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HomeMy WebLinkAboutPermit File BLD-2020-0357 1609 R Avenue (2) Y. o` Cityof Anacortes ._,- Invoice/Permit #. BLD-2020-0357 904 6th Street r Applied date: 06/22/2020 } 3. P.O.Box 547 Issue date: 07/16/2020 < 'r Anacortes, WA 98221-0547 -r. I ���, Expire date: 01/14/2022 (360) 293-1901 Job Address: 1609 RAVE 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: IAN CLARK CONSTRUCTION LLC Address: 1609 RAVE Address: 2517 W 2ND ST ANACORTES WA 98221-2276 ANACORTES WA 98221-1338 Phone: (206) 465-1528 Phone: (360) 420-1759 License #: General Information: Fees: Building Valuation 150000 Building Permit Fee 1 ,273.75 Occupancy Group a Plan Review Fee 827.94 New or Replaced Hard Surface 1237 Mechanical Permit Fees 52.90 # of Heat Pumps <= 3 Hp 2 State Building Code Fee Comm 25.00 Stormwater Review 98.96 Total Calculated: 2,278.55 Deposits/Receipts: 2,278.55 Total Due: 0.00 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 granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize 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 examined thii,s application and know the same to be true and correct. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSbED-BY 62-0 — () 9'S7 Y G PLANNING, COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT LAW COMMERCIAL & MULTI-FAMILY BUILDING PERMIT APPLICATION g �, Mailing Address: P.O. Box 547, Anacortes, WA 98221 ��4w 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#): PA CEL(S)#: ! ,©9 4 j t1E3c:=,2S Subdivision/Lot#: PROJECT V�ALU�ATION: $ APPLICANT: Phone: N -41\1 ►--k co0-1-r-A ;Z.cx= S Z 8 Address(Street, i , Stat Zip): Email Address: 1 (c,09 6v .cfl PROPERTY OWNERrTh Phone: Address(Street,City, State,Zip): Email Address: CONTACT PERSON4, Phone: Address(Street,City, State,Zip): Email Address: LENDING AGENCY: Phone: • Address(Street,City,State,Zip): Email Address: CONTRACTOR:* Phone: Address(Street,City,State,Zip): Email Address *All Contractors&subcontractors must have a valid City of Anacortes Professional License# Exp.Date: business license prior to doing work in the City. Contact the City's Business License#: Exp.Date: Finance Department at(360)299-1968. PROPOSED WORK: A-njo Aka>p "Tz? PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Pt Floor SQ': 7 2°d Floor SQ': 3rd Floor SQ': 4th Floor SQ': Garage SQ': Other SQ': Retaining Wall: Yes ❑ No ❑ Fire Sprinkler: Yes ❑ No 0 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. Print Name: 24� Ca Owner Agent ❑ (specify): Signature: Date: — 2'2-0 Page 1 of 5 L - I IMPERVIOUS SURFACE AREA: Existing Impervious SQ': 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 vegetation to pasture SQ': MECHANICAL: Equipment Type: 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): — TOTAL MECHANICAL OUTLETS: PLUMBING FIXTURES: Fixture Type(new and relocated): 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: Tank-less? Yes D 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 0PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT ` ' COMMERCIAL & MULTI-FAMILY BUILDING PERMIT CHECKLIST Mailing Address: P.O. Box 547, Anacortes, WA 98221 '':yeti Office Location: 9046rh Street, Anacortes WA 98821 Phone: (360) 293-1901 PRE-APPLICATION MEETING? '0. YES `11 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: 4z z - o SUBMITTAL REQUIREMENTS: �" �, fD The number indicates the number of 5 tr .1 5 -s copies for submittal(if applicable). �. g c R. (1) 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 1" X 17") 2 2 2 0 2 V Reduced Floor Plan (11" 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 1 1 0 1 Plan Review Deposit ✓ ✓ ✓ ✓ ✓ Digital Copy of Plans on Flash/CD (due at permit issuance) ✓ if if if 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 corky.culver@gmail.com Cell: 206-465-1528 1 Addition to existing building t JUN 11 2020 Thrive Community Fitness LLC 1609 R. Ave CITY OF ANACORTES Anacortes WA 98221 Contact: Corky Culver 206-465-1528 Included are the following paper documents: • Existing site plan • New Site plan • Elevations • AC location • Foundation o Roof plan • Sectional model o Roof Trusses 1 o Roof Truss engineering • Structural Drawings • Structural Calcs Also included: • Electronic copies on Thumb drive WEWSokiyons CH\v1 ENGINEERED WOOD SOLUTIONS,INC. JUN 1 1 2020 II'I Tom Kovich -iTY OF ANACORTEc Phone:425.686.0113---Fax:425.642.8261 Tom@EWSolutions.net TO:CORKY CULVER 206-465-1528 DATE:02/04/20 EWS BID#:TK 4872 PROJECT:THRIVE HEALTH CLUB ADDITION PROJECT LOCATION: 1606 R AVENUE,ANACORTES,WA 1C®IAI a.o.....eo.o......o...o.......................00....o.....o...o...........<....o.o........>..57,460.00 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 DELIVERY: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 EsICC EVALUATION SERVICE MostWCdelyAccepted and Trusted ICC-ES Evaluation Report • D • ESR-2504 11_1! 'RJI, 1 1 2020 Reissued May 2019 Revised October 2019 ATV O A Nf ` h(s.report is subject to renewal May 2020. