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Permit File BLD-2019-0170 817 37th Street
r X C `' City of Anacortes Invoice/Permit#: BLD-2019-0170 904 6th Street Applied date: 03/28/2019 P.O.Box 547 Issue date: 06/19/2019 1,Cf)]' Anacortes, WA 98221-0547 r Expire date: 12/15/2020 L.4CtfiI (360) 293-1901 Job Address: 817 37TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221-3463 Project: APN: P33118 Remarks: Construct new single family residence per approved plans, existing residence will turn into an ADU. GFCs not required to be paid because of existing house. MR 1-5 on this house. Owner: PHILIP STEFFEN Contractor: OWNER Address: 1314 27TH ST Address: ANACORTES WA 98221-3809 Phone: (360)853-6500 Phone: License#: General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 #of Bedrooms 4 Building Permit Fee 2,220.15 1st Floor Square Footage 1524 Plan Review Fee 1,443.10 2nd Floor Square Footage 1685 Mechanical Permit Fees 115.00 Garage Square Footage 798 Plumbing Permit Fee 209.00 #of Stories 2 State Building Code Fee Resi 6.50 Building Valuation 318250 Sewer Inspection Fee 50.00 #of Boilers <= 100,000 BTU 1 Total Calculated: 4,243.75 #of Backflow Devices 1 Deposits/Receipts: 200.00 #of Bathtubs 2 #of Clothes Dryers 1 Total Due: 4,043.75 #of Clothes Washers 1 #of Dishwashers 1 #of Gas Piping 1 #of Water Piping 1 #of Hose Bibbs 3 #of Other Fixtures 2 #of Kitchen Sinks 1 #of Lavatories 6 #of Range Hoods 1 #of Showers 3 #of utility Sinks 1 #of Ventilation Fans 7 #of Water Closets 5 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT IS UED BY Permits and Insp... - BLD-2019-0170 - 2019 019234-0018 Carla Br... 06/19/2019 02:29PM 8153 - PHILIP STEFFEN BLD-2019-0170 Single Family Residence Permit Payment Amount: 4,043.75 Transaction Amount: 4,043.75 03FIN CC: **** *******0850 'OLD - 2 I - O / 7 r _ PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT L. nn jg g ', ' ENTIAL BUILDING PERMIT APPLICATION 7 Mailing Address. P.O. Box 547,Anacortes, WA 98221 lest r{ R 2 8 2019 !` ' ; Office Location: 904 6th Street,Anacortes WA 98821 Phone: (360) 293-1901 CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: P3 3 S Subdivision/Lot#: PROJECT VALUATION: $ e $pt6s2c> z-y ' APPLICANT: Phone: r1-1 4-e.-r-fee. -e 6v £3s3 loc-o o A Address(Street,City,State,Zip): Email Address: r ,iLI 11- Sir r6e• S cenat it. Coin PROPERTY OWNER: h` s. .c Phone: Address(Street,City,State,Zip): Email Address: CONTACT PERSON: Phone: Address(Street,City,State,Zip): Email Address: LENDING AGENCY: Phone: Woe_ Address(Street,City,State,Zip): Email Address: CONTRACTOR:* Phone: cieve,c I Ch Jr eir- Cta.eA.,. Address(Street,City,State,Zip): Email Address: Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact Business License#: Exp.Date: the City's Finance Department at(360)299-1968. PROPOSED WORK: 7— l A 4-4.»,'17 rest..er« 4.• c o��ti k 014.:C#OP. SFe. Pr PIA-. PROPOSED NEW SQUARE FOOTAGE: Basement SQ': ❑ Finished Basement: ❑ Unfinished Basement 1"Floor SQ': 0 52'1 Garage/Carport SQ': 8 2nd Floor SQ': to e, Deck/Covered Porch/Patio SQ': q Fire Sprinkler: ❑ Yes ® No Lot Area SQ': t Rio 3 I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. I Print Name: PvL At''P S 'f s.Wi Owner 1 Agent ❑ (specify): Signature: Date: 3 r2 S. lot 3 Page 1 of 5 IMPERVIOUS SURFACE AREA: Existing Impervious SQ': New Impervious SQ': 239-3 Total Disturbed Land/Soil SQ': 3(T--}- Total Proposed: Cut: Fill: New hard surfaces(pervious&impervious) 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#: BTU: Other#: 0 Wall Heater: Gas#: Elec#: Other:#: Location(s): (j Gas Water Heater: #: Location(s): 0 Heat Pump: Elec#: Other#: C7 Air Conditioning: Elec#: Other#: p Radiant/Hydronic Heating: Gas#: I ' Elec#: Other:#: Location(s): etwAy, f Exhaust Fans: Bath#: ( Laundry#: / Other: Range Hood: #: / Location(s): e-che-- / Fireplace: Gas#: Elec#: Other:#: Location(s): Clothes Dryer&Duct: Gas#: Elec#: / Other:#: Location(s): 2r..1 Hd0,- / Stove/Range/Oven: Gas#: Elec#: / Other:#: Location(s): ,r,i4.4t.•. / Gas Piping/Outlet(s): #: Location(s): Boiler foirra li�ic „,pas#: I Elec#: BTUs: Location(s):944-43 L Q Other: #: Location(s): TOTAL MECHANICAL OUTLETS: PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 5 v Refrigerator water supply(for water/ice dispenser): Z. Kitchen Sink: ,,,I V Pressure Reduction Valve/Pressure Regulator: Utility Sink: =�" Water Service Line: C 4 rnec S `40 & as j Tub: 2 Water Piping: 6 Hand Sink: (O Clothes Washer: 9 Shower: 3 Electric Water Heater: Tank-less? Yes 0 No 0 0 Dishwasher: / Backflow Prevention Device: I Hose Bib: 3 Other: TOTAL PLUMBING FIXTURES: Cc.,f1.--, -;e/I 10-c_ '17 - 0 f Page 2 of 5 L0 Y 0"?' PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT CHECKLIST Mailing Address:P.O. Box 547,Anacortes, WA 98221 � �` Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901 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: �v a e O m O ' rb • SUBMITTAL REQUIREMENTS: a s e 0 a E. G The number indicates the number of P A o ,.d O aria eD O copies for submittal(if applicable). ,� Q•o 0 e9 A� eD o o A C o �. ►� �G `/ Residential Building Permit Application 1 1 1 1 1 ✓ Site Plan(Drawn to Scale& Surveyed—if 2 2 0 2 2 ,/ applicable) ,✓ Building Plans (Drawn to Scale) 2 2 2 2 2 (✓ ,/ Reduced Site Plan(11"X 17") 2 2 0 1 1 Reduced Floor Plan(11"X 17") 2 2 2 2 1 Structural Calculations (if applicable) 2 2 2 2 2 itleteedi r/ Energy Code Compliance(shown on plans) ✓ ✓ ✓ ✓ Stormwater Minimum Requirements 1-5 3 3 3 3 ,/ Landscape Plan 2 2 2 Grading Plan/Cut/Fill 2 2 2 /OA- ,i Critical Areas Report(if applicable) 1 1 1 1 /U/A. X Geotechnical Report(if applicable) 1 1 1 1 NVA.- Plan Review Deposit(due upon submittal) ✓ ✓ ✓ ✓ ✓ N P e d_ El' S r`h ee red / - s —a- /a a if /d S 3/Z r// 9 6' i eAr- Page 3 of 5 NOTES: 1. Handouts and standard details may be found on the City's Planning,Community,&Economic Development website or can be obtained at city hall during normal business hours. 2. Plans, calculation, &reports prepared by state licensed architects or professional eng'neers must be stamped and signed by the design professional. 3. The drainage analysis/plan&TESC Plan shall comply with the 2012 Department of Ecology's Stormwater Management Manual for Western Washington(as amended in December 2014). 4. For new single-family residential building permit applications, a non-refundable plan review deposit of$200.00 is required at time of application submittal per AMC 19.14.035 &IRC 108.1.1. 5. For remodels/alterations for existing single-family residences, a plan review fee of 65%of the permit's valuation is required at time of application submittal per AMC 19.14.035 &IRC R108.2.4(1). 6. Within 180-days of application submittal refunds are allowed up to maximum of 80%of plan review fee so long as no review has been performed by staff per AMC 19.14.035 &IRC R108.5. The applicant must initiate this refund request by submitting a signed letter to the Building Department. Page 4 of 5 O o~�If o Anacortes Planning, Community, & Economic Development Dept. Permit Center % �v P.O.Box 547,Anacortes,WA 98221-0547 PH(360)299-1984 9coa'� Don Measamer,Director of Planning, Community and Economic Development FAX(360)293-1938 FINDINGS OF FACT, CONCLUSIONS OF LAW, & DECISION: Type of Permit: Accessory Dwelling Unit(ADU) Permit#: BLD-2019-0182 Associated Permit#: BLD-2019-0170 Parcel Number: P33118 Location: 817 37th Street,Anacortes,WA 98221 Applicant: Philip&Denise Steffen, 1314 27th Street,Anacortes,WA Current Zoning District: R2,Residential District Administrator Decision: Approved Approval Date: April 10,2019 FINDINGS OF FACT: 1. REQUEST: The applicant submitted an ADU permit application to permit the conversion of an existing residence(24' X 33') located on the subject property into an Accessory Dwelling Unit. ' I CONCLUSIONS OF LAW: The proposed accessory dwelling unit has been reviewed for consistency with the regulations outlines in Anacortes Municipal Code 19.44.020 regulating Accessory Dwelling Units in the City of Anacortes. Additionally, the processed accessory dwelling unit was processed consistent with Anacortes Municipal Code Table 19.20.030-1 for Type 1 levels of review. DECISION: Based on the foregoing Findings of Fact and Conclusions of Law,the Zoning Administrator hereby approves the subject application for an accessory dwelling unit within the existing single-family residence subject to the following conditions of approval (Per AMC 4 19.44.020): 1. Each single-family-residence may have only one (1) accessory dwelling unit and these two units may not be condominiumized. Page 1 of 2 2. One (1) of the dwelling units must be occupied by one or more owners of the property as the owner's permanent and principal residence. "Owners"include title holders and contract purchasers. The applicant must record a notice against the property title with the County Auditor, on forms provided by the Department, describing this requirement. 3. The total number of persons who may occupy the principal and accessory dwelling units combined may not exceed the number of persons that are defined by Title 19 of the Anacortes Municipal Code as a"family." 4. The habitable floor area of the accessory dwelling unit may not exceed 900 square feet. 5. Any accessory dwelling unit included within a primary residence must have no interconnected interior spaces. 6. A minimum of three(3) off-street parking spaces must be provided for the principal and accessory dwelling units. 7. The appearance and character of the dwelling shall be maintained when viewed from the surrounding neighborhood. Only one (1) entrance to the residential structure may be located on any street side of the structure;provided that this limitation shall not affect the eligibility of a residential structure which has more than one(1) entrance on the front or street side on the effective date of the original ADU ordinance. 8. If a building permit is required, it must be issued before any construction or conversion work is done to establish the accessory dwelling unit. April 10, 2019 Don Measamer,PLED Director Date APPEALS: Any party with standing may appeal the decision to the Hearing Examiner by filing a notice of appeal delivered to the City Clerk by December 4, 2018, at 5:00 PM.,per AMC 19.20.210. Page 2 of 2 DEMVIII MAR 2.82019 Q . .. a.,_ , - ? o 4C6 ?, CITX9OF,ANACORTANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT ACCESSORY DWELLING UNIT (ADU) PERMIT APPLICATION r �- Mailing Address:P.O. Box 547,Anacortes, WA 98221 f , ()tiit�1 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 299-1984 PLEASE REFER TO THE ACCESSORY DWELLING UNIT PERMIT APPLICATION CHECKLIST THAT FOLLOWS FOR SUBMITTAL REQUIREMENTS ❑ NEW CONSTRUCTION Ig CONVERSION 0 ADDITION ❑ ATTACHED ® DETACHED HABITABLE FLOOR AREA OF ADU: PROJECT ADDRESS(Street,Suite#): Big- S 1-4- s l-- Subdivision/Lot#: PARCEL(S)#: F'3 19 S APPLICANT: ph 1.1 s Phone: P ?&'o 9S3 (o.ro o Address(Street,City,State,Zip): Email Address: . /3/Y 27''s� pie•44-gate. esfr►ae Pi.to"- PROPERTY OWNER: Phone: Sc.we, Address(Street,City,State,Zip): Email Address: CONTACT PERSON: Sa.r+e Phone: Address(Street,City,State,Zip): Email Address: PROPOSED WORK: & 4 J new ..s, t 4,_.'t 7 ri,t c ,.,..& •, San-e_ la 4- a.•t d co.. r 4- I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: '7'I S i-e Ice—, J" Owner 0 Other Signature: lik_.-- „.--- Date: .. -2 5-2-0)9 Page 1of2 PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT ACCESSORY DWELLING UNIT PERMIT APPLICATION CHECKLIST Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 299-1984 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: O SUBMITTAL REQUIREMENTS: The number indicates the number ofro copies for submittal(if applicable). 0 v� A rrt.. V Accessory Dwelling Unit Permit Application 1 Site Plan(Drawn to Scale& Surveyed—if applicable) 1 Floor Plan 1 Building Elevations of Proposed Accessory Dwelling Unit 1 Parking Plan(3 off-street parking spaces are required) 1 NOTE: 1. Following ADU permit approval, a signed and notarized"Landowner(s)Notice Against Property Title" will be required to be recorded with Skagit County Auditor's Office. 2. Please check with the Building Department to verify if a building permit is also required and if so what the submittal requirements are. A building permit application can either be submitted concurrent with the above ADU application or following ADU permit approval. 3. Final occupancy of the ADU cannot be issued until an ADU permit is approved, recording of the "Landowner(s)Notice Against Property Title" occurs, a building permit is issued(if required) and associated inspections are approved. Page 2 of 2 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT qy./'aTk \yf bar Mailing Address: P. O. Box 547, Anacortes, WA 98221 1 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901, Fax: (360) 293-1938 Plan Review Legend - 2015 International Residential Code This Plan Review Legend has been developed and is being used by City of Anacortes Planning, Community, and Economic Development effective July 1, 2018, in an effort to standardize common corrections and speed review of your application. If you have any questions please contact the Plans Examiner who completed your review. We are also interested in any comments you have to improve this Legend. Review code section for all details and requirements. Ref. # Code Subject . GENERAL: 1..1 R302.5.1 Door: 1-3/8" thick solid wood or 20-minute fire-rated or approved alternative, w/ self closing device. 1.2 R302.7 Enclosed accessible space under stairs to be protected with 1/2-inch gypsum board. 1.3 R302.11 Fire blocking. See entire code section for all locations. 1.4 R303.7 Stairway lighting: switch at top & bottom, 1 Ft. candle at landing and treads. 1.5 R305.1 Ceiling height above bathroom and toilet room fixtures shall be such that the fixture is capable of being used. A Exception 2 shower, or tub equipped with showerhead, shall have 6ft 8inch minimum at 30inch by 30inch area at showerhead. 1.6 R308.4 Safety glass (Tempered Glazing) See entire code section for all locations. 1 .7 R309.1 Garage slab to slope toward Garage door. 1.8 R310 Escape & rescue opening to be min. 24" high, min. 20" wide, min. 5.7 sq ft and max. 44" from sill to finished floor. Must meet all four requirements. 1.9 R311.7 Stairways: 36" min. wide, 6'8" min. headroom at all parts of stairway & landings. 1.10 R311.7.5 Risers 7 3/" Max, Runs 10" Min (nosing to nosing), cannot vary more the 3/8" from smallest to largest - (R311.7.5.3 for nosing configuration requirements). 1.11 R311.7.8 Handrails per IRC-34" to 38" in height, continuous. (R311.7.7.3 grip size requirements). 1.12 R311.7.5.2.1 Winders: Minimum tread of 6" on winders at any point, with minimum tread of 10" @ 12" away, not to vary more than 3/8" from the largest to the 6 smallest. See Code. 1.13 R312 Guards per IRC-36" height min, so that a 4" sphere cannot pass thru. 1.14 R314 Smoke Detector-hardwired and inter-connected with battery back up. 1.15 R315 Carbon Monoxide Alarms- within immediate vicinity of bedrooms and inside bedrooms w/ fireplaces. 1.16 R317.1 PT wood or naturally resist decay when exposed to weather, grade or concrete (typical). 1.17 R317.1 Clearance from exposed earth to untreated wood plate is 8"and 6" to untreated siding, typ. 1.18 R317.3.1 Fasteners for PT wood to be hot dip galvanized, stainless steel, silicone bronze or copper. 1.19 R312.2 Window fall protection required at operable window opening located less than 24 inches above finished floor and greater than 72 inches above finished grade or other surface below on exterior. 1.20 Table R302.6 Separation: GAR/SFR 'A" GWB; GAR/habitable above 5/8" type X GWB @lid & 1/2" GWB @walls & supporting members; Garage within 3ft of residence on same lot 1/4" GWB. 302.3/302.7 2 family dwellings- 1 hr rated assembly. Townhomes 2 hr or, 1 hr combined with sprinklers. 2. FOUNDATIONS: 2.1 R401.3 Exterior grade to slope away from building 6" in 10' or design drainage. 2.2 R402.2 3,000 lbs. concrete at slabs and weather exposed concrete. 2.3 R403.1.3 #4 vert. rebar @ 48"o.c. with standard hook tied into footing and min 14" into stem wall. 7.4 R404.1.3.2 Foundation walls retaining more then 4' feet require grade 60 minimum reinforcement and laterally supported at top and bottom. 2.5 R408.1 6-mil black polyethylene vapor retarder in crawl space. (State Amendment) 7.6 R408.1 Minimum net area of ventilation openings shall not be less than 1 sq.ft. for each 300 sq.ft. of under floor area. (State Amendment) 2.7 R408.4 Crawl access min 18x24. Insulate and weather strip when in house. WSEC 402.2.4 1 Update 07/01/2018 Plan Review Legend Ref. # Code Subject 3. FLOORS: 3.1 R502.7/802.8 Floor joists, ceiling joist and rafters to be blocked at ends. intermediate supports, bearing points. 3.2 R507.2.4 amend. Where decks are supported by attachment to an exterior wall, they shall be positively anchored with hold Figures R507.2.3 downs. Either (2) 1500# allowable stress design capacity OR (4) 750# allowable stress design. (1) and (2) 3.3 R302.13 Floor assemblies, not required else where in this code, shall be provided with 1/2 inch GWB or 5/8 inch wood structural panel, or equivalent, on the underside of the floor framing members. 3.4 R502.8.2 Altering engineered products is prohibited unless an additional engineered design is approved. 4. WALLS: 4.1 R602.11.1 Anchor bolt washers (3"x3"x1/4" sq. ) hot dipped galvanized if w/P.T. wood . 4.2 R602.10.8.2 Provide connection between top of BWP and roof sheathing. 4.3 ICC 17.03.180S Eaves 18" maximum into setback area. Table R302.1(1) 1-hour fire resistant construction on the underside if in 5' foot setback area. 4.4 R703.8 Veneer to meet Chapter 7 of the IRC. 4.5 R703.4 Flashing per R703.4 (windows, doors, chimneys, deck ledgers). 5. ROOFS: 5.1 R802.10.1 Truss engineering specifications onsite for framing inspection. 5.2 R802.11 Trusses to have uplift connection per Table R802.11 5.3 R806 Roof ventilation per IRC. 5.4 R807 22" X 30" attic access. (Insulate and weather strip WSEC R402.2.4) 5.5 Table R905.1.1(2) Underlayment application: 2 layers 15 lbs. felt on 2:12-4:12 roof pitch 5.6 R905.2.8.5 A drip edge shall be provided at eaves and gables of asphalt shingles roofs. 6. PLUMBING AND MECHANICAL: 6.1 UPC 408.9 Shower head should not discharge at entrance. 6.2 UPC 807.3 Air gap at dishwasher. 6.3 UPC 909 Island sink venting to meet UPC 909. 6.4 IRC Chapter 13 Inserts, Stoves, Fireplaces: listed appliances installed per manufacturers specifications, combustion air or direct vent, glass or metal doors. 6.5 UPC-507.2,608.5, Hot Water Tank: Seismic straps at upper and lower 1/3's of tank; Pressure Relief Valve to outside; Water 508.4; M1307.3, Tight Pan to outside; 18" from ignition source to finished floor in garages; Combustion air for gas, propane G2407; & non-direct vent; 6.6 ISPSC 305.1 Pool /Hot Tub-barrier or safety cover which complies with ASTM F1376 6.7 M 1307.3.1 Bollard (2,000 lbs. load) for mechanical or plumbing equipment. Design IBC 1607.7.3 6.8 M 2427.10.2.2 Vent connectors in unconditioned spaces to be Type B or Type L or listed w/ equivalent insulation. 7. ENERGY & VENTILATION: 7.1 WSEC R403.3.1 Duct insulation R-8. Ducts w/in concrete/ground insulated to R-10 designed for below grade. 7.2 WSEC R403.3.2 & Ducts, air handlers, and filter boxes shall be sealed. Additional duct requirements M1601.4 Duct testing R403.3.3 required. 7.3 M1507.4 50cfm min bathroom, 100cfm min kitchens, vented to the outside (Table M1507.4) 7.4 M1507.3.4.1 Whole house fan (prescriptive sizing per Table M1507.3.3 (1)). 7.5 M1507.3.4.4 Individual outdoor air inlets or operable windows with an openable area not less than 4 sq. in. net free area for each 10 cfm of outdoor air required by Table M 1507.3.3(1) .in each habitable room. 7.6 WSEC R402.4 Provide air leakage test. Provide the completed passing test result certificate to the Bldg Dept. 7.7 WSEC 403.1 Provide at least one programmable thermostat for the primary space conditioning system and one programmable thermostat for each additional system. 7.8 WSEC R403.5.3 Insulate hot water pipe, both within & outside of conditioned space, shall have a minimum R-3. UPC 312.6amend Hot and cold water pipe in unconditioned space shall have a minimum R-3 insulation. 2 Updated 07/01/2018 O PV When Recorded, Return To: City of Anacortes Planning, Community, &Economic Development Department 904 6th Street/P.O. Box 547 Anacortes, Washington 98221 Grantor's Name: Philip &Denise Steffen Tax Parcel#: P33118 Abbreviated Legal Description(Lot,Block, Subdivision Name/Number): TAX 64B: THE WEST 130 FEET OF THE EAST 440 FEET OF THAT PORTION OF THE FOLLOWING DESCRIBED TRACT LYING SOUTH OF THE SOUTH LINE OF 37TH STREET AS ESTABLISHED IN THE CITY OF ANACORTES. BEGINNING AT THE SOUTHWEST CORNER OF GOVERNMENT LOT 2 OF SECTION 30, TOWNSHIP 35 NORTH,RANGE 2 EAST, W.M.; THENCE EAST 520.5 FEET; THENCE NORTH 166.5 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 250.6 FEET; THENCE EAST 520.5 FEET; THENCE SOUTH 250.6 FEET; THENCE WEST 520.5 FEET TO THE TRUE POINT OF BEGINNING. ACCESSORY DWELLING UNIT COVENANT: LANDOWNER(S) NOTICE AGAINST PROPERTY TITLE (AMC § 19.44.020): 1. Each single-family-residence may have only one(1)accessory dwelling unit and these two units may not be condominiumized. 2. One (1) of the dwelling units must be occupied by one or more owners of the property as the owner's permanent and principal residence. "Owners" include title holders and contract purchasers. The applicant must record a notice against the property title with the County Auditor, on forms provided by the Department, describing this requirement. 3. The total number of persons who may occupy the principal and accessory dwelling units combined may not exceed the number of persons that are defined by Title 19 of the Anacortes Municipal Code as a"family." 4. The habitable floor area of the accessory dwelling unit may not exceed 900 square feet. , 5. Any accessory dwelling unit included within a primary residence must have no interconnected interior spaces. 6. A minimum of three (3) off-street parking spaces must be provided for the principal and accessory dwelling units. 7. The appearance and character of the dwelling shall be maintained when viewed from the surrounding neighborhood. Only one (1) entrance to the residential structure may be located on any street side of the structure; provided that this limitation shall not affect the eligibility of a residential structure which has more than one (1) entrance on the front or street side on the effective date of the original ADU ordinance. 