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HomeMy WebLinkAboutPermit File BLD-2020-0357 1609 R AvenueFinance [TeNartmer7t 020`159-0017 Erin W, a7/ 16/202o O 1,OPM PERMITS AND INSPECIIt1NS CULVER PROPERTIES LLC OLD-2020-0357 Commercial Alteration/Repair Permit ADD AN ADDITION TO EXISTING BUILDING WHI. issued 2020 Item: OI.D-2020-0357 Building? Permit Fee Plan Review Fee Mechanical Permit Fees Plumbing Permit Fee State Building Code Fee Carrtm Stormwater Review Payment Id; 2E3"1554 5rrbtatal Tatal 03FIN DEBIT NOT FEE Ref.42119673139 Auth=604513 6043 1 Change due 1,273.75 827.94 52.90 0.00 25.00 98.96 2,2/O.Sa 55 2,278. 2,2780 2,278,5ta O.Oa Paid by. Charles R Ct�rlver IIIIIII{IIIIII!IIIIIIIIIIIIIIIIIIIIIII11111IIIIIIIIIIIIIIIIIIIIIIIIII Signature. Thanlc you for your payment CUPY DI.IPI..ICATE RECEIPT City of Anacortes 904 6th Street P.O.Box 547 Anecortes, WA 9o%21-05)47 (360) 293-1901 Invoice/Permit #: Applied date: Issue date: Expire date BLD-2020-0357 06/22/2020 07/16/2020 01 /14/2022 Job Address: 1609 R AVE Permit Type: Commercial Alteration/Repair Permit ANACORTES WA 98221-2276 Project: APN: P118625 Remarks: ADD AN ADDITION TO EXISTING BUILDING WHICH WILL BE ACCESSED FROM OUTSIDE THE CURRENT BUILDING. Owner: CULVER PROPERTIES LLC Contractor: TBD Address: 1609 R AVE Address: ANACORTES WA 98221-2276 Phone: (206) 465-1528 Phone: License #: General Information: Fees: Building Valuation 150000 Building Permit Fee Occupancy Group a Plan Review Fee New or Replaced Hard Surface 1237 Mechanical Permit Fees # of Heat Pumps <= 3 Hp 2 State Building Code Fee Comm Stormwater Review Total Calculated: Deposits/Receipts: Total Due: 1,273.75 827.94 52.90 25.00 98.96 2,278.55 0.00 2,278.55 The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or greeting ^f the pe^-^it is interpreted to allow construction activity during an}� period of tirne when s�lc�� cons}ruction �s prch;bited or restricted by any state or federal hw; or arut�r, proclamation, guidance advice or decision of the Governoi of this State, this permit sh=11 rice a�tl�orLa such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. This permit becomes null and void if work or construction authorized is not commenced within 180 days or if construction work is suspended or abandoned for a period of 180 days at any time after work is commenced. I have read and exarJriged this application and know the same to be true and correct. / 1 SIGNATURE OF OWNER OR AUTHORIZED AGENT IS5 gLQ - 2,620 - 0357 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT COMMERCIAL & MULTI -FAMILY BUILDING PERMIT APPLICATION MailingAddress: P.O. Box 541. Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901 PLEASE REFER TO THE COMMERCIAL & MULTI -FAMILY BUILDING PERMIT CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite Subdivision/Lot #: PROJECT VAU6ATN: S APPLICANT: [� Phone: Address (Street, City, Stat Zip): Email Address: �O -' C =- PIDOPERTYOWNEW Phone: ��C 2 i l S -: 3^S ra-r Address (Street, City, State, Zip): Email Address: CONTACT PERSONS Phone: l lei i C;Z�© (=�5 -- `_- Address (Street,(City, State, Zip): Email Address: LENDING AGENCY. Phone: Address (Street, City, State, Zip): Email Address: CONTRACTOR:* Phone: 1 l C Address (Street, City, State, Zip): Email Address Professional License # Exp. Date: *All Contractors 8c subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact the City's Business License #: Exp. Date: Finance Department at (360) 2994968. PROPOSED WORK: �- L��l�ci-� PROPOSED NEW SQUAREFOOTAGE* Basement SQ': I" Floor SQ': ( 2 d Floor SQ': 3'd Floor SQ': 4t' Floor SQ': Garage SQ': Other SQ': Retaining Wall: Yes ❑ No ❑ Fire Sprinkler: Yes ❑ No ❑ Occupancy Group(s): Occupant Load(s) Type of Construction: 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. n Print Name: d 4<, ���1��� - Owner Agent ❑ (specify): Signature: Date: <� > -\ \ — 2--c-D 2f.0 Page 1 of 5 Existing Impervious SQ': AREA:IMPERVIOUS SURFACE New Impervious SQ': Total Disturbed Land/Soil SQ': Total Proposed: Cut: Fill: New hard surfaces (pervious & impervious) Land converted from native vegetation to lawn or landscaping SQ': Land converted from native Equipment Type: vegetation to pasture SQ': Appliance/Equipment Information (new and relocated): Total #: Furnace: Gas #: Elec #: BTU: Other #: -- Wall Heater: Gas #: Elec #: Other: #: Location(s): Gas Water Heater: #: Location(s): — Heat Pump: Elec #: Other #: Air Conditioner /Handler: Elec #: Other: #: Location(s): Radiant /Hydronic Heating: Gas #: Elec #: Other: #: Location(s): — Exhaust Fans: Bath #: Laundry #: Kitchen #: Other #: — Range Hood: #: Type 1 or 2 (Circle which one) Location(s): — Fireplace: Gas #: Elec #: Other: #: Location(s): — Clothes Dryer & Duct: Gas #: Elec #: Other: #: Location(s): Stove/Range/Oven: Gas #: Elec #: Other: #: Location(s): Refrigeration Unit: Elec #: Other: #: Location(s): Gas Piping/ Outlet(s): #: Location(s): Boiler: Gas #: Elec #: BTUs: Location(s): — Other: #: Location(s): Fixture Type (new and relocated): TOTAL MECHANICAL OUTLETS: PLUMBING FIXTURES. Total #: Fixture Type (new and relocated): Total #: Water Closet (Toilet): Refrigerator water supply (for water/ice dispenser): Kitchen Sink: Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: Tub: Water Piping: -- Hand Sink: Clothes Washer: Shower: Electric Water Heater: Tank4ess? Yes ❑ No ❑ Dishwasher: Backflow Prevention Device: Urinal: Hose Bib: Floor Drain / Floor Sink: Drinking Fountain: Hydronic Heat in: Floor ❑ Wall ❑ Grease Interceptor: Other: Other: _— TOTAL PLUMBING FIXTURES: Page 2 of 5 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT COMMERCIAL & MULTI -FAMILY BUILDING PERMIT CHECKLIST Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6rh Street, Anacortes WA 98821 Phone: (360) 293-1901 PRE -APPLICATION MEETING? 