S' 10'-1" A -- - - - D110 2868 2- 315 SO FT a PRE-MANUFACTURED, CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR W33 2 5060 60 ' 72 ' FIw5L. -- -""-" - 1 - gCEILING TRIM PACKAGE.CONTRACTORSHALL ASSUME ALL OPTIONS. REFER TO W34 2 5060 60 ' 72" FIX/EL. ;p L` '-B �i� = o o 13 MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE , W35 2 5060 60' 72 ' FIw5L. _ 2n / ) _ o - --- - 9'-91n" �/ I_ o¢ ° 1 -„ f SURROUNDS HEARTH MATERIAL. V MS 2 5060 60" 12' FIw5L. R m 1.7B1 �6/ #3F - BATH """., o a o in ", `EVE' rj o� (V Q W3l 2 5060 60" 72' YES FIX/SL $ 2'-0" T-0" 3'-2 1n' '_" _ 59 5a FT 'L j' E-' HALL .o v 0O DET. m - 'B GARAGE FLOOR SURFACES SHALL BE MIN.4"CONCRETE. SLOPE CONCRETE FLOOR 2 CI W38 2 5060 60 ' 72" YES FIw5L. / er �(' ' - :... - `D q 1D 42 5a F m 1 I !� n MIN.1/8"PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. Cr Sr W39 2 5060 60" 72" YE5 FIw5L -- -- -- '� •2,! Sr 7 n in "+ m s T ' 3B - BEDo - ,n �V 5 T _ 14 W40 2 4660 54" 72" FIw5L. S 2 10 / - - ``TH IC: 9'LEILING q a - # 2 @ m _ m _ i', Bl G1111 'T 2 -I 0 sa F v `n 61 50 ID •� 3 5060 60" 72" YES FIw5L. m G6 4 �� @80 Gl 2 Q v ! - _.-___-- ClBl :,�� / - - ...� e 8 ,Hym 10 CEILING 1 TEMPERED GLA55 d- ll) m L. - -_ _ _ __ ._9'-10' ____ _ __s �I. _ �_"_- -fl D92 0 w r- (ci W41 2 5060 60" 72" FIw5L. m n 1-81n' to ctl Ul -6 _ 3 5060 60 ' 72" FIw5L --_- - -=D?-06.6068-s- O - _ D1083B68 -1:g 1 y -- �-- ��.'. 6x10 DE BEAM �,. � ' CLOSET/ o A. - X I- t� c 3 5060 60 ' 72" FIw5L '�� q.0^ 10'-1 in" 10'-1 \ 4X$ �" .:sQ F7, WI'I U' // A 7�i, 20 MIN.FIRE RATED DOOR W/SELF-CLOSING DEVICE. LLI Q Q m +i-' _ w� • 3 4660 54" 72" FIw5L. --" s"acE ver. I,pl 4X8 Q BO" BEARING �� HOOD,MIN.100 CFM-i -TOP®1091M" `HOOD,MIN.100 CFM J 1 O• 1r_9" 1•/7 4' 11" 1 2 41n' 10'-1' - - i:r `,�2'0" 1 el CL� 3 5060 60" l2" YE5 FIw5L. \~ tltl70'' _-_= 1� -WRAPPED - ARIN6 WAL; I _. . I. 1� BEARING WALL . _ - �! /. .. -/ / / - N 3 4660 54" 72" YE5 FWSL. o en # 1 l0o o ) C- - C L i "1 - �.� -- - ��o=i: _ ,:. --89728G: -- -- - - - - --_� - Z ;�'y�- W 3 4660 54" 72„ YES FIw5L. ,� o ® q r 1'-0" HANDRAILS PER CODE \_ CO i1_ d (�? Q. --- ` ,3'-6" 10'-2 -- 10'b" o {62 2 \ GENERAL N O T i� 3 5060 60 ' 72 FIw5L V' .c - 52 3 5060 60" 72" YES FIX/5L. ® I Q S '� m I I . ""-• #3B - BATH � ' ' I • �... W53 3 5060 60 ' 72 ' PWSL. a? III 1�j• #3E - BED #3E - 1 BED APT. m -�- I I ON . S. STAIR 10 n�;. 60 SO FT e':� 4- 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. W54 3 5060 60 12 FIw5L 5 h 81 5a FT 21 l 5a FT _ _-.°U 1'-0"I 91 50 FT I In ""'- W55 3 sobo 60' 12 FWSL I cx \---n, '''HANDRAILS PER CODE '^ #3G - BATH ra 10 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F. #2 U.N.O. CV V W56 3 5060 60" l2 FWSL u? ® 4CEIL NG COVE.. L v �F ia 4 8'3318" \ 4'-i 7/8" P i 63 5Q FT 1'-81� COST 3 5060 60" 12 ' FIw5L ! © 1 ` _ / \ 1: B1 ° !. - del to kr 3.VERIFY HEADER HEIGHTS WITH SUPER. 9'CEILING ! o \ m is W58 3 5060 60' 72 ' YES FIw5L. - Mt o 'r. Cl �� W60 3 5060 60' 72 YES FIw5L. qIIIIIIIMMS1u - R�' D952868 •_ 4.ALL EXTERIOR WALLS ARE 2 x 6- 16"O.G. 5TUD5, UNLESS NOTED 0 tu f W61 3 4660 54' 72„ YES FIw5L. i ® m 1.1I - _ 1 - „ EEMI ' B2 o I C2 OTHERWISE. X V IN WINDOW OPENING CONTROL DEVICES WILL BE REQUIRED AT SILLS I OF / I 17_0 }� ��- CLOSE ` •.ws= �' I HOOD,MIN.100CFM f ® /w62 3 60 60 7e ' S 2 16 O G STUDS, UNLESS NOTED ININ 1B 2 to a r 12'-10 3l4" Nor `�'._i- -- ` I ALL INTERIOR WALL ARE x 4W IL al 112 P 5 OTHERWISE..110 wf{ l:ry "MWS BELOW 3ROL DEVICES GALA BE RELEASED TO AL�OW ItH'l1M1N_1ooCFM _ _ / Z r ) _ ��rsrw. ^ F G1 d s m' ' 1 1 b. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER HEADER SCHEDULE o „� N B2 e o m - DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR I1 I 0 el 0 #3D - BATH 10 :. '- 1' �" D1034068 I= n a e DEFAULT HEADER MATERIAL:DOUG FIR N0.2 OR BETTER in �nS¢J\ V J E„o��. ,p © L ill..., o 5M01� 1 ® LOCATIONS. 0 -TX READERS USE 1, X IN TALL SIMPSON W WITH FLAT E NAILED A7 BOTTOM IN"L"GONFIG. 69 5a FT ��- 1 �° /� m 144a 1 1 I P a �� ® 2 -I R FRAMING NOTES `' U_I Z DEFAULT TRIMMER:USE 1,2X STUD OR SIDE AND WG HANGER,EACH END. C0 v ® BEARING WALL __ o m el DEFAULT KING STUD:OPENING 6-FEET WIDE AND LESS USE 1,FULL HEIGHT STUD EACH END(PL.TO PL.) -- m ' 12'-5 1n" \ 5 9 K 14 2 T j tir q 9'-b" \ 3'-10 1n' 9'-3 1n" I 'In DEFAULT KING STUD:OPENING WIDER THAN 6-FEET, U5E 2, FULL HEIGHT STUDS EACH END(PL.TO PL.) _/_ ----camNI PLAN ENGINEERS MIN., USE ALT. 1 MIN., ALT.2 MIN., TRIMMER,EACH END KING STUD, - ~ ~ MARK (IF BLANK USE �' �,�6 21 2 1. REFER TO SHEET Ab FOR FOUNDATION NOTES AND DETAILS. CALLOUT U5E U5E DEFAULT ABOVE.) EACH END ! 75OFr I if #3D 1 BED APT. _ f 0 6 1 - E k -' A I f `I Si -DgB2668 +�63o6B 2• COORDINATE W/MEGH. & ELEG. FOR LOCATIONS& SIZES OF U O A D ------ mtxEOET 290 SO FT 1 ® Bj I 1015068 , - o gcEluNb il �' I o FOUNDATION/SLAB/JOISTSBLOCKOUTS. 20 H 2X6 L-GONE, 4X6 o #3G 1 BED APT. ' 1 �-- l'-s,n" �, a•-1" Z -_I 309 5a FT d�, \1n" 0 V rV Q w Ii I w 4 CEILING < 12 $ 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR Q/ t1 J X -a-- :n m II II I m m �- WH s o�VE 5 SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT l� co 2-ON m . ' 1 ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL O 4X8 21 H 2X10 L-GONE. L-GONE. 4X8 o o $ O m u_ fo o COVET VERIFY HEADER 9 2" `r -_ _ ko 11 PRIOR TO THE FABRICATION AND INSTALLATION. Z a- W V' I ! 