8. If a building permit is required, it must be issued before any construction or conversion work is done to establish the accessory dwelling unit. I, , declare that pursuant to Anacortes Municipal Code § 19.44.020, I am the landowner of tax parcel # located at and that I am making application to create an Accessory Dwelling Unit that will be in compliance with Anacortes Municipal Code regulations stated above and listed in AMC 19.44.020, and requiring that the property owner(s) resides in the principal dwelling unit or the accessory dwelling unit. I hereby certify that the information on this application is true and correct and that the applicable requirements of the City of Anacortes will be met. As property owner(s),I declare that I will notify any prospective purchaser of the occupancy limitations of the Accessory Dwelling Unit as regulated by Anacortes Municipal Code. Furthermore, if any of the provisions of Anacortes Municipal Code 19.44.020 are violated, it is acknowledged that this is cause of the removal of the Accessory Dwelling Unit. I certify under penalty of perjury under the laws of the State of Washington that the foregoing is true and correct and will be addressed should a transfer of property ownership occur. Executed at , Washington this th day of 20 Declarant Declarant ACKNOWLEDGEMENT STATE OF WASHINGTON ) ss. ) COUNTY OF SKAGIT ) 1 On this day of , 20 ,before me,the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn,personally appeared ,to be known to be the individual that executed the foregoing instrument and acknowledged the said instrument to be free and his/her free and voluntary act and deed for the uses and purposes therein mentioned. Witness my hand and official seal hereto affixed the day and year first above written. Notary Public in and for the State of Washington, residing at FOR OFFICE USE ONLY: Permit#: BLD-2019-0182 & BLD-2019-0170 Address: 817 37th Street,Anacortes, WA 98221 ` J Signature: 1(k.kkil.il' G, Date: 4-10-19 Y Cityof Anacortes Invoice/Permit#: BLD-2019-0170 904 6th Street Applied date: 03/28/2019 P.O.Box 547 Issue date: Anacortes, WA 98221-0547 (360) 293-1901 Expire date: 09/23/2020 Job Address: 817 37TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221-3463 Project: APN: P33118 Remarks: Construct new single family residence per approved plans, existing residence will turn into an ADU. GFCs not required to be paid because of existing house. MR 1-5 on this house. Owner: PHILIP STEFFEN Contractor: OWNER Address: 1314 27TH ST Address: ANACORTES WA 98221-3809 Phone: (360)770-0236 Phone: License#: General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 State Building Code Fee Resi 6.50 Sewer Inspection Fee 50.00 Total Calculated: 256.50 Deposits/Receipts: 0.00 Total Due: 256.50 -0 cc co -0 I I i lt. h.;l - rl ,t I it; ,-F. ,Ll •T CD ,., r+. M. I T CI ¢• o ▪ _ - rr.., _ r1 rrl is y+ r --I r rl ▪ .t 'c T ,t, m y+ THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIO80 DANT6, OIL I ? CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK I COMM NCEEi: rt, HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORREC' .'ALL PRI iVISI {J$-' OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE-. GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER ,eFATg JI"i-. LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. LL CD _ rl r1 SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY n ' n= '. , Y O P ANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT *IP te - • LAN REVISION /ADDITIONAL INFO COVER SHEET 47 7/ 421, A e g Address:P.O. Box 547,Anacortes, WA 98221 `L APR 1 69 I�r a Location: 904 6th Street,Anacortes WA 98821 ''hone: (360) 299-1984, Fax: (360) 293-1938 CITY OF ANACORTES Please use this form to submit revisions oriaadditional information to your permit application. Permit/Project#: Date: // (p l / Project Name: --te-c ge-si cke - c Project Address: g i"Th S Project Contact: Company Name: Contact Phone: Contact Email: Has the permit been issued yet? ❑ Yes 0 No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer(if applicable). Has this been done? l Yes 0 No What department(s) is this resubmittal/revision/additional information to go to? ❑ Planning Dept. 0 Building Dept. 0 Fire Dept. 0 Stormwater 0 Public Works Dept. Is the plan revision or additional information,in response to a plan review letter? ❑ Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No,the revision or additional information is initiated by the applicant,landowner, designer,or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: • Are you submitting a full replacement?(Yes 0 No If not what page#is being replaced? Two full sized copies of all revised/additional information is required.Has this been done? ❑ Yes 0 No Two 11"X 17" reduced copies of revised site or floor plan is required.Has this been done? 0 Yes ❑ No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. ❑ Site Plan ❑ Building Plans 0 Structural Plan 0 Landscape Plan 0 Parking Plan 0 Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist 0 Wetland Report ❑ Geotechnical Report 0 Storni Drainage Analysis 0 TESC Plan ❑ Civil Plan 0 Lot Coverage Calculations 0 Impervious Surface Calculations ❑ FAR Calculations 0 Grading Plan ❑ Survey (Boundary/Topo) 0 Mechanical Plan 0 Plumbing Plan 0 Other: Cricchio, Kevin From: Cricchio, Kevin Sent: Wednesday, April 17, 2019 2:18 PM To: Steffen, Philip; 'Philip Steffen' Cc: Frisinger, Rob; Fyrrce, Groc Subject: building permit, BLD-2019-0170 4-17-19 Hey Steffen. I need a site plan (drawn to scale with property dimensions listed) of your property and proposed residence on it. I need to verify setbacks. Can you please provide a copy of this so that I can complete my review. . You'll also need a landscape plan which shows 20%of the site landscaped and one tree per 1,000 SO' of land area. Both can be on the landscape plan. Additionally, please provide me with a recorded ADU covenant once you have recorded it. Thanks. Two large copies+one reduced at 11" X 17" are needed. One copy of the recorded covenant will suffice. Thanks. Kevin Cricchio, AICP, ISA,WPIT Senior 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.org I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 ERm JUN 121019 i Steffen Residence CITY OF ANACORTES 5/31/2019 Response to 5/10/19 Review Summary 1 from Steve Lange Site Plan 1. Added Erosion and Sedimentation Plan to site plan. BMP C233—Silt Fence, BMP C234, vegetated strip. 2. Updated detail of driveway access on site plan 3. Added water, sewer, and storm connections 4. ADU access 37th on 37th, also added to site plan 5. Added the recommended sub surface flow collection along south property line. Drainage Analysis 3. It is unknown how the existing residence is protected from water infiltration into the crawlspace. It appears there has been moisture under the residence. New test pit at 36" was dug and reviewed by Steve Lange. 4. Site topography will remain similar to existing.The extra soils will be removed from the site. Elevations added to site plan. Rain garden entries in original submission were in error. Rain garden is not suitable for this parcel and will not be used. 5. Soils test results were used to calculate infiltration rate. 6. After additional review of test hole, water table levels from initial soils report could be accurate, but hard to know during summer months. Review again during foundation excavation. 9. A survey is include with the initial packet.Three of four survey stakes located on property. 15. Remove note about rain garden 22. BMP C234,vegetated strip,will be used to catch any runoff that may occur. 6"tall vegetation along the full downslope perimeter of the construction site will reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Indicated on site plan. 25. Remove note about rain garden 26. Signed 29. Per section 1-2.5.7 The project site must be drained by a conveyance system that is comprised entirely of manmade conveyance elements (e.g., pipes, ditches, outfall protection) and extends to the ordinary high water line of the exempt receiving water and is therefore exempt from flow control. Roofs: III-3.1.3 Perforated Stub Out Connections (BMP T5.10C)will be used, see revised site plan and details. 30. Recorded survey and 3 of 4 corners identified. 31. New 36" test hole inspected by Steve Lange on 5/24/2019. 34. See SWAPP co/ 7//4 Y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT kii rgitm TTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET �7 ILA " • Mailing Address: P.O. Box 547, Anacortes, WA 98221 y . Office Location: 904 6th Street,Anacortes WA 98821 I ' JUN 1 2 '2119 Phone: (360) 299-1984, Fax: (360) 293-1938 FE ,i'o air ���T ° Case maiI ' oifp?aoo24Oi iiO_mil ADi fro TLoitrun _.HD',n oil-i14(11, Penult/Project#: ZoE i i Date: 6 ff2115 Project Name: S4-east-, •-es Project Address: g i'�- Project Contact: Company Name: Contact Phone: L (c O S to s O Z Contact Email: •F)a Q a c ^. Has the permit been issued yet? ❑ Yes No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer(if applicable). Has this been done? ❑ Yes ❑ No What department(s) is this resubmittal/revision/additional information to go to? 0 Planning Dept. 0 Building Dept. 0 Fire Dept. 0 Stormwater 1q Public Works Dept. Is the plan revision or additional information,in response to a plan review letter? la Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No,the revision or additional information is initiated by the applicant,landowner, designer,or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: • Are you submitting a full replacement? es No f not what page# is being replaced? Two full sized copies of all revised/additional information is required.Has this been done?43..Yes ❑ No Two 11"X 17" reduced copies of revised site or floor plan is required.Has this been done? k Yes ❑ No Check the box next to the type of plan,report, or calculation where revisions or additional information can be found. 1 Site Plan ❑ Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey(Boundary/Topo) ❑ Mechanical Plan 0 Plumbing Plan 0 Other: M@IMIWM APR162019 , CITY OF ANACORTES SIIRUCTURAL CALCULATIONS FOR Steffen Reslldence h 8`1 7 3 t Street Anacortes, WA 9822 20L5 IBC 04/11/2019 19-019 PREPARED BY: James T. Schemmer, P.C. Jt.schemmer@scgeng.com I, il ; SCHEMMER CONSULTING GROUP PLLC5 rl ��, ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING e,�. ,,`<, �1 �,�0 RESIDENTIAL HOME DESIGN _, RR`x" .,. `l rsbIq SCHEMMER CONSULTING Cr,ROI-! PLLC ° 301 30T" STREET, SUITE C,ANACORTES,WA. 92221 ° (360) 293 -9006 SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes O 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 2) 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field (3) 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2 3 7, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 4 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ / or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field (5) 7/16" Structural Grade I I OSB 2 FACE 8d Common or 10d Box @ 4" or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 2, 3, 4, 8, 9 (6) 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2, 3 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 07/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE (1 ) U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B. @ 48" O.C. W 1/4" x 3" x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2"A.B. @ 24" 0.C. W 1/4" x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. HOLD DOWNS Mark# Type O Simpson MSTC52- FLOOR TO FLOOR O Simpson MST48 between floors O Simpson HDU2-SDS2.5 W/SSTB20&(2)STUDS OR STHDI ORJ O Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHD14RJ O Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST O Simpson HDU14-SDS2.5 W/SB1x30$6x6 POST O Simpson MSTC72 Simpson HDU11 -SDS2.5 W/SB1x30 &6x6 POST O Simpson STHD14RJ 10 Simpson STHD14 11 Simpson EPB86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires"SSTBL" hold downs where"SSTB" are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. __ ___1 , ..4 L. 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[ 1 , i /2 ' - - - - - ---- - - - -- ran --- /e, - - -\ - - - - -- -- - -- air- — - --- • --- ----- i* • _ __ _ _E . _ : _ .__ 7 as _ ..._ (. . _ _ _ ___ ____ _ ____ _ _ .__ ___ _ , _ __ _ _ _____ _ 33 _r_ 32__ frVIZ) I VI__ __ _ _ _ .s.. __ _ _ ___I 1 � � i � � lid - -: ? ,'1 � Et±±t ?-- - - - [ 1 T ____ ___ _i __ _______ ____r _ _ _ _ . _ 1 - � . - �, � - � _ . ____ _ _ _ _ ___ __ --I, - - -- - -- ' -- - - r t r 1 1 1 ---- I t- T- - - - t i 1 titil �, � 1 T fI Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 14 APR 2019, 1:34PM �1Seismic $ Shear File=C:1UsersladminlDOCUME-1lENERCA-2119-019-steffen.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . .14: .0 li aTI.- off,CC, I_Db7rfrratLgiliiIM g -1 tligc @ 1r i_ E, Risk Category CaicuMons per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss & Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max. Ground Motions, 5%Damping : Latitude = 48.495 deg North 1.0872 g,0.2 sec response Longitude = 122.620 deg West SS = S 1 = 0.4308 g, 1.0 sec response Location : Anacortes,WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa& Fv Fa = 1.07 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS = Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 = Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS 213 = 0.772 ASCE 7-10 Eq. 11.4-3 S D1=S Mi 223 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System . . . Bearing Wall Systems 13.Light-frame(wood)walls sheathed wfwood structural panels rated for shear resistance. Response Modification Coefficient " R" = 6.50 Building height Limits : System Overstrength Factor "Wo" = 3.00 Category "A&B" Limit: No Limit Deflection Amplification Factor " Cd" = 4.00 Category "C" Limit: No Limit Category "D"Limit: Limit= 65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E" Limit: Limit= 65 Category"F" Limit: Limit= 65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn " : Height from base to highest level = 18.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta = Ct*(hn^ x) = 0.175 sec "TL": Long-period transition period per ASCE 7-10 Maps 22-12-> 22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.175 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S Ds:Short Period Design Spectral Response = 0.772 From Eq. 12.8-2, Preliminary Cs = 0.119 "R" : Response Modification Factor = 6.50 From Eq. 12.8-3& 12.8-4 , Cs need not exceed = 0.397 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5& 12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum Wi below) = 118.89 k Seismic Base Shear V= Cs *W = 14.12 k Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng,com Title Block Line 6 Printed: 14 APR 2019, 1:34PM ASCE Seismic Base Shear File=C1UsersladminlDOCUME-11ENERCA-2119-019-steffen.ec6 . Software copyright ENERCALC, INC. 119983-2018,,EBuild:10.18.12..3,0 . r� ri m tcLCi E OJO JC 65-_--- r.@n-L1Jh1LIge.( _)_,T_ TL�Isl_gg.;aa I �u. Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k " : hx exponent based on Ta= 1.00 Table of building Weights by Floor Levet.. Level# Wi :Weight Hi : Height (Wi*HiAk) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 81.55 18.00 1,467.97 0.7972 11.26 11.26 0.00 1 37.33 10.00 373.33 0.2028 2.86 14.12 90.06 Sum Wi = 118.89 k Sum Wi *Hi = 1,841.30 k-ft Total Base Shear= 14.12 k Base Moment= 231.3 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 2 81.55 11.26 11.26 81.55 11.26 12.59 25.18 12.59 12.59 1 37.33 2.86 14.12 118.89 4.43 5.76 11.53 5.76 5.76 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S DS 1 *Wpx MAX Req'd Force @ Level 0.40 *S Ds I *Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n)wi, x= Current level, n =Top Level Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:14 APR 2019, 1:40PM IBC 2015 1609.6 Alternate An-Heights Wind File=C:\Users\admin\DOCUME-11ENERCA-2119-019-steffen.ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KYIt-060092.16 Licensee:SCHENfM ER CONSULTING GROUP PLLC Analytical Values Calculations per IBC 2015 1609.6 User verified these IBC 2015 All-Heights Wind Method Limitations: Analytical Values... 1609.6.1(1): Total Height<=75 ft with(Height I Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26,7.3 Exposure C -or- Fundamental frequency>= 1 hertz Mean Roof Height 21.0 ft 1609.6.1(2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1(3): Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1(4): Simple diaphragm building per ASCE 7-10 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 Yes 1609.6.1(5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)^2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig.27.4-8 MWFRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P = 0.00256 V"2 K Cnet K zt psf WINDWARD WALLS&PARAPETS WALLS PARAPETS Kz based on ibc 20151609,6,4,2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0-15' 0.850 11.33 19.24 2.90 27.67 33.73 33.73 20' 0.900 12.00 20.37 3.07 29.30 35.71 35.71 25' 0.940 12.53 21.27 3.21 30.60 37.30 37.30 30' 0.980 13.06 22.18 3.34 31.90 38.89 38.89 40' 1.040 13.86 23.54 3.55 33.85 41.27 41.27 50' 1.090 14.53 24.67 3.72 35.48 43.25 43.25 60' 1.130 15.06 25.57 3.85 36.78 44.84 44.84 70' 1.170 15.60 26.48 3.99 38.08 46.43 46.43 80' 1.210 16.13 27.38 4.13 39.39 48.01 48.01 90' 1.240 16.53 28.06 4.23 40.36 49.20 49.20 100' 1.260 16.80 28.51 4.30 41.01 50.00 50.00 Enclosed Partially Enclosed LEEWARD&SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 2015 1609.6.4.2 Item 2 0.908 Leeward Wall -14.36 -5.91 -23.36 3.10 Side Wall -18.58 -9.85 -27.30 1.13 Parapet Wall:Leeward Both Directions -23.93 Both Directions -23.93 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:14 APR 2019, 1:40PM IBC 2015 1609.6 Alternate All-Heights Wind File=C:lUsersladmin1D000ME-11ENERCA-2119-019-steffen.ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.1230. Lie.# KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC MWFRS per IBC 2015 Table 1609.6.2 Section 1 Kz per IBC 2015 1609,6.4.2 Item 2 = 0.908 Design Pressure P = 0.00256 VA2 K Cnet K zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -18.58 -9.85 -27.30 -1.13 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -30.68 -22.24 -39.69 -13.23 Condition 2 -7.88 0.56 -16.89 9.57 Slope<4:12 (18 deg) Condition 1 -20.55 -11.82 -29.27 -3.10 Condition 2 -1.41 7.04 -10.41 16.04 Slope<5:12 (23 deg) Condition 1 -16.33 -7.88 -25.33 1.13 Condition 2 0.84 9.57 -8.16 18.30 Slope<6:12 (27 deg) Condition 1 -13.23 -4.50 -21.96 4.22 Condition 2 1.69 10.41 -7.04 19.14 Slope<7:12 (30 deg) Condition 1 -10.41 -1.69 -19.14 -7.32 Condition 2 1.97 10.41 -7.04 19.42 Slope<9:12 (37 deg) Condition 1 -7.60 1.13 -16.33 9.85 Condition 2 3.94 12.39 -5.07 21.39 Slope<12:12 (45 deg) 3.94 12.39 -5.07 21.39 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -30.68 -22.24 -39.69 -13.23 Roof& Overhang Components&Cladding per IBC 2015 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 VA2 K Cnet Kzt Description Continuity Item Type Eff.Area Kz Enclosed Partially {t^2 Enclosed No Discontinuity Gable, Slope<6:12 10.00 0.908 +: 0.00 0.00 0.00 0.00 Wall&Parapet Components&Cladding per IBC 2015 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 V"2 Kz Cnet Kzt Description Continuity Item Type Z,Ht.Above Level,Ground Efft Area Kz Enclosed Enclosed No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.94 +: 29.14 38.46 -31.76 -40.80 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:14APR 2019, 1:43PM IBC 2015 1609.6 Alternate All-Heights Wind File=C:lUsersladminl DOCUME-11ENERCA-2119-019-steffen.ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Munster:SCHEMER CONSULTING GROUP PLLC _ Analytical Values Calculations per IBC 2015 1609.6 User verified these IBC 2015 All-Heights Wind Method Limitations: Analytical Values... 1609.6.1(1): Total Height<=75 ft with(Height!Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26.7.3 Exposure C -or- Fundamental frequency>= 1 hertz Mean Roof Height 22.0 ft 1609.6.1(2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1(3): Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1(4): Simple diaphragm building per ASCE 7-10 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 Yes 1609.6.1(5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)^2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1: Aware of need to check torsion per ASCE 7 Fig.27.4-8 1 MWFRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P = 0.00256 V"2 K Cnet K zt psf z WINDWARD WALLS&PARAPETS WALLS PARAPETS Kz based on ibc 2015 1609,6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0-15' 0.850 11.33 19.24 2.90 27.67 33.73 33.73 20' 0.900 12.00 20.37 3.07 29.30 35.71 35.71 25' 0.940 12.53 21.27 3.21 30.60 37.30 37.30 30' 0.980 13.06 22.18 3.34 31.90 38.89 38.89 40' 1.040 13.86 23.54 3.55 33.85 41.27 41.27 50' 1.090 14.53 24.67 3.72 35.48 43.25 43.25 60' 1.130 15.06 25.57 3.85 36.78 44.84 44.84 70' 1.170 15.60 26.48 3.99 38.08 46.43 46.43 80' 1.210 16.13 27.38 4.13 39.39 48.01 48.01 90' 1.240 16.53 28.06 4.23 40.36 49.20 49.20 100' 1.260 16.80 28.51 4.30 41.01 50.00 50.00 Enclosed Partially Enclosed •LEEWARD&SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 2015 1609.6.4.2 Item 2 0.916 Leeward Wall -14.48 -5.96 -23.57 3.12 Side Wall -18.74 -9.94 -27.54 1.14 Parapet Wall:Leeward Both Directions -24.14 Both Directions -24.14 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293,9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:14 APR 2019, 1:43PM I IBC 2015 1609.6 Alternate All-Heights Wind File=C:IUsersladmin1DOCUME-11ENERCA-2119-019-ateffen.ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC MWFRS per IBC 2015 Table 1609.6.2 Section 1 Kz per IBC 2015 1609.6.4.2 Item 2 = 0.916 Design Pressure P = 0.00256 V"2 K Cnet K zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -18.74 -9.94 -27.54 -1.14 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -30.95 -22.43 -40.04 -13.35 Condition 2 -7.95 0.57 -17.04 9.65 Slope<4:12 (18 deg) Condition 1 -20.73 -11.93 -29.53 -3.12 Condition 2 -1.42 7.10 -10.51 16.19 Slope<5:12 (23 deg) Condition 1 -16.47 -7.95 -25.56 1.14 Condition 2 0.85 9.65 -8.23 18.46 Slope<6:12 (27 deg) Condition 1 -13.35 -4.54 -22.15 4.26 Condition 2 1.70 10.51 -7.10 19.31 Slope<7:12 (30 deg) Condition 1 -10.51 -1.70 -19.31 -7.38 Condition 2 1.99 10.51 -7.10 19.59 Slope<9:12 (37 deg) Condition 1 -7.67 1.14 -16.47 9.94 Condition 2 3.98 12.49 -5.11 21.58 Slope<12:12 (45 deg) 3.98 12.49 -5.11 21.58 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -30.95 -22.43 -40.04 -13.35 Roof& Overhang Components&Cladding per IBC 2015 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 V"2 K Cnet Kzt Description Continuity Item Type Eff.Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable, Slope<6:12 10.00 0.916 +: 0.00 0.00 0.00 0.00 Wall&Parapet Components&Cladding per IBC 2015 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 V"2 K C K z net zt Z,Ht.Above Ground Eff.Area Kz Enclosed Partially Description Continuity Item Type Level,ft ft^2 Enclosed No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.94 +: 29.14 38.46 -31.76 -40.80 , . 1 _ . 1 -1- I _ i 1 _ _ _ _ ____ __., . . __ __ I _ _ ! , __r _ l . . _ . _ 1_, 1 1 1 _, i- ___ _ _ _LA 1\1 . _ 5 . k_ _ I 1,4 A_ , I- a4, t tr. 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Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 12:25AM Wood Beam File=C:1Users\admin\DOCUME-11ENERCA-2119-019-steffen.ec6 . Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . Licensee::SCHEMER CONSULTING GROUP PLUG Description : B1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850 psi Ebend-xx 1600 ksi Fc- PrIl 1400 psi Eminbend-xx 580 ksi Wood Species :Douglas Fir- Larch (North) Fc- Perp 625 psi Wood Grade :No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.59 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.263) Lr(0.35) S(0.438) D(0.2631 Lr(0.35) S(0.438) 4x10 ( 4x10 irrr rrir r4 Span = 5.0ft Span = 5.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2630, Lr= 0.350, S=0.4380 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.2630, Lr= 0.350, S=0.4380 , Tributary Width = 1.0 ft DESIGN SUMMARY ( 1 11 1 i(_); 1 Maximum Bending Stress Ratio = 0.45a 1 Maximum Shear Stress Ratio = 0.376 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 531.85 psi fv: Actual = 77.76 psi FB : Allowable = 1,173.00 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 4.246ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 8557>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 5294>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.327 4.424 1.327 Overall MINimum 0.821 2.737 0.821 +D+H 0.506 1.687 0.506 +D+L+H 0.506 1.687 0.506 +D+Lr+H 1.162 3.874 1.162 +D+S+H 1.327 4.424 1.327 +0+0.750Lr+0.750L+H 0.998 3.327 0.998 +11+0.750L+0.750S+H 1.122 3.740 1.122 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:25AM File=C:1Users\adminlDOCUME-11ENERCA-2N9-019-steffen.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. ML'ic X KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.60W+H 0.506 1.687 0.506 +D+0.70E+H 0.506 1.687 0.506 +D+0.750Lr+0.750L+0.450W+H 0.998 3.327 0.998 +D+0.750L+0.750S+0.450W+H 1.122 3.740 1.122 +0+0.750L+0.750S+0.5250E+H 1.122 3.740 1.122 +0.60D+0.60W+0.60H 0.304 1.012 0.304 +0.60D+0.70E+0.60H 0.304 1.012 0.304 D Only 0.506 1.687 0.506 Lr Only 0.656 2.187 0.656 L Only S Only 0.821 2.737 0.821 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 12:27AM File=C:1Usersladmin\DOCUME-1IENERCA-2119-019-steffen.ec6 . Wood Beam Software copyright ENERCALC,INC 1983-2018,Build:10.18.12.30 . Lic:# : KW-06009216 Licensee:SCFIEMMER CONSULTING GROUP PLLC Description : B3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.323) Lr(O 43) S(0.538) b D(0.323) Lr(0 43) S(0.538) 4 4x10 4x10 x frrrrl Span = 5.0 ft Span = 5.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.3230, Lr=0.430, S=0.5380 , Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load : D=0.3230, Lr=0.430, S =0.5380 , Tributary Width = 1.0 ft DESIGN SUMMARY ipl c- c)r i i`j1 1 Maximum Bending Stress Ratio = 0.556: 1 Maximum Shear Stress Ratio = 0.461 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 652.06psi fv: Actual = 95.33 psi FB : Allowable = 1,173.00psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 4.246ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 6966>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.014 in Ratio= 4318>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.627 5.424 1.627 Overall MINimum 1.009 3.362 1.009 +D+H 0.619 2.062 0.619 +D+L+H 0.619 2.062 0.619 +D+Lr+H 1.425 4.749 1.425 +D+S+H 1.627 5.424 1.627 +D+0.750Lr+0.750L+H 1.223 4.077 1.223 +D+0.750L+0.750S+H 1.375 4.584 1.375 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:27AM Wood Beam File=C:\UsersladnunlDOCUME-11ENERCA-2119-019-steffen.ec6. Software copyright ENERCALC,INC.1983-2018 Build:10.18.12.30 Lfc#:KW-06Ofj9 6- Licensee:SC-fEL4 TER CO SULTING GROUP PE14, Description: B3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.60W+H 0.619 2.062 0.619 +D+0.70E+H 0.619 2.062 0.619 +D+0.750Lr+0.750L+0.450W+H 1.223 4.077 1.223 +D+0.750L+0.7505+0.450W4l 1.375 4.584 1.375 +D+0.750L+0.750S+0.5250E+H 1.375 4.584 1.375 +0.60D+0.60W+0.60H 0.371 1.237 0.371 +0.60D+0.70E+0.60H 0.371 1.237 0.371 D Only 0.619 2.062 0.619 Lr Only 0.806 2.687 0.806 L Only S Only 1.009 3.362 1.009 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 12:29AM File=C:1Users1admin\DOCUME-11ENERCA-2119-019-steffen.ec6 . - Wood Bearn Software copyright ENERCALC, INC.1983-2018,Build:10.18.12.30 . VI! ti -Q61010:92't6 -- URgici :C -. 3u E ti'C-® ; -U 'G"G tiOU'" Description : B4, B10,B11, B12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Pill 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir- Larch (North) Fc - Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.323) Lr(0.43)S(0.538) 4x10 A 1" Span = 5.0 ft f Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.3230, Lr= 0.430, S = 0.5380 , Tributary Width = 1.0 ft DESIGN SUMMARY otAficir 'co Maximum Bending Stress Ratio = 0.556: 1 Maximum Shcar Stress Ratio = 0.337 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 652.06psi fv: Actual = 69.71 psi FB : Allowable = 1 ,173.00psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2,500ft Location of maximum on span = 0.000 ft Span# where maximum occurs = Span # 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 2912>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.033 in Ratio = 1805>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.170 2.170 Overall MINimum 1.345 1.345 +D+H 0.825 0.825 +D+L+H 0.825 0.825 +D+Lr+H 1.900 1.900 +D+S+H 2.170 2.170 +D+0.750Lr+0.750L+H 1.631 1.631 +1D+0.750L+0.750S+H 1.833 1.833 +D+0.60W+H 0.825 0.825 +D+0.70E+H 0.825 0.825 +D+0.750Lr+0.750L+0.450W+H 1.631 1.631 +D+0.750L+0.750S+0.450W+H 1.833 1.833 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:29AM Wood Beam File=C:\Usersladmin8DOCUME-11ENERCA-2119-019-stefen.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lc #:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B4,B10,B11,B12 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 1.833 1.833 +0.60D+0.60W+0.60H 0.495 0.495 +0.60D+0.70E+0.60H 0.495 0.495 D Only 0.825 0.825 Lr Only 1.075 1.075 L Only S Only 1.345 1.345 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. WA 98221 Project ID: 19-019 Anacortes,360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 12:33AM File=C:1UsersladminlDOCUME-1\ENERCA-2119-019-steffen.ec6 . - Wood Bearn Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . ELF `i L y�y ti . 0 0' i 1 � ar MA)rAi) _616 Z 1. 0:1 WillEtIig rkig r L V)L -C Description : B17 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.079) Lr(0.105) S(0.131) b b b b 4x10 iiil "II Span = 6.0ft o Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0790, Lr= 0.1050, S =0.1310 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.200: 1 Maximum Shear Stress Ratio = 0.108 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 234.64psi fv: Actual = 22.44 psi FB : Allowable = 1,173.00 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span# where maximum occurs = Span # 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 6921 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.017 in Ratio= 4180>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.651 0.651 Overall MINimum 0.393 0.393 +D+H 0.258 0.258 +D+L+H 0.258 0.258 +D+Lr+H 0.573 0.573 +D+S+H 0.651 0.651 +D+0.750Lr+0.750L+H 0.494 0.494 +D+0.750L+0.750S+H 0.552 0.552 +D+0.60W+H 0.258 0.258 +D+0.70E+H 0.258 0.258 +D+0,750Lr+0.750L+0.450W+H 0.494 0.494 +D+0.750L+0.750S+0.450W+H 0.552 0.552 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360,293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:33AM File=C:lUsersladminlDOCUME-11ENERCA-2119-019-steffen.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. ic' =KW060O9216 -""WI!ucenseee SCHE-MMER CONSULTING GROUP PLLC Description: B17 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0+0.750L+0.750S+0.5250E+H 0.552 0.552 +0.60D+0.60W+0.60H 0.155 0.155 +0.60D+0.70E+0.60H 0.155 0.155 D Only 0.258 0.258 Lr Only 0.315 0.315 L Only S Only 0.393 0.393 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 12:36AM Wood Beam File=C:1Users\admin\DOCUME-11ENERCA-2119-019-steffen.ec6 . - Software copyright ENERCALC,.INC. 11998�3--220�1�8,,�Buiuilld�:10.18.1�2..3�0r �. P 0 2.lwn�QYY.:O O. 8 Q '�_ Illrc � - � c c1` {1:_ FrAV9 R` . IMINR� I L��1t�LJ'LJ�01 4�1tr'L_i'-_.G Description : B18 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1 ,600.0 ksi Fc- PrIl 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.62) Lr(O.81) 903O31)) D(0.108' L(0.14) v v i v v 4 4x10 ta I Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1080, L= 0.140 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 2.50 ft Point Load : D = 0.620, Lr= 0.810, S = 1.010 k @ 2.0 ft DESIGN SUMMARY F iDr , ,l:;i i,D.r.,. Maximum Bending Stress Ratio = 0.520: 1 Maximum Shear Stress Ratio = 0.295 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 609.53 psi fv: Actual = 61.17 psi FB : Allowable = 1,173.00 psi Fv: Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.007ft Location of maximum on span = 0.000 ft Span# where maximum occurs = Span # 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 5111 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.027 in Ratio= 2209>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.489 1.213 Overall MINimum 0.606 0.404 +D+H 0.659 0.535 +D+L+H 1.159 1.035 +D+Lr+H 1.145 0.859 +D+S+H 1.265 0.939 +D+0.750Lr+0.750L+H 1.399 1.153 +D+0.750L+0.750S+H 1.489 1.213 +D+0.60W+H 0.659 0.535 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293,9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:36AM File=C:\Usersladmin\DOCUME-11ENERCA-2\19-019-steRen.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTINGiG ti UPPLLC Description: B18 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.70E+H 0.659 0.535 +D+0.750Lr+0.750L+0.450W+H 1.399 1.153 +0+0.750L+0.750S+0.450W+H 1.489 1.213 +D-r0.750L+0.750S+0.5250E+H 1.489 1.213 +0.60D+0.60W+0.60H 0.396 0.321 +0.60D+0.70E+0.60H 0.396 0.321 D Only 0.659 0535 Lr Only 0.486 0.324 L Only 0.500 0.500 S Only 0.606 0.404 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House • jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 12:39AM Wood Beam File=C:IUsersladminlDOCUME--11ENERCA 2119-019-steffen.ecS . r- Software copyright ENERCALC,INC.1983-2018,Build 10.18.12.30 . T : 06009 -- Ai ^ Description : B19 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Pill 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.62) Lr(0.81) S(1.01) b D(0.1691 L(0.22) b X4x10 Span = 6.oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1690, L = 0.220 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 2.50 ft Point Load : D= 0.620, Lr= 0.810, S = 1.010 k @ 4.50 ft DESIGN SUMMARY I f p, 1-3 011..21',s 1 Maximum Bending Stress Ratio = 0.618 1 Maximum Shcar Stress Ratio = 0.423 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 630.53psi fv: Actual = 87.49 psi FB : Allowable = 1,020.00psi Fv : Allowable = 207.00 psi Load Combination +p-f-L+H Load Combination +-D+0.750L+0.750S+H Location of maximum on span = 3.066ft Location of maximum on span = 5.234ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 3053>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.052 in Ratio= 1390>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.518 2.150 Overall MINimum 0.253 0.758 +D+H 0.683 0.993 +D+L+H 1.518 1.778 +D+Lr+H 0.885 1.600 +D+S+H 0.935 1.750 +1D+0.750Lr+0.750L+H 1.461 2.037 +D+0.750L+0.750S+H 1.498 2.150 +D+0.60W+H 0.683 0.993 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293,9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:39AM File=C:\Users\admin\DOCUME-11ENERCA-2119-019-steffen.ec6. - Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.1230. Lic #:KW=06009216 Licensee:SCHEMMER CONSULTING GROUP PLLO Description: B19 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.70E+H 0.683 0.993 +D+0.750Lr+0.750L+0.450W+H 1.461 2.037 +D+0.750L+0.750S+0.450W+H 1.498 2.150 +D+0.750L+0.750S+0.5250E+H 1.498 2.150 +0.60D+0.60W+0.60H 0.410 0.596 +0.60D+0.70E+0.60H 0.410 0.596 D Only 0.683 0.993 Lr Only 0.203 0.608 L Only 0.835 0.785 • S Only 0.253 0.758 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 12:48AM Wood Beam File=C:lUsersladminlDOCUME-1IENERCA--2119-019-steffen.ec6 . - Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . 3 I o a o o ,i Alir I' 11k..@n_t-t- L_4uTSW ems L.I, G "0 tC Description : B20 CODE REFERENCES Calculations per IDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 2400 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 1850 psi Ebend-xx 1800 ksi Fc- PrIl 1650 psi Eminbend-xx 950 ksi Wood Species DF/DF Fc- Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F - V4 Fv 265 psi Eminbend -yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.82) Lr(1.08) S(1.35) L( .3) D(0.323) Lr(0.43) S(0.538) ° D(0.041) L(0.053) b b t t b 1 A 3.125x12 Span = 9.0 ft F -I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0410, L= 0.0530 , Tributary Width = 1.0 ft Point Load : L = 0.30 k @ 4.50 ft Point Load : D = 0.820, Lr= 1.080, S = 1.350 k @ 2.50 ft Uniform Load : D = 0.3230, Lr= 0.430, S =0.5380 k/ft, Extent= 2.50 —>> 9.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY I I-o)4}Lein.,'2K< 1 Maximum Bending Stress Ratio = 0.616: 1 Maximum Shear Stress Ratio = 0.494 : 1 Section used for this span 3.125x12 Section used for this span 3.125x12 fb : Actual = 1,701.27 psi fv: Actual = 150.43 psi FB : Allowable = 2,760.00 psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.172ft Location of maximum on span = 0.000 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.114 in Ratio= 945>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.192 in Ratio= 562>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.809 4.399 Overall MINimum 2.238 2.609 +D+H 1.571 1.790 +D+L+H 1.960 2.179 +D+Lr+H 3.361 3.876 +D+S+H 3.809 4.399 +D+0.750Lr+0.750L+H 3.205 3.646 +D+0.750L+0.750S+H 3.541 4.038 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:48AM Wood Beam File=C:\UsersladminlDOCUME-11ENERCA-2119-019-ste8en.ec6. - Software copyright ENERCAIC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-060091r6 " Licensee:SCHEMMER CONSULTING GROUP PLL2 Description: B20 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 1.571 1.790 +D+0.70E+H 1.571 1.790 +D+0.750Lr+0.750L-+O.450W+H 3.205 3.646 +D+0.750L+0.750S+0.450W+H 3.541 4.038 +D+0.750L+0.750S+0.5250E+H 3.541 4.038 +0.60D+0.60W+0.60H 0.943 1.074 +0.60D+0.70E+0.60H 0.943 1.074 D Only 1.571 1.790 Lr Only 1.789 2.086 L Only 0.389 0.389 S Only 2.238 2.609 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng,com Title Block Line 6 Printed: 15 APR 2019, 12:52AM File=C:1UsersladminlDOCUME-11ENERCA-2119-019-steffen.ec6 _ - Wood Beam Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . Lic i "©,.TO. II 9 11 ` LTC= : -. n u M -- (e`O 0,S1 N.G GROUP P,L i Description : B27 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- PHI 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.508) Lr(0.43) L(0.32) S(0.538) 0 v v v 4x10 l Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.5080, Lr = 0.430, L= 0.320, S = 0.5380 , Tributary Width= 1.0 ft Point Load : L= 0.30k@2.50ft DESIGN SUMMARY r iD) „-r ,r,io < 1 Maximum Bending Stress Ratio = 0.800: 1 Maximum Shcar Stress Ratio = 0.475 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 937.94psi fv: Actual = 98.25 psi FB : Allowable = 1,173.00 psi Fv : Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0,750L+0.750S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span # 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 2912>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.047 in Ratio= 1273>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.008 3.008 Overall MINimum 1.345 1.345 +D+H 1.287 1.287 +D+L+H 2.237 2.237 +D+Lr+H 2.362 2.362 +D+S+H 2.632 2.632 +D+0.750Lr40.750L+H 2.806 2.806 +D+0.750L+0.750S+H 3.008 3.008 +D+0.60W+H 1.287 1.287 +D+0.70E+H 1.287 1.287 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:52AM Fie=C:\Users\admin\DOCUME-1\ENERCA-2\19-019-steffen.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW 06009216 Licen'ree:SCHEMMER CONSULTING GROUP PLLC Description: B27 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 2.806 2.806 +D+0.750L+0.750S+0.450W+11 3.008 3.008 +D+0.750L+0.750S+0.5250E+H 3.008 3.008 +0.60D+0.60W+0.60H 0.772 0.772 +0.60D+0.70E+0.60H 0.772 0.772 D Only 1.287 1.287 Lr Only 1.075 1.075 L Only 0.950 0.950 S Only 1.345 1.345 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 12:58AM Wood Beam File=C:IUsersladmin\DOCUME-11ENERCA--2t19-019-steffen.ec6 . - Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . R.AVA ljr iliilliedialighiliiiikliffili 1 T = �JSi/i YLV ©R intKI_ 'tC : ® C " .P , c= Description : 628 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 2400 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 1850 psi Ebend-xx 1800 ksi Fc- Prll 1650 psi Eminbend -xx 950 ksi Wood Species :DF/DF Fc - Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F - V4 Fv 265 psi Eminbend -yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(011)(0.82) Lr(1.08) S(1.35) D(0.323) L(0.43) S(0.538) D(0.185) L(0.32) b ° / I 0 b / 3.5x9.5 4 Span = 8.0 ft I' Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1850, L=0.320 , Tributary Width = 1.0 ft Point Load : L= 0.30 k@4.0ft Point Load : D= 0.820, Lr= 1.080, S = 1.350 k @ 5.0 ft Uniform Load : D = 0.3230, L= 0.430, S = 0.5380 k/ft, Extent = 5.0 -->>8.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY 1 194:10 �` Maximum Bending Stress Ratio = 0.823: 1 Maximum Shear Stress Ratio = 0.648 : 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 fb : Actual = 2,270.25psi fv : Actual = 197.41 psi FB : Allowable = 2,760.00 psi Fv: Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.7501_+0.750S+H Location of maximum on span = 4.993ft Location of maximum on span = 7.212ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio = 910>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.234 in Ratio= 410>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.119 5.544 Overall MINimum 0.809 2.155 +D+H 1.258 2.069 +D+L+H 2.930 4.547 +D+Lr+H 1.663 2.744 +D+S+H 2.067 4.224 +D+0.750Lr+0.750L+H 2.816 4.433 +D+0.750L+0.7508+H 3.119 5.544 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:58AM File=C:1UserstadnuntDOCUME-11ENERCA-2119-019-steffen.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . 'i'.c.#:lOgraDI21'6 License SCHEMMER CONSULTING GROUP PLLC Description: B28 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 1.258 2.069 +D+0.70E+H 1.258 2.069 +0i0.750Lr+0.750L+0.450W+H 2.816 4.433 +D+0.750L+0.750S+0.450W+H 3.119 5.544 +D+0.750L+0.750S+0.5250E+H 3.119 5.544 +0.60D+0.60W+0.60H 0.755 1.241 +0.60D+0.70E+0.60H 0.755 1.241 D Only 1.258 2.069 Lr Only 0.405 0.675 L Only 1.672 2.478 S Only 0.809 2.155 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 12:52AM Wood beam File=CaUsersladminlDOCUME--1IENERCA-2119-019-steffen.ec6 . - Software copyright ENERCALC,INC.1983-2018, Build:10.18.12.30 . L�r.'z i� 39: 1t a o ^_ I� ItiiE e u iA_ti _ ttaimirAKOA 'Q LIL(G Description : B27 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1 ,600.0 ksi Fc- PrIl 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.508) Lr(0.43) L(0.32) S(0.538) b V T V b X 4x10 g Span = 5.0 ft f' 'I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.5080, Ls= 0.430, L=0.320, S = 0.5380 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 2.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.800: 1 Maximum Shear Stress Ratio = 0.475 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 937.94psi fv : Actual = 98.25 psi FB : Allowable = 1,173.00 psi Fv : Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 2912>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.047 in Ratio= 1273>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.008 3.008 Overall MINimum 1.345 1.345 +D+H 1.287 1.287 +D+L+H 2.237 2.237 +D+Lr+H 2.362 2.362 +D+S+H 2.632 2.632 +D+0.750Lr+0.750L+H 2.806 2.806 +D+0.750L+0.750S+H 3.008 3.008 +D+0.60W+H 1.287 1.287 +D+0.70E+H 1.287 1.287 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019,12:52AM He=C:1Usersladmin\DOCUME-11ENERCA-2119-019-steffen.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.1230. .1'C.#:KW-G6 216 UMW:.se_:SCHEMMER CONSULTING GROUP PLLC Description: B27 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 2.806 2.806 +D+0.750L+0.7505+0.450W+H 3.008 3.008 +D+0.750L-t0.750S+0.5250E+H 3.008 3.008 +0.60D+0.60W+0.60H 0.772 0.772 +0.60D+0.70E+0.60H 0.772 0.772 D Only 1.287 1.287 Lr Only 1.075 1.075 L Only 0.950 0.950 S Only 1.345 1.345 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 1:15AM File=CaUsers1admin100CUMIE-11ENERCA--2t19-019-steffen.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.1230 . afZ V Description : B33 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi • Fc- Pill 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.263) Lr(0.35) S(0.438) D(O.263) Lr(0.35)�S 0.4 8) + ,r b b ®( �i1) r( .66 (0.82) D(1Lf l,(!):pt. oW44) L(11D.51) Lr(066) S(0.82) b b , b D(0.369) L(0.48) D(0.31)° b L(0.33) bb b + b D(0.2641 L(0.27) b b b b b 41 5.5x21 1 Span = 21.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2640, L= 0.270 k/ft, Extent = 0.0 ->> 11.50 ft, Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 10.50 ft Point Load : D = 0.510, Lr= 0.660, S = 0.820 k @ 2.50 ft Point Load : D = 0,510, Lr= 0,660, S = 0.820 k @ 12.50 ft Point Load : D = 1,690, Lr= 2.190, S = 2.740 k @ 7.50 ft Uniform Load : D = 0.310, L= 0.330 k/ft, Extent= 11.50 ->> 15.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.3690, L= 0.480 k/ft, Extent= 15.0 ->> 21.0 ft, Tributary Width = 1.0 ft Uniform Load : Lr= 0.0750, S = 0.0940 k/ft, Extent= 0.0 ->> 15.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.2630, Lr = 0.350, S = 0.4380 k/ft, Extent = 0.0 ->> 2.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.2630, Lr= 0.350, S = 0.4380 k/ft, Extent = 12.50 ->> 21.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY _ Design OK Maximum Bending Stress Ratio = 0.767: 1 Maximum Shear Stress Ratio = 0.476 : 1 Section used for this span 5.5x21 Section used for this span 5.5x21 fb : Actual = 1,988.01 psi fv: Actual = 145.10 psi FB : Allowable = 2,591.42psi Fv : Allowable = 304.75 psi Load Combination +D+0,750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 10,653ft Location of maximum on span = 19.314ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.295 in Ratio= 855>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.708 in Ratio= 356>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Verti cal Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.558 13.442 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 1:15AM File=C:IUsersladmin\DOCUME-11ENERCA-2119-019-stefen.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description B33 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 5.505 5.103 +D+H 5.997 6.467 +D+L+H 9.240 10.664 +D+Lr+H 10.402 10.547 +D+S+H 11.503 11.569 +D+0.750Lr+0.750L+H 11.733 12.675 +D+0.750L+0.750S+H 12.558 13.442 +D+0.60W+H 5.997 6.467 +D+0.70E+H 5.997 6.467 +D+0.750Lr+0.750L+0.450W+H 11.733 12.675 +D+0.750L+0.750S+0.450W+H 12.558 13.442 +D+0.750L+0.750S+0.5250E+H 12.558 13.442 +0.60D+0.60W+0.60H 3.598 3.880 +0.60D+0.70E+0.60H 3.598 3.880 D Only 5.997 6.467 Lr Only 4.405 4.080 L Only 3.243 4.198 S Only 5.505 5.103 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 1:15AM Wood Beam File=ClUsersladminfDOCUME-1tENERCA-2ft9-019-steffen.ec6. - Software copyright ENERCALC,INC.1983-2018,Buid:10.18.12.30 . Lic#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PELF Description: 833 CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method:Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing :Beam is Fully Braced against lateral-torsional buckling D(0.263)Lr(0.35)S(0.4361 I D(0.263)LrfI0.3 S10.4 8 b 8 + b s ®(O.b i)Lnu.66)5(0.82) D(110t)�y At2474) LQ:N9.51)Lr(0 66)S(0.82) a a ° D(0.3691 L(0.48) Drr 31)L(0.33) b a b b D(0.264)L(0.27) a b' e o a e a a a l 5.5x21 Ali Span=21.