'P YES N NO IF YES, FILE #: Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances. PERMIT TYPE: a IZ ate. SUBMITTAL REQUIREMENTS: The number indicates the number of �, fD ci O n copies for submittal (if applicable). �. ?? M Commercial & Multi -Family Building Permit Application 1 1 1 1 1 Site Plan (Drawn to Scale) 2 2 2 0 2 Copy of Boundary Survey 2 2 2 0 2 Building Plans (Drawn to Scale) 2 2 2 2 2 Reduced Site Plan (1 I" X 1711) 2 2 2 0 2 Reduced Floor Plan (I V X 17) 2 2 2 2 2 Structural Calculations (if applicable) 2 2 2 2 2 Energy Code NREC Compliance -including Calculations, 1 1 1 1 1 Lighting, & Commissioning Stormwater Minimum Requirements 1-9 3 3 3 0 0 Landscape Plan 2 2 2 0 0 Parking Plan 2 2 2 0 0 Grading Plan/Cut/Fill 2 2 2 0 0 Critical Areas Report (if applicable) 1 1 1 0 0 Geotechnical Report (if applicable) 1 1 1 0 0 Traffic Impact Analysis (if applicable) 1 l 1 0 1 Plan Review Deposit ✓ ✓ ✓ ✓ ✓ Digital Copy of Plans on Flash/CD (due at permit issuance) ✓ ✓ ✓ ✓ Page 3 of 5 Measamer, Don From: Corky Culver <corky.culver@gmail.com> Sent: Friday, June 12, 2020 11:09 AM To: Measamer, Don Cc: Joe Culver Subject: Thrive Community Fitness Attachments: image001.png Don, For our new proposed addition we will be removing approximately 1200sf of concrete which will be immediately removed from site and a new slab will be poured for the 1237sf addition. So the total area of impervious vs non -impervious will remain basically the same. Corky Culver 0 corky.culver@gmail.com Cell: 206-465-1528 1 Addition to existing building Thrive Community Fitness LLC 1609 R. Ave Anacortes WA 98221 Contact: Corky Culver 206465-1528 Included are the following paper documents: • Existing site plan • New Site plan • Elevations • AC location • Foundation • Roof plan • Sectional model • Roof Trusses 1 • Roof Truss engineering • Structural Drawings • Structural Calcs Also included: • Electronic copies on Thumb drive � N@N0V/F JUN 112020 a �'ITY of �NACORTE� ��[�{'r,c7olutions WOOD SOLUTIONS, INC. Tom Kovich Phone: 425.686.0113 --- Fax: 425.642.8261 Tom@EWSolutions.net TO: CORKY CULVER 206-46.5-1528 DATE: 02/04/20 EWS BID #: TK 4872 PROJECT: THRIVE HEALTH CLUB ADDITION PROJECT LOCATION: 1606 R AVENUE, ANACORTES, WA Cl JUN 112020 L 'oTY Or TC TOTAL:............................................................................................$7,460.00 QUOTE IS FOR WEB JOIST OPEN WEB PIN CONNECTED ROOF TRUSSES AND ACCESSORIES TO BASED ON PLANS PROVIDED DATED 11/25/19. MATERIALS INCLUDED ARE AS FOLLOWS: 28 PCS 14" WEB JOIST WJ24 OPEN WEB PIN CONNECTED ROOF TRUSSES AT 24" O.C. X 25' LONG. TRUSSES ARE TOP CHORD BEARING EACH END, TYPICAL. 4 ADDITIONAL TRUSSES INCLUDED FOR MECHANICAL (2 EACH UNIT AT CURB EDGES) 2X6 TRUSS PLATE LINE BLOCKING 2X4 TRUSS BRIDGING METAL CROSS BRACING SHOP DRAWINGS AND STAMPED CALCULATIONS F.O.B. JOB SITE CUSTOMER UNLOAD (1 DELIVERY) **EXCLUSIONS** SALES TAX, 2X FRAMING, PLYWOOD EDGE BLOCKING, FSC MATERIALS, INSTALLATION, AND ANY OTHER MATERIAL OR SERVICE NOT MENTIONED ABOVE. SHOP DRAWINGS: 1-2 WEEKS DELNERY: 3 TO 4 WEEKS AFTER APPROVED SHOP DRAWINGS TERMS: 1 % 10 DAYS, NET 30 DAYS ADI, NO RETAINAGE SIGNED: DATE: TITLE: PURCHASE ORDER #: ENGINEERED WOOD SOLUTIONS, INC. 11246 NE 145TH STREET KIRKLAND, WA 98034 WWW.EWSOLUTIONS.NET ICC-ES Evaluation Report Reissued May 2099 Revised October 2019 Tbis report is subject to renewal May 2020. www.icc-es.org � (800) 423-6587 � (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 00—Shop-Fabricated Structural Wood REPORT HOLDER: SWEET'S JOISTS, INC. ADDITIONAL LISTEE: WEB JOIST NORTHWEST CORP. EVALUATION SUBJECT: WEB JOISTT"' TRUSSES 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes: ■ 2018, 2015, and 2012 International Building Code° (IBC) ■ 2018, 2015, and 2012 lnfernational Residential Code° (IRC) Properties evaluated: ■ Structural ■ Fire resistance 1.2 Evaluation to the following green codes) andlor standards: ■ 2016 California Green Building Standards Code (CALGreen), Title 24, Part 11 ■ 2015, and 2012 ICC 700 National Green Building StandardT"' (ICC 700-2015, ICC 700-2012 and ICC 700-2008) Attributes verified: ■ See Section 3.1 2.0 USES The Web Joist trusses described in this report are used as structural framing members in floor and roof assemblies: 3.0 DESCRIPTION 3.1 General: The Web Joist trusses are Warren -style, pin -connected trusses that have either parallel, tapered, or pitched -chord members. The trusses have wood chords, steel webs, and steel pin web -to -chord connectors. There are two versions of the trusses: Version 1 Truss and Version 2 Truss. See Table 1 and Figure 1 for a description of truss components. The attributes of the wood trusses have been verified as conforming to the provisions of (i) CALGreen Sections A4.404.3 for efficient framing techniques; (ii) ICC 700-2015 Section 608.1(b), 11.608.1(b) and 12.1(A).608.1(b) for resource -efficient materials; and (iii) ICC 700-2012 Section 608.1(2), 11.608.1(2) and 12.1(A).608.1 for resource - efficient materials. Note that decisions on compliance for those areas rest with the user of this report. The user is advised of the project -specific provisions that may be contingent upon meeting specific conditions, and the verification of those conditions is outside the scope of this report. These codes or standards often provide supplemental information as guidance. 