4X6 - ° WIDTHS LOCATION ® I a ELEVATOR 0- '� tr 'c . n O #30 BED 1 69 50 FT 1 L 2 _ o m o 4.ALL TRU55 TO TRU55 &TRU55 TO BEAM CONNECTORS TO BE DESIGNED O I,. O VCT. I I, 22 H 4x12 6X10 m 5 is 113 50 FT #3G BED 0 M gCEILIN6 Si ,1 4X8 Q o le n BY MANUFACTURER O POST SCHEDULE I1:11 cl 1= _� o SHAFT ENCLOSURCONSTRUCTED E v° do/ �gCEILING -, 5. FLOOR SHEATHING TO BE 3/4"CDX OR 056 STURDI-FLOOR T&G, GLUE lb 5Q FT ICI q W555060 FIX151_ n ® A I AND NAIL W/RING SHANK 8d's b" EDGES & 12" IN THE FIELD. FACE DEFAULT MATERIAL:DOUG FIR NO.2 OR BETTER 8.96' a..96' 0 n �� 6.11 ■ 4 96 m I- l II �i _ RAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE l/16" DEFAULT BOTTOM CONNECTION ON PLATE:2,FC OR 2,A34 WITH SCREWS,OR 4,160 FACE NAILS. - -- - -- L - ---, _ __ - -- ---- - - - - - - --___ -- OSB OR EQUAL. DEFAULT BOTTOM CONNECTION ON BEAM:2,FG OR 2,A34 WITH SCREWS,OR PCZ. / / / '"`� ---- 1- : - -- ' -- ---. ---- 0- - - -� y / / / g ri DEFAULT BOTTOM CONNECTION ON CONCRETE:PB,OR AB,OR ABU,OR ABW,OR CBSQ W515060 FWSL. W56 5060 FIw5L. W54 5060 FIw5L. W53 5060 FWSL- G o o g ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/8"ALL-THREAD,EPDXY 6"MIN. X - X 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL P05T -1 o INTO POST BUTT,AND b"MIN.,EMBED IN CONC.GONG EMBED MAY BE WET SET OR EPDXY. \ 4'-0" `i, 5-0 `t, 8-5 `I, 5'-0' `f, 8-0 \ 4'-b" \ 5'-0" \ 4'-6" \ 8'-4" 5'•0" 8-2 -- 5'-0" 4-0 \ Q a LOCATIONS AND BETWEEN UPPER AND LOWER 5TUD5 AT FLOOR TO ENGINEERS CONNECTOR --- ,2•-0 tn" \ te'-a 1n"-_. .--- \ \ ' MARK MIN., USE ALT 1 MIN., USE ALT 2 MIN., USE T-10" - 13'-0 in" -- 4-31n" \ FLOOR HOEDOWN LOCATIONS. X "'FALL (IF BLANK, USE DEF. ABOVE) • \ 'V� void �`6,r \ \ 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING gGO� lOP 2-2 X 4 4 X 4 \ -__ ___ _._ --_-_ _-___ LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. <�o l4'-11"- \ IL ,_ o lin 3-2X4 2-2X6 4X6 \ / 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. (� 60s: -- --- rli- O rw" EXTERIORNALL NALLGALLOUT PLAN VIEW `"Is It 5F 3-2X6 4-2x4 6x6 SIDING DETAIL 1 FOR TYPE-B Y�lALLS' GONNEGTIONSAS WELL IAS FROM TRU550R RAFTER TO BEAM E 'AWL! CONNECTIONS. O F20 ��6U0 BEAMS SCHEDULE 5/8 EXT. GWB ONLY Q O "°og o 1 HOUR 50to54STC 12 E. & W. WALL- 1 HR F.R. 5/8" SHEETROCK TYP. GA FILE NO. WP �� GEN ERI� o°�G6 DEFAULT SAWN MATERIAL IS DOUG FIR N0 2 0R BETTER. 0 o �s DEFAULT GWLAM,LVL,PEL MATERIALS-SEE STANDARD STRUCTURAL SPECS HEREIN. TYVEK HOUSE WRAP I R-21 INSULATION - FIRE SOUND °� DEFAULT WALL CONNECTION:3"BEARING IN POCKET OR ON PLATE WITH MIN.,2 STUDS BELOW. 5/8 EXT. GWB L 8.`� DEFAULT END POST CONNECTION:LCE,AGE,EPCZ,OR ECCQ. 1/16 OSB SHEATHING 2 X&WALL TYP. �� g ON E. &W. GYPSUM RESILIENT CHANNELS, DEFAULT CORNER POST CONNECTION:WITH MITERED BEAMS OVER:LGE4,LGE4Z,OR RTG44. 5TUD5 16" O.G. WALLBOARD, ,o o11 DEFAULT MID-POST CONNECTION:LPGZ,PGZ,GGQ OR SIMILAR. IN ----- 1 EXT. WALL MINERAL OR GLASS FIBER INSULATION, WOOD STUDS IQp,a= DEFAULT BEAM TO BEAM CONNECTION:HU,HUG,HUGQ OR SIMILAR. NOT SHOWN _ -,--- A 8 B ENGINEERS CONNECTOR TOP SIDE ' " ,' • ' 4AII\ , �zu ° MIN-, USE ALT1MIN., USE ALT1MIN., USE Resilient channels 16' o.c. attached at right angles to ONE SIDE of 2 x 4 wood studs 16 - i r MARK (IF BLANK, USE DEF.ABOVE) 1 HR FIRE WALL WALL GALLOUT PLAN VIEW ;I 1a�o - - 111 30B 4x12 bxlo 1.15x14 LVL _ I I q or 24" o.c. with 11/4" Type S drywall screws. One layer 5/8" type X gypsum wallboard or I/ - \/ t`( 1i 1 CC) 5/8"SHEETROGKTYP. 5/8" SHEETROGKTYP. B 1 / gypsum veneer base applied at right angles to channels with 1" Type S drywall screws �t., . � ,_ ; 1 N= 35B 1.15x14 LVL R-13 INSULATION 2X4WALL 8" O.C. with vertical joints located midway between studs End joints backblocked with GAR* RESILIENT CHANNELS 16" iMillE 36B (2)- 1.15x14 LVL O.G. ONE SIDE 2 X4 WALL TYP., resilient channels. 3" mineral or glass fiber insulation in stud space. - l, o�wnsys� c3+® OWNER APPROVAL 5TUD5 16" O.G. ~`C w�� c �X �� B2 OPPOSITE SIDE: One layer 51a" type X gypsum wallboard or gypsum veneer base applied Thickness: 53/s" �; ~ INITIAL: 3lB (2)- L15x14LYL ,. " TOP SIDE SEE WALL DETAIL 1 2 X 6 WALL at parallel or at right angles to studs with 6d cement coated nails, 1VA long, 0.0915 Approx. Weight: 7 psf f ;+ PAGE: 40B (2)- 1.15x14 LVL STANDARD INTERIOR)NALL NALLCALLOUT PLAN VIEW-_ shank, 15/1611 heads; 7" o.c. Fire Test: Based on UL R14196, �°T� 4 B 1.15x14 LVL C� Vertical joints staggered 24" on opposite sides. Sound tested with studs spaced 24" o.c, 05NK05371 , 2-15-05, # °°" 1 p,-aci f lithe iilf* 5/8' SHEETROGK TYP. J gg p 5/8" SHEETROGKTYP. (STC=50). Also sound tested with studs spaced 16" o.c, and with two layers of 5/8" type UL Design U305 i } 142E} (2)- 1.15x14 LVL 2 X 4 HALL Earle a OF: 2 X 4 WALL TYP. X gypsum board on the resilient channel side (STC=50), {LOAD-BEARING} Sound Test: NRCC TL93-103, 3-98 ..: s�.n�lool rTm 43B 1.15x14 LVL STUDS 16" O.C. 7E�P■ '(0+1(*s L�ti ia,E6R'S 5�'�2'" NRCCTL93 118, 3-98/1K_ . . _ ._ . X� G2 IS Fran STgthcSSL 50B USE MIN., 1.75X14 LVL UNDER SHEAR WALL IN ADDTION TO TYPICAL FLOOR JOISTS. TOP / SIDE 2 X SHALL 'aTE,A1,S ON Lit - 15T FLOOR REAR ENTRY ROOF - GENERAL NOTES \ bo'-„" \ J. STERLING 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. \--31-0" 74'-11" \ 3'-0" \ -_.--_ m 305 ' 20 10-0 y, 70 1... 306„ \ 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. J. STERLING ry 24"OVERHANG-2'X 12"FASCIA DOWNSPOUT 24"OVERHANG-2"X 12"FASCIA / _ ` / / 3.VERIFY HEADER HEIGHTS WITH SUPER. t 2'-0" \ 6•-0" \ 2'-0" ry ®� _11111111____.I ■. _ _ �.` I--- _. �. �„ \\ I .T,--;,,�, - I I i I U! IIP OTHERWISE. WALLS ARE 2 x b- 16 O.G. STUDS. UNLESS NOTED 1/4" = 1 U.N.O. �' �36"OVERHANG-2"X 12'FASCIA e+ M1 4 ALL EXTERIOR 1 DOWNSPOUTS o \ ' / I= NPF PLATE n , 12"HEEL 1111 I �� PLATE {EELIIB'" i - PLATE 109 1!8" -12"HEEL I yis K"�°'°" A' S.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. STUDS, UNLESS NOTED _.__ w m 1 m I2 OTHERWISE. Al3 07-27-18 a I 11111. 4 5:12 I� r 4.5:12 I 4.5;12 b. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER MS o DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR4 I lit LOCATIONS. „ Lit NMi 2 FRAMING NOTES CD I < - IA13 �r� iN _ _ A1�3_ _ � Z I q ►l? I ♦ �� If 1. REFER TO SHEET Ab FOR FOUNDATION NOTES AND DETAILS. 0 d ,. a s a gil N Y o 1 �+ W a �$�__ -- x 2. COORDINATE W/MECH. & ELEC. FOR LOCATIONS& SIZES OFal) WO I �` I X /--- la ;r i F . a < - - - - - -- x FOUNDATION/SLAB/JOISTS BLOGKOUTS. �! on v ♦4.5:12J x 4.5:12 \ N�,N�, - d JOIST I a- ' ( "elm. _ " " - . - ( a f 3. FLOOR TOR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR I z Q �' I' I I j� - = SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT g DI \`' 0 i. w ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL ID N iii w _ \I- N li V. PRIOR TO THE FABRICATION AND INSTALLATION. i rc r w 111 I raiim 4.ALL TRUSS TO TRUSS&TRU55 TO BEAM CONNECTORS TO BE DESIGNED F m I MANUFACTURED - BY MANUFACTURER0 N ATTIC VENTILATION CALCULATIONS g `� TRU55E5 24" O.G. \ ---- 5. FLOOR SHEATHING TO BE 3/4" GDX OR O5B STURDI-FLOOR T&G, GLUE � I�� \ ATTIC VENTILATION PER IBC 1203.2 a COMPOSITION ROOFING \ AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE P �I GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 1/16' m / I. \ 058 OR EQUAL " TOTAL ATTIC AREA: 4,401 SQ FT. ♦4.5:12 W 11 RD ROOF DIAPHRAGM TY'I m 4.5:12♦ __ ai o § / /c I 1 . \ Nam, I &. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST / .. it / . GIRDER TRUSS 1 I LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO 1/150 ATTIC EXHAUST REQUIRED: r °"� ♦ o0 ALL , / LL° T / FLOORHOLDOWNLOGATIONS.ill tfl LLoO ZJ O� j /4,233 MIN, SQ. IN. OF NET FREE AREA OF GIRDERTR -5 - Q °N o$ / oo 1. PROVIDE BLOCKING BETWEENI-JOISTS AT INTERIOR BEARING,_ 2 N- I g I 2 m80 j o / m o .1 LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. nti ----- 3 0" 2'-0„ ._ , ` a 4 V " O Ill / o ®\-2'-0^ 3,-0„ s EXHAUST NEEDED OR NEAR THE RIDGE. o '" ppoi a� B. ALL CONNECTIONS TOBE SIMPSON OREQUAL.il (111) B _ gg - - d m k z 6 / d z o ' 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE 1/150 ATTIC INTAKE REQUIRED: I-gg w� l-Q91 ' / NFL 1 < GONNEGTIONSASWELLASFROMTRUSSORRAFTERTOBEAMtit F' I 1 ? ill ta< ' =V << / oo 4 v CONNECTIONS. a �« <-- �« �« 51MP50NHANGERTYPES :_ 4,233 MIN. 5Q. IN. OF NET FREE AREA OF a Z„ 1A13 �0�_ �wW _� W i �WW Al � � n <I WLLf._ 4.5:12 , g. � / 4.5:12♦ �,_> 4.5:12♦ INTAKE NEEDED AT OR NEAR THE RIDGE. _ / °2 _ MARK TYPE SIMPSON HANGER MODELS ° O ow :-_w�LL I. , \ zm 1I1 <1- , / cOa. 'pN ::m LL X > w o°o 1 , m \\ <� '',I zz is ] ��� - �w = iv n 1. AG/AGE 4. BC --SCREW OR RING SHANK PER CALLOUT ry ., _ o$ K i< Nt K .z -- i . --- _-_-_- y� 2_0 ®_ ��� F �� / CI oq ®_ POST GAP 2. LGE ry STANDING SEAM METAL ROOFING. oW A F Iv `� w \ N / :w=.� ry- =_ 3 s- z f - RIDGE VEN - / a o .: 5 w 3. RTC r D NSPOUTS g _ 111111111 o \ T Hp °- 0 1-ABU o /16"SHEATHING -,t- _. ,: „ _ _ n LL s rc gai .. w o MANUFACTURED TRUSSES 24"O.G. _' �* - . _ e� DD ME al 4 x n POST BASES 2.ABA IL w "l 505OR / GIRDERTR 5 51TION ROOFING �' __._ PER CALLOUT ,'r A, GIRDER ' GUTTER DRIPEDGE �' �_KN�e�`- \\ 11'RD ROOF DIAPHRAGMTYP. �`\ p I - I 3. ABW z F) f LEDGERLOK 10 / SIMPSON A \II 2 X 12 FASCIA / \ 4.5:12 4.5:12 N1 2'-0" 3'-0" \ 1. H2.5A U-► CJ p •ri ) u HANGER ' 4.5:12 \ DOWNSPOL,TS -- ----- CI [Q \ / AI TRUSS SEISMIC & v N .. mil ® , I - - I - \ �� o HURRICANE TIES 2 m �D STRIP VENT --__ \ / &x1oDPBEAM - _ _ Hl 1 / v:R�APPED _ s---- MIL .-,/. - - --�.- - _ _ e °RwG WA__ _ GIRD R TRUSS `V m IPP4' T&GPINEGEILING \\\ / , 70P � . _._\ - - JI - - -- _ -_- / 1. HGA10G (V 2 h SPRINKLER MAIN WITH HANGERS 0 8'-0"OG,50#POINT LOADS I EXP. BEAM SEISMIC -TOP 109'/8 " 4, & HURRICANE TIES / VERIFY LOCATION&SPECS.W/FIRE SUPPRESSION INSTALLER (V / 4 DN \ / I 1. ITS )7 c0 __ a I / N \ \\ // J tr -1- 1-JOIST HANGERS 2. MIT/HIT f // \\ 4.5:12♦ // al 1 3. IU5 / MIU a- .L tJ REAR ENTRY ROOF DETAIL - ` - / \ / ei 4 SCALE 1l2=1' Q it r 1. LU5 4 L55U Z w ID o I- FACE MOUNT u� x TI: COMPOSITION ROOFING id \ / JOIST HANGERS Z IL MANUFACTURED TRUSSES 24"O.G. / 5 3. MU5 (U5P HANGER) 1 it RD ROOF DIAPHRAGM ' _ �- -- V m GLULAM BEAM AND 1. Hu 4. HHGU -ai v •1 al - O `SHEAR CAPACITY:GOOD FOR EH=230 PLF-SEISMIC;EH=322 PLF-WIND. o iv II _ _ _ �I '"' 11 RD ROOF DIAPHRAGM TYP. (.) / ---- --__- -_- _ - Z MAX ASPECT RATIO=3:1. r - -- - - - I-'�®'' ' ', f- / DOUBLE-SHEAR 2. HUG (USE OFFSET 0 1 ( ) HANGER FOR V `FRAMING.TRUSSES 0R RAFTERS:2XAT24"CC, MAX. _ x I. tri `, X JOIST HANGERS 3. HUGO CI EDGE OF DECK) *FRAMING CONNECTION AT SUPPORT: K Ul pill• / -tir N o N H al '° `"re -" I NOTE: IF ALT. HANGER NEEDED, VERIFY W/ SUPERVISOR. V IL.- WHERE CONNECTED TO SHEAR WALL,CONNECT PER SHEAR NIALL CALLOUT.-TOP 0> - -:-- lrl •- E 9 - 2 (Y tn _ csi OF WALL. ---, -y ZAmmo - _ < - - .- - -- - : -- __.__._ IX iiiF.. `wn ah - WHERE TRUSSES OR RAFTERS CONNECT TO BEAM,USE H2.5,OR A34 WITH w I .- eE/'q r+G 1'w`LL I a o _ 1 ' SCREWS,OR SIMILAR,TYP. - - _ I� --"� 0 r' f•- - AT LEDGER,CONNECT PER LEDGER CALLOUT. _-- ® CV '9 i ..... 4.5:12 ' I� 4.5:12 I�, _ 4.5:12 - 4.5:12 n -0 __ b (� tV "SHEATHING:1/16"MIN.,0513 OR COX PLYWOOD. w t[ o `•- ': � zis: g� m rt . I� 2 I "SHEATHING LAYOUT:CASE 1 PER IBC 2306.2.(1) II _a �?f' :� ? C. w LL -0. O 'NAILING: USE 8D AT 6"EDGES, 12"FIELD. .�I NLL°o`rco: < �II r_ O *BLOCKING:NOT REQUIRED EXCEPT AT SUPPORTS AND AT CONNECTIONS TO SHEAR- iI _ + i k. IM ■ILL I(1 m FIII z<, _- _ N 1 O_ia LL WALLS BELOW. _.. _ w3oi / o m fS , O b51 1Ff)HFR-ROOF DIAPHRAGM ~��II � �!. �i� o /2T `- 'LEDGER CONNECTION:WHERE A LEDGER 15 CALLED FOR BELOW, IF CONNECTING TO 2 1 - -�g rc _. _- - - / dl_. A1� I I �A1�= TO STUDS, USE 2 5D5 OR LEDGERLO PER STUD. 12"OG,STAGGERED.IF CONNECTING A13 I I,4 4.5:12 �- (al "-21"HEEL r I SHAF'ENGi.OSUE ♦4.5:12 S 1 4.5:12 z 1 - LENGTH OF 5D5 OR LEDGERLOK-FULL DEPTH PENETRATION INTO RIM,OR 2.5"MIN I.. / _---I _ I ® PLATE 109 1l8 lir hgg EMBEDMENT INTO SOLID FRAMING. I I �'I - MANUFACTURED TRUSSES 2< o�C. ,{ ,I " II 2 ' go� POSITION ROOFING ..' PLATE®1091/8" -12'HEEL I I KNHAIMlR I 1 o'lw` - MIN DISTANCE OF CONNECTOR TO END OF LEDGER OR SPLICE=2".MIN EDGE I, �. PLATE®1091/8" -12"HEEL - n RD ROOF DIAPHRAGM TYP. - -- - -I �i - - A13 _ ° 'i g KNP M✓t DISTANCE TO TOP OR BOTTOM OF LEDGER=2" �,. MC Ilv. =-- 1 €:' `a� I GOM. _ ,A_:�. ... i� _ .!M. ?