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council° DIVISION:06 00 00—WOOD, PLASTICS AND The attributes of the wood trusses have been verified as COMPOSITES conforming to the provisions of (i) CALGreen Sections Section: 06 17 00—Shop-Fabricated Structural Wood 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 REPORT HOLDER: resource-efficient materials; and (iii) ICC 700-2012 Section 608.1(2), 11.608.1(2) and 12.1(A).608.1 for resource- SWEET'S JOISTS,INC. efficient materials. Note that decisions on compliance for those areas rest with the user of this report. The user is ADDITIONAL LISTEE: advised of the project-specific provisions that may be contingent upon meeting specific conditions, and the WEB JOIST NORTHWEST CORP. verification of those conditions is outside the scope of this report. These codes or standards often provide EVALUATION SUBJECT: supplemental information as guidance. WEB JOISTT"" TRUSSES 3.1.1 Version 1 Truss: Eight Version 1 trusses are recognized: WJSS, WJ21, WJ24, WJ27, WJ28 WJ21W, 1.0 EVALUATION SCOPE WJ24W and WJ28W. The chords are 11/2-by-31/2-inch (38 by 89 mm) or 11/2-by-51/2-inch (38 by 140 mm) 1.1 Compliance with the following codes: solid-sawn lumber.The webs are either steel tubing or steel ■ 2018,2015,and 2012 International Building Code®(IBC) angles. ■ 2018, 2015, and 2012 International Residential Code® 3.1.2 Version 2 Truss:One Version 2 truss is recognized: (IRC) WJ-L6. The chords are 21/2-by-31/2-inch (63.5 by 89 mm) LAM-CHORD. The webs are either steel tubing or steel Properties evaluated: angles. • Structural 3.2 Materials: • Fire resistance 3.2.1 Chords: Chords consist of either solid-sawn lumber 1.2 Evaluation to the following green code(s) and/or or LAM-CHORD.The chords have glued finger joints,which standards: are manufactured and tested daily in accordance with the • 2016 California Green BuildingStandards Code manufacturer's quality control manual, to form continuous chord members. Chords have routs in the wide face to (CALGreen),Title 24, Part 11 accept web members, and the routs comply with tolerance • 2015, and 2012 ICC 700 National Green Building limits specified in the manufacturer's quality control manual. StandardTM (ICC 700-2015, ICC 700-2012 and ICC 3.2.1.1 Solid-sawn Lumber: Lumber grade is either 700-2008) machine-stress-rated (MSR)or Select Structural.The MSR Attributes verified: lumber species is either Douglas fir—larch, hem-fir, spruce- ■ See Section 3.1 pine-fir, Englemann spruce—lodgepole pine, or lodgepole pine.Lumber grades comply with the grading rules specified 2.0 USES in Tables 4A and 4C of the American Wood Council (AWC) The Web Joist trusses described in this report are used as National Design Specification (NDS) Supplement and the structural framing members in floor and roof assemblies: manufacturer's quality control manual.The wood species of the Select Structural lumber is Douglas fir—larch. 3.0 DESCRIPTION 3.2.1.2 LAM-CHORD: LAM-CHORD is a manufactured 3.1 General: laminated lumber complying with ANSI A 190.1, and each The Web Joist trusses are Warren-style, pin-connected piece of ripped LAM-CHORD material conforms with visual trusses that have either parallel, tapered, or pitched-chord grading rules specified in the manufacturer's quality control members. The trusses have wood chords, steel webs, and manual. Lumber species is either Douglas fir or hem-fir. steel pin web-to-chord connectors. There are two versions 3.2.2 Webs: The steel tubing truss webs are formed from of the trusses: Version 1 Truss and Version 2 Truss. See welded,galvanized,round steel tubing conforming to ASTM Table 1 and Figure 1 for a description of truss components. A500,Grade C,with minimum yield and tensile strengths as ICC-ES Evaluation Reports'are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as t CANS! to any finding or other matter in this report,or as to any product covered by the report. �a, 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 4.3 One-hour Fire-resistance-rated Roof and Floor- tubing is galvanized with a minimum G60 galvanization ceiling Assemblies: coating weight in accordance with ASTM A787. The steel Web Joist trusses used in one-hour fire-resistance-rated angle truss webs are cold-formed from galvanized steel coil roof and floor-ceiling assemblies must be installed in conforming to ASTM A653 SS Grade 33, with a minimum accordance with Section 4.2.2.4 of ESR-1338, or 2018, G60 galvanization coating weight and minimum yield and 2015 and 2012 IBC Table 721.1(3)Item No.21-1.1. tensile strengths as specified in the manufacturer's quality control manual. 5.0 CONDITIONS OF USE 3.2.3 Pin Connectors:The pins are 31/2-or 51/2-inch-long The Web Joist trusses described in this report comply with, (89 mm or 140 mm), solid steel pins, having either or are suitable alternatives to what is specified in, those 3/8- 1/2- 5/8- or 3/4-inch (9.5, 12.7, 15.9 or 19.1 mm) codes listed in Section 1.0 of this report, subject to the diameters.The 3/8-and '/2-inch-diameter(9.5 and 12.7 mm) following conditions: pins are ASTM A449 steel with heat treatment; the 5/8-and 5.1 Installation complies with this report, the 3/4-inch-diameter(15.9 and 19.1 mm)pins are ASTM A307 manufacturer's published installation instructions and steel. the applicable code. In the event of conflicts between 3.2.4 Bearing Clips: Steel bearing clips are No. 13 gage the manufacturer's published installation instructions [0.089-inch-thick (2.3 mm)], cold-formed ASTM A1011, SS and this report,this report governs. designation, Grade 