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.2640, L=0.270 k/ft,Extent=0.0->>11.50 ft, Tributary Width=1.0 ft Point Load: L=0.30k@ 10.50ft Point Load: D=0.510, Lr=0.660, S=0.820 k @ 2.50 ft Point Load: D=0.510, Lr=0.660, S=0.820 k @ 12.50 ft Point Load: D=1.690, Lr=2.190, S=2.740 k @ 7.50 ft Uniform Load: D=0.310, L=0.330 k/ft,Extent=11.50-»15.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.3690, L=0.480 k/ft,Extent=15.0-»21.0 ft, Tributary Width=1.0 ft Uniform Load: Lr=0.0750, S=0.0940 k/ft,Extent=0.0->>15.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.2630, Is=0.350, S=0.4380 k/ft,Extent=0.0->>2.50 ft, Tributary Width=1.0 ft Uniform Load: D=0.2630, Lr=0.350, S=0.4380 k/ft,Extent=12.50->>21.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.767: 1 Maximum Shear Stress Ratio = 0.476 : 1 Section used for this span 5.5x21 Section used for this span 5.5x21 fb:Actual = 1,988.01 psi fv:Actual = 145.10 psi FB:Allowable = 2,591.42psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 10.653ft Location of maximum on span = 19.314ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.295 in Ratio= 855>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.708 in Ratio 356>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.558 13.442 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 1:1 5AM File=C:1Usersladmin10OCUME-11ENERCA-2119-019-steffen.ec6. - Wood Beam Software copyright ENERCALC,INC.1983-2018,euad:10.18.12.30 . Ir1 r VJIj 0Q9216 Licensee:SCHEMMER CONSULTING'GROUP PLL : Description: B33 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 5.505 5.103 +D+H 5.997 6.467 +D+L+H 9.240 10.664 +D+Lr+H 10.402 10.547 +D+S+H 11.503 11.569 +D+0.750Lr+0.750L+H 11.733 12.675 +0+0.750L+0.750S+H 12.558 13.442 +D+0.60W+H 5.997 6.467 +D+0.70E+H 5.997 6.467 +D+0.750Lr+0.750L+0.450W+H 11.733 12.675 +D+0.750L+0.750S+0.450W+H 12.558 13.442 +D+0.750L+0.750S+0.5250E+H 12.558 13.442 +0.60D+0.60W+0.60H 3.598 3.880 +0.60D+0.70E+0.60H 3.598 3.880 D Only 5.997 6.467 Lr Only 4.405 4.080 L Only 3.243 4.198 S Only 5.505 5.103 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 1:20AM File=C:IUsersladmin'DOCUME-11ENERCA-2119-019-steffen.ec6 . - Wood Beam Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . I ic. # : KW-06009216 Lrc :see' V,-.r -u u -ti O® SU __I_k_ G OUP L Description : B34 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.369) L(0.48) D(0.369) L(0.48) + b b b b t b 4x10 4x10 mi Span = 3.0 ft Span = 4.0 ft 14 p. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D= 0.3690, L= 0.480 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D= 0.3690, L= 0.480 , Tributary Width = 1.0 ft DESIGN SUMMARY I i D :QeFro C1=< 1 Maximum Bending Stress Ratio = 0.32a 1 Maximum Shear Stress Ratio = 0.363 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 334.38 psi fv: Actual = 65.29 psi FB : Allowable = 1,020.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 3.000 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio= 12254>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 6872>=180 Max Upward Total Deflection -0.000 in Ratio= 102160>=180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.820 3.807 1.364 Overall MINimum 0.460 2.135 0.765 +D+H 0.360 1.672 0.599 +D+L+H 0.820 3.807 1.364 +D+Lr+H 0.360 1.672 0.599 +D+S+H 0.360 1.672 0.599 +D+0.750Lr+0.750L+H 0.705 3.273 1.173 +D+0.750L+0.750S+H 0.705 3.273 1.173 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 1:20AM Wood Beam File=C:IUsersiadmin\DOCUME-11ENERCA-2119-019-steffen.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.1230 . tic # KW:060092iL6, r+--Lricen5ee:SCHEMMER CONSULTING GROUP PLLC Description: B34 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.60W+H 0.360 1.672 0.599 +D+0.70E+H 0.360 1.672 0.599 +D+0.750Lr+0.750L+0.450W+H 0.705 3.273 1.173 +D+0.750L+0.750S+0.450W+H 0.705 3.273 1.173 +D+0.750L+0.7505+0.5250E+H 0.705 3.273 1.173 +0.60D+0.60W+0.60H 0.216 1.003 0.359 +0.60D+0.70E+0.60H 0.216 1.003 0.359 D Only 0.360 1.672 0.599 Lr Only L Only 0.460 2.135 0.765 S Only W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 1:36AM File=C:1Usersladmin100CUME-11ENERCA-2119-019-stefen.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.1230. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B35 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 4.263 4.263 +D+0.70E+H 4.263 4.263 +D+0.750Lr+0.750L+0.450W+H 8.290 8.290 +D+0.750L+0.7505+0.450W+H 8.641 8.641 +0+0.750L+0.7505+0.5250E+H 8.641 8.641 +0.60D+0.60W+0.60H 2.558 2.558 +0.60D+0.70E+0.60H 2.558 2.558 D Only 4.263 4.263 Lr Only 1.860 1.860 L Only 3.510 3.510 S Only 2.328 2.328 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 1:44AM Wood Beam File=C:lUsersladminlDOCUME-1lENERCA-2119-019-steffen_ec6 . Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . I 0:1_ 0 600° %. — 'r° ilik Li 2 : a �,__u Lgti 'ti LLB` ll1P§''C :01 19'L°1 Description : B38 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850 psi Ebend-xx 1600 ksi Fc- Prll 1400 psi Eminbend -xx 580 ksi Wood Species :Douglas Fir- Larch (North) Fc - Perp 625 psi Wood Grade :No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.59 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D0.431 L0.56 • A. 4x10 A 14 span 3 0 ft { Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D =0.4310, L= 0.560 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 1.50 ft DESIGN SUMMARY I irir .�►::;JI1<Wt. Maximum Bending Stress Ratio = 0.318: 1 Maximum Shear Stress Ratio = 0.227 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 324.00psi fv: Actual = 40.87 psi FB : Allowable = 1,020.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+{.+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio= 10074>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.006 in Ratio= 6264>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.647 1.647 Overall MINimum 0.990 0.990 +D+N 0.657 0.657 +D+L+H 1.647 1.647 +D+Lr+H 0.657 0.657 +D+S+H 0.657 0.657 +D+0.750Lr+0.750L+H 1.399 1.399 +D+0.750L+0.7505+H 1.399 1.399 +D+O.60W+H 0.657 0.657 +DA-0.70E+1-1 0.657 0.657 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 1:44AM Wood Beam File=C:1Usersladmin100CUME-11ENERCA-2U9-019-steffen.ec6. - Software copyright ENERCALC,INC.1983-2018,Ba1d:10.18.12.30. Lic.#:KUIf:W0 0921'6 L C1 EMMER;CONSULTING GROUP PLLc= Description: B38 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.399 1.399 +D+0.750L+0.7505+0.450W+H 1.399 1.399 +0+0.750L+0.750S+0.5250E+H 1.399 1.399 +0.600+0.60W+0.60H 0.394 0.394 +0.60D+0.70E+0.60H 0.394 0.394 D Only 0.657 0.657 Lr Only L Only 0.990 0.990 S Only W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.corn Title Block Line 6 Printed: 15 APR 2019, 1:46AM File=C:1UsersladminlDOCUME-11ENERCA'-2119-019-steffen.ec6 . Wood Beam Software copyrightENERCAIC,INC.1983-2018,Build:10.18.12.30 . Description : B39 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- PrIl 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(O.3) D(0.185) L(0.24) b t b a 4x10 a , Span = 3.50 ft .i Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1850, L= 0.240 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 1.750 ft DESIGN SUMMARY I l- err-fril"O)`Cc 1 Maximum Bending Stress Ratio = 0.218: 1 Maximum Shear Stress Ratio = 0.148 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 222.11 psi fv: Actual = 26.63 psi FB : Allowable = 1,020.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.734ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 12112>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.005 in Ratio= 8028>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.906 0.906 Overall MINimum 0.570 0.570 +D+H 0.336 0.336 +D+L+H 0.906 0.906 +D+Lr+H 0.336 0.336 +D+S+H 0.336 0.336 +D+0.750Lr+0.750L+H 0.763 0.763 +D+0.750L+0.7508+H 0.763 0.763 +D+0.60W+H 0.336 0.336 +D+0.70E+H 0.336 0.336 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 1:46AM File C:IUsers\admin1DOCUME-11ENERCA 2119-019 atetfen.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018,Budd 10.18.12.30. Lic.#:KW-06009216 Licenseet.SCHEMI�E CONSULTING GROUP PLL Description: B39 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.763 0.763 +D+0.750L+0.750S+0.450W+H 0.763 0.763 +D+0.750L+0.750S+0.5250E+H 0.763 0.763 +0.60D+0.60W+0.60H 0.201 0.201 +0.60D+0.70E+0.60H 0.201 0.201 D Only 0.336 0.336 Lr Only L Only 0.570 0.570 S Only W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave,, Suite C Engineer: James T. Schemmer P.E. Anacortes, WA98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 1:48AM Wood Beam File=C:1Users\admin\DOCUME-11ENERCA-2119-019-steffen.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.# :;KW-06009216 Licenses, SCHEMiM ER CONSULTING GROUP PLLC Description : B40,641 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir- Larch (North) Fc - Perp 625.0 psi Wood Grade :No. 1/No. 2 Fr/ 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.086) Lr(0.115) S(0.144) a a b b t • g 4x10 Span = 3.50 ft li II Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D= 0.0860, Lr=0.1150, S=0.1440 , Tributary Width = 1.0 ft DESIGN SUMMARY I 10 milli .21 K Maximum Bending Stress Ratio = 0.074: 1 Maximum Shear Stress Ratio = 0.052 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 87.21 psi fv: Actual = 10.79 psi FB : Allowable = 1,173.00 psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.750ft Location of maximum on span = 2.734 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio= 31720>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.002 in Ratio= 19282>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.415 0.415 Overall MINimum 0.252 0.252 +D+H 0.163 0.163 +D+L+H 0.163 0.163 +D+Lr+H 0.364 0.364 +D+S+H 0.415 0,415 +D+0.750Lr+0.750L+H 0.313 0.313 +D+0,750L+0,7505+H 0.352 0.352 +D+0.60W+H 0.163 0.163 +D+0.70E+H 0.163 0.163 +D+0.750Lr+0.750L+0.450W+H 0.313 0.313 +D+0.750L+0.750S+0.450W+H 0.352 0.352 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 1:48AM Wood Beam File=C:lUserstadmin10OCUME-11ENERCA-2N9-019-sterfen.ec8. Software copyright ENERCALC,INC.1983-2018 Build:10.18.12.30. Lic.#:KW606009216 Licensee SCHEMER CO IS.OAf1Nft GROUP PLLC Description: B40,B41 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0+0.750L+0.750S+0.5250E+H 0.352 0.352 +0.60D+0.60W+0.60H 0.098 0.098 +0.60D+0.70E+0.60H 0.098 0.098 D Only 0.163 0.163 Lr Only 0.201 0.201 L Only S Only 0.252 0.252 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 1:50AM File=C:lUsersladmin1DOCUME-1\ENERCA-2119-019-steffen.ec6 . - Wood Beam Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.30 . Lic. If: Ati-06 a 9176 - - - - - .r La-_Q-f`5:,-„:e E ti A±E- ©_LS 1 k_ ,G cOU' Description : R1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1 ,600.0 ksi Fc- Pill 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.03) Lr(0.04) S(0.05) D(0.03 Lr(0.04)b b L(0.48) S(0.05) b b b b ti 2x12 g 2x12 Span = 10.50 ft Span = 1.50 ft .1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D =0.030, Lr= 0.040, S = 0.050 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.030, Lr= 0.040, L=0.480, S =0.050 , Tributary Width = 1.0 ft DESIGN SUMMARY ( IDi; 1=1�o)< 1 Maximum Bending Stress Ratio = 0.429: 1 Maximum Shear Stress Ratio = 0.161 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 419.21 psi fv: Actual = 33.26 psi FB : Allowable = 977.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.162ft Location of maximum on span = 9.620 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 1890>=360 Max Upward Transient Deflection -0.020 in Ratio= 1802>=360 Max Downward Total Deflection 0.077 in Ratio= 1635>=180 Max Upward Total Deflection -0.033 in Ratio= 1078>=180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.430 1.066 Overall MINimum 0.257 0.343 +D+H 0.173 0.230 +D+L+H 0.121 1.002 +D+Lr+H 0.378 0.505 +D+S+H 0.430 0.573 +D+0.750Lr+0.750L+H 0.288 1.015 +D+0.750L+0.750S+H 0.327 1.066 Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 1:50AM File=C:\Users\admin\DOCUME-11ENERCA-2119-019-steffen.ec8. - Wood Beam Software copyright ENERCALC,INC.1983-2018,Buid:10.18.1230. Lic#:KVU=060b 216 Liceg SCklEMME4.QQNSULTINGGROUPPLL--' Description: R1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.60W+H 0.173 0.230 +D+0.70E+H 0.173 0.230 +D+0.750Lr+0.750L+0.450W4l 0.288 1.015 +D+0.750L+0.7505+0.450W+H 0.327 1.066 +D+0.750L+0.7505+0.5250E+H 0.327 1.066 +0.60D+0.60W+0.60H 0.104 0.138 +0.60D+0.70E+0.60H 0.104 0.138 D Only 0.173 0.230 Lr Only 0.206 0.274 L Only -0.051 0.771 S Only 0.257 0.343 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 2:05AM File=C:1Usersladmin\DOCUME-11ENERCA-2119-019-steffen.ec6 . General Footing Software copyright ENERCAIC,INC. 1983 2018, Build:10.18.12.30 . Lic. # KW-0600.9216 Licensee - SCHEMMER CONSULTING GROUP PLLC Description : F1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow% Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 3.25 ft Z Length parallel to Z-Z Axis = 3.25 ft Footing Thickness = 12 in Pedestal dimensions... " _ — px : parallel to X-X Axis = in il pz : parallel to Z-Z Axis = in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in - o a W Reinforcing 3'4' Bars parallel to X-X Axis Number of Bars 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3 Reinforcing Bar Size = # 5 '-.53'' Bandwidth Distribution Check (ACI 15.4.4.2) b F Direction Requiring Closer Separation US. a.t ,rqe.= bra La-we.R n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 6.470 4.40 4.210 5.510 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 2:05AM File=C:1Users1admin\DOCUME-11ENERCA-2119-019-steffen.ec6. General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee SCHEMMER CONSULTING GROUP PUG Description: F1 DESIGN SUMMARY Design OK J Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9653 Soil Bearing 1.448 ksf 1.50 ksf +D+0.750L+0.7505 about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2080 Z Flexure(+X) 2.336 k-ft/ft 11.228 k-ft/ft +1.20D+0.50L+1.605 PASS 0.2080 Z Flexure(-X) 2.336 k-ft/ft 11.228 k-ft/ft +1.20D+0.50L+1.605 PASS 0.2080 X Flexure(+Z) 2.336 k-ft/ft 11.228 k-ft/ft +1.20D+0.50L+1.605 PASS 0.2080 X Flexure(-Z) 2.336 k-ft/ft 11.228 k-ft/ft +1,20D+0.50L+1.605 PASS 0.1749 1-way Shear(+X) 14.373 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.1749 1-way Shear(-X) 14.373 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.1749 1-way Shear(+Z) 14.373 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.1749 1-way Shear(-Z) 14.373 psi 82.158 psi +1,20D+0.50L+1.60S PASS 0.3308 2-way Punching 54.348 psi 164.317 psi +1.20D+0.50L+1.605 Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 0.7575 0.7575 n/a n/a 0.505 X-X,+D+L 1.50 n/a 0.0 1.156 1,156 n/a n/a 0.771 X-X,+D+Lr 1.50 n/a 0.0 1.174 1.174 n/a n/a 0.783 X-X,+D+S 1.50 n/a 0.0 1.279 1.279 n/a n/a 0.853 X-X,+D+0.750Lr+0.750L 1.50 n/a 0.0 1.369 1.369 n/a n/a 0.913 X-X,+D+0,750L+0.750S 1.50 n/a 0.0 1.448 1.448 n/a n/a 0.965 X-X,+0.60D 1.50 n/a 0.0 0.4545 0.4545 n/a n/a 0.303 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.7575 0.7575 0.505 Z-Z,+D+L 1.50 0,0 n/a n/a n/a 1.156 1.156 0.771 Z-Z,+D+Lr 1.50 0.0 n/a n/a n/a 1,174 1.174 0.783 Z-Z,+D+S 1.50 0.0 n/a n/a n/a 1.279 1.279 0.853 Z-Z,+D+0.750Lr+0.750L 1.50 0.0 n/a n/a n/a 1.369 1.369 0.913 Z-Z,+D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 1.448 1.448 0.965 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.4545 0.4545 0.303 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status Flexure Axis&Load Combination k-ft Surface in"2 in"2 in"2 k-ft X-X,+1.40D 1.132 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 0K X-X,+1.40D 1.132 -Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+0.50Lr+1.60L 2.088 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+0.50Lr+1.60L 2.088 -Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+1.60L+0.50S 2.157 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+1.60L+0.50S 2.157 -Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+1.60Lr+0.50L 2.114 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+1,60Lr+0.50L 2.114 -Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1,20D+1.60Lr 1.851 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+1.60Lr 1.851 -Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 2:05AM Fib=C:1Users1admintD000ME-11ENERCA-2119-019 steffen.ec6. General Footing Software copyright ENERCALC,INC.1983-2018,Build10.18.1230. Lic.#:KW-06009216 _ Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Ft Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in"2 k-ft X-X,+1.20D+0.50L+1.60S 2.336 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+0.50L+1.60S 2.336 -Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+1.60S 2.073 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1,20D+1.605 2.073 -Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+0.50Lr+0.50L 1,509 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+0.50Lr+0,50L 1.509 -Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+0.50L+0.50S 1.578 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+0.50L+0.50S 1.578 -Z Bottom 0.2592 Min Temp% 0.2862 11,228 OK X-X,+1.20D+0.50L+0.705 1.716 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+1.20D+0.50L+0.705 1.716 -Z Bottom 0.2592 Min Temp% 0.2862 11,228 OK X-X,+0.90D 0.7279 +Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK X-X,+0.90D 0.7279 -Z Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.40D 1.132 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.40D 1.132 +X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+0.50Lr+1.60L 2.088 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+0.50Lr+1.60L 2,088 +X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+120D+1.60L+0,50S 2.157 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+1,60L+0.505 2.157 +X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+1.60Lr+0.50L 2.114 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+1.60Lr+0.50L 2.114 +X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+1.60Lr 1.851 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+1.60Lr 1.851 +X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+0.50L+1.60S 2.336 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+0.50L+1.60S 2.336 +X Bottom 0.2592 Min Temp% 0.2862 11,228 OK Z-Z,+1.20D+1.60S 2.073 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+1.605 2.073 +X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+0.50Lr+0.50L 1.509 -X Bottom 0.2592 Min Temp% 0,2862 11.228 0K Z-Z,+1.20D+0.50Lr+0.50L 1.509 +X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+0.50L+0.505 1.578 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+0.50L+0.50S 1.578 +X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+0.50L+0.70S 1.716 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+1.20D+0.50L+0.70S 1.716 +X Bottom 0.2592 Min Temp% 0,2862 11.228 OK Z-Z,+0.90D 0.7279 -X Bottom 0.2592 Min Temp% 0.2862 11.228 OK Z-Z,+0.90D 0.7279 +X Bottom 0.2592 Min Temp% 0.2862 11.228 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 6.97 psi 6.97 psi 6.97 psi 6.97 psi 6.97 psi 82.16 psi 0.08 OK +1.20D+0.50Lr+1.60L 12.85 psi 12.85 psi 12.85 psi 12.85 psi 12.85 psi 82.16 psi 0,16 OK +120D+1.60L+0.50S 13.27 psi 13.27 psi 13.27 psi 13.27 psi 13.27 psi 82,16 psi 0.16 OK +1.20D+1.60Lr+0.50L 13.01 psi 13.01 psi 13.01 psi 13.01 psi 13.01 psi 82.16 psi 0.16 OK +1.20D+1.60Lr 11,39 psi 11.39 psi 11.39 psi 11.39 psi 11,39 psi 82.16 psi 0.14 OK +1.20D+0.50L+1.60S 14.37 psi 14.37 psi 14.37 psi 14.37 psi 14.37 psi 82.16 psi 0,17 OK +1.20D+1.60S 12.75 psi 12.75 psi 12.75 psi 12.75 psi 12.75 psi 82.16 psi 0.16 OK +1.20D+0.50Lr+0.50L 9.28 psi 9.28 psi 9.28 psi 9.28 psi 9.28 psi 82.16 psi 0.11 OK +1.20D+0.50L+0.50S 9.71 psi 9.71 psi 9.71 psi 9.71 psi 9.71 psi 82.16 psi 0.12 OK +1.20D+0.50L+0.70S 10,56 psi 10.56 psi 10.56 psi 10.56 psi 10.56 psi 82.16 psi 0.13 OK +0.90D 4.48psi 4.48 psi 4.48 psi 4.48 psi 4.48 psi 82.16 psi 0.05 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 26.35 psi 164.32psi 0.1603 OK +1.20D+0.50Lr+1.60L 48.57 psi 164.32psi 0.2956 OK +1.20D+1.60L+0.505 50.19 psi 164.32psi 0.3054 OK +1.20D+1.60Lr+0.50L 49.18 psi 164.32psi 0.2993 OK +1.20D+1.60Lr 43.06 psi 164.32psi 0.2621 OK +1.20i}+0.50L+1.60S 54.35 psi 164.32psi 0.3308 OK +1.20D+1.60S 48.23 psi 164.32psi 0.2935 OK +1.20D+0.50Lr+0.50L 35.10 psi 164.32psi 0.2136 OK +1.20D+0.50L+0.50S 36.72 psi 164,32psi 0.2235 OK +1.20D+0.50L+0.70S 39.92 psi 164.32psi 0.243 OK Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 2:05AM General Footing File=C:Usersladmin\DOCUME-1tENERCA-2119-019-steffen.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.1230 . 'Lic.# KW-0600921,6 _'Lrcensee SCHEMER CONSULTING GROUP:PLLC Description : F1 Two-Way"Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +0.90D 16.94 psi 164.32psi 0.1031 OK Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 2:08AM File=C:IUsersladmin\DOCUME--1IENERCA-2119-019-steffen.ec6 . General Footing Software copyright ENERCALC,INC.1983-2018,Buiid:10.18.1230 . Lie. #: KW-06009216 Licensee SCHEMiM ER CONSULTING GROUP PLLC Description : F2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Setting: Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth - ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments &shears : Yes = ksf Add Pedestal Wt for Soil Pressure :• when max. length or width is greater than ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 2.25 ft Length parallel to Z-Z Axis = 2.25 ft Footing Thickness = 8.0 in Pedestal dimensions... x x px : parallel to X-X Axis _ in i pz : parallel to Z-Z Axis _ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in '— — - i W Reinforcing z - _. Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 3-C48-ms 3-#4Bars io Reinforcing Bar Size = # 4 - hi Bandwidth Distribution Check (ACI 15.4.4.2) � Direction Requiring Closer Separation X-X Sedan Looking to•Z n/a Z-Z Section Locking to+X # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 2.460 0.0 3.140 0.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Protect ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 2:08AM He=C:\Usersladmin\DOCUME-1\ENERCA-2119-019-steffen.ec6. General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.:#:KIN-06009216 Licensee::SCHEMMER CONSULTING GROUP PLLC Description: F2 DESIGN SUMMARY I 10= .