_ -� + - Qa�f / o AIII- : � .-., ..�...--._,.,-y.-..dam_-_...-.-.m,.-. .�.. .:.._ ... .e .. :, -'*FRAMING CONNECTION TO WALL,GENERAL: USE ANY OF THE FOLLOWING,WHICHEVER `r 24"OVERHANG-2"X 12" FASCIA r - DROP TOP GABLE TRU55 �,_, =w o's'w 15APPLIGABLE. - v -� y okaw°- RAFTERS PERPENDICULAR: U5E 2X OR LVL LEDGER,MIN HEIGHT TO MATCH m ----�I 1L ✓2,-0„ 3 m I nF_z0,ovRAFTERS.APPLY LEDGER OVER WALL SHEATHING. USE HANGERS TO HANG gill _ ____ - _ - -- 1 I' / �.G'A!? f 6 x i b: } RAFTERS ON LEDGER. / 36"OVERHANG TT 2"X 12"FASCIA 10 �/ 36"OVERHANG-2"X 12'FASCIA , w �yt� ' Z. g 5 _0 - PARALLEL RAFTER OR TRUSS TOP CHORD:LEDGER MAY BE TOP CHORD OF TRUSS \ 3•-0" 50'-5" 14'-0" \ 30-b" - \ -3'�' \ A4 ,,o 4t' ® F o g�a2 �' t w�wwo OR LAST RAFTER OR SIMILAR.LEDGER TO BE PLACED OVER WALL SHEATHING. _ �,t1„ A- ___ .___ ___ _._ \ �+ q - ,_- X s u6 - TRUSS TOP CHORD PERPENDICULAR:USE CONTINUOUS 2X BLOCKING BETWEEN \ A4 " 7 1 S o 0 0 Ui TRUSSES NAILED THROUGH WALL SHEATHING WITH 16D Q 6"OC TO SOLID WOOD . A 1 S I "� Ida - c a.15,6 BACKING(CONTINUOUS RIM,PLATE,LEDGER,OR BLOCKING.) ' •ROOF DIAPHRAGM:CONNECT ROOF DIAPHRAGM TO LEDGER WITH 8D RING SHANK OR . ZIt1T3 'a"'a a WOz F SCREWS AT3"OG. '1 , ��� ��(/s A� u_ g=oa= 2 X 4 COMPOSITION ROOFING 'g0'1 OUTLOOKER / ! !g J 7/16"SHEATHING �� L) COMPOSITION ROOFING AIR BAFFLE WT b X 11 W(2)5/8"DIA. �. �w��,LL 1/16"SHEATHING W/1"GAP - NOTCH TRUSS FOR OUTLOOKER BOLTS THROUGH STUDS - 6& lµEEkks •,$lC,t,/,,, O g�F° 12 AIR BAFFLE NU 1"GAP MANU.TRUSS H P MANUF.TRUSS R-49 INSULATION CLEYIS W/7!8"PIN. a$� 4 5 R49INSULATION __ LOWER ROOF CONNECTION �Te 'c �'`+�Y ' O : ,_ :1 11__ TURNiBUGKLEL iL i " 'tll = �I7/16"WALL SHEATHING TO SHEAR WALL ST FLOOR FRONT ENTRY ROOD r ♦� 2 X 12 FASCIA J� _..G. _._ HEEL VARIES I 11111 GLEVIS NU7/8"PIN. ENGINEERS PLAN AREAS/ 2 X NAILER WT 6 X 11 W(2) /2 1 - 1'� 3x2x1/4 or U CHANNEL SHEAR WALL PER PLAN MARK 3 OWNER APPROVAL ALUM.DRIP EDGE \V ' . STRIP PENT 5!8"DIA. BOLT 1/4" IIIGTA5REARGUTTER IN == Xp'CF II 11 THROUGH H55 6x4x1/4 Al SHAFT ENCLOSURE - INITIAL: GUTTER �• _� ENCLOSED SOFFIT id ROOF j ALUM. DRIP EDGE SCREW OR RING SHANK r ■ ® ® -,� 3,4121 SQ FT halt.- 1l2'LIP FRAME H -- �_ J j� PER CALLOUT 67 � PAGE: MA FLOOR zo tf;Th 2 X 12 FASCIA-- I 1/2'SHEETROGK- OVERHANG VARIES ` 1 i DOWNSPOUTS I cV DOWNSPOUTS , • I THROUGH BLOCKING LOWER ROOF a --- - o " 2ND FLOOR 4 200 SQ.FT. VENTED BLOCK R-21 INSULATION- - FOR GLASS 6x4x1/I 1 "4r'7!I' 9x518"DIA.BOLTS , ry _ I I y o i. Sl8' SHEETROGK ' 1 STRIP VENT 5/8"SHEETROCK 2 X b WALL H55 6x2x114 //j/- H55 bx2x1/• jt'I I / -- n 1 11 / �) 2XbBLOCKING �, _ „ -. I �I , -4 � -�, ."' ---`"' -=' �j 3RD FLOOR 4,Og8 SQ.FT. ENCLOSED SOFFIT 1/2"5HEETROGK I 2 4 H55 3x2x11• BETWEEN STUDS TOP CHORD OF TRUSS OR MIN. HEIGHT I b-b �I � 14-0 r - 6-6 '1,1,- R-21 INSULATION I 2 X 6 WALL - I -- - a� TO MATCH RAFTERS.LEDGER LOK OR 2XSLEDGER I AT BOLTLOGATIONS ill I A -II • A UTILITY/MECH. ROOMS 552 SQ.FT. n ROOF OVERHANG • SOS LAGS PER CALLOUT b5L. r, - 714 OF: TYPICAL SAVE DETAIL ROOF EAVE DETAIL @ TRUSS RAKE 3 ENTRY ROOF OVERHANG DETAIL t LEDGER PER CALLOUT 54" 416" { 6'2 \ TOTAL LIVING AREA: 12 111 . :J 66^ 4 b^ 1 SCALE: ill= 1' f. SCALE: 1l2= 1' SCALE: 1/2= 1' SHEATHING ENTRY PATIO 148 SQ.FT. MAX.BUILDING HT.(501 .. - - - _ _ - BUILDING SECTION DETAILS J. STERLING w 1 RIDGE VENT J. STERLING n K s 50 YEAR PRESIDENTIAL E 2 COMPOSITION ROOFING. 3/16" = 1' U.N.O. 4 OVERALL BUILDING HT. — _— _—_-- TYPE AND COLOR TO BE DETERMINED. care-�_____ _ • __ — __ Is =���, 3 2 X 12 METAL WRAPPED FASCIA O7-21-18 rc 1Z I 1 _�= _S77 ___©_ ___ is OPEN SOFFIT B. 4.5 -- -� -��t- 4.5 111111 �_e ' �. ' Nzx „°;� 4 CONTINUOUS ALUMINUM GUTTERS. 011) a 1. aan,: ate_-i- ii ice` it —�, ii i ti.,,,,,,,, ii� 3 DOWNSPOUTS TO MATCH _ mom roPr `' �� EXISTING AFC BUILDINGS (1111) W . { PLATE HT • 3 10 110; 10 � — 6 KNEE BRACEID } / NINP&N HEAVERS 6 m .. _ 1 I __ II_I 11 1 111E ,. 11 b n 1 S F® 1 r=L 26I 12 0 LI I I 1211110 I. #3E- 1 BED APT. ' „ I HAI ; #3r.- 1 RED APT 7 MANUFACTURED TRUSSES 24" O.G. o- L- I F { • . .�I -I' — ATTIC DRAFT STOPS 5/8" GWBC 3, — 8 TO DIVIDE ATTIC INTO AREAS <1000 S.F. 3RD FLOOR 143/4'FLOOR SYSTEM � - - � - - — -- � !� � PLATE HT_ .. "BIM. ■ . ■ IIIII m,■�,� III ■ ��' ■-1 �.■ ■ ■vim■ _ m1111 `: �. .. �.■■h Ii 10 10 10 • wRro�HEA �( R 49 INSULATION ali �� - al a 11 A2 , „ ' 12 RESILIENT CHANNEL IN/ � v § #a- 1 BED APT - HAI I #2 c- 1 BED APT 1 O 3 LAYERS OF 1/2" SHEETROCK ON CEILINGS `7- a s.eao__0i - _._ 10 _111�_ •a _ a- o �� I,�I'II j 11• ■ 11 5/8" 5HEETROGK ON WALLS, 1 <U) 1 — ■ I I u i' i�.■ RESILIENT CHANNEL WHERE INDICATED N 2ND FLOOR .. • ym" — -- ��_ ' � 1`— ./ —, --- — - W 14 314'FLOOR SYSTEM PLATE HT 1 �■S � ■ ■ ■ m. ■. a■a■_ '� ■'■■d�'�_�■I��.�•��� m'� I 5 STAIR 1 :# m�,■■',■■■ ■ ■■■■■�l��, R-21 INSULATION E • WINpOWHEApERS I �.. _..._. _.._ e ' 11 11 10. 12 El m —11 _ •0 N L. 4125 412E 10. (B) R-13 INSULATION 8 ri H L , 71 I� 'I ` (( 3 14" BC! 6000 1.8 "I" JOISTS - 16" O.G. #1 D - 1 BED APT HALL 00 LAUNDRY ftDA RESTRDOMci lar,7 IIJJ0 III o R 13 INSULATION O `� MAIN FLOOR ' r— �_e.—. e= i_ _.. [.-._a....... :. _-. _ z 75 AVG.ORG.GRADE A��IiI �� __1�_ T_ _.-._. II 1 '4 �f�_��� �a�i�.�.�''',��e�.�e�'e��.■.■�.�w�>� �e�.�a■.�.�e�.