3.1.1 Version 1 Truss: Eight Version 1 trusses are recognized: WJSS, WJ21, WJ24, WJ27, WJ28 WJ21W, WJ24W and WJ28W. The chords are 1'Iz-by-3'/z-inch (38 by 89 mm) or 1 �/z-by-5'/z-inch (38 by 140 mm) solid -sawn lumber. The webs are either steel tubing or steel angles. 3.1.2 Version 2 Truss: One Version 2 truss is recognized: WJ-L6. The chords are 2'/z-by-3'/z-inch (63.5 by 89 mm) LAM -CHORD. The webs are either steel tubing or steel angles. 3.2 Materials: 3.2.1 Chords: Chords consist of either solid -sawn lumber or LAM -CHORD. The chords have glued fingerjoints, which are manufactured and tested daily in accordance with the manufacturer's quality control manual, to form continuous chord members. Chords have routs in the wide face to accept web members, and the routs comply with tolerance limits specified in the manufacturer's quality control manual. 3.2.1.1 Solid -sawn Lumber: Lumber grade is either machine -stress -rated (MSR) or Select Structural. The MSR lumber species is either Douglas fir —larch, hem -fir, spruce - pine -fir, Englemann spruce—lodgepole pine, or Iodgepole pine. Lumber grades comply with the grading rules specified in Tables 4A and 4C of the American Wood Council (AWC) National Design Specification (NQS) Supplement and the manufacturer's quality control manual. The wood species of the Select Structural lumber is Douglas fir —larch. 3.2.1.2 LAM-GHORD: LAM -CHORD is a manufactured laminated lumber complying with ANSI A 190.1, and each piece of ripped LAM -CHORD material conforms with visual grading rules specified in the manufacturer's quality control manual. Lumber species is either Douglas fir orhem-fir. 3.2.2 Webs: The steel tubing truss webs are formed from welded, galvanized, round steel tubing conforming to ASTM A500, Grade C, with minimum yield and tensile strengths as ICC-ES Eualaattott Reports are riot to be aortstrued as represertXi»g aesthetfcs or any other nftributes not specifzcally addressed, raor are then to be consh-tred � as an endar-setnent of the srrbject of the repm•t m• a reconantwtdatioa for its use. 77aere is no ia•arranty huICC Enahtation Service, LLL; etpress or impliec7 as ��� ' to arty finding or outer rrratter nt this report, or as to ar7,p prodncX aorered by the report. Copyright ©2019 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 7 ESR-2504 Most Widely Accepted and Trusted Page 2 of 7 specified in the manufacturer's quality control manual. The tubing is galvanized with a minimum G60 galvanization coating weight in accordance with ASTM A787. The steel angle truss webs are cold -formed from galvanized steel coil conforming to ASTM A653 SS Grade 33, with a minimum G60 galvanization coating weight and minimum yield and tensile strengths as specified in the manufacturer's quality control manual. 3.2.3 Pin Connectors: The pins are 3'/z- or 5'/z-inch-long (89 mm or 140 mm), solid steel pins, having either 3/8- '/z- s/a- or 3/4-inch (9.5, 12.7, 15.9 or 19.1 mm) diameters. The 3/8- and 1/2-inch-diameter (9.5 and 12.7 mm) pins are ASTM A449 steel with heat treatment; the s/s- and 3/4-inch-diameter (15.9 and 19.1 mm) pins are ASTM A307 steel. 3.2.4 Bearing Clips: Steel bearing clips are No. 13 gage [0.089-inch-thick (2.3 mm)], cold -formed ASTM Al011, SS designation, Grade 40; or ASTM A653, SS designation, Grade 40, 4.0 DESIGN AND INSTALLATION 4.1 Installation: Installation of the Web Joist trusses described in this report must comply with the applicable code requirements, this report and the manufacturer's published installation instructions. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. 4.2 Design: 4.2.1 General: The trusses must be designed using accepted truss design principles and this report. 4.2.2 Chord Members: Table 2 provides section properties and Table 3 provides allowable unit stresses for the truss chord members. 4.2.3 Web Members: Table 5 provides allowable tension and compression loads for truss web members. 4.2.4 Pin Connectors: Table 4 provides allowable loads for pin connectors bearing on wood. The allowable load for the resultant of parallel and perpendicular pin loading on the chord member must be determined using Equation 12.3-11 in Section 12.3.4 of the 2018 and 2015 NDS (Equation 11.3- 11 in Section 11.3.4 of the 2012 NDS)_ 4.2.5 Bearing Assembly: Table 6 provides allowable reactions at supports with bearing clips. See Figure 2. 4.2.6 Duration of Load: Allowable unit stress of chord members may be adjusted for duration of load in accordance with Section 2.3.2 of the NDS. Allowable parallel -to -grain wood bearing loads on pins (Table 4) may be adjusted for duration of load in accordance with Section 2.3.2 of the NDS, up to a maximum load duration factor, Co, of 1.60. No other design values for the web joist trusses are to be increased for duration of load. 4.2.7 Repetitive Member Use: When trusses comply with code -defined repetitive member use according to Section 4.3.9 of the NDS, the allowable parallel -to -grain tension and compression stresses noted in Table 3 may be increased 7 percent for MSR and LAM -CHORD lumber chords, 4.2.8 Deflection: Deflection of a uniformly loaded truss is approximated with the classic, uniformly loaded, simple - span beam -deflection formula. The moment of inertia of the truss consists of only the top and bottom chord members, without considering reduced areas from pins or routs. 