®i ( ,( Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8020 Soil Bearing 1.203 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1753 Z Flexure(+X) 0.9970 k-ft/ft 5.686 k-ft/ft +1.20D+1.60L PASS 0.1753 Z Flexure(-X) 0.9970 k-ft/ft 5.686 k-ft/ft +1.20D+1.60L PASS 0.1753 X Flexure(+Z) 0.9970 k-ft/ft 5.686 k-ft/ft +1.20D+1.60L PASS 0.1753 X Flexure(-Z) 0.9970 k-ft/ft 5.686 k-ft/ft +1.20D+1.60L PASS 0.2229 1-way Shear(+X) 18.315 psi 82.158 psi +1.20D+1.60L PASS 0.2229 1-way Shear(-X) 18.315 psi 82.158 psi +1.20D+1.60L PASS 0.2229 1-way Shear(+Z) 18.315 psi 82.158 psi +1.20D+1.60L PASS 0.2229 1-way Shear(-Z) 18.315 psi 82.158 psi +1.20D+1.60L PASS 0.4697 2-way Punching 77.176 psi 164.317 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 0.5826 0.5826 n/a n/a 0.388 X-X,+D+L 1.50 n/a 0.0 1.203 1.203 n/a n/a 0.802 X-X,+D+0.750L 1.50 n/a 0.0 1.048 1.048 n/a n/a 0.699 X-X,+0.60D 1.50 n/a 0.0 0.3496 0,3496 n/a n/a 0.233 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.5826 0.5826 0.388 Z-Z,+D+L 1.50 0.0 n/a n/a n/a 1.203 1.203 0.802 Z-Z,+D+0.750L 1,50 0.0 n/a n/a n/a 1.048 1.048 0.699 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0,3496 0.3496 0.233 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in"2 in"2 k-ft X-X,+1.40D 0.4305 +Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+1.40D 0.4305 -Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+1,20D+1.60L 0.9970 +Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+1.20D+1.60L 0.9970 -Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+1.20D+0,50L 0.5653 +Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+1.20D+0.50L 0.5653 -Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+1.20D 0.3690 +Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+1.20D 0.3690 -Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+0.90D 0.2768 +Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+0.90D 0.2768 -Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK Z-Z,+1.40D 0.4305 -X Bottom 0,1728 Min Temp% 0.2667 5.686 OK Z-Z,+1.40D 0.4305 +X Bottom 0,1728 Min Temp% 0.2667 5.686 OK Z-Z,+1.20D+1.60L 0.9970 -X Bottom 0.1728 Min Temp% 0.2667 5.686 OK Z-Z,+1.20D+1.60L 0.9970 +X Bottom 0.1728 Min Temp% 0.2667 5.686 OK Z-Z,+1.20D+0.50L 0.5653 -X Bottom 0.1728 Min Temp% 0.2667 5.686 OK Z-Z,+1.20D+0.50L 0.5653 +X Bottom 0.1728 Min Temp% 0.2667 5.686 OK Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Project ID: 19-019 360.293,9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 2:08AM General Footing File=C:\Users\admin\DOCUME-11ENERCA-2119-819-steffen.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMER CONSULTING GROUP PLLC Description: F2 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in"2 in"2 k-ft Z-Z,+1.20D 0.3690 -X Bottom 0.1728 Min Temp% 0.2667 5.686 OK Z-Z,+1.20D 0.3690 +X Bottom 0.1728 Min Temp% 0.2667 5.686 OK Z-Z,+0.90D 0.2768 -X Bottom 0.1728 Min Temp% 0,2667 5.686 OK Z-Z.+0.90D 0.2768 +X Bottom 0.1728 Min Temp% 0.2667 5.686 OK One Way Shear Load Combination.,. Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 7.91 psi 7.91 psi 7.91 psi 7.91 psi 7.91 psi 82.16 psi 0.10 OK +1.20D+1.60L 18.32psi 18,32psi 18.32 psi 18,32 psi 18.32psi 82.16 psi 0.22 OK +1.20D+0.50L 10,38 psi 10.38 psi 10.38 psi 10.38 psi 10.38 psi 82,16 psi 0.13 OK +1.20D 6.78 psi 6.78 psi 6.78 psi 6,78 psi 6.78 psi 82.16 psi 0.08 OK +0.90D 5.08 psi 5.08 psi 5.08 psi 5.08 psi 5.08 psi 82.16 psi 0.06 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 33.32 psi 164.32psi 0.2028 OK +1.20D+1.60L 77.18 psi 164.32psi 0.4697 OK +1.20D+0.50L 43.76 psi 164.32psi 0.2663 OK +1.20D 28.56 psi 164.32psi 0.1738 OK +0.90D 21.42 psi 164.32psi 0.1304 OK Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave., Suite C Engineer: James T. Schemmer P.E. Anacortes, WA 98221 Project ID: 19-019 360.293.9006 Project Descr:House jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 APR 2019, 2:17AM File=C:1Usershdmin100CUME-11ENERCA-2119-019-steffen.ec6 . General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#: KW-060.092.16 Licensee SCHEN1MER CONSULTING GROUP PLLC Description : F3 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings. Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow% Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min, Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes - ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 2.75 ft Z Length parallel to Z-Z Axis = 2.75 ft Footing Thickness = 12 in 1 I I i Pedestal dimensions... " _. _ i __" px : parallel to X-X Axis _ in pz : parallel to Z-Z Axis _ in , Height in ; i Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in i s 0 Z W ll Reinforcing 79. Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 ' 9-f58m Bandwidth Distribution Check (ACI 15.4.4.2) — g Direction Requiring Closer Separation x-xseN31,Loof.,to.Z za w.amems.m•x n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 4.260 1.860 3.510 2.330 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k • Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Pro ect ID:De 19-019H �se 360.293.9006 J jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 2:17AM General Footing File=C:lUsersladmintDOCUME-11ENERCA-2t19-019-stefren.ec6. 1 Software copyright ENERCALC,INC.1983-2018,Build:10.181230 . Ltc.#.s K1_tiE06U-09216 Licensee:SCHENMMERCONSULTlt(G G'0 '? G: Description: F3 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,8580 Soil Bearing 1.287 ksf 1.50 ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1127 Z Flexure(+X) 1.487 k-ft/ft 13.192 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1127 Z Flexure(-X) 1.487 k-ftift 13.192 k-ft/ft +1,20D+1.60L+0.505 PASS 0.1127 X Flexure(+Z) 1.487 k-ft/ft 13.192 k-ft/ft +1.20D+1.60L+0.505 PASS 0.1127 X Flexure(-Z) 1.487 k-ft/ft 13.192 k-ft/ft +1.20D+1.60L+0.505 PASS 0.1121 1-way Shear(+X) 9.210 psi 82.158 psi +1.20D+1.60L+0,505 PASS 0,1121 1-way Shear(-X) 9.210 psi 82.158 psi +1.20D+1.60L+0.505 PASS 0.1121 1-way Shear(+Z) 9.210 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.1121 1-way Shear(-Z) 9.210 psi 82.158 psi +1.20D+1,60L+0.50S PASS 0.2059 2-way Punching 33.829 psi 164.317 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing , Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 0.7083 0.7083 n/a n/a 0.472 X-X,+D+L 1.50 n/a 0.0 1.172 1.172 n/a n/a 0.781 X-X,+D+Lr 1.50 n/a 0.0 0.9543 0.9543 n/a n/a 0.636 X-X,+D+S 1.50 n/a 0.0 1.016 1.016 n/a n/a 0.677 X-X,+D+0.750Lr+0.750L 1.50 n/a 0.0 1.241 1.241 n/a n/a 0.827 X-X,+D+0.750L+0.750S 1.50 n/a 0.0 1.287 1.287 n/a n/a 0.858 X-X,+0.60D 1.50 n/a 0.0 0.4250 0.4250 n/a n/a 0.283 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.7083 0.7083 0.472 Z-Z,+D+L 1.50 0.0 n/a n/a n/a 1.172 1.172 0.781 Z-Z,+D+Lr 1.50 0.0 n/a n/a n/a 0.9543 0.9543 0.636 Z-Z,+D+S 1.50 0.0 n/a• n/a n/a 1.016 1.016 0.677 Z-Z,+D+0.750Lr+0.750L 1.50 0.0 n/a n/a n/a 1.241 1.241 0.827 Z-Z,+D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 1.287 1.287 0.858 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.4250 0.4250 0.283 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 102 k-ft X-X,+1.40D 0.7455 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.40D 0.7455 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50Lr+1.60L 1,457 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50Lr+1.60L 1.457 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60L+0.505 1.487 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60L+0.50S 1.487 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60Lr+0.50L 1.230 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60Lr+0.50L 1.230 Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60Lr 1.011 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60Lr 1.011 -Z Bottom 0.2592 Mn Temp% 0.3382 13.192 OK Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA98221 Project ID: 19-019 360.293.9006 Project Descr:House jtschemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 2:17AM General Footing File=C:IUsers1admin100CUME-11ENERCA-2119-019-steffen.ec6. 9 Software copyright ENERCALC INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F3 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in"2 k-ft X-X,+1,20D+0.50L+1.60S 1.324 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+1.605 1.324 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.605 1.105 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60S 1.105 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50Lr+0.50L 0.9746 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50Lr+0.50L 0.9746 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+0.50S 1.004 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+0.50S 1.004 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+0.70S 1.062 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+0.70S 1.062 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+0.90D 0.4793 +Z Bottom 0.2592 Min Temp% 0,3382 13.192 OK X-X,+0.90D 0.4793 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.40D 0,7455 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.40D 0.7455 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50Lr+1.60L 1,457 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50Lr+1.60L 1.457 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1,60L+0,50S 1.487 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1,20D+1.60L+0.50S 1.487 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60Lr+0.50L 1.230 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60Lr+0.50L 1.230 +X Bottom 0.2592 Min Temp% 0,3382 13.192 OK Z-Z,+1.20D+1.60Lr 1.011 -X Bottom 0.2592 Min Temp% 0.3382 13,192 OK Z-Z,+1.20D+1.60Lr 1,011 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+1.60S 1,324 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+1.605 1.324 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60S 1.105 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.605 1.105 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50Lr+0.50L 0.9746 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50Lr+0.50L 0.9746 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+0.50S 1.004 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+0.50S 1.004 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+0,705 1.062 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+0.705 1.062 +X Bottom 0.2592 Min Temp% 0.3382 13,192 OK Z-Z,+0.90D 0,4793 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z.+0.90D 0.4793 +X Bottom 0.2592 Min Temp% 0.3382 13,192 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 4.62 psi 4.62 psi 4.62 psi 4.62 psi 4.62 psi 82.16 psi 0.06 OK +1.20D+0.50Lr+1.60L 9.03 psi 9.03 psi 9.03 psi 9.03 psi 9.03 psi 82.16 psi 0.11 OK +1.20D+1.60L+0.50S 9.21 psi 9.21 psi 9.21 psi 9.21 psi 9.21 psi 82.16 psi 0.11 OK +1.20D+1.60Lr+0.50L 7.62 psi 7.62 psi 7.62 psi 7.62 psi 7.62 psi 82.16 psi 0.09 OK +1.20D+1.60Lr 6.26 psi 6.26 psi 6.26 psi 6.26 psi 6.26 psi 82.16 psi 0.08 OK +1.20D+0.50L+1.605 8.21 Psi 8.21 psi 8.21 psi 8.21 psi 8.21 psi 82.16 psi 0.10 OK +1.20D+1.60S 6.85 psi 6,85 psi 6.85 psi 6.85 psi 6.85 psi 82.16 psi 0.08 OK +1.20D+0.50Lr+0,50L 6.04 psi 6.04 psi 6.04 psi 6.04 psi 6.04 psi 82.16 psi 0.07 OK +1.20D+0,50L+0.50S 6.22 psi 6.22 psi 6.22 psi 6.22 psi 6.22 psi 82.16 psi 0.08 OK +1.20D+0.50L+0.70S 6.58 psi 6.58 psi 6.58 psi 6.58 psi 6.58 psi 82.16 psi 0,08 OK +0.90D 2.97 Psi 2.97 psi 2.97 psi 2.97 psi 2.97 psi 82.16 psi 0.04 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 16.96 psi 164.32psi 0.1032 OK +1.20D+0.50Lr+1.60L 33.16 psi 164.32psi 0.2018 OK +1.20D+1.60L+0.50S 33.83 psi 164.32psi 0.2059 OK +1.20D+1.60Lr+0.50L 28.00 psi 164.32psi 0.1704 OK +1.20D+1.60Lr 23.01 psi 164.32psi 0.14 OK +1.20D+0.50L+1.60S 30.14 psi 164.32psi 0.1834 OK +1.20D+1.60S 25.15 psi 164.32psi 0.153 OK +1.20D+0.50Lr+0.50L 22.18 psi 164.32 psi 0.135 OK +1.20D+0.50L+0.50S 22.85 psi 164.32psi 0.139 OK +1.20D+0,50L+0,70S 24.17 psi 164.32psi 0.1471 OK Schemmer Consulting Group PLLC Project Title: Steffen 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer P.E. Anacortes,WA 98221 Pro ect ID: 19-019 360,293.9006 1 jt.schemmer@scgeng.com Title Block Line 6 Printed:15 APR 2019, 2:17AM General Footing File=C:01serstadminlDOCUME-11ENERCA-2119-019-steffen.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCREAMER CONSULTING GROUP PLLC Description: F3 Two-Way"Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +0.90D 10,91 psi 164.32psi 0.06637 OK MEiviBER REPORT Level, J1 PASSED � � � � � L 1 piece(s) 117 8" TM® 210 @ 16" OC Overall Length: 13' 7" • , ---r-- .— - _ - -- - - + • r- __ -- --- _ _ _ _ 11 _ _ _ 11 11 II ... u El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System : Floor Member Reaction (Ibs) 584 © 2 1/2" 1134 (2.25") Passed (52%) 1.00 1.0 D + 1.0 L(Aft Spans) Member Type:Joist Shear(lbs) 567 ©3 1/2" 1655 Passed (34%) 1.00 1.0 D + 1,0 L(Alt Spans) Building Use: Residential Moment (Ft-lbs) 1750 © 6' 3 5/8" 3795 Passed (46%) 1.00 1.0 D + 1.0 L(Alt Spans) Building code : IBC 2015 Live Load Defl. (in) 0.087 © 6' 3 7/8" 0.306 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology :ASD Total Load Defl. (in) 0.153 @ 6' 3 13/16" 0.611 Passed(L/958) -- 1.0 D + 1.0 L(Alt Spans) TJ-ProTM Rating 57 40 Passed -- -- • Deflection criteria: LL(L/480)and TL(L/240). • Overhang deflection criteria: LL(2L/480)and TL(2L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 5'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu): Bottom compression edge must be braced at 8' 8"o/c unless detailed otherwise, • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeT'" Panel(24"Span Rating)that is glued and nailed down. • Additional considerations for the TJ-ProT'"Rating include: None Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead L Floor Total Accessories ive 1-Stud wall-SPF 3.50" 2.25" 1.75" 257 337 594 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 3.50" 3.50" 300 390 690 Blocking • Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 7 • Dead Floor Live Loads Location(Side) Spacing (0.90) s (1.00) Comments 1 -Uniform (PSF) 0 to 13'7" 16" 30,8 40,0 Residential-Living 1 , Areas Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR 1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/16/2019 8:24:10 AM James Schemmer J Forte v5.4, Design Engine: V7.1.1.3 Schemmer Consulting Group PLLC (360)708-4386 jt.schemmer@scgeng.com Page 1 of 1 • i r' D T MEMBER REPORT Level, J2 PASSED 1 piece(s) 11 7/8" TJI® 210 @ 16" OC Overall Length: 15' 7" T r' � 4, .,, -0;44%--, ,. ,- ,!.'.4 �. •, .r., °-iDi dY . .a M xar•.s •1►. '-•4, lif 1 V r rr ' '-',... -2 *t4, ,,,..-. I. 7" )444 .7Y1, . • . ''' ' i;; * 4.- 1 o 15' 'I' o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System : Floor Member Reaction (Ibs) 725 @ 2 1/2" 1134 (2.25") Passed (64%) 1.00 1.0 D + 1.0 L(All Spans) Member Type :Joist Shear(Ibs) 708 @ 3 1/2" 1655 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Building Use: Residential Moment (Ft-Ibs) 2712 @ 7'9 1/2" 3795 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.192 @ 7' 9 1/2" 0.379 Passed (L/950) -- 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Total Load Defl. (in) 0.339 @ 7' 9 1/2" 0.758 Passed (L/537) -- 1.0 D + 1.0 L(All Spans) TJ-Prom Rating 49 45 Passed -- -- • Deflection criteria: LL(L/480)and TL(L/210). • Top Edge Bracing (Lu):Top compression edge must be braced at 4'5"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu): Bottom compression edge must be braced at 15'5"o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge Gold"n4 Panel(24"Span Rating)that is glued and nailed down. • Additional considerations for the TJ-Prom Rating include: bridging or blocking at max. 8'o.c.,pour flooring overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall -SPF 3.50" 2.25" 1.75" 319 416 735 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 319 416 735 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 15'7" 16" 30.8 40.0 Residential Living Areas Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR 1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/16/2019 8:24:50 AM - Forte v5.4, Design Engine: V7.1.1.3 James Schemmer Schemmer Consulting Group PLLC (360)708-4386 . jt.schemmer©scgeng.com Page 1 of 1 �v{"•I T MEMBER REPORT Level, J3 PASSED 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 16" OC Overall Length: 8' 1" pp i. .A !. '�ZI• s 'Ia>� iC':� 4'�.d, . .a�--` r .�.�- s` • • y,_ r F i4 w.`• ' rw► e '1 ; y +,y #- '. ,1 ,' 4:4I 4. .1*. ''- i R:« ' '' } y+ .yvs. . + + L"' "4s.� 41 t hK. > F ,f-i .'tea •w [[fi�r•_ 'a.., • ._ �, T 6" o a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result IMF Load:Combination(Pattern) System : Floor Member Reaction (lbs) 686 © 2 1/2" 1434 (2.25") Passed (48%) -- 1.0 D + 1.0 L (All Spans) Member Type:Joist Shear(Ibs) 548 @ 10 3/4" 1305 Passed (42%) 1.00 1.0 D + 1.0 L(All Spans) Building Use: Residential Moment(Ft-lbs) 1281 @ 4' 1/2" 1360 Passed (94%) 1.00 1.0 D + 1.0 L(All Spans) Building Code: IBC 2015 Live Load Defl. (in) 0.136 @ 4' 1/2" 0.192 Passed (L/677) -- 1.0 D + 1.0 L(All Spans) Design Methodology :ASD Total Load Defl. (in) 0.178 @ 4' 1/2" 0.383 Passed (L/517) -- 1.0 D + 1.0 L(All Spans) TJ-ProTM Rating N/A N/A -- -- -- • Deflection criteria: LL(L/480)and TL(L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 5'2"o/c unless detailed otherwise, • Bottom Edge Bracing(Lu): Bottom compression edge must be braced at 7' 11"o/c unless detailed otherwise. • A 15%increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-SPF 3.50" 2.25" 1.50" 166 539 705 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 166 539 705 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1 -Uniform(PSF) 0 to 8' 1" 16" 30.8 100.0 Residential Living Areas Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR 1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/16/2019 8:28:38 AM James Schemmer Forte v5.4, Design Engine: V7.1.1.3 Schemmer Consulting Group PLLC (360)708-4386 jt.schemmer@scgeng.com Page 1 of 1 Site Address g / 3 7 5 -) -. Project New s tit Building Permit # L b — 0 ci — 0 / 70 - _ - -__.:. r�--..-. -�-� _. _ ��'� _ --.L'� - _ _ _ce .._.."'-T .-._.. -.-_.... .-. � �� _�� --_-_ _ __�-'- - _ _ __ Building ?Tr i I-- i • Va?)- -sL 1 Pubiic Works 671 c ��S S i 7 [ ' ,,, , j .\ _s l Pkanning \1\ \ C. s�a� CA Mil eAl 1 -MOCQ ) 4 ag_A I �/ e-4-►1St 5 b -�'c r ,�2T StDrr - nwater � 1` Ob�1/4i l 10 C_p ! 1 Firs 11��//0 i p M,`n,'Yv, vvn 727 v.',7 f t/� / G V I'',"/ )7n✓51 PC° ✓.je (°Q( °Sr 0Vt.,, 6,girt I fJ[9Y�/ 0, i''�5/c !i if 5,`dL�n i'� �jQ<. .�l�S if r �j"t/yf<r"-� A- tir- 44 13 0, y / i Project Inter-Departmental Plan Review Tracking Floor Sheathing: 3/4" CD or OSB, Sd nails at 6"/12" O.C., glued & nailed; or 2x12 NAILING SCHEDULE-DIMENSIONAL LUMBER Foo in s: All footings shall conform to accompanying structural details. Specified DF #2 T&G Glued & Nailed w/ (3) 16d Nails ® 24" O.C. 1. CEILING JOISTS, LAPS OVER PARTITIONS: footing dimensions are minimums unless noted otherwise. Bottom of footings to be STANDARD STRUCTURAL SPECIFICATIONS - 2015 IBC below frost zone (18"). 3 - 16d COMMON (3-1/2" X 0.162") MIN. FACE NAIL w Panel Adhesive: Per APA Spec AFG-01 (SEE SECTION 2308.1004.1 TABLE 2308.1004.1) 1 z INTRODUCTION Footing Drains: Footing drains shall be provided at the base of all footings and 4 - 3" X 0.131" NAILS CITY OF ANACO 4- Shear Walls: 3/8" thick (minimum) APA rated sheathing is required for all exterior RTES z The followingStandard Structural Specifications areguidelines and structural retaining walls which will have earth placed against them. Washed drain rock must 4 - 3" X 14 GAGE STAPLES f� J <zs . P walls. See shear wall plans and shear wall table for sheathing grade, thickness, and �.,a requirements for the construction of typical residential and commercial structures. extend to within one foot of finished grade. Footing drains shall be 4" perforated 2. CEILING JOISTS TO PARALLEL RAFTERS: PLANNING 4fp4 q Yinail spacing. See Shear Wall Table on Sheet S-2. 1'�./'��Y & BUILDING The intent of this document is to provide answers for common structural questions pipe routed down gradient to daylight, unless otherwise specified. 3 - 16d COMMON (3-1/2" X 0.162") MIN. FACE NAIL NG La and to hold the builder/contractor accountable to satisfy the minimum structural Stairs: Use (3) 2X12 D.F.2 for stringers (SEE SECTION 2308.1004.1 TABLE 2308.1004.1) APPROVED ��T• 4<� ^ requirements listed herein. Please familiarize yourself with this documents prior to Concrets Mix and 28 day strength unless noted otherwise: 4 - 3" X 0.131" NAILS 1 - _Advanced Framing: Advanced framing is encouraged by B.E. as a cost-effective and PLANS z tz, startingconstruction. Contact the engineer of record with anyquestions or concerns. Basement walls, interior slabs, and foundations not exposed to weather 2,500 �� �] r 9 psi structurally adequate alternative to conventional framing. Advanced framing shall 4 - 3" X 14 GAGE STAPLES PERMIT#: _O/�© Is.g� Garage slabs, porches, steps, and foundations exposed to weather 3,000 psi conform to the construction standards outlined in APA's Advanced Framing 3. RAFTER TO PLATE: /---'''777 _o, REFERENCE CODES & STANDARDS Construction Guide (available on www.apawood.org). 4 - 16d COMMON (3-1/2" X 0.162") MIN. FACE NAIL ADDRESS: il4 f� - • International Building Code, IBC 2015 Reinforced Concrete: Place all reinforcing per plans, details, and applicable code (SEE SECTION 2308.1004.1 TABLE 2308.1004.1) • Washington State Building Code requirements. Lap all continuous bars 24 X diameter minimum. Reinforcing bars, Studs: For headers from 0-6' long, (2) studs are required (1 trimmer and 1 king 4 - 3" X 0.131" NAILS TOENAIL APPROVED BY: Q u) rzrc • National Design Specification for Wood Construction, NDS 2015 bolts, anchors, etc shall be securely tied in position prior to concrete placement. stud). For spans over 6', use (3) studs (2 trimmers and 1 king stud). Include 4 - 3" X 14 GAGE STAPLES 1"r/ _ z "'-C • Wood Frame Construction Manual, AWC 2015 SUBJECT TO FIELD INSPECTION, APPROVED PLANS o s Reinforcing steel shall be free of rust and coatings which may inhibit bonding. additional trimmers as specified. 4. 1" X 8" SHEATHING TO EACH BEARING: rD ': -t.--j • SDPWS, AWC 2015 • Building Code Requirements for Structural Concrete, ACI 318-11, Anchor Bolts: Provide 12"x70" wet-set or expansion anchor bolts ® 4' O.C. and Stud Wails: 2X6 exterior stud walls are typicallydesirable for insulation/energycode 3 - 8d COMMON (2-1/2" X 0.131") FACE NAIL SHALL NOT BE ALTERED WI FHOUT AUTHORIZATION ``4 • Minimum Design Loads for Buildings And Other Structures, ASCE 7-10 long 5. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING: • Steel Construction Manual, 15th Edition, AISC 2015 within 6-12" of corners with 3"x3"x.14" square washers. reasons (i.e. not structural reasons). For walls less than 12' tall, it is OK to use 2X4 3 - Sd COMMON (2-1/2" X 0.131") FACE NAIL Y studs with suitable insulation if preferred by contractor and owner. 