� �-�w�� .�.■e I �13 �� ��� Rz X e r m R-38 INSULATION OVER w p C, • IIII Ili � II�IIIIII IIIIIIIIIIIIIIIIIIIII IIII 1111III I I11111I III III 1E111 'L 1 CRAWL OR CANTILEVER a ca ry .. COMPACTED OR UNDISTURBED SOIL / BUILDING SECTION 3/,� 16 STRIP FOOTING & PONY WALL (DETAIL 8/A6) BUILDING SECTION 1 c0 CI MAX.BUILDING I4T.(50) '. - - - -- - - U- X . ` ILI z � ® vw Q to v _ OVERALL BUILDING HT. '. - _ - -_. -_ __ d Ce tLi ® _ 12 1 I L ' 12 • 1- _. R r �c--� e _ I e , J 11, > I 4.5i iii l\.� I I { I i ' I I �I mill l' � i4.5 1 5 it�_ II♦\�i� V O __— _ � �i�■n�`� �� I I8 ij Le d ,ii ��_ % , i�� i !u ■ `-n � � ' EL. O �s gin ?tom��1:-r2.3C I i i ►�I! I. p h 8 4 P 9 4 j S ` I = . :r RRR �RRRRRR— _�, i © ;—LEI��I����■������■�3 �� b�. - �,�I� —, (V PLATE HT. .. �� , , , ;�31��;�:■I■,�,�,�,�.�\,._.,.._,-9,_..,�o.a/1 ��.z■,■,■1 9 'Ii I; 1 1 ��` I io WNGQYHAOERSF-17 -I ta ull A in 6 - rill! r APT. , Q'.. 1 411 a- a, 1 Z 1930 O < Y C °aw�� 22� � $ ikni N 12 Eis s 3RD FLOOR '. - _. — - - I_ a -. ._ [/���� -,- ` I,. . € '� PLATE HT ., ■ 143/4'FLOOR SYSTEM fEm,.i �:11� �� iii7Yil,-��� a .=�ii4131M . ��.■vi�.I �Mialiil�1�. :. �myNm v .}th WINPa1HEAO!RS CO 10 I-li �� Il �O11 - 1�— • ')2�I �' h• HAII Li #2A-28EDAPT + ¢w$woi- — — I_ 11 1 u34 Fwo � 1IIIIIIIII -- -2N0FLOOR 'r -� I ®'... z: T w a 6E PLATE HT. '. • -_--__ {�.�®/, IIIMIIII J I / WNOpYHEA0ER5 pli• _71 11 — 10 o IPLAN ARERSCD I I MAIN FLOOR 3,921 SQ.FT. I II III BED 4I yam Ma 1 OWNER APPROVAL �:It _ - _ — 11 i 2ND FLOOR 4,200 SQ.FT. MAIN FLOOR _ e e -- _'—.—. - 6 e —.— — .. .. .. .�«—.__ . PAGE: AVG.OR& GRADE .;.ems - F m �, %- -_-- ��� I II;__-. �. W - �;. - .I 4,098 Q FT 13 15, 13, 15, 15 3RD FLOOR 1b 11b [e I (RAWI 4PACP UTILITY/MECH. ROOMS 552 SQ.FT. I I I I I ---_I I , r ® / TOTAL LIVING AREA: 12 TI1 50.FT. COMPACTED OR UNDISTURBED SOIL BUILDING SECTION OF: ""`3"""' ENTRY PATIO 148 SQ.FT. BUILDING SECTION 2 MAX BUILDING ML(509 '. _ _ _ _ _ BUILDING SECTION DETAILS J. STERLING ao 1 RIDGE VENT J. STERLING n r ry 50 YEAR PRESIDENTIAL 2 COMPOSITION ROOFING. 3/16" = 1' U.N.O. j OVERALL BUILDING M7. - - - - --- - - -- --- --- - - - - - -- --- -- -- - ---- TYPE AND COLOR TO BE DETERMINED. — DATE w - i �A2 X 12 METAL WRAPPED FASCIA 01-21-18 Z 12 - I= '_ 0 7._ =' - • 12 3 _ , - OPEN SOFFIT 4.5i � l � I7 � �� � tiJ �_ I = - � I4.5 II El , �� ,1 I �� /!1 \�� I �/ 1 t, , �'1+ '�/��,,' ; pp ��••�"�': "• �" CONTINUOUS ALUMINUM GUTTERS.__ �� f ► , r / 0 ,,i . , ir , , -__- is , CM ,�.a�....a�as— l �1 �,�� ! I�k\ t �� �� ► I 1 ��� • �� , 'V (� �� �' ��„�;r,�a� DOWNSPOUTS TO MATCH 1 Z .°`..""■.�..� �� �I�� Al� (fr \ � �'/T ,I tillA i tAl / '�` j (�� ( I� �I� �' � — ■.�...� s EXISTING AFC BUILDINGS W e 1:1) Lail 1 PLATE MT. -. � �I 10 10 '..,, 10 ;i� �� m �W•--4' b KNEE BRACE 1 YtlNDOW HEADERS �', 11 ■ ■ i„ 12 12 m ..C) . ® #3D- 1 BED APT. ®F - 1 BED APT ,■ #3F- STUDIO ,■ HAI I 1 MANUFACTURED TRUSSES - 24" O.G. ry II II p Imo', �� 8 ATTIC DRAFT STOPS - 5/8" GWB i. 41 _ _ tom' t� TO DIVIDE ATTIC INTO AREAS <1000 5.F. erl 3RD FLOOR 4, . 1a31a°FLooRsrsrEMu 13 �14/ 13 41414 113 PLATE10 HT = Iv �o t � q R 49 INSULATION 1 > te �_] Fia ^gym m CI) I 101 12 112 t — Ram RESILIENT CHANNEL W/ ■�� Lo • § #2D- 1 BED APT ##2E- 1 BED RPT #2F- STUDIO HALL 103 LAYERS OF 1/2" SHEETROGK ON CEILINGS tea, ( 10 I .. �_t 11 5l8" SHEETROGK ON WALLS,2ND FLOOR - ENTRY ROO.'6LASS ROOF R&�Ae�\ _ i ' _ __tt,�' ,, r m -- RESILIENT CHANNEL WHERE INDICATEDILI 143/4°FLOOR SYSTEMit LL PLATE HT. 'F <.'�.�!® . _ 14P ... .�__ .v�® - ��I _ I ! R-21 INSULATION E 10 { 1011 10 I 10 I 12 (B) R 13 INSULATION ° ,� ICI 4121 #1 C- 1 BED APT #1 D- 1 BFD APT i' #1E-ADA STUDIO ■ 13 14" BGI 6000 1.8 "I" JOISTS - 16" O.G. N ./ / 10 a a. sime. F— CT �y U El _ — 14 R-13 INSULATION �, MAIN FLOOR •. �11��t--.__ rv.. ______=_,_.9 t .a.� I t .,' al " - O m W d- 'T`,- I I AVG.ORG.GRADE '��l 1 13 15f 13 15 13 15 413►I. �, (Y x t �5 I lil 15 R 38 INSULATION OVER _1 O • c;4 u b b 16► 16 CRAWL OR CANTILEVER. - v 16 16 SRAWI SPA(,F 16 16 — O w e m R _ --- -- COMPACTED OR UNDISTURBED 501E BUILDING SECTION _ �y,b=, 16 STRIP FOOTING & PONY WALL (DETAIL 8/Ab) BUILDING SECTION 3 MAX BUILDING MT.(501 -- -- „ X V Z MI Z �' al O w In Di 0 OVERALL BUILDING HT 'F - tn Z _ 1�—12 / 12 V it tn i 4.5 .. .F 4.5 W 1 ', ir■a1MINW:rJ /I / S \ wisiiiiii._.___,... w ce [ u1Tfl \ kP/ w s 4 O Ii 9 , ` ) 9. 9 i PLATE HT. "F i =' "I z r ( 4i 10 10 10 10 Ii� wlxvaveFwDE2z I 11 1..11 �1. El m © IS 21 9 kn QU HALL #3B-2 BED APT_ #3A-2BFDAPT gs x g Z p i , I i R io WU� § r II • 2$Utt $ �I Ell I _ O wa°� a I I I 12 awo o I !nI I `umlau9 3RD FLOOR 'F !� _ -_ -- i ! — - � pw� ' . 143/4 FLOOR 5Y5T5v �I I � _'13► 4144 4131 _ /141 413 60 PLATE MT. I _' I $ STAIR _. • _. ._,ti y ' x�w� eo 10 r • (10', m [10 10 1 swWMOGYHEAO-cR511 ,m1-1� �� m . ^ :t1ZO12i ® �12, ®► V , o�am ' ,^Ae ' ::2211:1Nila - § HA11 #2B-2BFDAPT ■ #2A-2BFDAPT Vdeihc. STAHP N65EAM METH.FLV'FlH6 cc y ry,p� �p/5�� 2UIj EMNt'ROOF 9ETNL U'A131 I �� I t2 V�.f�tidYMv»®,riY' row W 12 �E� 2ND FLOOR '. t II � 1' iu�81ti a65a# ■D u. N Af+'•RWFOVENHAN6� ■ ■ a IN 143/4'FLOOR SYSTEM S44) �� 4144 413 _`._ ' 13f 414 ®M�� 01%p- - rc _ _ 4 $ PLATE MT. ( " 5STAIR — �. _,-___�.-. '14 �I a " �gS Old dmN�O Iaa�Ba -- 11Z ... j r © a¢m¢O / MOON HFLDER5 I mm � OHO¢„ , 4 V1010 (�Zo ( 12--� ,®� PLAN AREAS Ft FVATOR Hai. #1 B-2�FD APT I■ what_2 BED APT EI - a coNSTRUOTEDAS MAIN FLOOR 3,121 SQ.FT. En AFT ENCLOSURE 10� 1 _ _ OWNER APPROVAL 2ND FLOOR 4,200 SQ.FT. INITIAL: MAIN FLOOR ' �o—_ ---_���-•- —�- - _-- ----___ 3RD FLOOR 4,09E 5Q.FT. PAGE: ■ IV AVG.ORG.GRADE '," -- I 115 13 15 4134 15 13 rpmV tb Seabl SPA(F t6 16 �b 11611 UTILITY/MECH. ROOMS 552 SQ.FT. 16 . IIIIIIIII t-- a LI , ,I 1 C ■: :' I TOTAL LIVING AREA: 12,111 SQ.FT. COMPACTED OR UNDISTURBED SOIL / BUILDING SECTION OF: ENTRY PATIO 148 SQ.FT. BUILDING SECTION 4 EXTERIOR DETAILS J. STERLING • ea 1 RIDGE VENT J. STERLING n MAK BUILDING HT(50) __ rr - -- - -- __ _. ._ --- - 1r ' 1 2 STANDING SEAM METAL ROOFING. 