4.3 One -hour Fire -resistance -rated Roof and Floor - ceiling Assemblies: Web Joist trusses used in one -hour fire -resistance -rated of and floor -ceiling assemblies must be installed in accordance with Section 4.2.2.4 of ESR-1338, or 2018, 2015 and 2012 IBC Table 721.1(3) Item No. 21-1.1. 5.0 CONDITIONS OF USE The Web Joist trusses described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Installation complies with this report, the manufacturer's published installation instructions and the applicable code. In the event of conflicts between the manufacturer's published installation instructions and this report, this report governs. 5.2 Structural design information for the use of the trusses must be indicated on the construction documents submitted with the permit application. The construction documents and the design configurations must be consistent with this report, and must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Cutting of the chords of the trusses is not permitted. 5.4 Evaluation of the trusses is limited to interior dry -use conditions. Dry conditions of use are those conditions of use represented by moisture content that is less than 19 percent in the sawn lumber truss chords. 5.5 The trusses are manufactured by Web Joist Northwest Corp. in Chehalis, Washington, under a quality -control program with inspections by ICC-ES and PFS Corporation (AA-652). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Pin -connected Open -web Trusses with Wood Chords and Tubular or Angular Steel Webs (AC306), dated April 2019. 7.0 IDENTIFICATION 7.1 Each Web Joist truss bears a stamped identification label with the product name (Web Joist Truss), manufacturer's name (Web Joist Northwest Corp.), manufacturer's city and state, the evaluation report number (ESR-2504), and the name of the inspection agency (PFS Corporation). In addition, the chords of the trusses are labeled with the applicable lumber grade stamp. 7.2 The report holder's contact information is the following: SWEET'S JOISTS, INC. 118 BOROVEC ROAD CHEHALIS, V1I1,%SHINGTON 98532-8714 (360) 748-1173 www.webioist.com Bruce(&webioist.com 7.3 The Additional Listee's contact information is the following: WEB JOIST NORTHWEST CORP. 118 BOROVEC ROAD CHEHALIS, WASHINGTON 98532 (360) 748A 173 ESR-2504 I Most Widely Accepted and Trusted Page 3 of 7 TABLE 1—COMPONENTS OF WEB JOIST VERSION 1 AND VERSION 2 TRUSSES Version 1 Truss I LVersionComponent WJSSWJ21 WJ24 WJ27 WJ28 WJ21W WJ24W WJ28W Sel, Str, DF 1.5"x3.5" YES --- --- --- --- --- --- --- MSR 2100f-1.8E 1.5"x3.5" MSR 2400f-2.OE 1.51px3.5" YES YES -- YES YES YES --- YES --- --- --- --- --- --- Chords MSR 2700f-2.2E 1.51px3.5" --- --- --- YES - --- --- --- MSR 2850f-2.3E 1.5"x3.5" --- --- --- YES --- --- -- MSR 2100f-1.8E 1.5"x5.5" --- --- --- --- --- YES YES -- --- MSR 2400f-2.OE 1.511x5.5'1 --- --- --- --- --- YES YES --- MSR 2850f-2.3E 1.511x5.511 --- --- --- - --- --- YES --- LAM-CHORD 2.511x3.511 - --- --- --- --- --- YES 3/8' Diameter x 3112" Long YES YES YES YES YES --- --- --- --- Pins 3/8' Diameter x 51/2" Long --- --- --- - --- YES YES YES --- '/Z' Diameter x 3'/2' Long 5/8' Diameter x 3/2" Long 5/8' Diameter x 5'/2' Long 3/4' Diameter x 31/2" Long --- YES --- --- --- YES --- --- --- YES --- --- --- YES --- --- --- YES ___ --- --- --- YES --- --- --- YES --- ---YES --- YES --- --- YES 1.000" O.D. - 19 Ga, YES YES YES YES YES YES YES YES YES 1.000" O.D. - 18 Ga, YES YES YES YES YES YES YES YES YES 1.000" O.D. - 16 Ga. YES YES YES YES YES YES YES YES --- 1.000" O.D. - 14 Ga. YES YES YES YES YES YES YES YES --- 1.125" O.D. - 16 Ga, YES YES YES YES YES YES YES YES --- Webs 1.125" O.D. - 13 Ga. YES YES YES YES YES YES YES YES (Tubing) 1.250" O.D. - 19 Ga. --- -- --- --- --- --- --- --- YES 1.250" O.D. - 18 Ga. --- -- --- --- --- --- --- YES 1.250" O.D. - 16 Ga. --- -- --- --- --- --- --- YES 1.250" O.D. - 14 Ga. --- --- --- --- --- -- YES 1.500" O.D. - 16 Ga. - -- --- --- --- --- - YES 1.500" O.D. - 14 Ga. --- --- --- --- --- --- YES 1.500" O.D. - 13 Ga. --- --- --- - --- I--- YES Webs 0.75" x 0.75" x 0.10" YES YES YES YES YES YES YES YES ... 2-An les 1.125" x 1.125" x 0.10" --- -- -- --- --- YES Bearing Angle Clip (Al) YES YES YES YES YES YES YES YES --- Clips Angle Clip A2 - --- --- --- --- --- YES For SI: 1 in. = 25.4 mm. WEB JC0101 TM Wood & steel open web trusses FIGURE 1—TRUSS COMPONENTS ESR-2504 j Most Widely Accepted and Trusted Page 4 of 7 TABLE 2—CHORD SECTION PROPERTIES' Chord Fiin Rout Areas Section Version Size Dia. Width I inches2 Modulus inches inches inches Tension Compression inches' Ver. 1 2x4 Depth = 1.5 by Width =3.5 no pin 0,375 0,625 no rout 0.219 0.375 5.25 3,69 2,73 5,25 4,92 4,69 1,31 1.21 1,09 Ver. 1 2x6 Depth = 1.5 by Width = 5.5 no pin 0.375 0.625 no rout 0.219 0.375 8,25 5,94 4,48 8.25 7,92 7,69 2,06 1.95 1,78 Ver, 2 U4 Depth = 2.5 by Width = 3.5 no pin 0,500 1 0,750 no rout 0,313 1 0,438 8,75 6,38 5.36 8,75 7.97 7.66 3,65 3,29 1 3,10 For SI: 1 in = 25.4 mm, 1 ins = 645,16 mm2, 1 in' = 16387 mm'. 'The section modulus is about the neutral axis of the chord member and is used for combined stress analysis of the chord member when chord supports uniform load between panel points. TABLE 3—ALLOWABLE CHORD UNIT STRESS IN POUNDS PER SQUARE INCH' Version Lumber Gradez Tension Compression Extreme Fiber Modulus of Parallel to Parallel to In Bending Elasticity Grain Ft Grain F. Fb E x 105 Sel. Str. DF3 115004 119554 211754.5 1,90 MSR 2100f-1.8E3 19575 11875 211005 1.80 Ver. 1 MSR 2400f-10E 11925 1,975 214005 2,00 MSR 2700f-2,2E 21150 21100 217005 2,20 MSR 2850f-2.3E 21300 21150 238505 2,30 Ver.2 LAM -CHORD 2,050 11975 2,4006 2.10 For SI: 1 psi = 6.895 kPa. 