6. BUILT UP CORNER STUDS: EL c • DESIGN CRITERIA Adhesive Anchors: Epoxy anchors in concrete shall be Simpson SET-XP or Hilti 16d COMMON (3-1/2"X 0.162") 24" O.C. Q LATERAL HIT-HY 200-R or equivalent, installed per MFG's guidelines. For extreme temperature Stud Holes & Notching: Notch and hole size may not exceed the following max 131" NAILS 16" O. . .3" X 0C applications, when long-term temperature exceeds 110F or is less than OF, use percentage of stud width: > _ - DESIGN PARAMETER VALUE SOURCE Simpson Set-3G. 3" 14 GAGE STAPLES at Seismic Design Category 'D1' IBC 1613 Bearing walls: Hole - 40% of total stud width, Notch - 25% of total stud width 7. JOIST TO BAND JOIST: a `_p 9 9 Y 3 - 16d COMMON (3-1/2" X 0.162") MIN. FACE NAIL IW Risk Category'll' IBC Table 1604.5 Concrete Pier Pads: Pre-cost concrete pier pads are an easily installed and low cost Non-bearing walls: Hole - 60% of total stud width, Notch - 40% of total stud width 4 - 3" X 0.131" FACE NAIL ""_` 4 • a �ssa � alternative to sonotube foundations in certain low-load applications. Such pads may In all cases, hole edges must be at least 5/8" from edge of the studa -- Wind Exposure Category 'C' be substituted only if specifically called out in structural drawings. If these requirements cannot be met, an additional stud may be installed 4 - 3" X 14 GAGE STAPLES IBC 1609.4.3 Basic Wind Speed (3-second gust)110 MPH IBC Figure 1609.3(1) adjacent to the existing stud and flush against the wall sheathing S. LEDGER STRIP: } Design Wind Load 21.25 PSF ASCE 7-10 28.6-1 Waterproofing: Waterproof all basement walls and crawl space foundations below 3 - 16d COMMON (3-1/2" X 0.162") MIN. FACE NAIL 0 -~, m VERTICAL grade. DECKS & BALCONIES 4 - 3" X 0.131" FACE NAILS NAIL AT EACH JOIST LOAD SOURCE LIVE LOAD DEAD LOAD Railings: Guardrails must be 42" high min with max opening size so that a 4" sphere 4 - 3" X 14 GAGE STAPLES p CRAWL SPACE cannot pass through. Guardrails shall be designed to withstand a 200 lb point load 9. WOOD STRUCTURAL PANELS AND PARTICLEBOARD: w w Roofs 20 psf LL 15 psf DL Vapor Barrier: Cover entire crawl space with class I vapor retardant (e.g. 6 mil poly applied in anydirection and at anylocation on the rail and shall be designed to C z Y Floors 40psf LL 12psf DL topSUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING): O film). Extend 6" up foundation walls. withstand a uniform load of 50 lb/ft applied horizontally to the top rail. 1/2" AND LESS: 6d (2-3/8" X 0.113") NAILS co C tL Decks&Balconies 60psf LL 12 psf DLttJ 0 _ Ground Snow Load 25psf SL Access: Access shall beprovided to all under-floor spaces. Access openings throw h1-3/4" 16 GAGE STAPLE p p V pr9 Attachment to House: For decks over ypi above grade, a DTT2Z's are deck tension tie 19/32" TO 3/4": 8d OR 6d (2-3/8" X 0.113") NAILS Exterior Wall-11 psf DL the floor shall be a minimum of 18 inches by 24 inches. Openings through a is required at each end of the deck: Typically, Simpson specified. `- Interior Wall-10 psf DL perimeter wall shall be not less than 16 inches by 24 inches. 2" 16 GAGE STAPLES Interior Partition-8 psf DL 7/8" TO 1": Sd Notes: Foundation Ventilation: Provide a minimum of 1 square foot of crawl space ventilation 1-1/8" TO 1-1/4" 1Od OR 8d per 150 square feet of crawl space area. Space vents evenly to provide cross 10. PANEL SIDING (TO FRAMING) 1. Vertical live loads come from ASCF,7-10,Table 4-I Minimum Uniformly Distributed Live Loads,L0, ,C� and Minimum Concentrated Live Loads ventilation. Cover with 18" corrosion resistant mesh screen. ABBREVIATIONS (Used throughout structural drawings) 1/2" OR LESS: 6d .� -.sv (E) Existing5/8" Q , SLAB ON GRADE INTERIOR 8d `. DEFLECTION LIMITS D.F. Douglas Fir 11. PANELING: pip s'� m a Slabs on Grade: See foundation plan for concrete slab thickness, reinforcement, and MAX Maximum 1/4" 6d `,�, yno LIVE Snow or Wind LIVE+DEAD finish requirements. SPEC. Specification '*" Roof (plaster ceiling) L/360 L/360 L/240 (N) New 3/s" 8d MS '� Roof (non-plaster ceiling) L/240 L/240 L/180 Garage Slabs: Unless noted otherwise, garage slab shall be 4" concrete slab with #3 DBL Double 12. 2" X 12" T&G DECKING: (IBC 2015 SEC. 2304.9.4): a " MFG Manufacturer TOENAIL CO EA. SUPPORT W/ 1 - 16d COMMON NAIL THROUGH TONGUE AND +,r, rebar at 24" O.C. each way or 6x6x10 10 woven wire mesh, over 6 mil poly vapor40, Roof (not supporting ceiling) L/180 L/180 L/120 barrier over 4" compacted crushed rock. 18" thickened slab with (1) #4 continuous STD Standard GROOVE AND 1 - 16d COMMON NAIL FACE NAIL W/ A MINIMUM OF 24" BETWEEN ,ww. EA) Eame/R� END JOINTS IN ADJACENT COURSES W/ MAXIMUM MOISTURE CONTENT OF 15%. Floor Members L/360 L/240 rebar required at garage opening. Horizontal Deflection (any case) L/200 MIN Minimum Farm Buildings 8c Greenhouses L/180 Interior Slabs: Unless noted otherwise, interior slabs shall be 4" concrete slab with STR'L Structural 6x6x10 10 woven wire mesh over 6 mil poly vapor barrier over 2" rigid insulation A.B. Anchor Bolt z Long Spans (>20 feet)--L/480 ELEV. Elevation z (where insulation is required) over 4" compacted crushed rock. z N.A. Not Applicable a ti Sliding Glass Doors L/600 S.S. Select Structural 0 a. ei Notes: Reinforcing: Reinforcing bars or woven wire mesh shall be as noted on plans and ARCH'L Architectural O a ao I. The above minimum deflection limits are required>n'the 2015 IBC Table 1604.3. shall be placed 1-1/2" above the bottom of the slab. EXT. Exterior 0ll m These deflection limits are used unless noted otherwise. O.C. On center u a Drainage: Slabs that drain (garages, porches) shall be sloped 18"-14" per 1'. 7.0. lop of D 3to GENERAL REQUIREMENTS RIOBLD Building w ,.11 CU No END Foundation ,7 = .0 M Codes: All materials and work shall adhere to the minimum requirements of the Flatness: Floor slabs shall be level to within 14" in any ten foot length. Flatness shall Opp. Opposite rnd i �°,N Reference Codes & Standards listed above. Contractor shall be responsible to comply be checked with a 10 foot straight edge within 24 hours of placement. TJI Trus Joist, I Series 8 co with OSHA, State Labor, and Industry Standards. Contractor assumes full responsibility Concrete Topping: If specified on drawings, concrete topping may be installed over BLK'G Blocking at. ca of construction methods used, safetyprovisions employed, and the finished conditionFFG Footing = 0 x floor joists. The concrete topping on a floor shall be installed per manufacturer's of the structure. specifications. The to in shall not exceed 1-1 2" in thickness and shall be less OSB Oriented soma Board W •• - topping / TPL •Triple 'j ro that 18 psf (12 psf per inch thick). BM Beam w rn o Construction Personnel: Only competent personnel familiar with construction and GALV. Galvanized m a safety practices relevant to the project should be employed to assemble and Connection to Interior Walls: Interior walls shall be connected to concrete slob with FL. Plate i 20 It;construct the work. TVP. Typical 2 Z S rn CO 12"x10" long anchor bolts c� 6' O.C. or 1/4" split pins ® 32" O.C.. BTM Bottom My IU- .cla Construction Methods and Project Safety: The project drawings and specifications GLB Glulam deeam t+� =j o ran O represent the finished structure and do not indicate methods, procedures, or Plywood V Z 11 o sequence of construction. The builder must take necessary precautions to maintain UNF. Unfinished E WOOD FRAMING cL'G Ceiling W u) of o and ensure the integrity of the structure during construction. Schemmer Consulting GA. Gauge Group, PLLC will not enforce safetymeasures or regulations, nor will the owner or Default Wood Types: Unless noted otherwise, the material for a structural member is 9 P.T. Pressure Treated ! designer. Therefore, the contractor shall design, construct, and maintain all safety as shown: U.N.O. Unless Noted omense 4 t devices and follow all pertinent regulations. • Posts & Sawn Joists Douglas Fir #2 (D.F.2) CLR Clear , • Beams 4X10 Douglas Fir #2 unless noted otherwise G.B. Gypsum Board Temporary Support. The builder must provide adequate temporary support to all walls, • Studs, Sills, & Plates Hem/Fir (H.F.) or Douglas Fir (D.F.) REINF. Reinforced roofs, beams, and floors during construction. Design of these supports are not • Blocking & Rim Joists Hem/Fir (H.F.) or floor joist material V.B. Vapor Barrier - -- P included unless specifically shown. Contractor is responsible for the adequacy of all • GMu Gable EndMas unit Exposed Structural Members Pressure Treated (P.T.) or Cedar G.E. Gable End temporary support systems. • Glued-Laminated (dry-use) 24F-V4 (GLB) REO'D Required CO Specifications: All notes, call-outs, and details included within this design package • Glued-Laminated (wet-use) Rosboro Treated 'X-Beam' VERT. Vertical CO CONC. Concrete are required unless specifically noted otherwise. Moisture Content: The max moisture content shall be 19% at the time of installation HORIZ. Horizontal W of connectors, nails, and bolts for framing members. S.F. Square Foot Verification: Verify all dimensions, elevations, and site conditions before starting work. W/ With +: H Notify the owner of any discrepancies. CONT. Continuous 0 Pressure Treated Lumber: All members in contact with earth/concrete or exposed to INSUL. Insulation the elements shall be pressure treated (P.T.). Colorless end sealer shall be applied SGL Single Conflicts: Notes and details on the structural drawings take precedence over the immediately to the ends of members after fabrication and field trimming. Pressure W/O Without Z Standard Structural Specifications and typical details. Written dimensions take treatment is not required for members protected by a roof or overhang (12" C.S. Clear Span precedenceINT over scaled drawingdimensions. Structural notes and details on the minimum overhang required). Redwood Construction Grade may be used in lieu of SM. SimiInterlar J SIM. Similar structural drawings take precedence over typical pressure treated lumber. - Rosboro Treated 'X-Beam' shall be used for all WD Wood Q the architectural drawings. applications requiring P.T. giulam beams. - More info: http://www.rosboro.com ROOFS rat 1 rr rs: The contractor is responsible to check the plans and site conditions and to Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and Manufactured Trusses: Unless stick framing is specified on structural drawings, wood notify the architect/designer/engineer of record of any errors or omissions prior to rafters at beam and bearing wall locations. Trusses, structural composite lumber, trusses are to be engineered by a truss manufacturer (MFG'R). If truss layout is not J - the start of construction. glued-laminated members, and I-joists shall be supported laterally as required by the provided by truss MFG'R, the engineer assumes that trusses all bear on exterior walls manufacturer s recommendations. and do not bear on interior walls. Changes: Written approval from the engineer of record is required for any structural U changes to the provided drawings. Changes may be made "in the field" with written Bearing: Use a minimum 2-1/2" bearing length for wood framing members unless Girder Trusses: Truss MFG'R to be responsible for placement of girder trusses. Install consent of Schemmer Consulting Group. Please provide a red-lined drawing or sketch noted otherwise. Use enough studs to match or exceed beam width unless noted triple studs (min) directly below all girder trusses. 3 of desired change(s) to provide context and applicable information. otherwise. Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss Ct Substitutions: Provide manufacturer's approved product evaluation reports and a list Glued Laminated Members. Glulam beams (GLB) shall conform to the following MFG'R. I of all proposed substitutions to the owner for approval before installation. standards U.N.O. CO• Lumber Douglas Fir-Larch combination, 24F-V4 Headers: Bearing wall headers to be 4X12 or 6X10 D.F.2 min Not required for (/ ,. Similar work: Where construction details are not shown or noted for any part of the • Laminations 2" Nominal non-bearing wall headers. project, the area shall be constructed in the same manner as similar work shown on • Conditions of Use Dry-Use the drawings. • Adhesives APA approved moisture-resistant Over-framing: Use 2X6 0 24" 0.C. for all non-structural over-framing U.N.O. -- --- Access: Attic access shall be provided for attics with an area greater than 30 sq. ft Modification of Structural Members: Cuts, notches, and holes bored in trusses, Engineered Lumber: Engineered lumber offers certain structural advantages over and height greater than 30". The minimum opening size is 22"X30". structural composite lumber, glue-laminated members, or I-joists are prohibited conventional sawn lumber. All engineered lumber must be APA approved. Install per W except where permitted by the manufacturer's recommendations or as shown on this the aforementioned codes and relevant manufacturer's installation guides for each page. (See ALLOWABLE HOLES) type: FRAMING CONNECTORS Manufacturer Simpson Strong-Tie construction connectors are specified, however, any /r^^ Scope of Work: The scope of work of Schemmer Consulting Group, PLLC. is limited to Wood I-Joists: Used extensively in floor and roof framing (Trus Joist TJI's specified) - nationally recognized brand (Silver, KC, etc) may be used provided that they are VJ O the vertical and lateral analysis of the subject structure. Schemmer Consulting Group, Laminated Veneer Lumber (LVL): Built up on site to reduce heavy lifting (see note equivalent in their ability to carry all applied loads in all orientations. Z T PLLC takes no responsibility for items not specifically addressed in the calculations, below) .1. yr drawings, or call-outs. • Parallel Strand Lumber PSL : Ideal for and cantileversQ ( ) long spansInstallation: All prefabricated items shall be installed in strict accordance with the N • Laminated Strand Lumber (LSL): Strong and straight engineered lumber manufacturer's recommendations and requirements (locations, exposure, end and edge J Completion of Work: Submittal of these structural drawings to the client completes LVL Option to GLB and PSL's: Multi-ply LVL beams may be used in lieu of PSL or distances, fasteners, etc.). ^ N the present scope of work and budget of Schemmer Consulting Group, PLLC. Other GLB, provided that they are installed according to the following standards: CI" O 00 consultation, design, calculations, sketches, inspection, etc. after submittal of this C) report shall be billed on an hourly basis. • 1-3/4" LVL's shall be fastened according to the usage, connector, and Simpson Connectors: Unless noted otherwise, the following Simpson Strong-Tie connector spacing guidelines considered in International Beams' Technical Bulletin construction connectors shall be used: FOUNDATION (TB-LVL-2) Post. Caps: CBTZ, PCZ/EPCZ, BC/BCS Q W a) a) • Allowable Soil Bearing Pressure = 1,500 psf • Multi-ply LVL's shall be bolted together with min (3) rows 1/4" self-tapping • Post Bases: CPTZ, PB/PBS, ABA/ABU/ABW N D Q) 3 Frost Zone Depth = 18 inches screws 0 18" O.C., 1.5" minimum embedment required in all members. • Joist Hangers: LUC/LU/U/HU/HUC, HUTF/HUSTF (top-flange) EtCode: Cast-in-place concrete sizing, placing, and testing shall conform to IBC • The width and height of the multi-ply LVL beam must be equal or greater thar • I-Joist Hangers: IUS/MIU, ITS/MIT/HIT (top-flange) 3 C.) ^co Cl) chapter 19 and ACI 318-11. the corresponding dimensions called out on the engineer's structural drawings • Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top-flange) Solid Sawn Lumber Option to I-Joists: Solid sawn lumber may be preferred over • Rafter Hangers: LSU/LSSU, LRUZ I- Ct4-0 r. \ Geotechnical Report: Schemmer Consulting Group strongly recommends that a I-joists due to cost or other reasons. The following solid sawn lumber options may • Truss and Rafter Connection: HI, H2.5A, or SDWC15600 at each heel to double 0 L.- geotechnical report be performed by a qualified geotechnical engineer for all land be used in lieu of engineering I-Joists (TJIs) without approval from the engineer of plate = W c M V based construction projects. If this information is not supplied to Schemmer record. Maintain original spacing (e.g. 12", 16", or 24" O.C.) Consulting Group, footings are designed for 1,500 psf allowable soil bearing pressure. • 2X10 D.F.2's may be used in lieu of 9.5" TJI 210's Shearwoll Holdowns: HDU/DTT with SSTB/PAB. STHD14 or STHDI4RJ strap-type i Et Z t to Earthwork: Locate and protect underground or concealed conduit, plumbing, and other • 2X12 D.F.2's may be used in lieu of 11-7/8" TJI 210's hold-downs may be used in lieu of aforementioned holdowns a) r- C utilities where new work is performed. Footings shall bear on undisturbed native soils • Other options may be acceptable, but require approval from the engineer of Floor-to-floor Strap-Ties: HDU2, MST48 I- L and/or clean fill compacted in lifts of one foot or less to 95% of a modified proctor record • Deck Tension Ties: DTTZ 42 vJ per ASTM D1557. Soils shall be firm and unyielding. All organic and deleterious 'n7 + r'1�y' material beneath the footings, foundations, and slabs to be removed and replaced Wood Structural Panels: APA rated sheathing is required for all wood structural Faster er Requirements: The number and size of fasteners connecting wood members f+ @ R L' t7 -- with 4" min. crushed rock compacted to 95% relative compaction. For sub-grade panels. Unless noted otherwise, the wood panel for each situation is: • Roof shall not be less than that set forth in IBC Table 2304.9.1. - ,DESIGNED BY below slabs, 92% relative compaction is acceptable. Sheathing: 1/2" CDX (recommended) or OSB with ply clips or T&G, 10d nails at t Ih Schemmer Consulting Group,PLLC 6712" O.C., no blocking required. See Shear Wall Table. S OD s For roofs, floors and walls, the IRC permits 16 gage wire staples with a min APR 16 [U�9 360-293-9006 Surface Drainage: Finished grades are to be at least 6" below wood siding. Lots shall 7/16" die. crown (per Table R602.3(1) footnote b). be graded to drain surface water away from foundation walls. The grade shall fall a Prescriptive Exterior Wall Sheathing: 7/16" OSB or 15/32" CD ply, Sd nails at 6"/12" 'JOB NO. minimum of 6 inches within the first 10 feet. If 6 inches of fall is not possible, 0.C., no blocking - Exterior Shear Wall Sheathing: per shear wall plans. CITY OFANACOF i'ES 19-019 impervious surfaces shall be sloped a minimum of 2 percent away from the building. Interior Wall Sheathing: 1/2" Drywall, 10d nails at 6"/12" O.C., no blocking required. 'SHEET NO. CAD FILE: 19-019 I PLOT DATE: 1 _ I I 1 4 E e R v I A T E ON S D A U J \G I \ O E >( BUILDING INFORMATION (E) EXISTING MR. MOISTURE RESISTANT (F) FUTURE MAX. MAXIMUM Designer: ANC Design Structural: Schemmer Consulting Group Contractor: D E S I c H (N) NEW MECH'L MECHANICAL(R) REMODEL OR REUSE MEP MARINE ENAMEL PANT Contact: Brett Van Andel Contact: James T, Schemmer, P.E. Contact: ii II :MEZZ. MEZZANINE Address: 301 30th Street, Suite C Brett X FIRE RATED Address 16591 McLean RdAddress: P � -atl • A$. ANCHOR BOLTS) MFR MANUFACTURER VtT ganc-oef:i? L +• ACOUS. ACOUSTICAL MHO MAGNETIC HOLD OPEN Mount Vernon, WA98264 Anacortes, WA 98221 ALT. ALTERNATE MN MINIMUM Phone: 360.708.4386 360.815.1117(IIALUM., AL. ALUMINUM NA NOT APPLICABLE Phone: 360-015-I111 Phone: 360.933.7479(F) O.C. ON CENTER E-mail: brett.vanandele mail.com Email: jt.schemmer@scgeng.com E -mail: ANOD. ANODIZED g 16593 McLean Rd ARCH'L ARCHITECTURAL O.H.C.D., OHGD OVER HEAD COILING DOOR A.T. ACOUSTICAL TILE O.H. OPPOSITE HAND, OVERHEAD Vernon,WA 98273 S.M. BENCHMARK 0/H OVERHEAD A0.0 Cover Sheet: Drawing Index — B.O. BOTTOM OF OG ORGAN GRILLE THIS DESIGN WC). s TO BE aBtr(s)MD/SOLELY R SD BOARD OPP. OPPOSITE Abbreviations, Vicinity Map THIS SPECFIC PROJECT ONLY IS CONSILYANTT BK'G BACKING 05B ORIENTED STRAND SOAP- � D PTRYTED Smiw WRITTEN �" 'AL 0 PAINT MANNER TTIAT MAv Cellcast A LIABILITY, BLD'G BUILDING W m P.A., PA POWDER ACTUATED A1.I Site Plan CR ANUS CLIENtt51 OR CON`SLTANT(S) IS Vicinity Map WI-ET-ER DIR'cC1Y OR Np!�C'LY,TO ANC, BTM BOTTOM BM BEAM ?L. PLATE LINE, PROPERTY LINE, STRICTLY FRCT-118I' a CA. CLEAR ANODIZED PLASTIC LAMINATE N.T.S. APN: P3311,5 ATE AND d1,G5 CONSAFETY FROSRA115. SULTANTS AFe NOT PLAM. PLASTIC LAMINATE A2.1 Main Floor Plan �5,5BLE PROCEDURES C.L. CEILING LINE '- ,,,ET,....9dJCTION OF OPERATIONS (j/ q2 T.1E CONSTRICTION aF RE DESIGN Pt.IUL_ PLASTIC LAMINATE WAINSCOT o SaDWN C.O. CLEAN OUT, CASED OPENING PEW. PERFORATE(D) 42.2 Second Floor Plan CAE. PttRMITE T VERIFY ARE SUPPLIERS SHALL YERFY MD BE RESPONSIBLE FOR ALL PPIENSION9 AND CONDITIONS R.AND OF ME CEM. FLAB. 9T s PM(E) PATCH TOTO MATCH EXISTING A3.2 Building E leva t ions T sni,,.., TO ANC FOR REVIEW PRIOR TO RA. RETURN AIR rr JT FABRICATION AND/OR N5TALLATION CMu GONG. MASONRY UNITS RO. ROUGH OPENING A3.3 Building Sectio CMT CERAMIC MOSAIC TILE RB RUBBER BASE fit CO CARBON MONOXIDE REF. REFRIGERATOR 15TH SI _ PRELIMINARY COMP COMPOSITION REIN=, REINFORCED S1.1 Foundation Plan & Details 5 p`1� ALASKA/ 11TH sT. NOT FOR CONG CONCRETE REQ D REQUIRED • • • S CONC/P CONCRETE/PAINT RFEG RECESSED FEC CONSTRUCTION Ci o CONC/S/5LD CONCRETE/STAINED/SEALED RFECR RECESSED FEC FIRE RATED 52.1 Second Floor Framing Plan 20TH Sr. W CONC/SLD CONCRETE/SEALED RGE RANGE 4 Typical Wall Detail 9 CONT. CONTINUOUS RH RIGHT HAND ( m CPT CARPET RHR RIGHT HAND REVERSE w Li i I-. CT CERAMIC TILE RR RUBBER RISER 53.1 Roof Framing Plan o Q GSV, CVD/SHT.VIN COVED SHEET VINYL R- RUBBER TREAD U C ,, 7,/, ./ DP. DOUGLAS FIR RT/R RUBBER TREAD 4 RISER z 29T1-1 ST, ' D.P., DP DECK PAINT RV RIDGE VENT a DU1.pW DISHWASHER RID RAINWATER Code Information/NOtes: 4 DSL DOUBLE RWL RAINWATER LEADER W DS, D.S. DOWNSPOUT, DRA`TSTOP S STAIN i DWR DRAWER SA. SUPPLY AIR 1. All work to conform to the 2015 IRC 32\rD 5 Q & Q , o EF. EACH FACE SAP SUSPENDED ACOUSTICAL PANEL 2. lAind: 85 m. h., Exposure C N(UY 2p .c —c (f) 3 EA. EACH SAT SUSPENDED ACOUSTICAL TILE p p ELEV. ELEVATION S.C. SOLID CORE 3. Snow Load: 25 PSF -I L.... 0 1-) 1 EP, E.P. ENAMEL PANT, EDGE OF PAVEMENT SF. SQUARE FOOT (FEET) Q� -z m 4. Seismic: Category DV [ --war\SfsD., SW SLIDING GLASS DOOR g y � � � v =EXH. EXHAUST � ti EXT. EXTERIOR SF. SQUARE FOOT (FEET) a o Q F.C.I.O_ FURNISHED BY CONTRACTOR, S.M. SHEET METAL 1 u / c' j Paz L- INSTALLED BY OWNER SM/FP SWEET METAL/FIRE PROOFED Legal Description (FULL): u_ FF FACTORY FINISH SAT SUSPENDED ACOUSTICAL TILEX w Pt F.G. INSUL. FIBERGLASS INSULATION SCHD SCHEDULE (0.2500 ac) TAX 645: THE WEST 130 8 3 t t. u F.I.C. FURNISHED 4 INSTALLED BY CONTRACTOR SD SMOKE DETECTOR Anacortes, WA D i F.I.O FURNISHED 4 INSTALLED BY OWNER S&L SINGLE FEET 0- THE EAST 440 FEET OF THAT FL. FLOOR LINE SHT.VINYL, SV SHEET VINYL PORTION OF THE FOLLOWING APR 16 2019 F.T. FIRE TAPE SHT'G SHEETING, SHEATHING -J 5 FEC FIRE EXTINGUISHER CABINET SIM. SIMILAR DESCRIBED TRACT LYING SOUTH OF CITY OF ANACORTES FIN. FINISH SPEC. SPECIFICATION W FOUND. FOUNDATION SQ. SQUARED THE SOUTH LINE OF 31TH STREET AS FREZ., FZR FREEZER STD STANDARDw 2 FRP FIBER REINFORCED PANEL STL STEEL ESTABLISHED IN THE CITY OF r' Q FT. FOOT FEET g STAIN A\ACORTES. BEGINNING AT THE FIG FOOTING s/V, eV STAIN a vARN15H SOUTHWEST CORNER OF GOVERNMENT \;:.",Y .i. 4tt ' is G.I. GALVANIZED IRON STL/P STEEL/PANT — GL. GLUED LAMINATED STRI STRUCTURAL LOT 2 OF SECTION 30, TOU.NSHIP 35 GA. GAGE, GAUGE T TEMPERED gR'® W I GALV. GALVANIZED T 4 G - TONGUE 4 GROVE NORTH, RANGE 2 EAST, WM.± THENCE 4%1/2 ' STEee' �„ GB, G$. GYPSUM BOARD T.L. TIGHT LINE + "'' .ti t GB/EN GYPSUM BOARD/ENAMEL PAINT T.O. TOP OF, TAPED OPENING EAST 520.5 FEET- THENCE NORTH 166.5 (c � GB/FT GYPSUM BOARD/FIRE TAPE TJI TRUS JOIST, I SERIES FEET TO THE TRUE POINT OF GB/ME GYPSUM BOARD/MARINE ENAMEL PAINT TPL , TRIPLE BEGINNING± THENCE NORTH 250.6 tP w GB/P GYPSUM BOARD/PAINT TYP. TRIPLE IS G.E. GABLE END U/C ; UNDER COUNTER FEET± THENCE EAST 520.5 FEET± z GLB GLUED LAMINATED SEAM UNF UNFINISHED d I JOB: 19-001 iii HMO HARDWOOD VB. VAPOR BARRIER THENCE SOUTH 250.6 FEET± THENCE , i 1 PREPARED BY: BV i HDWD/P HARDWOOD/PAINT VS/P VAPOR BARRIER/PANT WEST 520.5 FEET TO THE TRUE POINT ' DATE: 3 22 19 HIND/5 HARDWOOD/STAIN VCT, VT 11 VINYL COMPOSITION TILE 1 HM HOLLOW METAL VERT. VERTICAL OF BEGINNING. SCALE- NT.S. HM/P HOLLOW METAL/PAINT VRB ti VENTILATING RUBBER BASE I J .