40; or ASTM A653, SS designation, 5.2 Structural design information for the use of the trusses Grade 40. must be indicated on the construction documents 4.0 DESIGN AND INSTALLATION submitted with the permit application.The construction documents and the design configurations must be 4.1 Installation: consistent with this report, and must be prepared by a Installation of the Web Joist trusses described in this report registered design professional where required by the must comply with the applicable code requirements, this statutes of the jurisdiction in which the project is to be report and the manufacturer's published installation constructed. instructions. The manufacturer's published installation 5.3 Cutting of the chords of the trusses is not permitted. instructions must be available at the jobsite at all times 5.4 Evaluation of the trusses is limited to interior dry-use during installation. conditions. Dry conditions of use are those conditions 4.2 Design: of use represented by moisture content that is less than 4.2.1 General: The trusses must be designed using 19 percent in the sawn lumber truss chords. accepted truss design principles and this report. 5.5 The trusses are manufactured by Web Joist Northwest 4.2.2 Chord Members: Table 2 provides section Corp. in Chehalis,Washington, under a quality-control properties and Table 3 provides allowable unit stresses for program with inspections by ICC-ES and PFS the truss chord members. Corporation (AA-652). 4.2.3 Web Members: Table 5 provides allowable tension 6.0 EVIDENCE SUBMITTED and compression loads for truss web members. Data in accordance with the ICC-ES Acceptance Criteria for 4.2.4 Pin Connectors: Table 4 provides allowable loads Pin-connected Open-web Trusses with Wood Chords and for pin connectors bearing on wood. The allowable load for Tubular or Angular Steel Webs(AC306), dated April 2019. the resultant of parallel and perpendicular pin loading on the 7.0 IDENTIFICATION chord member must be determined using Equation 12.3-11 7.1 Each Web Joist truss bears a stamped identification in Section 12.3.4 of the 2018 and 2015 NDS(Equation 11.3- label with the product name (Web Joist Truss), 11 in Section 11.3.4 of the 2012 NDS). manufacturer's name (Web Joist Northwest Corp.), 4.2.5 Bearing Assembly: Table 6 provides allowable manufacturer's city and state, the evaluation report reactions at supports with bearing clips.See Figure 2. number (ESR-2504), and the name of the inspection agency (PFS Corporation). In addition, the chords of 4.2.6 Duration of Load: Allowable unit stress of chord the trusses are labeled with the applicable lumber members may be adjusted for duration of load in grade stamp. accordance with Section 2.3.2 of the NDS. Allowable parallel-to-grain wood bearing loads on pins (Table 4) may 7.2 The report holder's contact information is the following: be adjusted for duration of load in accordance with Section SWEETS JOISTS, INC. 2.3.2 of the NDS,up to a maximum load duration factor,CD, 118 BOROVEC ROAD of 1.60.No other design values for the web joist trusses are CHEHALIS,WASHINGTON 98532-8714 to be increased for duration of load. (360)748-1173 4.2.7 Repetitive Member Use: When trusses comply with www.webioist.com code-defined repetitive member use according to Section Bruce(&webloist.com 4.3.9 of the NDS,the allowable parallel-to-grain tension and 7.3 The Additional Listee's contact information is the compression stresses noted in Table 3 may be increased 7 following: percent for MSR and LAM-CHORD lumber chords. WEB JOIST NORTHWEST CORP. 4.2.8 Deflection: Deflection of a uniformly loaded truss is 118 BOROVEC ROAD approximated with the classic, uniformly loaded, simple- CHEHALIS,WASHINGTON 98532 span beam-deflection formula. The moment of inertia of the (360)748-1173 truss consists of only the top and bottom chord members, without considering reduced areas from pins or routs. 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 Version Component 1 Truss 2 Truss WJSS WJ21 WJ24 WJ27 WJ28 WJ21W WJ24W WJ28W WJ-L6 Sel.Str. DF 1.5"x3.5" YES --- --- --- --- --- --- --- --- MSR 2100f-1.8E 1.5"x3.5" YES YES YES --- --- --- --- --- --- MSR 2400f-2.0E 1.5"x3.5" --- --- YES YES YES --- --- --- --- Chords MSR 2700f-2.2E 1.5"x3.5" --- --- --- YES --- --- --- --- --- MSR 2850f-2.3E 1.5"x3.5" --- --- --- --- YES --- --- --- --- MSR 2100f-1.8E 1.5"x5.5" --- --- --- --- --- YES YES --- --- MSR 2400f-2.0E 1.5"x5.5" --- --- --- --- --- --- YES YES --- MSR 2850f-2.3E 1.5"x5.5" --- --- --- --- --- --- --- YES --- LAM-CHORD 2.5"x3.5" --- --- --- --- --- --- --- --- YES 3/8"Diameter x 31/2'Long YES YES YES YES YES --- --- --- --- Pins 3/8'Diameter x 51/2'Long --- --- --- --- --- YES YES YES --- '/2'Diameter x 31!2'Long YES --- --- --- --- --- --- --- --- 5/8"Diameter x 3'/2"Long YES YES YES YES YES --- --- --- --- 5/e'Diameter x 5'/2'Long --- --- — --- YES YES YES --- --- --- --- --- YES 3/4"Diameter x 31/2"Long -- --- --- --- 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. --- --- --- --- --- --- --- --- YES Webs 0.75" x 0.75" x 0.10" YES YES YES YES YES YES YES YES --- (2-Angles) 1.125"x 1.125"x 0.10" --- --- --- --- --- --- --- --- YES Bearing Angle Clip(A1) YES YES YES YES YES YES YES YES --- Clips Angle Clip(A2) --- --- --- --- --- --- --- --- YES For SI: 1 in.