'Other allowable working stresses for solid sawn chords are provided in Tables 4A and 4G of the NDS. zLumber grades are indicated by grade stamps on the chord members. 3The Select Structural Douglas fir -Larch and MSR 2100f-1.8E chord grades are available only for 2x4 chords. 4The Ft, F, and Fb values given for 2x4 Select Structural Douglas fir -Larch chord members have already been adjusted by the Size Factor, CF. 5Fb may be increased 10 percent for flatwise use. 6Fb may be increased 10 percent for laminating factor. TABLE 4—ALLOWABLE WOOD BEARING LOADS ON PINS IN POUNDS'z,3,4 Angle of Load to Grain of Chord Version 1 Trusss Version 2 Trusss 318' Pin 5/g' Pin '!Z' Pin 3!q' Pin Parallel Per endicular 1,320 800 21540 mJF 900 2,545 1 445 3,665 11730 For SI: 1 in = 25.4 mm, 1 Ibf = 4.448 N. tParallel: Adjustments for duration of load per Section 2.3.2 of NDS are applicable, up to a maximum load duration factor, Co, of 1.60. ZPerpendicular: Adjustments for duration of load are not applicable. 3The pins are subjected to loads both parallel and perpendicular to the length of the chord. The allowable load for the resultant of these two forces acting on the pin may be determined from the Hankinson formula based on the controls in this section. 4The minimum end distance between the pin and end of the chord shall be 1.75 inches for Version 1 truss and 2.25 inches for Version 2 truss for a pin force acting away from the end of the chord and 6 inches for a pin force acting toward the end of the chord. SValues are for Douglas fir -larch (DF-L), hem -fir (HF), southern pine (SP), spruce -pine -fir (SPF), Englemann sprucellodgepole pine (ES/LP), or lodgepole pine (LP). fiValues are for hem -fir and may be increased 10 percent for Douglas fir -larch. ESR-2504 Most Widely Accepted and Trusted Page 5 of 7 TABLE 5—ALLOWABLE WEB MEMBER LOADS IN POUNDS'32 Diameter(inches) Design Wall Load Version 1 Truss Version 2 Truss - Gauge No, Thickness Condition WJSS, WJ21, WJ241 WJ27, WJ-L6 WJ28, WJ21 W, WJ24W and WJ28W Ga, color or No. inches 3/8' Pin 5/8' Pin 1/2' Pin 3/4' Pin Lobo-19 0.040 Tension 11437 1,348 11917 (Blue or None) Compression 11437@!-36.5" 11791@<31.6" 11831@<_30.2" 1.000-18 0.047 Tension 1,721 11713 21295 (Black or8) Compression 15721@<35.6" 25457@<_25.6" 21295@<27.8" 1,000-16 0,063 Tension 2,466 (Red or 6) Compression 2,748@<30.1" 1.000-14 0,082 Tension 3,226 (Green or 4) Compression 57185@<-15.7" 1.125-16 Tension 21350 (Red or 6) 0.063 Compression 37995@<-25.2" 1A25-13 0.094 Tension -------- 3,771 -------- -------- (Yellow or 3) Compression -------- 6,452@<19.5" -------- -------- 2 Angles 0100 Tension 31512 0.75"x0.75" . Compression 1,220@<<<20.0" 1.250-19 0.040 Tension 11917 21129 (Blue or None) Compression 11917@<44.2" 2,487@<3521 1.250-18 0.047 Tension 21295 21431 (Black or 8) Compression 23295@<43.2" 21478@<40.7" 1.250-16 0.063 Tension 31206 31471 (Red or 6) Compression 31206@<40.9" 41719@<-25.4" 1,250-14 0 082 Tension 41786 (Green or 4) Compression 6,208@-<23.5" 1.500-16 0,063 Tension 43479 (Red or 6) Compression 41480@<43.5" 1.500-14 0.082 Tension 51830 (Green or 4) Compression 65195@<_39.5" 1.500-13 0,094 Tension 6,683 (Yellow or 3) Compression 71742@<34.4" 2 Angles Fo allowable loads are axial loads only. zFor compression members with pin -to -pin lengths greater than shown, the allowable axial load must be reduced for slenderness effects (KL/r) by calculation in accordance with Section E of the AISI S100-16 [Section C4 of the AISI S100-121, using a specified minimum yield strength, Fy, of 46 ksi. ESR-2504 Most Widely Accepted and Trusted Page 6 of 7 TABLE 6-ALLOWABLE REACTIONS (Ibf)'12s,4s For Top Chord Bearings Dist. SS DF-L or MSR 2100f-1.8E MSR 2400f-2.0E MSR 2850f-2.3E b EDist, a in. Dist. a in. Dist. a in. Version (In.) 2,50" 3.00" 3.571+ 2,50" 3.00" 3.5"+ 2.50" 3,00" 3.5"+ 1 Truss 0,50" 21500 21700 21700 21700 27700 27900 3,013 31082 31243 2x4 0,75" 21100 21100 2,600 27200 27500 21900 27463 21708 31042 1,00" 11800 11800 11900 21000 21000 2,000 27362 21362 21386 1,25" 11600 11700 11700 1,900 11900 11900 2,112 21112 2,112 Dist, MSR 2100f-1.8E MSR 2400f-2.OE MSR 2850f-2.3E b Dist, a in. Dist. a in. Dist. a in. Version (In.) 2.50" 3.0W 3.513+ 2,50" 3.00" 3.511+ 2.50" 3.00" 3.513+ 1 Truss 2x6 0.50" 0,75" 1.00" 1.25" 21500 2,100 11800 11600 21700 21100 1,800 17700 27700 2,600 11900 11700 31002 21827 21132 11992 31212 21827 21393 11992 33212 33143 2,393 1,992 39969 31086 21800 21652 31969 31186 2,948 21758 4,171 31186 3,048 27758 Dist. LAM -CHORD Version b (In.) Dist. a (in.) 2 3,50" 4.25" 5.0"+ Truss 3x4 0,75" 3,180 31615 4,280 1.00" 37070 35215 3,810 1,25" 27670 3,050 3,215 1,50" 27450 27655 2,900 For Si: 1 in = 25.4 mm, 1 Ibf = 4.448 N For Bottom Chord Bearings If bearing pin is off support wood (has eccentricity), use values for Top Chord Bearing above. If bearing pin is on support wood (no eccentricity), use values from Footnote 3 below. 'Distance a: The distance from the centerline of the pin in the bearing assembly to the end of the chord. ZDistance b: The distance from the centerline of the pin in the bearing assembly to the nearest edge of the bearing surface. 