3/16' = 1' U.N,O. COLOR TO BE DETERMINED. LL - W r. 3 COMPOSITION ROOFING. TYPE AND 07-21.18 a OVERALL BUILDING HT. ........__---. .. -.. .-- _-- - __ -- -. __ - -- -- -.. _ ..... -_ ._ _ • _._ ._.. ._- __. ._ _.. __. _ . .._.- __ ._ _ COLOR TO BE DETERMINED. ..- .rE w • t-mry _ - II� +c� 4C.3) METAL WRAPPED 2 X 12 FASCIA _ =t_ m„ i �� � _,_, ENCLOSED SOFFIT (VENTED) � r � �5 -� -� � I 5 CONTINUOUS ALUMINUM GUTTERS. ail) WOW /a1 -.�� ' �- =s-r �"�"� as�s .�. =—ram :.,.. ,., N • b DECORATIVE KNEE BRACE in ! . .. x PLATE HT ...- ..- - ,-,'C .,u, ,..G.axi .,... �v+ .d n✓�'..Miti m - • - 1 CUSTOM GLASS ROOF AWNING 1.0 WINPOW HEAOE0.5 'ilit C ,,,_. III F IIIIli jiI $ PREFORMED METAL CORNERS • a s 5. —II III ( b ; ; 4 II f FIBER CEMENT SIDING INSTALLED (it a I q W/ 7" OF EXPOSURE.WSS SOEOP 3RD FLOOR ... 143/4"FLOOR SYSTEM L-A 1 _ _. _ Y._... TYPE AND COLOR T.B.D. g. PLATEHSion z, r. METAL SIDING - STYLE AND COLOR BE �+ s 10 DETERMINED W 1 1WN0OW1.10.,17,E0.5 _ .. �_ ..� ;» ��: y e w E ai _ e - 'i I, 11 11 LATTICE OR DECORATIVE WALL till r, l tii ! 11 I J'' 'i ' �' '� IJ ,I jl ; ` ' -I is I a ,\? 1 I ) I I� 1, 1 � � I� 11,"sue,,, 1! r� ? ) I S�F — �� I • 12 COBBLE STONE PATIO AREA 0 �� e 2ND FLOOR 8 I �� la r'7l �u1 QM t_.� 111; .. 143/4"FLOOR SYSTEM '! I, 1 A PLATE HT. ` • 1 .. ..�..._...,. s.. _ t i %!1 ! I j I 13 4" CONC. SLAB cm 2 WIHOOYIHEAOERS .- _ I .•,•v �I ` �{ — I Yr I 11 / 1/ nriffigt 4 til I ;1 I �y I :II I 14EP tr r I', m BENCH �r 1 • 22: I; - ,-,• Z W Ts �\ y I _ ' ii i 11 j � ) , r ). .' W O m ..FIN �, $ -2-1? I'� i1 Il � , , ,� 15 a �, ° MAIN FLOOR --- - ___.- _-- _- -.,__ _.,u_ ;. .. - -_ - -.-- --_.-. .-_ ® D Q AVG.ORS.GRADE .�an° _ ___ -- - ..- - - - - --_ ---_ - < en zp SOUTH ELEVATION—+ 16 SCALE:3/16"=1' SOUTH ELEVATION o Xv _ Z � W Z o MAX.BUILDING HT.(50) -- -- - -- - J Q 8 is to < OVERALL BUILDING HT. _. ._ _... -._. __._- _ _._ _.. .. .. -__ _. .r^ V.. alI 111 r^Yr , -r ,vim ,,,`� �° :.rx, O m 5' TO 10' SETBACK.. < 011 p .. i' ..,aB S. 'H -4 vy r q 4 = xif 'T{f f. ^n. a • � EAST V"LA�LL: 1 ,385 SQ. FT. 5 � 4 moo= � � � s �� PLATE HT. EAST OPENINGS: 332 SQ. FT. w;voow«ua=_� i , �,1, 1 11 a ,I! I�� — - - I . big 6 I J i'�- R OPENINGS A�LLOY�IED: 25% p g1 III ©� I 1�i 1 �1 � �-� �' ��� , OPENINGS USED: 23.17% owe ¢ NO P I� 1 11 I, �maW 1I ' 0 -- .I`_ - I I_ I e�w b b. _— - . 11 _II1 ld �� �� ' n III Z1LIQ 3RD FLOOR ', - 13 k ? • ^ - u i ,43/4" : 1 D' TO 15' SETBACK: .-.'R SYSTEM - -i - - ~a o PLATE HT. I. " . :.;).: .. =rt EAST PALL: 512 SQ. FT. W °° CIJ_I6 WINDpv FEMERSI '-. ..._.. .,_ , �20 j r JI — I1 EAST OPENINGS: SQ. FT. 0 gg I' OPENINGSLLOY�IED: 45% IL _I — .,”, _i OPENINGS USED: 31 .64% 1±! u 1 ilr , 1 - —I farco 2 DFFTEHT t ._ ._...--- oEma m --, A< EARS LL=3°ai �.. 143/4" -JR SYSTEM E _ -' --' .R 2 aN PL N A<R WINDOW HEAVERS ° -_ ._: .--,, , ,, ._.''`' MAIN FLOOR 3,121 SQ.FT" y OWNER APPROVAL I 2ND FLOOR 4,200 SOFT" m 1 II I' i 1 Ii INITIAL: Irt: I __ � I �` I; '23RD FLOOR 4 098 SQ.FT. PAGE: BENOH �� ' „ ",h._r>,. -�'�' ��I`— = ' 1 is I'_ i 1 `- ( jui �'. =� i,.. UTILITY/MEGH. ROOMS 552SOFT.IILI �',r' 1 MAIN FLOOR �� '" _ ) -^!i .. AVG.ORS.GRADE '; x TOTAL LIVING AREA: 12,111 SQ.FT" EAST ELEVATION ___ OF: SCALE:3n6"= r ENTRY PATIO 148 SQ.FT. EAST ELEVATION EXTERIOR DETAILS J. STERLING _ 1 RIDGE VENT J. STERLING ni MAX.BUILDING HT. 50' '. -----' -- -- — -- -- — -- -- — --' 1-7 el T 3 2 STANDING SEAM METAL ROOFING. 3/16" = 1' U.N.O. 4 COLOR TO BE DETERMINED. - a w COMPOSITION ROOFING. TYPE AND 01-21-18 a OVERALL BUILDING HT. '. 3 COLOR TO BE DETERMINED. a " g„W 6 . b P_ METAL WRAPPED 2 X 12 FASCIA 0111) _ air�._.a-i - - rsa �.��� ENCLOSED SOFFIT (VENTED) per`_ m ,�..... �sx --.-. ' -' =o .7ems.. -s: ��- =_-� ®� Ate,. � ; � �✓ Lyme � � �-�= _ ��=-J/ /^ -� CONTINUOUS ALUMINUM GUTTERS. tea.- art.:—sue ��m - �asexr�- °z-s���- ' W . � _ _ .�. -4-=----. �-arm .,,,, „:„,,,.,,,,:„.„,„,,,,„„,", _a,, , ''' '- Mg•••".1:gi=irr,WiWilitill•••=6Zz`6,Xtitreary..••=ix.,..a.....Atin,„„-',4,-ir b me'µ --17-.-5t;Hr,iS:::=7-7.7t77.77.,t7r.75: 0 OW DECORATIVE KNEE BRAGS ID „xa ,. PLATE HT. _ _ - --- ' " - "( CUSTOM GLASS ROOF AWNING igi F WINDOYi"ELDERS ' 6 I I� �� ii� �1 Ill �� � ) 1 8 PREFORMED METAL CORNERS j I ii IL �I } L I �,I FIBER CEMENT SIDING INSTALLED ii W e w v ,:_ �.�_ . il . CO q W/ T' OF EXPOSURE. 3RD FLOOR FL o r L -I _ TYPE AND COLOR T.B.D. Lis i . 143/4'FLOOR SYSTEM N PLATE HT. METAL SIDING STYLE AND COLOR TO BE 10 ii DETERMINED ruxoavNEwERs11 11 -. b. FIj - 1 �I 1 1 LATTICE OR DECORATIVE WALL III Id I� I f ! ,j i, Il • 11 I __-- III 11 ED • Li IP hIII J� COBBLE STONE PATIO AREA lii it Illmi - 12 J 2ND FLOOR , 8 P 19 r - - ""L. a - H ' b �p 14 3/4 FLOOR SYSTEM �' ",- ,,,,,,,-- ,n„ ,,: i.+ FLATS HT '. 13 GONG SLAB .-- 4 2 / WINDOW xELDERs ' j , - _._ $ CO tr) 1 P. 14 0 >� • hi ci III te TS ' + „�� �_ If 15 a � � z o `° MAIN FLOOR .�'�1 _ t—� _.-- - - _—— - _ -- -_ -___- _-__-_ _. ___._ _ _ -_- _. ___ - -_-- , _...___ _ __ _ _ -J u�. AVG.ORO.GRADE m C m° T. 1 kNORTH ELEVATION 16 SCA. (V NORTH ELEVATIONCI o Ivy z Z. w MAX.BUILDING HT.(50') _-_ -_ —_ — — — _._ __ -- -_ — — — .— _._ _._ __ al N al to ci 8 0 w knz I- tv al F 1 vCK OVERALL BUILDING HT. o v N T C 3 _ 2 6. PLATE HT "" _.., � , ._ .>a' in RI zr..gg WINDOW NEAOERS ( - -__ .-_ "—____ _I_—_._ am __Ji -_�1 it 'Ill Il �) Ii t� ¢�!I rti p'I _i r r0 fir- 1 Ii �-.I I i�a°z 1 ;I; i III `J ill � oxm o- m I,,i 11 I ( II qv1 O j�{ III III ( III j I-W��W e III I 11 !i ,; II ' wxW� n II o III II IV - > � '6 q .