---- —-_ --- APN: P33118 HORIZ. HORIZONTAL V.T. VINYL TILE HR HOUR W WIRE, WEST DRAWING TITLE INSUL. INSULATION W.C. WC WATER CLOSET INT. INTERIOR WC WAINSCOT LAM. LAMINATE W/ WITH j I • Drwg. Index, 0LAV. LAVATORY W/O WITHOUT 1 I Abbreviatns, LH LEFT HAND WC WAINSCOT i — & LHR LEFT HAND REVERSE WD WOOD Vicinity L/RH LEFT 4 RIGHT HAND WD/5 WOOD/STAIN L/RHR LEFT HAND 4 RIGHT HAND REVERSE WD/SV 1 WOOD/STAIN 4 VARNISH I Map W.O. CPT WALK OFF CARPET (UR 1 WARDROBE of R uT,onwcD�g 40.0 1 I 1 I I I I I 1 I I I I I SHEARWALL SCHEDULE FUEL APPLIANCE NOTES: Mark# Sheathing Nailing Notes 44*SS(.Ki BEAM SCHEDULE CD IBC 11101-I COMBUSTION AIR TO BE PROVIDED O 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1,2,6,9 Iski CA PER APPLIANCE MANUFACTUI R'S INSTRUCTIONS B 1 4 x 10 DF#2 or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field t OUTDOOR AIR PER IBC 2401.6. B2 4 x 10 DF#2 IBC G2406 FUELED APPLIANCES SHALL'NO' BE.' B3 4 x 10 DF#2 O D E S 1 6 N 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2,3,6,9 or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field LOCATED IN SLEEPING ROOMS,BATHROOMS, B4 4 x 10 OF#2 N. TOILET ROOMS,STORAGE CLOSETS OR SURGICAL ROOMS,OR IN A SPACE THAT OPENS ONLY INTO 65 4 x 10 DF#2 3 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2,3,7,9 O or Structural Grade II CDX plywood Yw'�d o,c.panel edges, 12"o.c.field Brett Van Arrr1 SUCH ROOMS OR SPACES,EXCEPT WHERE THE B6 4 x 10 DF#2 brettC��c-desiqu m INSTALLATION COMPLIES WITH AN EXCEPTION B7 4 x 10 DF#2 PATIO ® 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2,3,4,8,9 wwwanc-dcslgtccn, LISTED IN IBC G24062. 120 x '20 or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field B8 4 x 10 DF#2 c r.C. 360.815.1117n _ SOURCE OF IGNITION ON EQUIPMENT AND 7/16"Stmdural Grade II OSB 2 FACE Sd Common or lod Box @ 4" APPLIANCES IN GARAGES,AND OTHER B9 4 x 10 DF#2 5 or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field 2,3,4,8,9 360.933.7479(F) HAZARDOUS LOCATIONS TO BE A MINIMUM 18` B10 4 x 10 OF#2 3'-04' '2 -o' ABOVE THE FLOOR(IBC G24082) 0 / / / 7/16"Structural Grade II OSB 2 FACE 3d Common or tOd Box @ 3" 2 3,q g,g 16593 McLean RdB11 4 x 10 OF#2 Z.. © or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field Murat Yemen,WA 98273 FRONT CLEARANCE PER MANUFAGTUI R'S B12 4 x 10 OF#2 / 51'-0' INSTRUCTIONS,TO SUFFICIENT FOR SERVICING THE B13 4 x 10 OF#2Bd Common or tOd Box 2" FURNACE(IBC G2410) - 7/16"Structural Grade II OSB 2 FACE @ 2,3,4,8,9 B14A 4 x 10 DF#2 9'-0 ` 9'-0�" 9'-6)j' b'_�" I'-1 " I'-12j' 2'-61° 4'-5l" 5'-%4" b'-23' O or Stnxdural Grade II CDX plywood o,c.panel edges, 12"o.c.field TINS oocu-ENT s TO BE ussi� SOLELY St ANC DESIGN :ANC),AVGS CLIENttSi AND/OR APPLIANCES LOCATED IN PRIVATE GARAGES TO / / / / / / / / / 4• COtLTANT(S,, AND CONTRACTORG, FOR B146 4 x 10 DF#2 THIS SPECIFIC PRa1FCT gat. REJSE Is BE PROTECTED FROM MOTOR VEHICLES,OR © O ® O 6 *� ' Q P SHEARWALL NOTES: O PROMOTED MT OMEN APPR?,AL INSTALLED A MINIMUM 6 FEET ABOVE FLOOR B15 4 x 10 DF#2 © FRm ANc USE of THIS cocu ENr N a LEVEL (IBC G24083) B16 4 x 10 DF#2 B284:30 3 6 METER OIcn T OR FOm�CTLY, 0 & Ate MANNER TWAT ""AT CASE A UAINUTT, 6 0 S O • 1-ALL EXTERIOR WALLS TO BE TYPE 1 U.N.O. TO ANC, I4°3 N.V. 2 3 G51"!r. SC dOd �.v. OR ANC'S CLIENT'S) OR CON°AtTANT(sl Is HOT WATER PIPE INSULATION SHALL HAVE A B17 4 x 10 DF#2 \ N. ---- --- .-- ••• ,., ,,, ,,, " Stirlenaispc ----- liallaleal �,w�, -- / i- \ \ 2.BLOCK ALL PANEL EDGES STRICTLY PROHIBITED, MINIMUM R-4 THERMAL RESISTANCE. +: 3.PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL.EDGES RECEIVING EDGE NAILING 618 4 x 10 DF#2 �p 0 i _ WG . B25 _...-. __. - >9 S M D018LE - == --- -OFIG=-- �\ , ... m ANC MC ANUS CON SLTANTS ARE NOT B19 4 x 10 DF#2 S.G.D. <:, 0 8 i 1 Dot \ / \ \ , m a 623 "' 4. PROVIDE 3x SILL PLATE Tina*RESPCANSND P EE CFOPERcna+S I , 3 6 5.OFFSET PANEL EDGES OR TE CCEN TRucra+ OF -SHE oESEN B20 3.125 X 12 GLB DF/DF 24F-V4Y - 1 !' fl SL. . \ 6.PROVIDE 1/2"A.B.@ 48"O.C.W 1/4"x 3"x 3"PLATE WASHERS,OR(2)16d @ 8"0-C. sums. STRUCTURAL SYSTEMS NOTE: ___- 1 SMC _ B21 3.125 x 12 GLB DF/DF 24F-V4 s APPLIANCE- -- ;XII 4 8 m 7-PROVIDE 1/2"A.B.@ 24"O.C.W 1/4"x 3"x 3"PLATE WASHERS. comic-rows; MP sue_E25 SHALL FCR ALL WNER/CONTRACTOR TO NOTIFY ANC DESIGN OF j GARAGE KITCHEN /6' z' j I I' 2 6 = D arrr ANNEWT MO D CONDITIONS ov MD OF THE ANY DISCREPANCIES BETWEEN ARCHITECTURAL B22 4 x 10 DF#2 i : To x IIb •-. ✓ > IIIII _ _ 8.PROVIDE 1!2"A.B.@ 12"O.C.W 1/4"x 3"x 3'PLATE WASHERS. _ ANC s To BE voTs'� a ANT B23 4 x 10 DF#2 0 i' ' 9.STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. AND STRUCTURAL DRAWINGS Irtt1EDIATELY. DINING LONG.W/ � _ va�AnONs FROMHE Drt�ENsroNs No �: MUDRM. u COOnaNS suave ON. OR DISCREPANCIES PLEASE REFER TO STRUCTURAL PLANS AND B24 4 x 10 DF#2 v : CD n2 x 113 RADIANT HT. 0 GARAGE NOOK HOLD DOWNS Fay T Nrs SHOP \ �i SHLV$. I CONC.IW/ In 6 0 SUBMITTED To Arc&e SUBMITTALS. ARE J ROOR o ENGINEERING CALCULATIONS FOR BEAM SIZES B25 4 x 10 DF#2 COS 1 9 He Mark# Type AND LOCATIONS DURING CONSTRICTION. RADIANT HT- 6 I'I(I B26 4 x 10 DF#2 r f 4, 0„ / r RADIANT NT- FAEaacAnaN AND/OR INSTALLATION. B27 4 x 10 DF#2 \ _ - _ t `.I'i / • 1 . Simpson MSTC52- FLOOR TO FLOOR i= MECHANICAL SYSTEMS I B28 3• .5 x 9.5 GLB DF/DF 24F-V4 �, 9 2668 6� B29 4 x 10 DF#2 ISLAND J m O2 Simpson MST48 between floors PRELIMINARY FOR WA STATE ENERGY CODE R403: , - _: `�� NVVT B30 4 x 10 DF#2 I SHLvS. _ 3 Simpson HDU2- SDS2.5 W/SSTB20 & (2) STUDS a I.AT LEAST ONE THERMOSTAT SHALL BE B31 4 x 10 OF#2 I 1 I O OR STHD10RJ CONSTRUCTION 4 PROVIDED FOR EACH SEPARATE HEATING AND -� p w 4 Simpson HDU5-SDS2.5 W/SSTB24 & (2) STUDS COOLING SYSTEM. B32 4 x 10 DF#2 � i � J � I U _ , __ Q N �' au _0f 1,-0. 41_4. 21-0„ Si 2.DUCTWORK TO BE INSULATED TO A MINIMUM OF 633 5.5 x 21 GLB DF/DF 24F-V4 u a / / / r`i it u O OR HDRJ R-8 B34 4 x 10 DF#2 In `�' ! 9 in v sob' 5 Simpson HDUS- SDS2.5 W/SST628 &4x6 POST in ^� fl • B35 5.5 x 19 GLB DF/DF 24F-V4 �6„ B30 � a N � FA. r 1 FRZR3.DUG'S,AIR HANDLERS, AND FILTER BOXES \ c \ ___..._.___ _I"'1 O6 Simpson HDU14- SDS2.5 W/SB1x30 $ 6x6 POSTSHALL BE SEALED t LEAK TESTED IN B36 4 x 12 DF#2 % i Af7 ABv. ACCORDANCE WITH WSJ RS-33,USING THE B37 3.5 x 11.875 GLB DF/DF 24F-V4 = a _ w glgLypg 266a - t�c� 7O Simpson MSTC72 MAXIMUM DUCT LEAKAGE RATES SPECIFIED. m 0 638 4 x 10 DF#2 m I `� M 6 a PNTRY. L ILER > S2-( 4-BUILDING FRAMING CAVITIES SHALL NOT BE B39 4 x 10 DF#2 a .2 6 N 92 X 62 h` �TRICAL ^7 u O - O Simpson HDU11 - SDS2.5 W/SB1x30 & 6x6 POST U USED AS DUCTS OR PLENUMS.DUCTS N CONC.W/ v ) Z a EXTERIOR WALLS,FLOORS,OR CEILINGS SHALL B40 4 x 10 DF#2 N. \ /� u- -' O Z w RADIANT NT. � 1�6 ? 1 ,� u a 9 Simpson STHD14RJ , , 1 �„ NOT DISPLACE REQUIRED ENVELOPE INF II ATM. B41 4 x 10 DF#2 _0 5'-5 " �, " + ' © \ ■�■ b'-8) T-4} 2'-5} 6'-I)" 3'-6" 12'-b K R1 2 x 12 DF#2 ' > / / 11" '� ? 10 Simpson STHD14 O o 5-CIRCULATING HOT WATER SYSTEMS SHALL BE 9 SHELVES ,� ©m • Ol w PROVIDED WITH AN AUTOMATIC OR READILY _ a 3 THE ACCESSIBLEF11MP WHEN NOT M USE HAT CAN TURN OFF °' L- 24 6a BATH d 3 ;1 \ S Q n N . W �" ,n 11 Simpson EPB86 ,a (j f - 6. NE BUILDING SHALL BE PROVIDED WITH 12r, x 65 SHU,R 12 Simpson EPB66PHOG u re. i w I r= m VENTILATION THAT MEETS THE REQUIREMENTS OF t CONC.W/ 1 0\ o �� 40 N THE IRK OR IMC,OR WITH OTHER APPROVED RADIANT UT. / • ® K� > 1) Stronger hold downs can be used in lieu of these. cq It u = MEANS OF VENTLATION. 24 x 24 V , e , m _. __-_-- ---.. L11 DE & v, e® - Q \ CONC. > 2) See Simpson Wood Construction Connectors book for proper installation. 4 N-- R45 4i 3) 3x sill requires "SSTBL" hold downs where"SSTB"are Tabled above. .., CARBON MONOXIDE t SMOKE ALARM NOTE: \ A \ / 3 6 4F1 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD x C4/ n; )6,14 uVwd RM. I WG 1 _ CLOSE' \ rV WITH ALLTHREAD AND COUPLER. ILI r SMOKE ALARMS SHALL BE INSTALLED N EACH a 8 x p 1 ( a e SLEEPING ROOM, AND OUTSIDE EACH SLEEPING u, v IGONG.W/ ENTRY 2 6 ROOM IN THE IMMEDIATE VICINITY OF THE CY 56 x 80 3pba 9 tCr BEDROOMS(ONE ON UPPER LEVEL FOR SPLIT • RADIANT HT. (� CONC-W/ Q0 v. O LEVELS). RADIANT HT- sat:O44) - PRIMARY POWER FROM BUILDING WIRING a Bel.ASV. / r ` . _ w CONNECTED TO COMMERCIAL SOURCE WITH ® $T BATTERY BACKUP,OR BATTERY ALONE WHEN NO 11I --- 110 V. �`� ,'� �N� '' WA STATE ENERGY CODE CREDITS: COhAMERCIAL SOURCE AVAILABLE- ?4 ? \2,- . 101 x noN ,'' `N, ,'' 2A: REDUCE TESTED AIR LEAKAGE TO 05 9ii, 0 CONC. I:iI = I /,' `, ,' 30 AIR CHANGES PER HOAR MAX. t CREDITS Lb SMOKE ALARM PEACES TO BE INTERCONNECTED s CID 3v6- RAD ANT -�T. N. �' `ma x/ WHOLE HOUSE VENTILATION HIGH SUCH A MANNER THAT THE ACTUATION OF ONE IN SUCH WILL ACTIVATE ALL OF THE ALARMS IN �` S.C.SC x EFFICIENCY FAN(NOT INTERLOCKED LW Q FURNACE FAN),MAX 035 WATTS/CRM. THE INDIVIDUAL UNIT. �__ - I' 0' AN APPROVED CARBON MONOXIDE ALARM © = 9080 / i 90 .. GAS,PROPANE OR OIL-FIRED BO EQUIPMENT. CREDITS - SHALL BE INSTALLED OUTSIDE OF EACH ;I- ..CD in © OND N\ / X ' a QUO - ,. �.. 9°1�.. „a..z(B19 ,:.... . ..�.. O..�..�..�..�.. 'r// / ..�..�..�..�..�..�..�...._:.: _y WITH MINIMUM AFUE OF 92R.. SEPARATE SLEEPNG AREA IN THE IMMEDIATE VICINITY OF THEBEDROOMS WHERE FUEL-FIRED �� w APPLIANCES ARE INSTALLED IN THE DUELLING, 5A: ALL 51JOUERHEAD 4 KITCHEN SINK 0.5 to \ - \ 'f - \ FAUCETS RATED 1.15 GPM OR LESS- C2ED'.5 AND/OR GARAGES ARE ATTACHED TO THE 6050HV. 6m5°I-V- $ LAY.FAUCETS 10 GPM OR LESS. DUELLING. © " / ® ©„ 9'_0 v� © N tc� g 5C: EFFICIENT WATER HEATNG-GAS, 15 .. I • © s g ` ' PPRMOPANE OR OF O I WATER HEATER WITH CREDITS W / 8-3 / 8-3' \ / ^1-6" / 2-('" /yf, 5 6° / -�' / 6'=6" / 12'-0 / 6 0 / Vrt f l '' WA STATE ENERGY CODE COMPLIANCE: - P. I TOTAL CREDITS: 35 CREDITS Z I.FENESTRATION U-FACTOR: 030 / Ib'-b° j 5'-0" / 35'-b' / APR 16 2019 _ JOS: 19-001 d' 2.SKYLIGIT U-FACTOR: 050 5T-0" PREPARED 137: SV / CITY OF ANACORTES 3.CEILING R-VALUE: 49/38(RFTR/JOIS?VLt-). Z _ BUILDING INFORMATION SCALE: SCALTDATE 3-22- 9 -t 4.WOODFRAME WALL R-VALUE: 21 �i J ,� !!!«! /r E: 1/4" = 1'-0" 5.MASS WALL R-VALUE: 2IR1 ( MAIN FLOOR: 1,524 SF. Tj//(gyp'7` FLOOR PLAN NOTES SECOND FLOOR: 1b85 SF APN: P33118 6.FLOOR R-VALUE: 30 \., v 11 TOTAL: 3,209 SF. I. ALL FLOORING TO BE VERIFIED BY OWNER DAWjyG TITLE 1.BELOW-GRADE WALL R-VALUE: tonsa1 int •TB MAIN FLOOR PLAN . ^�` tiff 2.CABINET DESIGN BY OTHERS. DIMENSIONS TO GARAGE: 198 S.F. Main � , 4.) 1 \� BE VERIFIED AFTER FRAMING IN :,1•'LCIFIC AREA 8. SLAB R-VALUE,DEPTH: I0,2rt � � U4" = I'-0" � ,s eft to NOTES: ,r , '' IS COMPLETE R-38 OR R-30 CAN BE USED N PLACE OF R-49 I. EXTERIOR DIMENSIONS ARE TO EXTERIOR FACE OF FRAMING 4 _ ' (COVERED): Floor - 3.WINDOWS DRAUA AS VINYL-FRAMED.ROUGH EXTERIOR 51 S.F.S OR R-38 CURE C NSUL A)ION NE THE EXTENDS WEIGHT STEM WALL (SEE FOUNDATION PLAN FOR STEM WALL LOCATIONS). " OPENINGS TO BE VERIFIED WITH MANUFACTURER IF y� UN OM• RESSEDD INSULATION EXTENDS , EXTERIOR (UNCOVERED): 144 SF- Plan UNCOMPRESSED ABOVE THE TOP PLATE At THE 2. NOTFY ANC OF ANY DISCREPANCIES BETUEEN ARCHITECTURAL AND STRUCTURAL. " it, S "v x ALTERNATIVES ARE USED. TOTAL: 195 SF. 'kT� 9AACCESS DOORS FROM CONDITIOIED SPACE FOR .. : 4-SEE STRUCTURAL DRAWINGS 4 CALCULATIONS FOR LOCATIONS OF I-OLD-DOUNS,SHEAR WALLS, BEDROOMS: 4 TO UNCONDITIONED SPACE(ATTIC,CRAWL)SHALL D , CI 29'. HARDWARE AND FASTENERS. BATHROOMS: 5 9 BE UEATHERSTRIPPED AND INSULATED TO A CO�aaur zds aNc esig LEVEL EQUIVALENT OT THE INSULATION ON THE 5.PLEASE NOTIFY ANC DESIGN OF ANY CHANGES SURROUNDING SURFACES. DRAWLYG MADE TO ARCHITECTURAL AND/OR STRUCTURAL 3/4: 2 DRAWINGS TO vERIY COORDINATION W/ FULL: 2 10.DOORS PER WSEG R303.13(2) REMAINING SYSTEMS. 4 -' ,1 1 I I I I I I 1 1 I I I I I 1 FUEL APPLIANCE NOTES n. IBC mum! COMBUSTION AIR TO BE PROVIDED BEAM SCHEDULE SHEARWALL SCHEDULE 4,s�+ t. PER APPLIANCE MANUFACTURER'S INSTRUCTIONS B1 4 x 10 DF#2 Mark# Sheathing Nailing Notes N CA. 1 OUTDOOR AIR PER IBC 2401b. B2 4 x 10 DF#2 O 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1,2,6,9 D E S 1 G N IBC G2406 FUELED APPLIANCES SHALL NOT BE B3 4 x 10 DF#2 or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field LOCATED IN SLEEPING ROOMS,BATHROOMS, B4 4 x 10 DF#2 7/16"Structural Grade ll OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3,6,9 TOILET ROOMS,STORAGE CLOSETS OR SURGICAL ROOMS,OR IN A SPACE THAT OPENS ONLY INTO B5 4 x 10 DF#2 2 or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field SUCH ROOMS OR SPACES,EXCEPT UA ERE THE B6 4 x 10 DF#2 Brett Van Ardel INSTALLATION COMPLIES WITH AN EXCEPTION O 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2,3 7 9 brett@anc--desir@ cm LISTED IN IBC 624062. B7 4 x 10 DF#2 or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field wwwanc-designcam _ SOURCE OF IGNITION ON EQUIPMENT AND B8 4 x 10 DF#2 O 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box 2" q @ 2,3,a,8,s 360.815.1117(P) APPLIANCES IN GARAGES, AND OTHER B9 4 x 10 DF#2 or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field 360.933.7479(F) HAZARDOUS LOCATIONS TO BE A MINIMUM IS" B10 4 x 10 DF#2 ABOVE THE FLOOR(IBC G24082) O 7/16"Structural Grade 11 OSB 2 FACE 8d Common or 10d Box @ 4" B11 4 x 10 DF#2 5 or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field 2, 3,4,8,9 16593 McLean Rd FRONT CLEARANCE PER MANUFACTURER'S B12 4 x 10 DF#2 Mount Vernal,WA 98273 INSTRUCTIONS,TO SUFFICIENT FOR SERVICING THE 7/16"Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2 3 4,8,9 FURNACE (IBC G2410) B13 4 x 10 DE#2 / 46'-0" / © or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field 614A 4 x 10 DF#2 N IS DOart'r IS TO BE USED SOLELY BY APPLIANCES LOCATED IN PRIVATE GARAGES TO " ,_ . 7/16"Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2 ANC t.L-AwRGN ), 40 C TR4C1WENI S) FOR 8'-0 l'-(raj" b' 0" 6 3 5'-b 6'-0 6 3} 7 2,3,a,8,9 GONE L-av:SJ. AND CONTRACTORS) rota BE PROTECTED FROM MOTOR VEHICLES,OR B146 4 X 10 DF#2 / / / / / / O or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field NS SPECIFIC PROJECT Ort.Y. REWE IS £J4 INSTALLED A MINIMUM 6 FEET ABOVE FLOOR B15 4 x 10 DF#2 © PROHIBITED WTNDUT "terra A ROVAL LEVEL (USG G24083) A. FROM ANC.ANY OF Nils DOC IN A MANNER THAT MAY AMUSE A LIABILITY, B1s 4 x 1 o DF#2 5°4 I4.v. 504014v. S34°H.v. SHEARWALL NOTES: WHETHER DIRECTLY OR roxa£cTLY,TO AFC, HOT WATER PIPE INSULATION SHALL HAVE A 617 4 x 10 DF#2 \ N. -_ \ \_ \ OR L 5 � OR cons LrANrrsJ IS MINIMUM R-4 THERMAL RESISTANCE. t "'�'• �` - ' � - �' 1.ALL EXTERIOR WALLS TO BE TYPE I U.N.O. A/CS ARE NOT ____ B18 4 X 10 DF#2 I I B10 2.BLOCK ALL PANEL EDGES t 5PO&BLE� SAF�-TCOW/TT B19 4 x 10 DE#2 2 beFEN+DDs,AND .••••s-sarorERATars - 3.PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL.EDGES RECEIVING EDGE NAILING OR THE CONSTRUCTION O: NE VESICN B20 3.125 x 12 GLB DF/DF 24F-V4 _ '' swourl STRUCTURAL SYSTEMS NOTE: ', Q WIC :n 4.PROVIDE 3x SILL PLATE 621 3.125 x 12 GLB DF/DF 24F-V4 `fl s 53 x 53 ;q 5.OFFSET PANEL EDGES camRACtO 's' /ND SUPPLIERS SHAL OWNER/CONTRACTOR TO NOTIFY ANC DESIGN OF > ! �; 6.PROVIDE 1/2"A.B. 48"O.C.W 1l4"x 3"x 3"PLATE WASHERS,OR(2) 16d @ 8"O.C. vERIFY AND � ' '° FOR AL- 5;DISCREPANCIES BETWEEN ARCHITECTURAL 622 4 x 10 DF#2 = @ JOB. ANC AND Caro rwS RE AND o='NE o ' - 7.PROVIDE 1/2"A.B.@ 24"O.C.W 1/4"x 3"x 3"PLATE WASHERS. JOB. Arc Is TO BE NOTFtED cf ANY AND STRUCTURAL DRAWINGS IMMEDIATELY. 623 4 x 10 DE#2 o GIRL'S ROOM Ras BOY'S ROOMVARIATIONS nor r� D f 50r AND PLEASE REFER TO STRUCTURAL PLANS AND '4 ( ,� 152 x U3 a 8.PROVIDE 1/2"A.B.B@ 12"O.C.W 1/4"x 3"x 3"PLATE WASHERS. rate Ott SHOWN ON OR iim1s ANCIES ENGINEERING CALCULATIONS FOR BEAM SIZES 624 4 X 10 DF#2 CONC. 12° x 149 \ 1 x 49 i° 9.STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. Douro wrSM THE Dec, ARE TO A rs. SHOP AND LOCATIONS DURING CONSTRUCTION. B25 4 x 10 DF#2 RADIANT HT. GONG. M fr R1S GONG.W/ CB \ SUISMWED TO ANC DSiEKTTALSOR A' O o RADIANT HT. RADIANT HT. FABRICATION AND/OR►rsTA.LA-ON. 626 4 x 10 DF#2 WIC HOLD DOWNS B27 4 x 10 DF#2 v! 53 x 53/ r MECHANICAL SYSTEMS: 628 3.5 x 9.5 GLB DF/DF 24F-V4 /A 6v Mark# Type PRELIMINARY WA STATE ENERGY CODE R403: B29 4 x 10 DF#2 ,/ --- © / O i 1 1 Simpson MSTC52- FLOOR TO FLOOR A' B30 4 x 10 DF#2 i' /t 6 ( ( -' NOT FOR I. A7 LEAST ONE THERMOSTAT SHALL BE - \ �- I ° 2 Simpson MST48 between floors 631 4 x 10 DF#2 �- I J _ 0 CONSTRUCTION PROVIDED FOR EACH SEPARATE HEATING AND 6 81" 3-0' 1T-3" I� 2'4" -5" P-11" I0'-8" COOLING SYSTEM. B32 4 x 10 DF#2 S -- - /t / / X �-,- / .✓ / O3 Simpson HDU2-SDS2.5 WI SSTB20& (2) STUDS u; 2.DUCTWORK TO BE INSULATED TO A MINIMUM OF B33 5.5 x 21 GLB DF/DF 24F-V4 B14 `z ® OR STHDIORJ R-g. B34 4 x 10 DF#2 "" a WALL ° 110 Y 2` 62 266a no Y0 Simpson HDUS-SDS2.5 W/SSTB24&(2) STUDS m F _ 42° AF�. \ \ ORPTHDI4RJ N B35 5.5 x 19 GLB DF/DF 24F-V4 5 3.DUCTS, AIR HANDLERS,AND FILTER BOXES \ `Q SHALL BE SEALED e LEAK TESTED IN 636 4 x 12 DF#2 di w - 4 h Z of BATH �� lice O Sim son HDU8-SDS2.5 W/SSTB28&4x6 POST Q 102 ACCORDANCE WITH WSJ R5-33,USING THE - > _ § 0 24 6a 5 x B8 z MAXIMUM DUCT LEAKAGE RATES SPECIFIED. B37 3.5 x 11.875 GLB DF/DF 24F-V4 i = P� Ix O e conic- �' AA O6 Simpson HDU14-SDS2.5 W/S61x30$6xs POST a 638 4 x 10 DF#2 `'^ a o Lit{ I r ;L ' ' SOW a wt e ° I \ 62-I n 4.BUILDING FRAMING CAVITIES SHALL NOT BE in m r 4 n 80 2 5 y B39 4 x 10 DF#2 _ •ncRM T/S i 7O Simpson MSTC72 USED AS DUCTS OR PLENUMS.DUCTS IN III u J EXTERIOR WALLS,FLOORS,OR CEILINGS SHALL 640 4 x 10 DF#2 s \'� I I N. itri _ NOT DISPLACE REQUIRED ENVELOPE INSuLAT1o"L B41 4 x 10 DF#2 M RtS 266a - I \Ur 1 v ^ `" a O. Simpson HDU11 -SDS2.5 W/SB1x30&6x6 POST g R1 2 x 12 DF#2 ? 12'-I}" �, 3'-10 - �, 2'-0". Tat4'-0" 4 -0" I Wv I --7-7 , U \ -Tr 9O Simpson STHD14RJ a ht_l 5.CIRrul ATING HOT WATER SYSTEMS SHALL BE _ / / / � J__ O7 o PROVIDED WITH AN AUTOMATIC OR READILY `^ (it, oG WIC L77 w _ ACCESSIBLE MANUAL SWITCH THAT CAN TURN OFF 0,n m a w 91 x 63 © B0 p 10 Sirup on STHD14 THE PIA"IPWHENNOTINUSE. \ wCONG.W/ 266a1l0V. BATH CF0 ! M �c 0 co 6.THE BUILDING SHALL BE PROVIDED WITH I49 RADIANT WT. 4 50 x 102 a , -0.7� 11 Simpson EP886 u nI w U.I VENTILATION THAT MEETS THE REQUIREMENTS OF I 1 THE FRG OR MC,OR WITH OTHER APPROVED 2 6 CONC.W/ i i2 5P i �+ M m SHELVES ROD. HT. / ° `, 12 Simpson EPB66PHDG r_ a FAMr.Y RM. FLAT i 'S2 x 136 YAULIED\- - ----_ \ _ 1 / t d0 r- MEANS OF VENTILATION. 9 I \ _ L.l.-1 U =I o CONC.,11/ , LAUNDRY s RADIANT Hr. I 2 6' 43 x 13 ; * 1) Stronger hold downs can be used in lieu of these. m L I 1 CONC.W/ m Simpson proper installation. x CARBON MONOXIDE t SMOKE ALARM NOTE: ® M. BEDRM. I RAD. ••T. 2) See Wood Construction COnnectOrs book for ® -el 15 x 14 .`�" f m " .:. SMOKE ALARMS SHALL SE INSTALLED IN EACH N_ As CONC.W/ 1'_4" am CM • " : - \ 3) 3x sill requires'SSTBL hold downs where SSTB are tabled alive. SLEEPING ROOM,AND OUTSIDE EACH SLEEPING RAD.GNT Hr. A' ) / 3 / 3-1 r/ 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD z Roots IN THE IMMEDIATE VICINITY of THE VAULTED LINEN SHELVES UTILITY & WITH ALLTHREAD AND COUPLER tY BEDROOMS(ONE ON UPPER LEVEL FOR SPLIT v 16X80 \ SW4vEN- v 0 LEVELS) K 4,PRIMARY FOULER FROM BUILDING WIRING 1 os - sr I -" - - CONNECTED TO COMMERCIAL SOURCE WITH 1 - - - - VALET 6 r !�( BATTERY BACKUP, OR BATTERY ALONE WHEN NO I O 5°5°H.y 5°5°H.v. M. BATHRM. 43 x 89 -= 1 COMMERCIAL SOURCE AVAILABLE. ib 2''be 2 6`CONC. la .• SMOKE ALARM DEVICES TO BE INTERCONNECTED BARNin RO. DR. :2eD6. HT. i~T As,. IN SUCH A MANNER THAT THE ACTUATION OF ONE _ -._ 80 CFM /B5 4 0 \ \ rg }ALARM WILL ACTIVATE ALL OF TFE ALARMb n ? I ( \ j \ �y i� ,THE INDIVIDUAL UNIT. '- s 5a3° 80 CFM. i :"� fi AN APPROVED CARBON MONOXIDE ALARM s m in to TUB Ti E``sum p �J) 0 44 - SHALL BE INSTALLED OUTSIDE OF EACH `r . r in SEPARATE SLEEPING AREA IN THE 'MEDIATE I & *3--) 5'-9} 5'-3' VICINITY OF THE BEDROOMS WERE FUEL-FIRED \ \ I I -. .. - - \-. \ I '` �. 5d1 y M APPLIANCES ARE INSTALLED IN THE DWELL NG, -- -- - , AND/OR GARAGES ARE ATTACHED TO THE I 7 o H 5°5°H.v CB4) 504014.V. DUELLING. I 4 / 5.4. / 5'3 / 5 / 5 / 5'-3 / 5' 2j / 1'-II / 8'-2 / 3-1 / 'I ��] WA STATE ENERGY CODE COMPLIANCE: •r. D V� ll 1 J Z / G- O„ / I,FENESTRATION U-FACTOR: 0.30 R 16 2019 JOB: 19-001 ia 2.SKYLIGHT U-FACTOR: 050 - J PREPARED BY: BV 3.CEILING R-VALUE: 45/38 lld-TWJOIST VLT.A CITY OF ANACORTES DATE: 3-22-19 .. • 4.WOOD FRAME WALL R-VALUE: 21 BUILDING INFORMATION SCALE: I/4" = I'-0" 5.MASS WALL R-VALUE: 21/21 MAIN FLOOR: 1,524 SF. APN: P33118 `) 6.FLOOR R-VALUE: 30 g FLOOR PLAN NOTES SECOND FLOOR: ',685 SF. u �y= TOTAL: 3,209 SF. I.ALL FLOORING TO BE VERIFIED S" GONER DRAWING TITLE .n 1.BELOW-GRADE WALL R-VALUE: �1I5/21 in +TB SECOND FLOOR �L d�`I v t ♦ /--t • 2.CABINET DESIGN BY OTHERS.DIMENSIONS TO GARAGE: 198 5F. 8.SLAB R-VALUE,DEPTH: 10,211 , 1/4" = 1'-0" BE VERIFIED AFTER FRAMNG IN SPECF'C AREA Second \��\`�\ NOTES IS COMPLETE. .W) •R-38 OR R-30 CAM SE USED IN PLACE OF R-49 I. EXTERIOR DIMENSIONS ARE TO EXTERIOR FACE OF FRAMING t = loor 9 OR R-38 (RESPECTIVELY)WHEN THE FULL HEIGHT 3.WINDOWS DRALLN AS VNYL-FRAMED.ROUGH EXTERIOR (COVERED): 51 S.F.5 OF THE REQUIRED INSULATION EXTENDS - STEM WALL (SEE FOUNDATION PLAN FOR STEM WALL LOCATIONS). r� UNCOMPRESSED ABOVE THE TOP PLATE Al"THE 2. NOTIFY ANC OF ANY DISCREPANCIES BETaEEN ARCHITECTURAL AND STRUCTURAL. OPENINGS TO BE VERIFIED WITH MANUFACTURER 1- EXTERIOR (UNCOVERED): 144 SF. UNCOMPRESSED EAVES ALTERNATIVES ARE USED. TOTAL 95 SF. 4.SEE STRUCTURAL DRAWINGS I CALCULATIONS 9.ACCESS DOORS FROM CONDITIONED SPACE FOR LOCATIONS OF HOLD-DOWNS,SHEAR WALLS, BEDROOMS: 4 TO UNCONDITIONED SPACE (ATTIC,CRAWL)SHAL_ HARDWARE AND FASTENERS. SE UEATHERSTRIPPED AND INSULATED TO A BATHt?OOMS: 5 S LEVEL EQUIVALENT OT THE INSULATION ON THE 5.PLEASE NOTIFY ANC DESIGN CF ANY CHANGES 1/2: I COPTRKnR 20IS ANC Dena" SURROUNDING SURFACES. MADE TO ARCHITECTURAL AND/OR STRJCTURA= 3/4: 2 DRAWING 10. DOORS PER WSEC R303.1312) DRA,.,'NGS TO VERIFY COORDINATION UU FULL: 2 REMAT'NG SYSTEMS. l -2 1 __-_ I I 1 I 1 I i j , yyy 10'-34" 10'-31" / FINISHED FL.TO FINISHED FL. FINISHED FL. TO FINISHED FL. MAIN FLOOR PLATE HEIGHT 2ND FLOOR PLATE HEIGHT MAIN FLOOR PLATE HEIGHT 2ND FLOOR PLATE HEIGHT T-Ili" 6"-Ill"� / T-14" / b�-11;," MAIN FLR WDR HEIGHT 2ND FLR HDR WEIGHT MAIN FLR NDR HEIGHT 2ND FLR 1DR HEIGHT I. 1 B .. it II+ II i'' rn II 1 ,. rnII , ir © n7, , , , _ _ .. ... ,_: ,, II c eC = - , -- --_-`---_- -- , _ I _T in I1 , _ 1> 1 � -_ —4 I � '- -- ^ r I Z h' To r� - �•_- ■ I - 111�11�- r_ r r 1 I 5 - - - _- - -_ �e�---- 111111 i_ ___.._ J1 L ___ __ ._ _ _ _ - - -� -�� 1 - _ - - - - I \ i _ }_____ r_ _ - - - -� '�t I ! � t �_ . 111 — — — — — —_ I ' rr - - I 11 -_2 _=-_�- \ _- 1 ! - _1 = I I 111 ___ __-T-- I I \ I *___ -__- I;1 _-_�_-__- I 1 II ei - - - - - L . 