3The reaction, R, resulting from applied loads, must not exceed the values from above table; the bearing capacities of the supporting wood member, Rs, and chord material, Rc, are determined, respectively, by using the following equations: Rs = Fo-perp x Abeadng x Cb (Ibf) Rc = Fc-perp x Abearing (Ibf) Where: B = Bearing length (in) = Distance from inside face of bearing support to end of chord. W = Width of chord (in) = 3'/: inches for 2x4 and 3x4 chord or 5'/2 inches for 2x6 chord. Fc-perp= Reference compressive design value perpendicular to grain in NDS for either supporting wood species or chord material species (psi). Fc-,e,p must not be increased by a duration of load factor, Cc. Abeanng = Bearing area (inz) = BxW. Cb = Bearing area factor in accordance with Section 3.10.4 of NDS. 4Rs is not applicable when the supporting member is not a wood member. SThe maximum allowable reactions tabulated may not be increased for duration of loading (CD). ESR-2504 ( Most Widely Accepted and Trusted Page 7 of 7 NIJ I M: red line is applied to the bottom fate of the chord at the maximum distance the bearing pin can be vff the bearing surface f:;,' to 1» determined by reaetion1J This red line must nat be visible vlhen trusses are installed. '?-1Cd PJails Thr;�ugh Pre —Grilled Holes. hoax: b per Note Pin Tc�F,a 1-ink h1QTE: lino is applied to thre bvttvrr1 face of the chord at the maximum distance the bearing pin can be cff the bearing surface (44" to 1)� determined by reaction). This red line must not be visible when trusses are installed. For SI: 1 in = 25.4 mm. learin 5F," Erg. VERSION 1 TRUSS :1» f angles max! n I I I I i 2—'?Cd .Nails Through haax. b pPr Note Pin 6ottr�rn �Parirlt� Eiegril �lrins� fJ�tt�,m Ec��rirl� VERSION 2 TRUSS FIGURE 2-13EARING DETAILS FOR TRUSSES 1 Structural Calculations Thrive Community Fitness Addition Anacortes, WA June 9, 2020 Pa e s Contents 2 Reference Codes & Standards 3-7 Structural Analysis 9TUVII/InP ,pr AN 112020 a �JFi"•i�A�O�� The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings 01 through 02 have been signed and sealed by the engineer of record and represents a required element of the building specifications. No other changes or modifications are required. Notes, Disclaimers: • Bradley Engineering, Inc. takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 2 REFERENCE CODES & STANDARDS OVS e~G1til� International Building Code, IBC 2015 �It eR,tic Washington State Building Code, SBC 2015 National Design Specification for Wood Construction, NDS 2015 Building Code Requirements for Structural Concrete, ACI 318-14 Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 Steel Construction Manual, 15th Edition, AISC 2015 North American Standard for Cold -Formed Steel Structural Framing, AISI 2015 Ed. TABLE I: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category Risk Category Wind Exposure Category D1 IBC 1613 II IBC Table 1604.5 D IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design Wind Load 16.93 psf ASCE 7-10 28.6-1 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 12 psf Decks & Balconies 60 psf 10 psf Ground Snow Load 25 psf - Roof Snow Load 25 psf - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf TABLE 3: DEFLECTION LIMITS Structural Member Live Snow Live + Dead Roof (plaster ceiling) L/360 L/360 L/240 Roof (non -plaster ceiling) L/240 L/240 L/180 Roof (not supporting ceiling) L/180 L/180 L/120 Floor Members L/360 - L/240 Horizontal Deflection (any case) - - L/200 Farm Buildings &Greenhouses - - L/180 Long Spans (>20 feet) - - L/480 Sliding Glass Doors - - L/600 Note: The above minimum deflection limits are based on the 2015 IBC Table 1604.3. Higher deflection values may be used at the engineer's discretion to improve performance 3 Lateral Analysis Address: 1609 R AVENUE Wind Analysis -Calculation of Wind Loads Inputs Wind Speed, V 110 mph Height, H 15 feet Roof Angle 1.2 degrees Exposure Category D Horizontal Pressure Zone A ASD Load Comb. Factor, PASD 0.6 Topographic Factor, Kzt 1 Risk Category II Risk Category: Date: 6/9/2020 S/W User: L. SCHWEIGERT Low risk to human life in event of failure II Most small residential structures III Substantial risk to human life in event of failure IV Crucial to human life Horizontal Pressure Zone: A End zone of wall B End zone of roof C Interior zone of wall D Interior zone of roof Exposure Category: Reference ASCE 7-10, Simplified Directional Procedure (Ch 26) B Areas closely surrounded by obstructions C Open terrain and scattered obstructions D Flat unobstructed areas or close to large body of water Calculate A (ASCE 7-10 Figure 27.3.1) Height (ft) Exposure B Exposure C Exposure D 0 1.00 1.21 1.47 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 1.05 1.45 1.70 1.09 1.49 1.74 F 1.12 1.53 1.78 1.16 1.56 1.81 1.19 1.59 1.84 60 1.22 1.62 1.87 Calculate simplified design wind pressure PDesign = � * Kzt * P53oA = 28.22 psf obi Calculate Ps30 (ASCE 7-10 Figure 28.6-1, V = 110 mph) Roof Angle Zone A Zone B Zone C Zone D 0 19.2 -10 12.7 -5.9 5 19.2 -10 12.7 -5.9 10 21.6 -9 14.4 -5.2 15 24.1 -8 16 -4.6 20 26.6 -7 17.7 -3.9 25 24.1 3.9 17.4 4.0 30 21.6 14.8 17.2 11.8 60 21.6 14.8 17.2 11.8 Ps30A = 19.20 psf Use ASD Load Combination 7 Apply ASD Load Combination Factor PASD = 0.6 P= PASD *PDesign = 16.93 psf Design wind pressure shall not be less than 16 psf. (2015 IBC 1609.6.3) P = 16.93 psf IBC SECTION 1613 SEISMIC/EARTHQUAKE LOADS 1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. Exceptions: 1. Detached one- and two-family dwellings, assigned to Seismic Design Category A, B or C, or located where the mapped short -period spectral response acceleration, SS, is less than 0.4 g. 2. The seismic force -resisting system of wood -frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. 