=25.4 mm. i p 1_ 1 (t L-, r vm p, f--- 1 7 jUN 11 2020 1 L.,.! s /_,, �J � 'V `� ! TM 'dry OF ANACOR E c O WEB JOIST Wood & steel open web trusses 4, MSR Top Chord Bearing Clips J ( G --- O O O O O / v ','\ 1\ 7 lk t/r\ / A\ \ , Webs--•-/ \\ /7 / \\\ \\\ / \ \\\ ii / VI/ 1< Ror,t \, / v2,1,1 J y i / /7/ Pin in Pin Hole MSR Bottom Chard ` FIGURE 1—TRUSS COMPONENTS �f ESR-2504 I Most Widely Accepted and Trusted Page 4 of 7 TABLE 2-CHORD SECTION PROPERTIES Chord Pin Rout Areas Section Version Size Dia. Width (inches2) Modulus (inches) (inches) (inches) Tension I Compression (inches3) Ver. 1 Depth = 1.5 no pin no rout 5.25 5.25 1.31 2x4 by 0.375 0.219 3.69 4.92 1.21 Width = 3.5 0.625 0.375 2.73 4.69 1.09 Ver. 1 Depth = 1.5 no pin no rout 8.25 8.25 2.06 2x6 by 0.375 0.219 5.94 7.92 1.95 Width = 5.5 0.625 0.375 4.48 7.69 1.78 Ver. 2 Depth = 2.5 no pin no rout 8.75 8.75 3.65 3x4 by 0.500 0.313 6.38 7.97 3.29 Width = 3.5 0.750 0.438 5.36 7.66 3.10 For SI: 1 in = 25.4 mm, 1 in2 = 645.16 mm2, 1 in3 = 16387 mm3. '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 Grade2 Tension Compression Extreme Fiber Modulus of Parallel to Parallel to In Bending Elasticity Grain (Ft) Grain (Fc) (Fb) (E x 106) Sel. Str. DF3 1,5004 1,9554 2,1754'5 1.90 MSR 2100f-1.8E3 1,575 1,875 2,1005 1.80 Ver. 1 MSR 2400f-2.0E 1,925 1,975 2,4005 2.00 MSR 27001-2.2E 2,150 2,100 2,7005 2.20 MSR 2850f-2.3E 2,300 2,150 2,8505 2.30 Ver. 2 LAM-CHORD 2,050 1,975 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 4C of the NDS. 2Lumber 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, Fc 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. 5Fb may be increased 10 percent for laminating factor. TABLE 4-ALLOWABLE WOOD BEARING LOADS ON PINS IN POUNDS1•2,3,4 Angle of Load to Version 1 Truss5 Version 2 Truss6 Grain of Chord 3/8" Pin 5/8" Pin 1/2 Pin 3/4" Pin Parallel 1 1,320 2,540 2,545 3,665 Perpendicular 800 900 1,445 1,730 For SI: 1 in = 25.4 mm, 1 lbf=4.448 N. 'Parallel:Adjustments for duration of load per Section 2.3.2 of NDS are applicable, up to a maximum load duration factor, CD, of 1.60. 2Perpendicular: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. 5Values are for Douglas fir-larch (DF-L), hem-fir(HF), southern pine (SP), spruce-pine-fir(SPF), Englemann spruce/lodgepole pine (ES/LP), or lodgepole pine (LP). 6Values are for hem-fir and may be increased 10 percent for Douglas fir-larch. ESR-2504 I Most Widely Accepted and Trusted Page 5 of 7 TABLE 5—ALLOWABLE WEB MEMBER LOADS IN POUNDS1'2 Diameter(inches) Design Wall Load Version 1 Truss Version 2 Truss - Gauge No. Thickness Condition WJSS, WJ21, WJ24, WJ27, WJ-L6 WJ28, WJ21W, WJ24W and WJ28W (Ga. color or No.) (inches) 3/8' Pin I 5/8' Pin 1/2" Pin I 3/4' Pin 1.000-19 0 040 Tension 1,437 1,348 1,917 (Blue or None) Compression 1,437@<36.5" 1,791 @<31.6" 1,831 @<30.2" 1.000-18 0.047 Tension 1,721 1,713 2,295 (Black or 8) Compression 1,721@<35.6" 2,457@<25.6" 2,295@.<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 5,185@__15.7" 1.125-16 0 063 Tension 2,350 (Red or 6) Compression 3,995@<25.2" 1.125-13 0.094 Tension 3,771 (Yellow or 3) Compression 6,452@<19.5" 2 Angles 0 100 Tension 3,512 0.75"x0.75" Compression 1,220@20.0" 1.250-19 0 040 Tension 1,917 2,129 (Blue or None) Compression 1,917@<44.2" 2,487@<35.2" 1.250-18 0.047 Tension 2,295 2,431 (Black or 8) Compression 2,295@<43.2" 2,478@<40.7" 1.250-16 0 063 Tension 3,206 3,471 (Red or 6) Compression 3,206@<_40.9" 4,719@<_25.4" 1.250-14 0 082 Tension 4,786 (Green or 4) Compression 6,208@<23.5" 1.500-16 0.063 Tension 4,479 (Red or 6) Compression 4,480@<43.5" 1.500-14 0 082 Tension 5,830 (Green or 4) Compression 6,195@<_39.5" 1.500-13 0 094 Tension 6,683 (Yellow or 3) Compression 7,742@<34.4" 2 Angles Tension 5,856 1.125'x1.125" 0.100 Compression 2,826@<_20.0" For SI: 1 in = 25.4 mm, 1 lbf= 4.448 N. 'The allowable loads are axial loads only. 2For 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 S100-12], using a specified minimum yield strength, Fy, of 46 ksi. ESR-2504 I Most Widely Accepted and Trusted Page 6 of 7 TABLE 6-ALLOWABLE REACTIONS (Ibf)1,2,3,4,5 For Top Chord Bearings Dist. SS DF-L or MSR 2100f-1.8E MSR 2400f-2.0E MSR 2850f-2.3E b Dist. a (in.) Dist. a (in.) Dist. a (in.) Version (In.) I 2.50" 3.00" 3.5"+ 2.50" 3.00" 3.5"+ 2.50" 3.00" 3.5"+ 1 Truss 0.50" 2,500 2,700 2,700 2,700 2,700 2,900 3,013 3,082 3,243 2x4 0.75" 2,100 2,100 2,600 2,200 2,500 2,900 2,463 2,708 3,042 1.00" 1,800 1,800 1,900 2,000 2,000 2,000 2,362 2,362 2,386 1 .25" 1,600 1,700 1,700 1,900 1,900 1,900 2,112 2,112 2,112 Dist. MSR 2100f-1.8E MSR 2400f-2.0E MSR 2850f-2.3E b Dist. a (in.) Dist. a (in.) Dist. a (in.) Version (In.) 2.50" 3.00" 3 5"+ 2.50" 3.00" 3.5"+ 2.50" 3.00" 3.5"+ 1 Truss 0.50" 2,500 2,700 2,700 3,002 3,212 3,212 3,969 3,969 4,171 2x6 0.75" 2,100 2,100 2,600 2,827 2,827 3,143 3,086 3,186 3,186 1.00" 1,800 1,800 1,900 2,132 2,393 2,393 2,800 2,948 3,048 1.25" 1,600 1,700 1,700 1,992 1,992 1,992 2,652 2,758 2,758 Dist. LAM-CHORD For Bottom Chord Bearings b Dist. a (in.) If bearing pin is off support wood (has eccentricity), use values Version (In.) for Top Chord Bearing above. 