- _ _ _- _. --, - oxvw xQ W - - YI .. _ r., . W2_3RD FLOOR , , 3� - ,, __ -" - NEST NALL: 1 ,120 5Q. FT. , 14 3/4"FLOOR SYSTEM L - �. --' PLATE HT. - - . - _ �� WINDpYHFMER5 .. e _ ' ri u 'm¢ ,, - 1 i 'r NEST OPENINGS: 450 SQ. FT. O Q i� OPENINGS ,LLONED: 25% n/_ o a m ti ', _ _' _� 11 OPENINGS USED: 23.43% :111161 jjj 2ND FLOOR 2 - — II� _. 8 -.- • __ __ .._ __ - -_- __. ___."_ 1'- r-Pb PLAN AREAS llt 143/4"FLOOR SYSTEM ...`"-,. .v.,, __ .. _. PLATE HT. / +.. - MAIN FLOOR 3,921 SOFT. WINDOW HFaxR5 / 'e _ ...-- -_ ___.---..a __-_ OWNER APPROVAL 6 2ND FLOOR 4,200 SO.FT. er _ INITIAL: i 4 j I I ` I :��71', 3RD FLOOR 4,018 SO.FT. PAGE: 8 '7A a 1a.wto FlX/5L . I ..:.,...... II I kit II_ _ i i _ �... - - - -°. VrSLi _ W UTILI H. ROOMS ® :- 1 1 ? R�LETON MAIN FLOOR ((am� / / _- _ ._ . ... ___- ."_ ,. .._ _...... .-._..__._- . : ,.. "_".. ._._ .. -x _ - _ _- _- - _ _- - '�---y ' -" ;ry,�,� AVG.ORO.GRADE A / / / - - -_ -_ -,...--,_....�. - .__ _. - .�„_,.�,_�...� •bi ai�i TC11 TT TOTAL LIVING AREA: 12 'j�11 SO.FT 4 WEST ELEVATION °F ENTRY PATIO 148 SOFT. SCALE:3/16"= 1' NEST ELEVATION 15 FF FLOOR-TO-FLOOR HOLDOWN * MIN., CAPACITY: GOOD FOR 1105 LB TENSION. J. STERLING * STRAP: USE C516 VERTICAL STRAP APPLIED TO OUTSIDE OF WALL SHEATHING. ATTACH TO 2X STUDS LINED UP ABOVE AND BELOW RIM JOIST. FILL ALL NAIL HOLES WITH 10D. J. STERLING n - IF STRAP FALLS ON HEADER OR BEAM BELOW, NAIL TO HEADER OR BEAM AND WRAP AROUND BOTTOM IF NECESSARY. CV T * END DISTANCE: 13" MIN. TO EACH UPPER AND LOWER STUDS. APPROX TOTAL LENGTH = 2b" + DEPTH OF FLOOR SYSTEM. 1/4" = 1' U.N.O. 1 z a 11 HD ALT 1 - HOLDOWN - EMBEDDED STRAP TYPE. w * MIN. CAPACITY: GOOD FOR 2185 LB UPLIFT. 07-27-18 a * HOLDOWN: USE L5THD8 FOR NO RIM JOIST CONDITION. a - FOR RIM JOIST CONDITION USE LSTHDBRJ. • * NAILS: USE 16, 16D TO FULL-HEIGHT STUD A5 FOLLOWS. M CD * STUD: USE LARGER OF: KING STUD A5 SPEG'D ELSEWHERE; OR CHOICE OF 2- 2X, 3X, OR 4X. € 2°` ALT 2 - HOLDOWN - BOLT TYPE a g L * HOLDOWN: USE HDU2. r. Jf III* LAGS: USE 6 5D5 1/4 X 2.5 TO FULL-HEIGHT STUD PER ABOVE ct v 0 * ANCHOR BOLT: IF NET SET, USE 5/8" DIAMETER 55TB16, OR 5/8" ALL-THREAD WITH NUT AND 3" WASHER ON EMBEDDED END. ID ,T,, MIN EMBEDMENT = 12". IF TOO LONG TO FIT IN FOOTING, BEND 10-DEGREES AT BOTTOM OF FOOTING, MAINTAIN 3" COVER ATAx BOTTOM OF FOOTING. It - IF ROTOHAMMER, U5E 5/8" TITEN HD OR ALL THREAD & EPDXY, WITH 6" MIN CONCRETE EMBEDMENT, CENTERED IN STEM WALL. 911 CuI r_,.., : i I S N I- O IN eTe M N I I V51� MIJ I r, 721 r r iii) CA 63 LS O IL CT knp m � re Xv m W O O . is (� Di al cv oz s- I r rel N p I da r 15 liC ® X0 K PLAN AREAS MAIN FLOOR 5,121 SQ.FT. LIJZ Q O 2ND FLOOR 4,200 SQ.FT. v � di z 3RD FLOOR 4,098 SOFT. d I- Q/� ri UTILITY/MECH. ROOMS 552 SQ.FT. w o TOTAL LIVING AREA 121 171 SQ.FT. t— cl ENTRY PATIO 148 SQ.FT. ri < a_ Z • O HDU2 HOLD DOWN STHD HOLD DOWN MSTC STRAP SHEARIlAIALL TOP GONNEGTIONS \CV OCT TO SCALE Model HDU2-SDS2.5 ma SHEARWALL TOP CONNECTION SHEAR/NALL TOP CONNECTION Q T-1,,' -h. ' PARALLEL FRAMING PERPENDICULAR TRUSS a— Anchor Diameter: % I Th' I Maximum Allowable �° A D1 NO SHEATHING SPLICE D2 TRUSS OR RAFTER ' 9 .I Tension(lbs.) I } NS J'Io 0 II M OF1aP Waif a ° TRUSS OR RAFTER 18 TRUSS.RAFTER o ° k btiP 4 3075 2215 ° w OR JOIST Qz1 Ilit O 'gO< t ° ° L NO SiffATHIRG HDHS Installation �- o g SPLICE �II HI OR WSOmpx _., ,f IHDU2 SWAM �� 0§° Vca CEILING �e 7AP gOIM azw •sZ "tin .° d tl �� � swc,eeroovrox � Z S�a w -x ! 115 P I -.A II2a95 STERNAL!.IRSTAtt1'(IDR t' °� FOUNDATION AND 1ST FLOOR FRAMING O " w� *12 2xb = 1 PIN SHEAR YVALL TYPE ALL FLOOR SHEATHING IS 12FD, TYP. v J _ SHEATHING SPLICE TRU55 HEEL20_ R.Pem Iffinper war xo--NA, as r Strang-TS mar 2 a Ie o o //� P i Anchor AMA" candor/a m TRUSS,RAFTER �/y kW "" End0, Ee*m' ! Min-"barRn9 ° ° ORJasT I MINIMUM LENGTH OF 5HEAR PANEL. - PERIMETER FOOTINGS ARE PER ARCH., ELEVATOR BY OTHERS. mumail corner x,Nl wawa Wpm YHa o I� MIRE anti N N AResn AT m� 2 to s._ 5 s "" "�"°" ���� IF " N" , CONSTRUCT ENTIRE Y'IALL PER THIS CALLOUT. - INTERIOR FOOTINGS ARE 8" X 24" WITH 3, #4 CONTINUOUS, 3" FROM BOTTOM, TYP. !� A !t Adhesive SET an Iz °. °� T SHEATHING L to © s" w s{4 ,M�tx. . �zO$ Wechavad %OF `'':4" MSTC GP"GE - �'r IF "N5" MEANS NOT A 5HEAR WALL. BUILD PER CODE MINIMUM $ �=w Anther THE 10 ag t0 1111111 E Y CEILLNG !� O swvusawornax m d' Q Cast 1 lac-Sash1A ex in to m�� i iiSato A'xhn SST916 12" ml Iffi 12% ®® C' STUD MATERIAL NAIL EDGE!FIELD TOP PLATE SILL PLATE& BLOCKING AT TOP OF WALL TOP OF WALL BOTTOM PLATE MUDSILL ANCHOR SILL ANCHOR 3 O !z g iW I See page a ler ON OMRl Ms kwuhlron type -• y GALLOUT CAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPACING STUD SIZE TOP PLATE CONNECTION AT CONNECTION AT TO FRAMING MAX SIDES OF WALL (SEE STD STRUC. SPACING®STUD SPLICE STUDS W!EDGE UNSUPPORTED TO CONCRETE MAX SPACING Z w z sreerxRuws uTmaapxeervPARsxRRohms ewsare --- - WINDl5E15MIG MINIMUM SCREW SIZE MAX.FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN O �..1 ihh LOWER ROOF CONNECTION SPECS.) SPACING IN INCH MINIMUM NAILING EDGES MIN.EMBED o$$ww le tee TRUSS HEEL FRAMING FRAMING INCHES ,t -EcE6§ --�— e IX„ ,,,a TO SHEAR WALL NO SHEATHING SPLICE " i� �' Aw.; — ■G , " 6/1 ®4 AT 36"MAX SEE IN/BLOCKING 0R6 5l8"J-BOLT OR Z R.6'a 61$ rn Cj°1i e' MIN `! MARK n 10' 24 2 X 4 SAWN CONT.SHEATING Rv,.-- �€ !1 tA.. EXGIRK Ani .� a PER MAN RooPxrrus— i• " 6/12�16" OR A34 OR LTP4 <>1, _ __ \ / _ ?l16 055 ONE SIDE. , " 4 wnm"M a SGRFYI OR RING SHANK 65 L \ 12 16 2 X 6 SAWN bn2 16' 481I Lp,P yW H2.5 OR WINO 5/8"TITEN HD a:wp I J ma Icl`Iw A R Me svap aver PER OALLOUT / 5 � / 3�6 „ APPLY EITHER ee �� �� zos „� mom, „'�, �K J T 2u' -M".