3. Agricultural storage structures intended only for incidental human occupancy. 4. Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors. Generally speaking, the lateral structural engineering for residential homes in Washington State is governed by wind rather than seismic. In other words the lateral wind loads exceed the lateral loads generated by seismic forces. Therefore the wind loads are used in the specific lateral analysis in lieu of the seismic loads. This is largely due to the fact that conventionally framed wood structures are relatively light and generate relatively small seismic loads compared to the wind loads. In rare instances when the geometry of the building is such that the aspect ratio (longitudinal length divided by lateral length) exceeds 2.5 then a seismic analysis is warranted. The other exceptions are when the roof or walls are constructed of concrete or other heavy materials or the ground snow load exceed 30 psf . Seismic analysis not required if the following conditions are true: 1) Conventionally framed wood walls and roof? 2) Aspect Ratio < 2.5? Longitudinal wall distance Lateral wall distance Aspect ratio = 3) Ground Snow Load is < 30 psf 49.5 ft Therefore, specific seismic analysis is NOT required. See attached wind analysis for lateral analysis. Yes ' Yes � 5 Wind Analysis - Calculation of Shear Wall Loads Wall Location: North Elevation, Addition Description: Wind Blast From East Tributary Projected Area (ft) Calculations Height Width 13 ft 24.5 ft Height 2 (opt.) Width 2 (opt.) 0 0 Area, A 319 ft Resisting Shear Wall (ft) P = 16.93 psf Wind Pressure from Wind Analysis page 1 'wind = P*A = 5394 lb Calculate total wind force acting on wall FP = LP *300p1f= 0 lb Load resisted by prescriptive/interior walls 's = Fwind - FP = 5394 lb Load resisted by shear walls PLFShear = Fs/Ls 216 plf Shear Wall Load (pounds per length foot) Shear Wall Case 1 Case 1: Conventional O.K. PLF< 300 Case 2: SW4 & HDU2's 300 <PLF < 685 Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 Case 4: SW5 & HDU8's 980 < PLF < 1400 Case 5: Other sheathing methods required 1400 < PLF < 2435 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Summary: North Elevation, Addition walls are Case 1, adequately braced by conventional sheathing. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Wall location: East Elevation, Addition Description: Wind Blast From South Tributary Projected Area (ft) Calculations Height 13 ft Resisting Shear Wall (fi Shear Wall, Lx 49 ft 0 0 0 0 0 0 0 Ls = E Lx 49 ft Pres. Wall, Lp 0 P = 16.93 psf Wind Pressure from Wind Analysis page 1 'wind = P*A = 2752 lb Calculate total wind force acting on wall FP = LP *300p1f= 0 lb Load resisted by prescriptive/interior walls 'S = Fwind -FP = 2752 lb Load resisted by shear walls PLFShear = Fs/Ls 56 plf Shear Wall Load (pounds per length foot) Shear Wall Case 1 Case 1: Conventional O.K. PLF< 300 Case 2: SW4 & HDU2's 300 <PLF < 685 Case 3: SW5 or SW8 & HDU2's 685 <PLF < 980 Case 4: SW5 & HDU8's 980 < PLF < 1400 Case 5: Other sheathing methods required 1400 < PLF < 2435 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Summary: East Elevation, Addition walls are Case 1, adequately braced by conventional sheathing. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. 0 Wind Analysis - Calculation of Shear Wall Loads (continued) Wall Location: Remaining Walls Summary: Remaining walls are adequately braced by conventional sheathing (not necessarily prescriptive") by inspection. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional iFORTE CM MEMBER REPORT PASSE n Drawing is Conceptual Wall Height: 15' Level, Wall: Stud 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 @ 16" OC Member Height: 147 1/2" Spacing: 16.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 32 50 Passed (64%) - Compression (Ibs) 665 3614 Passed (18%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 665 4177 Passed (16%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 125 - 1,60 1.0 D + 0.6 W Lateral Shear (Ibs) 117 1584 Passed (7%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs) 458 @ mid -span 1 1342 1 Passed (34%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.38 @ mid -span 0.98 Passed (L/456) 1.0 D + 0.6 W Bending/Compression 0.38 1 Passed (38%) 1.60 1.0 D + 0.6 W • Lateral deflection criteria: Wind (L/180) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 15% increase in the moment capacity has been added to account for repetitive member usage. SUppOrts Type. Material Top Dbl 2X Douglas Fir -Larch Base 2X Hem Fir Max Unbraced Length Comments 1' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d x 2.5" Box (Toe) 2 N/A Base Nails 8d x 2.5" Box (Toe) 2 N/A System :Wall Member Type : Stud Building Code : IBC 2015 Design Methodology : ASO • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Point (lb) N/A 250 332 415 Default Load Wind Lateral Load Location Spacing (1.60) Comments 1- Uniform (PSF) Full Length 16.00" 21.4 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (110), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Notes Weyerhaeuser warrantr 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 evaluation 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 ForteWEB Software Operator ForteWEB Software Operator ]ob Notes Luke Schweigert Bradley Engineering Inc. 