2 3.50" 4.25" 5.0"+ Truss 3x4 0.75" 3,180 3,615 4,280 If bearing pin is on support wood (no eccentricity), use values 1.00" 3,070 3,215 3,810 from Footnote 3 below. 1.25" 2,670 3,050 3,215 1.50" 2,450 2,655 2,900 For SI: 1 in = 25.4 mm, 1 lbf= 4.448 N 'Distance a: The distance from the centerline of the pin in the bearing assembly to the end of the chord. 2Distance b: The distance from the centerline of the pin in the bearing assembly to the nearest edge of the bearing surface. 'The 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 = Fc-perpX Abearing X Cb (lbf) Rc= Fc-peril X Abearing (lbf) Where: B = Bearing length (in)= Distance from inside face of bearing support to end of chord. W =Width of chord (in) = 3 '/s inches for 2x4 and 3x4 chord or 5'/Z 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-peril must not be increased by a duration of load factor, Co. Abearing = Bearing area (in2) = 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. 5The maximum allowable reactions tabulated may not be increased for duration of loading (Cc). ESR-2504 I Most Widely Accepted and Trusted Page 7 of 7 '_ Pin .,._____.------7---,,. 1.3 Ca. Bearing - NOTE: a f Angles • A red line is applied to the bottom face of the chord at the maximum distance the bearing pin con be Q i i u o off the bearing surface Q " to 1 " i t-� _ \ _. determined by reaction). This red 1 1 i ;� 0 0 o I I o 0 J 1 II I line must not be visible when 1 ; l - �,- 1 trusses are installed. �" ii-: .' - `� - 1 335:1 or —2-16d Nails Through \ j 3 Pre-Drilled Holes. . Tr TT II i I 1 �� mw------im f) ( II 1 II I II I ` I ,.. II II 1 (1) ) �--- ti 1 Brg. Pin Li. -,,_, Min. b = )." `'�, Max: b per \' . Note C Piro a Top e a r1 n Sotto m 3e rI n c VERSION I TRUSS Q. Pin n -•,..��. „`� 13 Ga. Bea ring NOTE: a ... r Angles A red line is applied to the bottom fil �1 face of the chord at the maxim um f i `� I �� distance the bearing pin con be c' ° o I I 4 I - -1 off the bearing surface ( a." to 1,W" - 4 T i I j determined by reaction). This red Q Q . I I o 0 4 i I line must not be visible when I I -- trusses are installed, r" [1______----- - - — 2-20d Nails Through w \ ` ea .iii C Pre-Drilled Holes, II II 11 11 II I II I I I II 11 u'c i II C""'K11 i I ( I I . (r) I I el Min. b = N" .\v--) Max, b per Note C Pin y Top Sear^Inq 3 tton Searing VERSION 2 TRUSS For SI: 1 in = 25.4 mm. FIGURE 2—BEARING DETAILS FOR TRUSSES 1 Structural Calculations Thrive Community Fitness Addition 1609 R Avenue - Anacortes, WA 1! 1 June 9, 2020 Ul , JUN 1 2020 L;) (1" Page(s) Contents TIN OF ANAC;OR F 2 Reference Codes & Standards 3-7 Structural Analysis C. BR / q oP of WAsy�l/ ;Jo CV .10 D, 4, 37964 O F ect sTER6' G; SS%%NAL E� The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings S1 through S2 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 o�c...-t FHG/�e • International Building Code,IBC 2015 Oct?' eR,^c • Washington State Building Code, SBC 2015 .—Kf • 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 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category D1 IBC 1613 Risk Category II IBC Table 1604.5 Wind Exposure Category D IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) I Design Wind Load 16.93 psf ASCE 7-10 28.6-1 I 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 _atera0 , naDysils c...-c� �� �ti Address: 1609 R AVENUE Date: 6/9/2020 ��P. FERzi\i� S/W User: L. SCHWEIGERT Wind Analysis e Calculation of Wind Loads Inputs d� �� Wind Speed, V 110 mph Height, H 15 feet Reference ASCE 7-10, Simplified Directional Procedure (Ch 26) Roof Angle 1.2 degrees Exposure Category D `fir "• -� :_ Horizontal Pressure Zone A .,,.- �-,/" C .-fi :i ASD Load Comb. Factor, -PASD 0.6 fl. .10---- � . �`" s � ,-.0---i - --, Topographic Factor, I<zt 1 - -- _ 1': Risk Category II ' - itsiff ' Risk Category: 01°V. - r#. ' _ -� Low risk to human life in event of failure tiP II Most small residential structures III Substantial risk to human life in event of failure ° �` .„ co "f IV Crucial to human life , } Horizontal Pressure Zone: ti ��::--- 4UrKma�d� - �} 3y U farm �--� •'' -� A End zone of wall B End zone of roof Case A ` �-' 1 4 C Interior zone of wall k� , _ , D Interior zone of roof �`� ""*°'a� Exposure Category: ' Case B 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) Calculate Ps30 (ASCE 7-10 Figure 28.6-1, V = 110 mph) Height (ft) Exposure B Exposure C Exposure D Roof Angle Zone A Zone B Zone C Zone D 0 1.00 1.21 1.47 0 19.2 -10 12.7 -5.9 15 1.00 1.21 1.47 5 19.2 -10 12.7 -5.9 20 1.00 1.29 1.55 I 10 21.6 -9 14.4 -5.2 r 25 1.00 1.35 1.61 15 24.1 -8 16 -4.6 30 1.00 1.40 1.66 20 26.6 -7 17.7 -3.9 35 1.05 1.45 1.70 25 24.1 3.9 17.4 4.0 40 1.09 1.49 1.74 30 21.6 14.8 17.2 11.8 45 1.12 1.53 1.78 60 21.6 14.8 17.2 11.8 1.- 50 1.16 1.56 1.81 55 1.19 1.59 1.84 Ps30A = 19.20 psfl 60 1.22 1.62 1.87 Use ASD Load Combination 7 A = 1.47 7. 0.6D + 0.6W Calculate simplified design wind pressure Apply ASD Load Combination Factor PDesign = A * I<zt * PS30A = 28.22 psf PASD = 0.6 I P- PASD *PDesigli = 16.93 psf Design wind pressure shall not be less than 16 psf. (2015 IBC 1609.6.3) P = 16.93 psf 4 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? Yes 2) Aspect Ratio< 2.5? Yes Longitudinal wall distance 49.5 ft Lateral wall distance 25 ft Aspect ratio= 1.98 3) Ground Snow Load is< 30 psf I Yes Therefore, specific seismic analysis is NOT required. See attached wind analysis for lateral analysis. 