�� �aaZ/'2aP ER ROOF o t 1P1"�-, 168 / 120 OR 7/16 Sd (2)2X4 2X NA DETAIL 15600�24"MAX 16d@6 Wl3"WASHER 12 / 4 <Eg I1 H-m�. , as - N" R.. , .;.':. kRpm is2Ala 1' .,. \\\ SIDE DIRECTLY T " (8) 16d NAILS i I P ; nae lnm " ,,.,.xea ® \ PLYWOOD TO STUDS 16 12 2X6 SAWN b/12®1T' D1 SEE DETAll D2 ORSM MASA OR _ Plan MextStemiwaRewnrt A9FeindalIefiRlulbn 'fffl I TOP CHORD OF TRUSS OR MIN.HEIGHT �. E ('! A TO MATCH RAFTERS.LEDGERLON OR V!l J— .1 " ' ,00 \/\ "ofWAsy GAO/ OWNER APPROVAL /z`Min.end distance SOS LAGS PER CALLOUT b5L. IF SHEATMxSsaKEP 22' 12" 1.15 X 5.5 LVL 6/12 @ 12" R KERE USE R25 OR fYo1*WA.e.: `IL." PM�un LEDGER PER r..I I OUT 16" CONT.SHEATING As b .; 0 10 2 X 4 SAWN CONT.SHEATING ^ ;L 1 -;l THING __ 1116" 055 ONE SIDE. 12' 16" 2 X b SAWN ORA340R LTP4 WI BLOCKING OR 518"J-BOLT OR �' �" ZZZ H2.5 0R 5DWG 5/8"TITEN HD INITIAL: IAn„ 1 rt°A. 2Ptn( „ APPLY EITHER 4/12®1 b" 48" LAP W/ AT 36"MAX SEE „ „ „ i i+ " SHEARWALL TOP CONNECTION Y_ 490 / 350 OR 'f/16 Sd (2)2X 4 2X 2X DETAIL 15600®24"MAX 16d @ 4 Wl3"WASHER 36 14 PAGE: I PERPENDICULAR J015T W SIDE DIRECTLY 16' 12" 2 X 6 SAWN OR t2" CO 16d NAILS SEE DETAIL OR MASA OR ° Man Fad Saimaa30ROP P e"eaTw: ry Paul a wag swap Fad Keu Apm�ranen "a.nm a.eaeean np — PLYWOOD TO STUDS D 1 D2 MASAP iy4 i'h# sre2--,,r"�; W/SHEATHING SPLICE JOIOVER RIM JOIST SHEATHINGST IN/ 22' 12" 1.15 X 5.5 LVL ��yv3 1$ 'r�,y� CONT.SHEATING CONT.SWEATING m. '_- 10 24" 2 X 4 SAWN I,ns �JwT 1 �'�, SGY� r OR A34 OR LTP4 BLOCKING OR 5/8"J-BOLT OR OF: `- . � nnnx l 1/2" O R AT 36"MAX SEE H2.5 OR SDWC 5D5 1/4 5/6"TITEN HD • I n T II 4/4 @ 24" 48° LAP IN/ 15600 24"MAX IN/ WASHER 12" /4" uRLt6t2AS 'SER4k. II NO II 220 /220 OR 5/8 BOTH 5d FOR v2° 14 16 2 X 4 SAWN (2)2X 4 2X NA DETAIL 6A 1 Mtns rear to SNFpace G II SHEATHING-- -I_ Ts 1 I�� I GPucE i :-- SPLICE / SIDES 6d FOR 5/8" �/�Cv�76" (8) 16d NAILS 2x1 SEE DETAIL X 4.5 @ 6 OR MASA OR )*j Fes, �„Y('Q,t,l[.Te L, • °• DRYWALL \ w A, .or24* AH" I Doss 16' 16" 2 X 6 SAWN D1 CD2/ MASAP lit.A4,F zsmL•Y . :ante �Zxb - - — 15 FF FLOOR-TO-FLOOR HOEDOWN * MIN., CAPACITY: GOOD FOR 1105 LB TENSION. J. STERLING * STRAP: USE G516 VERTICAL STRAP APPLIED TO OUTSIDE OF WALL SHEATHING. ATTACH TO 2X STUDS LINED UP ABOVE a __ AND BELOW RIM JOIST. FILL ALL NAIL HOLES WITH 10D. v 0 J. STERLING n - IF STRAP FALLS ON HEADER OR BEAM BELOW, NAIL TO HEADER OR BEAM AND WRAP AROUND BOTTOM IF NECESSARY. r * END DISTANCE: 13" MIN. TO EACH UPPER AND LOWER STUDS. APPROX TOTAL LENGTH = 26" + DEPTH OF FLOOR SYSTEM. ® 1/4" = 1' U.N.O. 1 11 HD ALTtu CAPACITY: GOOD FOR 2185 LB UPLIFT. ® _ — -©- gibo • / - _ 1 01-21-18 1 IN * HOLDOWN: USE LSTHD8 FOR NO RIM JOIST CONDITION. v ri FOR RIM JOIST CONDITION USE LSTHDSRJ. 01) * NAILS: USE 16, 160 TO FULL-HEIGHT STUD A5 FOLLOWS. kw — —0 * STUD: USE LARGER OF: KING STUD AS SPEC'D ELSEWHERE; OR CHOICE OF 2- 2X, 3X, OR 4X. m cl x La Z ALT 2 - HOEDOWN - BOLT TYPE i * HOEDOWN: USE HDU2. 1 I ® r * LAGS: USE 6 5D5 1/4 X 2.5 TO FULL-HEIGHT STUD PER ABOVE / 0 O ', 0 * ANCHOR BOLT: IF WET SET, U5E 5/8" DIAMETER 55TB16, OR 5/8" ALL-THREAD WITH NUT AND 3" WASHER ON EMBEDDED END. ._ _ — - - - ' ID8 _ _ MIN EMBEDMENT = 12". IF TOO LONG TO FIT IN FOOTING, BEND 90-DEGREES AT BOTTOM OF FOOTING, MAINTAIN 3" COVER AT r I BOTTOM OF FOOTING. i it - IF ROTOHAMMER, USE 5/8" TITEN HD OR ALL THREAD & EPDXY, WITH 6" MIN CONCRETE EMBEDMENT, CENTERED IN STEM WALL. I — — p 6 } 1 T II E r' 05 i SIMI N a s I <Wi. �... le © O W !II 5GW i is. di 0 0 N 2 co II o C o �, I — I ! T cif r s m — mw v 13 — � OC XI- 1- E II i in En ° • ry I — ° Q ' IL I m O mI. I I 0 O ( I1 I ei cy r _J I I is ` `I O ,, O V PLAN AREAS Z in I I - ® ~ u�-- 'Lu � MAIN FLOOR ----_---__--- 3,121 SQ.FT. m 23• llJ Q 0 v 2PW ...I .— " 2PW I I I ! © v V / z 2ND FLOOR 4,200 SQ.FT. W 3RD FLOOR 4,018 SO.FT. 4 UTILITY/MECH. ROOMS 552 SQ.FT. ® V EY T. O ® W O T. —� . ` t~— TOTAL LIVING AREA: 12,111 SQ.ET. O 0 ) r N ENTRY PATIO 148 SQ.FT. W 0( 0_ co Z o HDU2 HOLD DOWN STHD HOLD DOV^4N MSTC STRAP SHEARINALL TOP CONNECTIONS I N INOT TO V PI P Model:HDU2-SDS2.5 SHEARWALL TOP CONNECTION SHEARWALL TOP CONNECTION — I i I (((``° el, " Is -' PARALLEL FRAMING PERPENDICULAR TRUSS — I I i Anchor Diameter: Y.' I �t'a �--i- -.. Maximum Allowable 0o D 1 NO SHEATHING SPLICE ( D2) TRUSS OR RAFTER a I I 5 i Tension(Ibs 1 \ / Iliar HI I DFlSP I SPEW o e A TRUES RAFTER __-_ __ ___ _._ _.. __ ___ -.__ _. __. -...... -SiML Cti �Fu�' Pe e $ SPLILE 4?, L t (HOW ISimilalion t S � IHDI12 Similar) 4. CEILING OR o U y m ° r $` oao �' I sw-cleeoo° '°" Gil e Pal E,i:<� 1fif q .- sTkMwALL INSTALLATION s ' ooe e 15T LEVEL WALLS AND 2ND FLOOR FRAMING E SHEATHING SPLICE TRUSS HEEL y n Eeeh°E®.FI Depth,Iet12) II IP � p Vi ZYWZ SHEAR WALL TYPE 0 ALL FLOOR SHEATHING 15 12FD, TYP. w TomPWn DOW sllen SPF/IRe,100 ROOF NAAR* N� WD¢ Weep orN Anchor CneMO CeMNlan — -- le,am o o TRUSS,RAFTER -- 1e O 12 Z TYPO OR'O'ST SLI m HT MINIMUM LENGTH OF SHEAR PANEL. - STAIR FRAMING PER ARCH. AND CODE MIN., ELEVATOR BY OTHERS. — ,% ,wre MMmeiC°mer r=4 Ma*Ceim e I MO "�( o Lira ,woPnon Y NwN2Q iA�51w se, r I IF " 1N" , CONSTRUCT ENTIRE WALL PER THIS CALLOUT. - ALL EXTERIORWALLS AT THIS LEVEL ARE 2PW. INTERIOR 5HEAR WALLS ARE SHOWN. !� OI�a�o©©© , m, . SHE,THING L � I AT © § to - MSTC SPLICE HzSaFNpx IF "NS" MEANS NOT A SHEAR WALL. BUILD PER CODE MINIMUM U-1 0 KZ H meWm ww is , GR NH MEFm TXS mmm LEILING I -I s"vm*po onion 0�0�� i a"'c5�'< Gsl-ImPlace.SB%ffo 1 w'o z p A10101 SSTe, tm�,rzx lzis 1T, ®® GALLOUT TOP PLATE TOP OF WALL TOP OF WALL BOTTOM PLATE �i 5 �aa o STUD MATERIAL NAIL EDGE/FIELD SILL PLATE& BLOCKING AT MUD51LL ANCHOR SILL ANCHORIii z z isrf ptgalm xtlQl'aW Pans GNPs 1pvnNlgnnre ) CAPACITY SHEATHING NAILS OR STUD HEIGHT