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Ba a�a °� as �; £a e�g $ a�$8o a=�f� � =� so M a �. �fl ��. g°" a8 R '8� �$ 8a a3 § 3 R " � = i;; n ZR �"a � aT =a- ��o. s=s i s �� a� Qy m �g s � o a S �� m t g_s �� ma' 8 �R �- g4 Ce. a 4 W 6'R°5 _m s � x. &�a sve o»0 3 5� ag .s� ;II � e � a �£ �a s � � Rsa s�,$-� ��a s �0 g� �8 a� � � k� $-� g.a a' »� fig.; Poa -$ a - a+� 5 ¢'' F n a x m Ia yam a �m �. 3 � d- $ e'R a � m s 8 � � � �s s a a r " �a � g a a ��?O�3oc6, 9 �e om$ap24�A 24mz O i�a 3'.�tl a$3amt�8 a- _ a g � Na��£"ai�<$minZ '��:F P£'a2 �: 8�fn isa;���s�g�a s° R P � � - adE z 0 C F4n3�q `� ��� g � C x a 5 "s m� x g�� 3� 5 G z m d-�s f�`a�?=cm�� n 'w � � 5p ���'��fl 3 � �. a�3£f ° R cg g� �s€a' � N O N GENERAL STRUCTURAL REQUIREMENTS THRIVE HELTH CLUB 1609 R AVENUE BRADLEY ENGINEERING YMM1N.BRADLEYENGINEERINGINC COM DAVID BRADLEY, P.E. 871 YEW STREET it BEWNGHAM, WA 88729 (36g)7525795 DAVID�BRADLEYENGINEERINGINC CGM ANACORTES, WA FOR QUESTIONS BCHANGES PERTAINING TO THIS PROJECT, CALL LUKE AT (3fi01570.9574 OR EMAIL luke�bmdleyengir�eennync mm �V ��@ ENGINEERED BY OEI.P eRti LSCHWEIGER! Q CHECKED BV D. BRADLEY APPROVED BY D. BRADLEY �� a �� SCALE SR AS NOTED D VERSION DATE REVISIONS 1 Sl82gID ORIGINAL PLANS W Z \W Q -_ . A CC�SS _ -- . ��_ -- •-- I � TQ_�ORM ImFIRE HYDRANT I I I� I �� Imo, N I� •v .a IN� DOWN IM {TYPI :� IN I� "d � I� R�A� � i • �� _ GRASS � '� -_ .� SWALE REMOVE HVAC GRAVEL SWALE GRASS _;,_ __ -REMOVE k RELOCATE LIGHT POLE REWORK EXI DUCT WORK REMOVE HVAC REWORK EX DUCT WORK EXISTING BUILDING ASPHALT 68 69 7D 71 REMOVE CONCRETE SLAB ASPHALT 67 43 66 44 65 45 64 46 63 47 62 48 61 49 60 5D 59 52 58 53 57 54 56 55 :y7 41 40 39 38 37 ASPHALT �I 34 NI`� 33 32 31 1� • 2828 27 �� �� �� i1 2 3 4 5 6 7 8 9 10 i1 12 13 14 15 16 17 GRASS — S 89 d 59' 48" E vv 194.Od �������ir�� ,� �,�; � � JUN 1 1 2020 L� �,�� lei= �19VF�C;OFi ��� 0 10 20 30 40 50 SCALE EXISTING PERCENT ❑F L❑T C❑VERED LOT AREA 48912 SQ. FT. BUILDING & COVERED P�RGH 11467 SQ. FT. PERCENT OF CUVERAGE 23.4 EXISTING IMPERVI❑US AREA BUILDING & COVERED PORCH f1467 S0, FT. DRIVEWAY, PARKING AREA, AC CONCRETE PADS 21355 SQ. FT. 70TAL 32822 SO. FT. PERCENT ❑F EXISTING IMPERVIOUS 67.1% 0 25 ( 26 18 � 19 � 20 � 21 � 22 � 23 � 24 DRAWING INDEX i. EXISTING SITE PLAN 2, NEW SITE PLAN 3, EXISTING & NEW ELEVATI❑NS 4, EXISTING & NEW FL❑❑R PLAN 5, E❑UNDATI❑N PLAN 6, R❑❑E PLAN 7, SECTI❑NAL DETAILS 1 1 of 7 SCALES 1"=30'-0" ❑N 11" x 17" PAPER EXISTING SITE PLAN THRIV E HEALTH CLUB ADDRESS. 1606 R AVENUE PARCELI P 118625 XrefiD� 350P19-0-040-0100 TIRO\./N RYA RRII('� RIlCT�TI nnr�, nc in�ion W \Z Q C __ •_-- ��� �S `9` _ _ __ __ 2i `' moo' � GRASS • 20' SET BACK � "- --_ " 8MP C235 smpw wprnE FIRE HY�RAN� rrr,�;r:�� READ �_ �� ''� �. , ��. GRASS �' �. "CIO -U� "V� � "Cl� �"Cl� _ � "V� "tl� -Cl� "CJ� "Cl� SWALE �� �� uR SWALE �EL�ATED -�- --�, � � LIGHT Ex1571NG WNDOWS z, s wuL ./ z arms � 5/8" GYP. BD. INSIDE 2 HWR FlRE Well EXERCISE ROOM 49'-6" x 25' Ealsnec �wNDows 1237.5 S4. FT. FlREO jp � RACK NEW 3'-0' I�1 66 II 69 ASPHALT 71 scuBBER g oDwHmour (3 REOU'D,) %PE TO E%GS11NC SWpIE -s^ CURB ASPHALT 67 43 66 44 65 45 64 46 63 47 62 48 61 49 60 50 59 52 58 53 57 54 56 55 42 41 Kiy v7� 35 �SPHAL�T �I 34 �� '�' �� � ii 2 3 4 5 6 7 8 9 10 11 12 13 j 14 15 16 it 20' SET BACK — — — — — — — — S 89d 59' 48" E — e vv 194.00 �J t3�7 31 30 2s f� 27 25 I 26 0 � �� ;�{ 11 2020 I � t �I (+ �MTY 17i- Af�iF��OFZ�'!'I�� 0 10 20 30 40 50 SCALE EXISTING PERCENT ❑E L❑T C❑VERED LOT AREA 48912 SQ. FT. BUILDING & COVERED PIIRCH 11467 SQ, FT. PERCENT ❑F CCVERAGE 23,4 NEW PERCENT ❑F L❑T C❑VERED LOT AREA 48912 SQ, FT. BUILDING & CGVERED PORCH 11467 SQ. FT, ADDITION 1237,5 SQ. FT. TOTAL 12704.5 SQ. FT. PERCENT OF COVERAGE 26 N❑TES+ 1. EXISTING & NEW IMPERVIOUS AREAS ARE THE SAME 2. N❑ NEED FOR BMP C105 STABILZED CONSTRUCTION ENTRANCE ENTRANCE IS ON EXISTING APHALT 3. CONCRETE AND DIRT TO BE HAULED AWAY NO NEED FOR BMP C154 CONCRETE WASHOUT AREA NO NEED FOR BMP C123 DIRT WILL BE HAULED AWAY 4. DOWNSPOUTS & FOUNDATION DRAIN PIPING TO BE PIPED TO EXISTING SWALE 5, N❑ NEED FOR BMP C120, BMP C123, BMP C124, & BMP C203 BECAUSE SURROUNDING AREA IS ASPHALT. DRAWING INDEX. FIRE HYDRANT 18 I 19 I 20 I 21 1 22 I 23 I 24 1, EXISTING SITE PLAN 2. NEW SITE PLAN 3, EXISTING & NEW ELEVATI❑NS 4. EXISTING & NEW FL❑❑R PLAN 5, E❑UNDATI❑N PLAN 6, R❑❑F PLAN 7. SECTI❑NAL DETAILS 2 zof7 SCALE: i'=30'-0' ❑N 11" x 17' PAPER NEW SITE PLAN THRIVE HEALTH CLUB ADDRESS) 1606 R AVENUE PARCELI P 118625 XrefiD� 350819-0-040-0100 T1R�\./t\I RYA RRI i('F' RI ICTdTt nnTE-. nc ins inn EXISTING S❑UTH ELEVATI❑N HVAC NEW S❑UTH ELEVATI❑N 0 . 0 �� � �� � ,. 0■ . ❑■ ■� uc�r ���• NEW EXERCISE R❑❑M RELOCATED LIGHT C� NEW 3'-0' ODOR NEW EAST ELEVATI❑N REMOVE HVAC REMOVE h ;,1UNI 11 2020 % f �� � �-:��r ��= ��r���oRT�� EXISTING N❑RTH ELEVATI❑N NEW N❑RTH ELEVATI❑N 3 3of 7 SCALES 1`=30'-0' ON 11" x 17` PAPER EXISTING & NEW S❑UTH, EAST & N❑RTH ELEVATIONS THRIVE HEALTH CLUB ADDRESS; 1606 R AVENUE PARCEL. P 118625 Xref iD: 350219-0-040-0100 TiR�\./N RYA RRI If � Rl ICT�TI rinTr. n� inc inn ExI;nNG Mt3Cl INSl4ATED CvkRUGA7E0 -'-' GAS METER 3" METAL Z GIR' METAL ?ANELa GA$ METER 5'-a• CUCTLESS 2 HR. FlRE 'MALL _ _ _ O O HEanr,s uN1T �/y,. GYP. aD. �5I I i HYA� EX,IS➢H --III I DUCT °° ETAL �tT � x//��''''... 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