5 Wind Analysis o Calculation of Shear Wall Loads Wall Location: North Elevation, Addition Description: Wind Blast From East Tributary Projected Area (ft) Calculations Height 13 ft ' P = 16.93 psf Wind Pressure from Wind Analysis page 1 Width 24.5 ft Fwind = P4A = 5394 lb Calculate total wind force acting on wall Height 2 (opt.) 0 Fp = LP *300pJf= 0 lb Load resisted by prescriptive/interior walls Width 2 (opt.) 0 Fs = Fwind - FP = 5394 lb Load resisted by shear walls Area, A 319 ft2 PLFshear = Fs/La 216 plf Shear Wall Load (pounds per length foot) Resisting Shear Wall (ft) Shear Wall Case 11 Shear Wall, Lx 25 ft Case 1: Conventional O.I<. PLF < 300 0 Case 2: SW4 & HDU2's 300 < PLF < 685 0 Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 0 Case 4: SW5 & HDUS's 980 < PLF < 1400 0 Case 5: Other sheathing methods required 1400 < PLF < 2435 0 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF 0 0 Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in 1 Ls = E Lx l 25 ft 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. Pres. Wall, Lp 1 0 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 1 P = 16.93 psf Wind Pressure from Wind Analysis page 1 Width 12.5 ft Fwind =PEA = 2752 lb Calculate total wind force acting on wall Height 2 (opt.) 0 FP = LP *300p1f= 0 lb Load resisted by prescriptive/interior walls Width 2 (opt.) 0 Fs = Fwind-FP = 2752 lb Load resisted by shear walls Area A 163 ft2 PLFsnear =FS/LS 56 plf Shear Wall Load (pounds per length foot) Resisting Shear Wall (ft) Shear Wall Case 1 I Shear Wall, Lx 49 ft Case 1: Conventional O.l<. PLF < 300 0 Case 2: SW4 & HDU2's 300 < PLF < 685 0 Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 0 Case 4: SW5 & HDU8's 980 < PLF < 1400 0 Case 5: Other sheathing methods required 1400 < PLF < 2435 0 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF 0 0 Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in f Ls = E Lx 49 ft I 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. Pres. Wall, Ly 0 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. 6 Wind Analysis e 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 i :1 F O R T E WEB r MEMBER REPORT PASSER Level, Wall: Stud 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 16" OC Wall Height: 15' Member Height: 14' 7 1/2" O. C. Spacing: 16.00" I Design Results Actual Allowed Result LDF Load: Combination 1 Slenderness 32 50 Passed (64%) -- -- Compression (Ibs) 665 3614 Passed (18%) 1.15 1.0 D + 1.0 S Plate Bearing (lbs) 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 1342 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. i• Supports Type Material System : Wall r Top Dbl 2X Douglas Fir-Larch Member Type : Stud � Building Code : IBC 2015 Base 2X Hem Fir Design Methodology ASD Drawing is Conceptual 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 • 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. Dead Roof Live Snow Vertical Load Spacing (0.90) (non-snow: 1.25) (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. Weyerhaeuser Notes 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 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 Job Notes 6/9/2020 10:32:44 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 (360) 510-9514 luke@bradleyengineeringinc.com Weyerhaeuser Page 1 / 1 • _ 1 I 1ST FOUR 22ND POUR '.' _`'�-�. • ANCHOR BOLTS I r"3VM C OM,xxiEDOF TWO SEPARATE POURS J 1. Id518"X i 0" LONG (P d 8" Q.C. MAX. J ` I / 2, MIN. 2 PER SILL. 1 . / \ j _t-3 4 / 3 WITHIN IT FROM SILL END • MIN. / r 1 l ! I..,:.:,•:."I r2X.3 SNOS TD 16'O,C. I .X �s l d �� j) Y .-.; �: _ _ _ �a. COIAPITED :•5 `:X6 STUDS t,' O C.• 1 x� :. i UI UNDISTURBED NATIVE SOIL OR•-✓ GRAklA142 FILL / EXISTING STEEL COLUMN / " laP:,C7f:OFILLitATERIAI COW JOINT " j y j " DIA.X IpANC1+ORBOL7S "2+ 46" %`Tg, OSBORki'PLYSHEATHING i / O.C.. 7"MIN. EMBEDMENT INTO CONC. / t L 1O REAIE W ICBM CR✓..1NT / EXISTIN r5t' CONC. SLAB VS 1 REQUIRED AT / /'}' DIA. X 10 ANCHOR BOLTS 1 4S' CONCRETE SLAB / I #4 BAR 6 t£r O C. j ALL LOCATIONS •-SLAU TO IML• POURED RE PE fTHICALAY, d I ,._D -{Y.IO • / SAW CUT tAETH00 TO BE PERFORMED O.C. 7' t.11N EMBEDMENT INTO CONC r� 1 rn / / 4 TO 12 HCXJRS AFTER POUR. -tor CONC. SLAB VtJ . NAILS 5'O.0 ;••, " � „ tl i `n Z ti �� . '1 / #4 BAR LTt 10' O.0 :�,- -`j - , . . ..., .. ...� p 0. r . . i ) I •. • • • • Z .. . 4' D1A.TIGHTUNE ._ _ .,... ,_....... : ... it4 BARS CTL O • '� • O.C. W.' 0 BEtdO ANCHOR BOLTS TO SILL PLATE �t(GO}aPN COMPACTED FILL MA TERM.L� SAW CUT OR GRANULAR FILL • }' :' GROOVE JOINT t, � , . ,. ` 2)04CONTIN000S BARS i . ` • \ REBAR SPUCE TO BE 24' MN. CONCRETE :AAA }KITES. S UII.GRADE PREP NLATIC),N• Ito BARS (2) lr •/ ' / ' �/ F n - - •EITHER OP THE.ABOVE TW:I:OINT OPTIONS AREALBOLWTE cLAP, TOREAR ON UNDISTURBED NATIVE SOIL SNIDtR STRUCTURAL Q.C. W/ G BEND 7 • .e3r ;r� �' i W 0 • SPACE JOINTS .Q 12'O.C, MAX EACH WAY FILL (5EESTANDA/ID .STRICTURAL SP£CIrICATIOtNS FOR MOR7: - - ✓ .. ... I- p • TYPICAL SLAP. CONa1c1•E SLAB OVER 4tiIL POLY VAPOR IBC ORtV,1)ON) COMPACTED IN to IS OF Ott£fCOT OR LESS T07S"n �;.1, +/ ,-� - EXISTING lb" WIDE X 1T THICK Q ry OARNICR OVER 4• COMPACTED GRANULAR FILL Of A MODIFIED PROCTOR PER AS11.10155T. :ALS SHALL OE FIRM At1J (2) tt4 CONTINUOUS BARS / 13'—,t" 4" DIA. PERFORATE( FOOTING W! 01 AB CONT. BARS 0 Co i UNYIELDING ALL ORGANICN.TH DELETERIDUB MATERIAL BENEATH REBAR SPLICE TO BE 24- MIN. DRAIN PIPE SET IN GRAVEL 1 Ttc SLAB:TO•BE RCl4OVED AND RCPVCCO V 1TT1 4' MItAMIJM CCMP,CTED GRANULAR FILL TO aS"', PEI/OWE COMPACTION. / i" Z TYPICAL CONCRETE SLAB JOINTS (A' FOUNDATION DETAIL ( B) NEW FOUNDATION TO EXISTING ° .