1111 - -_- - -- - - - - - - - - �11 _--_- __ - _ r= -s -_ _ � - - - ;1 _ _-_-_-_ III r ( � '____- __- - -_ -- -_ - _ t ; 111 - - - --1 -- -_- - - 1 - - - r - - - I - - - - _ 11 N�F 11 - ^Ali 1 I , - H - - - - IiIE * i r - _ _ 1 - -- - - - - _ III , - r_-z-- _` - _- 111 _- r = ! ! -�-_ - I - _ j - - - - _ III _-_-__-_ 1 =_=_ _ I 1 - - - - = 1 - { - 1111 - - - - - - _ - - - _-- - 111 -- -11 , 2- _ - — - 1I1 -_-- 1 - L-_ ___ - _ - _ _ _ -1 1 r -_-_- - - -_- I _, 111 _ _ - - - r . ' '- - -".. , _ - - - 11 _ - II _-_ H--- -_-r— —= 21 I - 111 ===-- L-- i _" - 1 ` 1 _-_ / �'Y- ` 111 - - ; /; I _� j1 j -':'-_ I / 1 - ,,, Aa ... , 1 - j - 111 - - _ ! I ©1 =_-i-_-t2_ I l 1 I I l - III -_ __-Lf--_ --- -4 4 -L - -4-- +a —r 1 III = —— - _ 1 -�� 1 1 - - °` i 1 l i 1 I 1 p^ I I I III 1 y 11"-0" X GARAGE RAISED PLATE HEIGHT O 0 > a (iA ycm n o O I �c-#4, =zz .A -13 P 2. D D ?R m No. REVISIONS DATE: C1 -Q iIgJ!HIl 2 X 1� ilg Rg c rp r m -0 . Schematic Drawings Q w g , NI 1 - ter �.PO a _4 n STEFFEN RESIDENCE -a --4 %K g 1 g ri dT t -4 m Z �'` ',r'� w 817 37th Street -4 X b. ' j 8$t�_. I. Z. Cn w _ 5 AAnacortes, Washington /u g g g5 . . a - W , ^� �] p Q ZoZ. ep kr YA ciG t yyml"�}�[ nL4°--y 5�f t1 7,7, t0 rl 3 _ ;lig., le I ' l I 1' ' T II INCH I2 INCHES 13 INCHES 14 INCHES IREDUCTION SCALE I (IF DRAWING IMAGE IS OTHER THAN 21" X 325" IT HAS BEEN REDUCED,OR ENLAR;ED, AND MUST SE S"4_Ec AGCOcDIVG..Y.' I I I I I I I I I - y 12'-31" / -I FINISHED FL.TO FINISHED FL. el_Ij° / / 8' I+° — MAIN FLOOR PLATE HEIGHT 2ND FLOOR PLATE HEIGHT l'-III" b'-III" / MAIN FLR FOR WEIGHT / 2ND FLR NPR HEIGHT 1 j rt. Z �- O O r rn III 10'-31" 1— � _ _ r _ Lt. FINISHED FL.TO FINISHED FL. / rn �� m 9' Ij 8 _Jr,- - -`- - I I / MAN FLOOR PLATE HEIGHT / / 2ND FLOOR PLATE -IEIGH' / _J ---1 _ _ . T,_II�I. it. / b'-II�" / �-++�� MAIN FLR MDR HEIGHT 2ND FLR HDR HEIGHT 1 V I OZ r _- 1 _ � —� — I 4. _ _ _ _ , , , , �. J __� I I i - , , . I r _ I _ T' I I _ - t H - - - - I I 1 i ( I - - it r r 1 - ; • - _- _- _ _ I I 1ii iii r r - - - / I •-_ - - - 1 / r r r - I I I _ a. I in I r - I I 1 1 I l l I I I IT -L � I I I i II /)J ' ! 1 '` I lily. { III ,:, L-ri,/ iillilli ., ;Pill 01- I 01 1 01 I 01 I I III ,� Own o t,. I - T �, _ r4 til CO p D Ai 6 No. REVISIONS DATE: n -� i i v i g p l i g A g z d �, z m m D Schematic Drawings 2 z g_. in;g `Q'e tg 6- I CI- lialliS IS‘111171 "L." al, _, --I _, 01, .08 > ir, lt�> ' S. „ w " 817 37th Street ]>Z. F �9& ::I: Q - C/) " `9 Anacortes, Ulashington 7d � � "r i c E S Nc+ %4 tp N (��J g�„ym �j —� Ot4�� $ �p N 5. N$O� .`-c am v M �-1�0 j 'T,��LL Oa$' 6kgt-- �t G. § (R ng�n i6m to a. 10I I ' ' I ' ' 'I 'II NCH 12 INCHES 13 INCHES 14 INCHES RREDUCTION SCALE I (IF DRAWING IMAGE IS OTHER THAN 21" X 325" IT HAS BEEN REDUCED,OR ENLARGED, AND MUST BE SCALED ACCORDINGLY.) I I I I I I I I I I _ STAIR CONSTRUCTION NOTES: I. CHANGE IN FLOOR LEVEL: 10-31/4" (TO BE VERIFIED PRIOR TO D E S I G N CONSTRUCTION.NOTIFY ANC OF ANY DISCREFENCIES) 2. RISERS(QUANTITY 4 HEIGHT): (16)a 11" Brett Van Andel 3. RUNS (QUANTITY 4 DEPTH): (15)a 11" (IPi4" brett anc-designccYn FINISHED) www.aTic- wT.aYTI 4. 'RC 311.1 WIDTH: _ ABv.H/R,BLW.REQ'D.HEADROOM: 36" 360.515.1117(P) BELOW I4/R(I4/R ON ONE SIDE): 311/2" BELOW H/R(H/R ON BOTH SIDES). 21" HANDRAIL PROJECTION: 41/2" 16593 McLean Rd 5. IRC 311.12 MN.HEADROOM FROM NOSING: 6'-8" Mount Verncn,WA 982 7:^ 6. 1RC 311.13 MAXIMUM VERTICAL RISE: 12'-0" TNIS pOoFENT IS TO BE USED SO.-EL' FS' 1. ANC Dr-SON(ANC),ANCS CL3NT(S)ANC/OR RC 311.15 RI5ER5 TREADS: caN511'ANT(5), AND CONTRACTORS) FOR MAXIMUM RISER HEIGHT: 134" T-116 SPECEIC PROJECT OFLY REUSE 15 MINIMUM TREAD DEPTH: 10" =ROM&Avc%ANT I OF Doc-FENT'n AA "A*tER TNAT MAY CAUSE A LiAB'_"-Y, 8. IRC 311.153 NOSMGS: 41ETVER DIRECTLY OR INDIRECTLY.i0 C. OR ARCS CLEWS) OR COY.U.TANT(S) IS A NOSING NOT LESS THAN 3/4" AND NOT STRC LY PROH'B'ED. GREATER THAN I-1/4" SHALL BE PROVIDED ON STAIRWAYS WITH SOLID RISERS,UNLESS TREAD AIC AND 'SORE CONSULTANTS ARE NOT DEPTH I5 A MMRRMN OF II". METNODs,AND PROCEDURES OF OPERATIONS OR NE COOSTRCTION OF THE DESCN — 9. IRC 311.1.6 LANDINGS: suoNN A FLOOR LANDING SHALL BE PROVIDED AT THE TOP AND BOTTOM OF EACH STAIRWAY teen CONTRACTORS/ AND SUPPLIERS 31- RIFY AV SE RESPONISBLE FOR AL. WITH A MINIMUM WIDTH PERPENDICULAR TO NE DIMENSIONS AND COW"'ONS CN AND CF'PERPENDICULAR ANC IS To BE NOTIFIED OF ANY DIRECTION OF TRAVEL EQUAL TO OR GRATER THAN THE WIDTH OF THE FLIGHT VFovmT wTNM THE ORDSNTS. SNOP C.ONC-IONS SHOfiN ON OR D'SCI�PA4CIE5 SERVED. DRA:T>r'iS, SUB"III-IE XJ ARE TO BE warm EC TO ANC FOR REYEW PRIOR -0 FABRICATION AVD/OR NBT&LATVW. 10.[RC 311.1E HANDRAILS: HANDRAILS MUST BE PROVIDED ON AT LEAST ONE SIDE OF EACH CONTINUOUS RUN OF p� r ROOF SHEATHING(IRC 6023(IA PREI_IMINARY 0 (4)OR MORE RISERS. p HEIGHT:II. 34-38" I�� FOR UNLESS NOTED OTHERWISE,USE 1/2" NOT CONTINUITY: HANDRAILS MUST BE CONTINUOUS CDX SHEATHING FASTENED UU1114 Sd u FROM A POINT DIRECTLY ABOVE THE TOP CONTMN(tiL4 \ COMMON NAILS a 6"O.C.(EDGES)AND CONSTRICTION 4 _ RISER TO A POINT DIRECTLY ABOVE T E RIDGE VENT \\ LOLLEST RISER OR A FLIGHT. HANDRAILS _ p b 12" OC.(INTERMEDIATE SUPPORTS/ i) SHALL RETURN OR TERMINATE M NEWEL POSTS H H IS A ! U E I v I ! 1 N ! 1 U 19 I U iii' �Fd> OR SAFETY TERMINALS. HANDRAILS II I "' ALONGSIDE A WALL SHALL HAVE A SPACE OF UUU tn NOT LESS THAN Ibi" BETUEEN THE WALL AND 1 - E HANDRAIL. (EXCEPTION HANDRAILS SHALL BE FER1111cY TO BE INTERRUPTED BY A -- j tTh NEWEL POST AT A TURN, AND MAY USE A ENG.TRUSSES I ENG.TRJSSES VOLUTE, TURNOJT, STARTING EASING OR \I (SEE ROOF FRAMING) (SEE ROOF FRAMING) U p STARTING NEWEL OvFY WE _OWEST TREAD). i 21 li p „ , iv iripitadEilpihisips 1 41141/A14/4 4111 , , . IP 11 I IP II\ I , , alltil Platatel IP' ,,y,, 0 , , 0 0 \___ ._ _ _ __ __ :_,._ )... .........., . _ -„, lb . .._ J'jyj` jj' Z0 'V' CO � @ytb' (0 i 0 1 Z IL W ! to 2 12 m *o a I (SEE PLAN)A/ 1- d7 _ 2x12 DF n RAfTERs CD g + 2X6 5T,A5 e INSUL• T ATION VENTEDONAL Ot ir` � 16' 0.G. U..! R-21 _ /4 Nat 4 ',' 5/R 2X8 FASCIA W/CONTIN. O SHEATHING 7—FLR HEAT) CONC. • . : ALUM.GM 1 tR �' a J tii Q _._ Ter _ u. : TJ:7 .. Iv— =w 1 W/5/8" S/R LID +- '+ 2X6 STUDS e — 16"O.C.W/R-21 LL • ' INSUL. 4 I�2" me CI 1- = wid4 IR �/111 to 2» eo LL + I o ° a�N •: i N CLOSET HALL PANTRY 3 GARAGE _ F N _ µ c; „ s. . r __ (TO KITCI4ENN/DINING) i A u in-rip • I W IY ►: 2X8 DF Q -4. p a O z zz LL STAIR MAKING • `. `�===T7 i - 0 Z u a ? �.. d • = JOB: 19-001 w' . 2X6 STUDS• L:_ .0 16"OL.W/R-21 d + a MIL. 4 ',SiR `\ L-_-_ • PREPARED BY: BY ret• -xAsa , + • 4„CONC.SLae uu DATE: 3-22-19 -. ► 6- i 6X6 fg WELDED WIRE MESH\ \ v v _ i - - --, - �, _ -- �-, �1-' ' - SCALE: See Plan : 4 .5 2.a-. �y APN: P33118 `i �_kk a".; ,-- y„ -v'C*`,." �.'--a•_ ^�' ts"' -,T—,:,I. ' .� v^Cass - - -'�+ .y. - _ .e _ �I .�s .,t'•aX" ++. w -.. +4�.eix'a.".itsw't,^:.,-.nz3Yi,.v�£.._e�_v.v... ,r...e,_.: .�'.:.'H� ). :_..m-r..amcxz--r-i. .n...tr-,Sa=.-.a«.�.'v..ai!., 1 �;?S ?*. ..� iNs'�.4�u 3� 4 ... ��� .r.,� ... .�''�.:'AW.$�aAw srS�'+�.th ";-cS.vh \\ II `I \ 31" (FINISHED)CONG.W/bx6 0/0 DRkU nG T T_E n oI WJUM. t R-10 RIGID INSL OVER GRANULAR BASE 4 VAPOR Building BARRIER(RADIANT FLR.HEAT) 7�� BUILDING SECTION ' ' Section D \ 4! pPR162019 "�2 5 9 CDPTTarsNT 2019 aeDaw" �..,µr DRAWING CITY OF ANACORTES . �V Zal� t I I I I I I I I 1 I I I I I I I 1 _ L. NCB" 2X6 EXTERIOR WALL W/OR) D E S I G N INSULATION t I/1"GB.(INTERIOR) 3 0>" y i?' 0 / , 1 2X6 PT MUD SILL PLATE W/ '"`fix xI0" ANCHOR eats(MAX. - 31•(FMISFED)CONC.IV/6x6 10A0 i" UM t R-I0 RIGID INSL.OVER 60"O.G. t MIN.1" EMBEDMENT) r'" GRANULAR BASE 4 VAPOR •41-Ig2IZ REBAR(MN.3",MAX BARRIER(RADIANT FLR NEAT) 45'-0" I2'-0' Prett�anc-design.cem Brett Van Ande I 12"FROM T.O.STEM WALL) '"r. / / / www -dcsigtia7 •4 ART.REBAR• 48" O.C. 6 MIL VISQUEEN 3601315.1117(P) - » 360.933.7479(F) .9 E 9 31"2" REMF. 16593 McLean Rd • //f //. \ / r//��\� Mount Vernon,WA 98273 \\;�\r\///. /\,\ \ CONCRETE SLAB FILTER FABRIC AROUND _poatee IS TO BE _ SOLELY - waSNED Rock n-1/1") �' I r�y��jr '�7j //;�i % ,s- I '1 .////.//// A cCFrxtr AND caNTRacT sFoa B ANC DESIGN(ANC),MC5 mews)AND/OR - 4" TIGHTLME DRAIN \;/. /' "--. r511 rJl.l us SPECIFIC CT ONLY. REUSE 15 PIPE (CONNECTED TO �� I // mum APPROVAL ALL DOILNSPOUTS) / - '' " • L \ ��/ IQ FROM tuN MAY OF 11useD LIABILITY, ttA 4" PERF^PATED r -�'> '" \// METIERT OR T TO DRAM PIPE /\rj./// " /\�//\/ ✓� \ \ r` - _ . - \ - _�__- __.w L. \ - xr_1 s OR raga Tams ‘c. STRICTLY PROHIBITED. UNDISTURBED SOIL J r/ /� i/�/f�/ /� a•FEF1.DRa1N PIPE(aPrIONALANC AND ANC5 . 7 5" \8"N 5 /// PER SOIL GONDITIO 45)OVER r � , r �, FOR sA,�„T ARE NOT (2)*4 FrORIZ REBAR N/ //\//_//%�/./t/j UNDISTURBED SOIL I - OR THE- (CONTINUOUS) �/ \/>\�I'-6 ,/Cj /j\ _ I BLOCK STEM WALL . ' cAroas �o�T RApE j�/%� //\\ / I CUT FOR CONCRETE OM caaRaeroRrs) Aw sum�rzs sw�u IA S1.1 SLAB PASS-OVER VERIFY Mo ea RESPONSIBLE FOR ALL 1 VERIFYDIMEN5 OAt AND cammONS BL a:TIE [ XS ANC IS TO BE NOTIFIED OF MIT VARIATIQK FROM THE 0190ICNS AND C-� 31"(FMISrED)CONC.UU bxb 10/10 WWfh.1p - "" _— POW O suave E OR .0905PMGES SI.1 POW WTNN 7{E OOCII'BITB. 9NCP E_4) STEM WALL DETAILc. , . 5 �5. �� TO R-10 RIGID NSL OVER GRANULAR RAY I SUBMITTED 10 MC FOR FEVE.0 PRIOR TO VAPOR BARRIER(RADIANT FLR HEAT) FABRICATION MDACR NBTALLATIeN 3/4" : 11_0" 51.1 Dl -S 51 !I / R'-1 ' 10'-1• , e'-e'? /2'-I" , 10-1i" 1 , / 0 f REL IM NARY I L •1 24x24X8" --r r 1 B NOT FOR 4 \ THICKENED f 1 51.1 CONSTRUCTION r j.�j.- +— .i J SLAB W/(3)•4 �' L I \ w f BARS E . L_J r. 1 P, I - J SI fil 2X6 EXTERIOR WALL W/OPTIONAL I I d Q R-21 INSULATION 4 1/2"Cse.(INTERIOR) ' I FLASHM!s OVER 2XI0 CEDARrkil 1 " D r--I- �- ^ _:-_-_-,- ` --1 I- BELLYBAND BEARING STUDS W/ 1/2°GB. EPPCr L BP. 1 (- +J 1 AA 60" O.G. t MN.1" EMBEDMENT) 1 I 2X6 PT MUD SILL PLATE W/ (I 1 1 FROM 52.1 o x xl0" ANGFIOR BOLTS(MAX FASTEN PT PLATE W/ 4"GONG.SLAB W/ C01�.NAILS t 5/8"X10" 1 L -- -I- �; / /�/ ABV C_6« / 12_0« / 6X6 I�WELDED WIRE MESH '4 NORIZ REBAR(MIN 3",MAX. ANCHOR BOLTS •24" O.C. } !-T � J- \ L Z SLOPE DN �,I� 12 FROM TA.STEM WALL) 33" (FINISHED)GONG.W/6x6 9 0 FROM BACK IP Pr 04 VERT.REBAR• 48"OC. 10)10 WWM t R-10 RKsID - L z INSL.OVER GRANULAR y v • 0 BASE t VAPOR BARRIER E = 07 A /, / (RADIANT FLR IEAT) 51.1 « -_ _ '- w II /�Ai�A�A,:\���1��% /� vela Fes' .. t o II n. /\/ = F(LTER FABRIC AROUND I - R'-1 " / 6'-01" / + 13'-9 " / GARAGE 6 LU N i F/ , \ \� -'�/j\�\/ j 11 `�O / wASNED ROCK n-I/2") ; ` /S�iaYOY.'s.a`a `0 A I O ' GONG. I r- m m / - /-- ,' , i. ., 4" TIGHTLNE DRAM is% / 11*i PIPE (COWtECTED t0 , /\/V�V/ / V A;: Z i% U i / /\ALL DOUNSPOUTS) (3) 4BE -7 \ r�;'_ WAY ••BEARING PAD E !j\\ \//% j 'C� j/\/, 4"PE GRATED It�IS'BREED SOIL 51.1 J Q 3/CONCR N E SLAB = a I HI •- .• / ✓ DRAM FIFE \ / UNDISTURBED SOIL VARIES 31•(FINISHED)CANC.0U 6x6 10/10 WUIM 1 r - 0 o9 11.1 x (SEE PLAN) R-10 MID NSL OVER GR MLAR BASE 4 \ L. "' ") ' F. (GaJ WORM REBAR VAPOR BARRIER(RADIANT FLR FEAT) L / / / /i� (CONTINUOUS) 6 3 / - BP - co FROM 1 ri \ l i D d i — OS) \ i GARAGE FOOTING DETAIL SEARING POINT DETAIL 1 1 I I 51.1 3/4" = 1'-0" 3/4 = I'-0" —r 1 I .1 F1 F 1 51.1 a I r BLOCK STEM WALL F 3 BLOCK STEM WALL i Oi a ` 1 I _- Li OUT FOR CONCRETE CUT FOR CGNC 'TE - I r----1 ' - SLAB PASS-OVER SLAB PASS-OVER ( L j a j J L-- I-- �-r J 1 --1 co 6X6 SELECT POST 3CONC1E 11' A /I'-101"jr, 9'-3" 2'-9' J 9'-3" 1 «41/ �_ 6 kz SIMPSON CB66 POST BASE v PORCH C 51.1 ? INTO 10" SONO TUBE COLUMN r -1 r , S11 W (2)*4 LOOP 71E5 MM.6"FROM 2X BEARING STUDS W V2"GB. \ I ILA / / O �.ffi,� 11-0 24'-b TO.GONG,OR,(3)•3 LOOP '3 LOOP TIES•1/2 FASTEN PT 2X PLATE W/CONC. I L ------���J L TT' J TIES MM 6" FROM T.O.CONC. TUBE DIAMETER NAILS t 5/8"X10" ANCHOR BOLTS k 16'-6" / 5'-O" ] 35'-6" Z • 2a° oc. / / JOB= 19-001 W Ryir2 / / / / /� 6X6 POST W/GB66 POST PREPARED BY: eV u /\/��/.�/.�/.� 31"(FINISFED)GONG.W bxb 10A0 WW1 4 BASE INTO 10" sor�o TUBE z 4" REINFORCED %��/�. /\ (4)'4 VERT.BARS R-10RIGID BUL.OVERGRAIYI_ARBASE 1 OVER 24X24X8" GONG. DATE: 3-22-IS GONG. \/VA'V, ,►/j W/NOOKS,TTF? VAPOR BARRIER(RADIANT FLR FEAT) PAD W/(3)'4 BARS E.W. n (� ((�2 MONO POUR PAD t r \< I I 13'-I{ 9'-0" [ g M OJ V F u = n H / / / D SCALE: I/4 I -0 IL 50N0 TUBE •/ co «n (3)•4 BARS E.W. um / a.�,`2i%,sr'•'• +?, a � 1 6 2019 APN: P33118 La CLEAR " ' EQ. ' EQ. %% " CLEAR • • /'v� �,�_v /, = DRAWING TITLE �. / % // , (2)•4 FORIZ r /�/v/, //,v� ° FOUNDATION PLAN \ /\r\,,_�\r\�\ \, //,. /)�/���\ Carr OF +tacORTES ( �) FOOTING SCHEDULE — \\. \\/\\/\\/\\,\\/\\ \� I'_q• F-1 = 39"x 39"x 12"Conc. \ \ V4' = I'-0" „//�/,�/,�/,A UNDISTURBED SOIL ? ntb0n F-2 = 27" x 27"x 12"Conc. I. EXTERIOR DIMENSIONS ARE TO EXTERIOR FACE OF FRMING 1 , i Pan Sicw/(3)#4 EA. WAY STEM WALL (SEE FOUNDATION PLAN FOR STEM WALL LOCATIONS). \ o n. F-3 =33"x 33"x 12" Conc. 2. NOTIFY ANC CF ANY DISCREPANCIES BETWEEN ARCHITECTURAL AND STRUCTURAL. , r�, ,\ Details w/(3)#5 EA.WAY . Ca) SONG TUBS DETAIL SEARING WALL �', � 3/4" . I'-0" C�) 3/4° = I'-0" �� ' i + coPtrxsrrwBAFL^oaig" — IN. aZ +4708.5 DRAUJING ON, - irNci t 1 su — I I I I I I I I I 0 I I I I I I_ COMP.ROOFING OVER ROOF SHEATHING (IRC 6023(Ik 15•FELT OVER ENG. TRUSS SYSTEM •• 24"O.G. 41 , 12 i• �'�fil Ki UNLESS NOTED OTHERWISE,USE I/Z" cox �' —I R-49 ATTIC ■l - SHEATHING FASTENED WITH 8d CO'11ON NAILS �illiNtlit INSULATION a 5/8"GB. ■ • 6" O.C.(EDGES)AND 12" 0.. (INTERMEDIATE SUPPORTS) MUA AtICN BAFFLE -- `+ D E S I G N VENTED BIRD BLOGICMG --_i-��- i ---` VENTED NARDI SOFFIT Assii_ 2X8 CEDAR FASCIA W/ Brett VanATde1 COON.ALLF'IN.GUTTER arettDanc-designean ( 7 4 360bi.11P7(P) _ - - , 360.933.7479(fl FLASHING NOTE (IRC 103bk I� 16593 McLeai Rd wars Vem-n,WA 96273 APPROVED CORROSION-RESISTANT FLASHING5 1425 HURRICANE TIE-- SHALL BE INSTALLED TO PREVENT THE ENTRY (EVERY TRUSS) OF WATER INTO tHE WALL CAVITY OR 2Xb TRIM ABv. ALL arsc ce DOCJIDE S,r s u *rs,ARDOR SMELT = PENETRATION OF WATER TO THE BUILDING I wINDCUS a DOORS C) STRUCTURAL FRAMING COMPONENTS AT THE I'-ID° CANT'L. FOLLowING LOCATION 4X10 DF •2 HEADER BEAM SCHEDULE t 2'-2" 'H'S SPECIFIC PROW TEN FERO E w 2 81 4 x 10 DF#2 �`CANTL'X =O"ANC. arrow MITTEN D LMECLIAL i.EXTERIOR WINDOW a DOOR OF'ENMGS. I IX INTERIOR TRIM --II,,. _ FRO"ANC.ANY WE R THIS COCldd:TO AI 4 UkET Q - - - - .- —- -.-. - ..._ cc w THAT MAT c Sc A LIABmrrs.'TIS = 2. INTERSECTION OF CHIMNEYS OR OTHER B2 4 x 10 DF#2 I _1a cs 0.EM(s�oR�r INDIRECTLY, MASONRY M. •.-• f I _ Ir--i ft 63 4x10DF#2 D CONSTRUCTION W/FRAME OR STUCr-0 WALLS II, 1 C stecr_r PR NC'S C Q 3,LJCER a AT ?NE ENDS OF MASONRY,WOOD B4 4 x 10 DF#2 t 1 1 i I I I I 1 I 1 I I I I I I I I ANC AND ANUS CON Aetr iS PROGRAMS, NOT sJi. = OR METAL COPINGS a SILLS. B5 4 x 10 DF#2 ( I - - _— - - o GCNSTPoICTION of TIE DESIGN 4.CONTINUOUSLY ABOVE ALL PROJECTING _ S .AND F RDGEDUF�B of o"�ea OND WOOD TRIM. B6 4 x 10 DF#2 I I I I I I — _ - SHOWS �` ' I 1 I I 1 I I CONTFr.4CTOFYS} AND SUPPLIERS SHALL G 5.WHERE EXTERIOR PORCHES,DECKS OR �, I B7 4 x 10 DF#2 I I I tR Am �srO.Se a roe ALL 1L 1 - -- - - - DIPE'IS!O6 AND OOS ETIONS GN AND OF TIET 114 STAIRS ATTACH TO A WALL OR FLOOR B8 4 x 10 DF#2 • ASSEMBLY OF WOOD-FRAME GONS'RUG110N •i— J . 6 1 Twit NOTIFIED GT AND =' U 6.AT WALL AND ROOF INTERSECTIONS. �� ` B9 4 x 10 DF#2 I I I MIND w H HE coca rs. SHOP I I I I I I I I _ - - - - CONDITIONS SHOW ON, OR DISOe?ANCES 1.AT BUILT-M GUTTERS 'RAWSON. n'ALS, ETC, ARE TO BE - 810 4x10DF#2 &. A , V s a rD To ANC TOR Renew Rx'oR TO ^+9 " FLASHING OVER TAPERED B11 4 X 10 DF#2 _ _ FASWCATtON Arm/OR NS"AL-ATFON 11 FLOOR SHEATHING(IRC 503h TRIM OVER a�C4° TRIM B12 4 X 10 DF#2 I 1 I 1 t I I ,a� ; I I I I I - — - - — I I I i I I 1 a9 / - FLOOR SHEAT+ INCS SPANS:THICKNESS,GRADE 2X6 EXTERIOR WALL W!R-21 B13 4 x 10 DF#2 �y O� I h PIO IM I► I A p� INSULATION a IR"GB.(NTER'OR) „4 9,4 M1'� I I9 �I I V,�-i a FASTENER SO-EDULE PER IRC 503 a TABLE ,• � I. B14A 4 x 10 DF#2 .43' +,R� I I I I I I I— - - - — NOT p 6023(I)UNLESS NOTED OTµERWISE,USE 3/4" �• � LSL RIM" J0157 B14B 4 x 10 DF#2 dd j I I I I 1 'Je m I old I F®I'�, PLYWOOD 5F EATHING FASTENED WITH 8d 4-w:' ,�' 2 _ _ _ COMMON NAILS• 6" O.C.(EDGES)AND 12"O/r. I 615 4 x 10 DF#2 I ` •u I = CONSTRUCTION \ \ 10 (INTEt�MEDIATE SUPPORTS) I I I I - —-— w ) FLAWING OvER 2X8 CEDAR B16 4 x 10 DF#2 I I I I 1 r BELLYBAND B17 4 x 10 DF#2 1 I I '� B . u �j I B18 4 x 10 DF#2 I 41. 4- 0X10 DF SEL. T I I I I I a 1GO ' C397 B19 4x10DF#2 • I t1A.BPI• : Jp, " I I - - - — _ - - • r _ a AFL. W. axlm DF NDRm �� ��� B20 3.125 x 12 GLB DF/DF 24F-V4 AS.* �a • s i \ n ? B21 3.125 x 12 GLB DF/DF 24F-V4 I I = i e". I BIB �r B. B38 Li - - I 2 ma's 1 B22 4 x10DF#2 I I ' I t I I I I I I p 0 I IY LIGHI'UEIGHTCONC.J I p' (RADIANT FLOOR HEAT) To•!I 623 4 x 10 DF#2 J/0 : j B° 1 e "' 624 4x1ODF#2 // - _ _IT-- TJI210JOISTS • 16°OC.W/%° I I I \ I I I I I I I I I to t. 5/R LID (SIZE 4 SPACING PER B25 4 x 10 DF#2 1 I I 1 I 0; p� FRAMING PLANS) B26 4 x 10 DF#2 I I I I I I I I I - ` _ li-- O I I I I I I I - - - - - b7 O - -_.- I - -=-- '- - - - M B27 4x1ODF#2 I I I I _ c W. B28 3.5 x 9.5 GLB DF/DF 24F-V4 I I } 1 -I f ,.P_ 0 B29 4x10DF#2 - B30 4 x 10 DF#2 - a _ ISrro N • 4 B31 4x10DF#2 IS I B32 4 x 10 DF#2 i — t Z q- O 2 . - --- -- I I 1 I I - - - - - 11 V r t B33 5.5 x 21 GLB DF/DF 24F-V4 �`I i i I I _ ° w ; w B34 4x10DF#2 --� I r+ W - ( WALL CONSTRUCTION NOTE: 835 5.5 x 19 GLB DF/DF 24F-V4 4xIO D •2I DR _ _ _ - -_.� 1_ x i B36 4x12DF#2 I I I I I 1 + , r + ,, ^ m 0- E WALL CONSTRUCTION, INCLUDING THICKNESS, I I ' -i — - - - - - F. BP. 334 w ( 837 3.5 x 11.875 GLIB DF/DF 24F-V4 I I I I I I - - 1 LEN'sTH, AND SPACING OF FASTENERS, STUD i 1 I I 1 I 51M 52. 11188 E Q .Hig SIZE, HEIGHT AND SPACING, AND BRACED B38 4 x 10 DF#2 I I I I I I i HA`�GER BRAGI$ET, TYP. L_ W 414 , k WALL CONSTRICTION TO BE IN ACCORDANCE 839 4 x 12 DF#2 I I a I I I I I BP Z lWTF1 IRO CHAPTER b. MINIMUM 5HEATNIVG TO A __�L_ir-_+�__ _+b__ I - S BE VD" OSB. SHEATHING OR IR" PLYWOOD B40 4 x 10 DF#2 '` ' ' '` ` I _ FASTENED PER THE I . BUILDING WRAP TO " — E LL ' 841 4 x 10 DF#2 C633> 51hx21 GLB(14ELD UP) �r �r �r �r �r — W �m Z ; BE TYVEK, OR EQUIVALENT. SIDING TO BE AS Q INDICATED ON BUILDING ELEVATIONS. R1 2 x 12 DF#2 I I I I € in 1 I I I - - - - a — Ill Ale II I I i I t t I I ' 2X6 EXTERIOR WALL W/R-21 -- - _ _ _ _ INSULATION a IR"GB.(INTERIOR) I `I — GOMP.ROOFING STARTER STRIP I I 3 ' (FINISHED)CONC.Wl bxb 10/10 ( 2X8(NAILER)OR 2X6 PT MUD SILL I I I , ._ _WWM. a R-Im RIGID INSL.OVER PLATE W/}klm"ANCHOR BOLUS -� — — w GRANULAR BASE a VAPOR ( (MAX 60"OC. a MIN. EMBEDMENT) BARRIER(RADIANT FLR HEAT) 31/aXl2"BBO GARAGE µDR 31•X12"GLB GARAGE HDR F- SAS, •4 HORIZ.REBAR(MIK 3",MAX ,r B21 is . z/ 12"FRO-I tO.STEM WALL) \ y 6 MIL.vISGY1fEN I'-0" CANTL. •4 VERT.REBAR• 48" O.C. W IQ • �.:3•:�.�.-' 1 .,AI� y JOB: 19-001 "' -L ° _ --- --_ _._ ._. II h .�:: i/�//��/�/i \\� PREPARED BY: By , II + 2 /////� �,, 0 , % DATE: 3 22-IS �* n !%�/��/-2-, /%\/�/a/ //� , II : ~ /�/%/,/�. �Irf.GONG. SLAB s -= -- II :!!,r\�/ `�"" ` SCALE: 1/4" = 1'-0" Jl .•�s:• -.v 4" TIGHT LINE to 1° % _ ••ti•' <//� DRAIN PIPE yS r = P33 8 • // 7- ' y'1.q " // . FILTER FABRIC DRAWING TITLE �, OPTIONAL GRAVEL Flu wi%��`�;�� \� /�/�� / IwASHED Roars w/ 4` FEW.DRAIN PIPE (VERIFY / // /i�/� /�/ ,/`a 4" PERF.DRAM PIPE \ S CONi� FLOOR FRAMING PLAN ADEQI.A'E SOIL FOR DRAINAGE) \� U4" = I'-0" Second Flr• �, 5" 8" 5" (2)•4 GONT.REBAR \`\ NOTES Framing I. EXTERIOR DIMENSIONS ARE TO EXTERIOR FACE OF FRAMING a MIDIS.SOfL I _b : STEM WALL (SEE FOUNDATION PLAN FOR STEM WALL LOCATIONS). Plan ScTi 2. NOTIFY ANC OF ANY DISCREPANCIES BETUEEN ARCHITECTURAL AND STRUCTURAL. i r lan Uc 1 yp• { � 16 2019 Wall Detail I I I I TYPICAL WALL DETAIL i C'JPTRKl3f 7d9 ANC Dss'.gn ;,'4' = "-m' CITY OF ANACpRI DRAJJING I I I I I I I I I I_ 1N NCB D E S I G N Brett Van Ara: brcttOanc-desicncan wwmanc-desigucw 360.85.1117(P 360.933.7479(t,, 16593 McLean Rd Mcvrt.Yemen.WA 98273 " ,. `�� '� �fy�Q MC (ANC) AN DOCItENT IS US CI S+nS/AND/OE UEED SOLELY R �y, f_'bT CONSULTANtts), IC CONTRACTOR'S) FOR '>pY \t 1 TIES $PECAC PROJECT ONLY. RINSE IS rROHBnED wRHOur WITTEN APPRO✓AL .------�------.�111111.141 — � WEFIRCM ANC ANY USE R THIS INDIRECTLY, TO A 4 ROOF FRAMING NOTES: = uNETI AN . YII OR THIS DLTLY,TO I NA 7 PARER TWAT MAY CAME A LIABILITY, I.11s1155 DESIGN.GIVERS,LATERAL BRACMG OR ANcs cLENrrs) OR caNS ILranrs) IS r ___ - ._'P_ - -___1 I� STRICTLY PROHIBITED. AND HANGER BRACKETS TO BE ENGINEERED BY 14' ANC AND ANCB CON81$rANfs ARE NOT TRUSS MANUFACTURER MD CHECKED BY I I I I i I - - - - - INN RESPONSIBLE FOR SAFETY GENERAL CONTRACTOR PRIOR TO I I I I I I I F£7AND RES CC FERATICNS — MH CONSTRUCTION I I I I I I I I I I I 1 1 1 I I I I 1 I s NOuxOR THE CONSTRICTION DESIGN 2.ALL REQUIRED HEADERS ARE TO BE 4X10*2 — _ CONTRACTORs) AND SUPPLIERS SHALL OU DGLAS FIR UNLESS SPECIFIED ON FRAMING II 1 ALL D AND CONDITIONS aveserr AND ee RESPONSIBLE m OPT I I I 1 1 . PLANS. I 1 I I I I I I JOB. ANC IS TO BE NOTI ED OF ANY I I I ` - HANG RAFTERS FROM - VARIATIONS TIE DITENVON6 AID /Ial -- MO DE'2 LEDGER CONDITIONS SHOW oN, OR DISCREPANCIES3.ALL REQUIRED OYERFRAMING TO BE MINIMUM FASTEN LEDGER W/ row una ME DaaYFNTS, SEW 2X6,UNLESS SPECIFIED ON FRAMING PLANS OR 1 1 1 I I I 1 III (2) 1'4X31'," SOS _ I SUBMITTEDRAWINGSD TOE SUBMITTALS. REVIEW PRIOR T0 — DETAILS. I I I 1 I I SCREWS • 16"O.G. FABRICATION ANUgR INSTALLATION 4.ROOF SLOPE t OVERHANGS TO BE AS INDICATED ON BUILDING ELEVATIONS AND/OR 1 1 1 I I 1 I I I 1 I I I I _ II M py RO0'FRAMING PLANS. I I I I - PRE I I NOT RIB 1 4 5.PLEASE NOTIFY ANC DESIGN IMIEDIATELY IF - - - - ll GENERAL CONTRACTOR OWNER OR TRUSS I I I 1 I I I I I 1 I I I I I MANUFACTURER NOTICES ANY INCONSISTENCIES I I I I I CONSTRUCTION WITHIN THE BUILDING PLANS. , 1 I ILI p II I ' 1 - - - I I I 1 I I I I I I I I I I ROOF VENTILATION NOTES: i' cia `ia t . IL ' t: I -. � Hier IR R amsas._-_- -- I Om I t- -_ __.I�NI II III II L - ----y � L I.TFE MINIMUM NET FREE VENTILATION AREA 1 I JIit, ES � A I 1 I I�tt' I 1 1 I 1 d SHALL BE 1/300 OF THE VENTED SPACE IF BOTH , II (2)AND (3)BELOW ARE MET.ROOF VENTILATION 0 ( _ _ QL _ TO COMPLY WITH IRG 806. { I I I I M I I I I I I I I I ;r W I I I .7 2.AT LEAST 40R. BUT NOT MORE THAN 50`k, OF - r I - ! Z' REQUIRED VENTILATION AREA TO ESE PROVIDED _ BY VENTILATORS LOCATED N THE UPPER g PORTION OF THE ATTIC OR RAFTER SPACE,NO I I I I I MORE THAN 3 FT BELOW THE RIGHT OR HIGHEST I 1 POINT,MEASURED vERTICALLY,UNLESS THE I I I -�— III 07 w LOCATION OF FRAMING MEMBERS CONFLICTS WITH I I I I I I o INSTALLATION. I I �YQ I I I I I I I �ry l I I I _ 3.BALANCE OF REQUIRED VENTILATION TO BE 1 1 I I 1 I I U N17: lath PROVIDED BY EAVE OR CORNICE VENTS. I I I I I 1 I 'II 1 I 1 1 I T I I I 1 I I 1 1 — II N w m en ____ � Ic-- z - U V 7ED Is to III `O ,_ I 1 1 I I I I I I I I I _ �4L .� X 1 1 1 1 I 4-4 I I I I I I I w PrAuur __ V 2XI0IlF �LEGER I 4 FASTEN LEDGER W/ 1 1 _....__e-_ __,�____.___.._._ Lei---- ---------.._..__. I I I - - - - OSCREUS a-I6 C. r V I - (a 1 f - II co ea �M� In ' � MI I I I I I I I I I I I :-1 - - - - IIdia pp� F_I1r 1 1 I I I I I I tzi I lea' SI i IL IIII ; IIIA — — - a w ®®�®®ter �, co 8 1 I 6 6 > Pir14. %At 5 �; 11-4rt'F - $/AV p Et40 �3 W IV A Off' ( 1:26 / JI / r !�c` !il, - S c — ST F OL NAILS e WOO. , I`4 PREPARED BY:I JOB: 19 BY 9 2x6 DBL.PLATE `,� Uj DATE: 3-22-IS v T T I �T I T ( j\ , [la 1� � 11 � � ' , 1 i T 1 T l i I APR 16 2019 SCALE: 1/41" = 1'-0" to APN: P33118 4'-0" MIN. SPLICE LENGTH / H = CITY OF ANACORTES DRAWING TITLE ROOF FRAMING PLAN p6L. TOP PL. SPLICE \\\\°° 15 °� , � Roof I.EXTERIOR DIMENSIONS ARE TO EXTERIOR FACE OF FRAMING t Framing 9 NOT TO SCALE STEM WALL (SEE FOUNDATION PLAN FOR STEM WALL LOCATIONS). \ , '4t'°Ln r 2.NOTIFY ANC OF ANY DISCREPANCIES BETWEEN ARCHITECTURAL AND STRUCTURAL. !t . Plan 3.DENOTES 2X6 OVERFRAMING. / EY ". •. •' „. COPTRG41T 2CI9 AiC D®Ig, 1 It. r 2�I� DRAWING - �3.1 I I I I I I I I I