- SCALE' 3/4" " 1 '-O" SCALE' 3/4" s IV w SCALE: 1" = 1'-0" > E • I TI L E WNA� 25 :LT.) y, CC U) �O] W•• il : ,r-sco 1 • \ '. F T S STUD TI t10GKE0 UNDER "-"; rJ W w Qn Q O • :. .... •. ... .. r / P PARAPET WALL PLATE AND ) LU U Y O CC w Z // r :. -� �- - - 4 j ATTACIIEDTO WALL STUDSAT OLf1 STUDS eIE O.C. o z N m a Orr, - �) U 1 1 I 48'O.C. (EVERYTHIRDSTUD) i Q rp Z -I W d c 0 U < c osi1.'Y' STEEL CO:LLUN / i i 1 I J/ I IRC)NED •SEf)AED '1JArER- f� to w V G U) = / II-Er: --1T- 11 - Ir i PROOF MEMBRANE 3• II T,_ I • 14 tf I r' \ 6- POLYISO RIGID \ / �i Il - II J...--TRUSS W.J41JI'aL;r IR1F1:TU / 1 FCAL4 INSUL R-39 ^)^,"X5'SOS C II it "- I DESIGN TRUSSES TO SUPPORT / ,', /SCREWS tiT 24" O.C. ' I II 4 I-HvACECUIPaEHT ItE71NEIOxF ;" T GPLY DOD* / I I E H 1 LW tJMT • 1C'O D UT MINIFY) it '{ - .. '" "^•% �,-4YALL SHEATHING Cr/ ? • / I .F I / I '. CONT(NUOtIS OVER MAIN I i 1 k I I / i ;... " `: '\ WALL TO PARAPET N1ALL OR I 11 \I L. _ _I. I / �/ STRAP TOGERTH VW 3 FT LONG I 6� I I i ' •-•\ //`;, K / t. l n I I / I ` // \� . ft ;: ;� C5S6S7RAP-11E8L4t1' O.0 I • / I I I / i ���. .// // / BLOCK BETV .EN ' �!/ �, 11 f • • / , 4 'ET :: I . l / 1 \‘`,.. �, / /� ! TRUSSES C / E I: Th... I r , •- - - L J / F .ti /i ' c ii r 1 7 1 I t i f ,, o ,,._. , / % / • 1 ' 1 / 1 Sl ' MANUFACTURED TRUSSES -) 2x& STUDS 1v` O.c. �� Lia / I �� 2,T O.0 PROVIDED BY I I I ENGINEEREDWN100DSOLUTIONS / / � , J j ' TOP CHORD BEARING./ C / } Jr ON WALL PLATE i1 i / I l ✓:, 1 1 w v_1 U a J • I t C� PARAPET WALL DETAIL 0 G w ( SCALE: 3/4^ 21'-0 u F' 1 CD maa 1 Li ca I ! F1 = d Z C 0 1 GO f ; lJ Z CI O Z � u zan _z o C Gz I i U y 6 t-- o c . w aa 1 eo 1 ctV z W kn- c a ' i-! UJ L 1I z ¢ C' a ^ c .t }. 0 ' I W Z Q �j TT • e -,: � F z.n a •_4JJ z z - ) to 0 II CC ZI: �.y m• (L ,S 1 W J W Z d CT CO W o UUJ SHEAR WALL TABLE Z in LL; m Z C Y z " p t 16,Si ) 11 SHEATHING ON r EDGE NAILING LATERAL RESISTANCE (PLF) W Z D- 1F y °d D q ,• Cr w 1 I UJ WALL PANEL ONE OR BOTH EDGES BLOCKED NAIL SIZE FIELD NAILING LOAD TRANSFER r It W N .J "Al • Nr \_, Z SHEATHING OR UNBLOCKED I 1 } w w -+ Z ,_•I a+-'•� 1 ' 'l w SIDES OF WALL DISTANCE (MAX.) 0 WIND SEISMIC W u� O O Y G LL, I E -I -II r i c Yrk _ � %K"OSBOR "/, _1 L] O `� � o t• ° t„ ,L a a PW PI �, ONE UNBLOCKED 80 6`A 1T O.C. NO 300 240 N m W } I : ,r ;e OSB OR `i r t` W o 1 SWO Jl O Y (O t ONE BLOCKED Ed 3"F 12 O.C. YES CS 490 Q p } �p O U W I , G " , ;, , > w Era u� M d SW4 s O5B OR ,: ONE BLOCKED Sd 3" 1 12' O.C. YES G85 490 6 coM Q O CC C 1 to i S 1 PLY ()) m .T O q o u. CL O : - , a 7c 5d coolaror _• .. • / IW �' GWB BOTH UNBLOCKED wallboard nail 7' ! T' O.C. NO 200 200 1 t 1 - I I Yuf `. 0 1 I f- utS / ' r� f N. / •1 I I / f1} PLY = CDX, C-C, OR C-D PLYWOOD. 05B OF SIMILAR THICKNESS AND SPAN RATING MAY BE SUBSTITUTED FOR PLYWOOD. ;I G / v NAILS SHALL BE COMMON OR GALVANET,ED BOX, UNLESS NOTED OTHERWISE. .1 EFOR WALLS DESIGNED TO HAVE LOADS TRANSFERRED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED I ! • ;I j CO n F // ON EITHER SIDE OF EACH VNNDOWWITH EDGE NAILING ALONG BOTH STUDS. { t ® NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEAR WALL Q 3 1 E _ E - H / : II r I / NOTES: IIIi - / (1) AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS, USE ;' ALL•THREAD,'TNREADED ROD A-307 WITH A MINIMUM EMBED 0 I f i � ) OF iO4. USE. SIMPSON EPDXY-TIE BOLT SYSTEM WITH"SET" HIGH STRENGTH EPDXY. CONCRETE MUST BE AT LEAST DAYS OLD. co i I J� % I (2) UNLESS NOTED OTHERWISE. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH PW (PRESCRIPTIVE WALL). i CD T I / (3) ALL CONNECTIONS NOT SHOWN ABOVE. SHALL CONFORM TO IBC TABLE 2304.9,1. C (Jr i Z EY.131IN,^• STETa COLL'Id11 , 1_ J 1J_ Lr t. _ 1 I _ - - - CO /' WALL $I AiHING IS PRESCRIPT IVE NO SPECIAL SHEAR V,'ALLS OR 0 U W . I A H:ILODCt(AIS REL`UIPY.0 SEE PI IN:;RI:AR WAL(.TABLI: ON SI i I - ' Si CC W W W {1 D _ > f FOUNDATON PLAN ROOF FRAMING PLAN D '— w E o Q i SCALE: 114" = 1' - 0" SCALE: 1/4" = 1' i— I co- 0" I (A ~ r I i r I DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE 1 o� 2 s 4 ABBREVIATIONS (Used throughout structural drawings) STANDARD STRUCTURAL SPECIFICATIONS - 24 � 5 IBC (E) Exiting CS, CtrarSpan INT. Irsaler STD Standard (N) ti3w Oat DouUo MAX Madmen) STR1. Struata'al INTRODUCTION FOUNDATION WOOD FRAMING AD Anther Bat EOR rrrj,wxaa,:rard MANUF. Manufecurrr SG. Select Struduml The Standard Strudutol SpecificUons we guidelines and tirucerral requirements for condrue-lion of typical ARCH ArChltr)cturra ELEV EuvaSri MIN Minimum T.O. TopOt commercial, mulh•famity, and Industrial (i.e. all non-residential) structure;. The invent of this document is to • Design Sit Bowing Pressure e 1.500pra Difttat V.bQd Twos: UrJes& noted otherwise, the material for a structural member is at shown: BLOC Bidden') EXT. Exterior um, Not AgxrcahW TO TnnJaint i ..aer. provide general dructurot requirements ler the project. Builder, contractor. and other parties Involved Ore • Frost Zone Depth = 18 nchos • Bones, Posts. & Sawn Joists....... : Dougta s Fir #2 (D.F.2) BLKG Bildxen) FDN Foundation O.C. On Coma 1PL Trlplo required to read this document and pro responsible for meeting the roquuameets specified within. Contact tho • Studs 8 Plates .............................. Hem/Fir (HP.) or Dougles Fir (D.E.) engineer ntcr of record with (tray quastiatts Or concernso Urdoss noted ethcnvt e, concrete In designed with 2.500 re :strength pre and dean not require special inspection BM Beim FIG Footing Opp Onnc,rile TYP. Typ!cal Mud Sill (i.e. Sill Plate) ... . . Pressure Treated (P.T.) The ;specified concrete strength (3.000 psi) is greater than design strength (2,500 psi) • 8TM Baton GALV GakanizeJ PLY Peward U.N.O. w. •n vans C,wawron • Blackleg Any send 2X or rim joist material ......... . ................ . DESIGN CRITERIA Code: C-nt•hn•placeconaetesbing. plating, and teeing shaft c¢nlormtoACI3l8.14 and ACI301 C CCtnnrol (stsel; GA, Gyugo P.T PrrsuraTroatod v0. vmrBan»r Cr�otndtnieal Re , rt' • Credit, Engineering strop t reoommondn that n notechntaii be stormed a • Rim Joints ... . Dougl<v Fir et2 (D F.2) for solid sewn, manufactured rm far Hoists p': `Y g' g strongly g reportPe by CL CoitoLin, HOB tterel..r REINF, Rain:owl VERT. Veneer • Glued-Laminated {dry•use} D.F. 24F•V4 {GLB) re J DESIGN PARAMETER VALUE SOURCE qualified gooNchnlahl engineer farad bed based con stru eruct n project; • Exposed Structure' Members Pressure Treated (P.T.) CMU Cate: a)*-a' leas HGR1Z Horizontal REG'0 Required wr Wth z < Seismic Design Cotegery '0 IBC 1613 Eanhwork: Call before you dig' Col '811'. Locate, and protect underground conduit. plumbing, and other utdities where • Glued-Laminated (wet-use) Treat with Hi-Cher II by Psrmapost Products Co in Hillsboro, OR CONC. Crnerote HSS Wom•i;rxt,ns S,:W.n SIM, StnIIx WO Wtheut z new work It performed. Fooenus Drat bear on undraturbt.•d native sorts weeks stuctuml fill compacted In lifts of one Moisture ConMt3 The max moisture coolant thou be 1( at the time of Installation of connectors, nails. and bolt ) I Z a• W Risk Category 'II' IBC Table iFA4.5CONT Cs niimmtis NStiL Inluv +wan SPECSSprslhgnana WF V•1da Ftanm (Stroll foot cr leen, to 954 or a modified proctor per ASTM 01557 Soils chat' be film and unyielding, All (truant. and i HWind Exposure Category 'D. IBC 1809.4.3 dtiotorous material beneath the footings, foundation. and :Jabs to be removed and rep!aoad with 4• min. crushed for framing members. d cn Basic VJnd SPressure Treated Lumber: An members in contest with earth/concrete or exposed to the moments still be pressure > Z Speed 110MPH IBC Figure rod compacted to WOOD FRAMING CONNECTORS ! W _ treated or pre a vatiwa treated (P.T.). Colorless end sealer shall be applied immediately to the on of members CO Design Wins Load 18-93 PSF ASCE 7-16 28 6-1 Strureural Fill: Structural fill consists of clean, well-groded sandy grave', gravelly sand, ex other approved naturally after fabrication and field trimming. GILlem beams (Ole's) which ate exposed to the elements shall be treated with ►v> • me�yturcT Slmpsan Surer Strong-Tie construction ccnnoaor are tCctfied. honvvror, arty eat (testy sec yin zed brand a LOAD SOURCE LIVE LOAD DEAD LOAD crX +ruing granular material (eau. pit run) with nt least 30 precept retained on the No. 4 shove. Cr n nett grndad crushed HI-Ciax II by Perm-post Prtxlucta Co located ir. Hillsboro, OR. (e.g. Silver, KC. be used if theyaro a uivalor t in their Abilityto car all applied lands in all uienWGans. O rock In wet weather renditions. tit should have lea'" than 5% (nee Soria with an ovie-opUmum moisture a-intent er etc) mayq carry ps (' g p y replaced with stelae drvdural flu Blockunp: Provide 2X or engineered lumber fun depth solid blocking between joists and ratters at beam and bearing Q Roofs 20 pet 15 f should be ecariried i.e Wm over the soil) and dried dune erode of dr weather a wall location. 6todsing la required a all bearing localisms. Trusses structural composite lumber, glued-laminated instanslion: All prefetelcated !erns shall be Installed in strict accordance with the manufacturer's recommendations U Floors 40 pre 12 pet Surface Drainngn: Finished grades are to be at least 6` below top of stem wall. Lots shall be gelded to dran surface members, and Hoist.: shot be supported laterally as required by the monufarturers recommendations. and requirements (locations. expoeure, end and edge distances, fasteners, etc.). 1 o I- Decks e Balconies 60 pre 10 psi venter :Tway from frundatirn wails. The genie that Lana minimum of 6 Inches within 10 feet If 6 indu;s of fall is net Sexing. For besets bearing on perpendicular walls or columns. Uso a minimum 3' bearing length u nose noted Sin:pain Connectors: Unless noted otherwise on the structural drawings and details, rho following Shmpeon r es W Ground Stow Load 25 per possible. grade anal) be sloped min 2 unmet away from the btntding otherwise. Use enough studs to match or exceed beret width unless noted otherwise Strong-Tie ccnsirucbon connectors shoe ba used: o c�'S > Extonar Wall . 12 psi FootnaL• All footings shall conform to accompanying structural debits. Specified (acing dinendons ore minimums Hoadars: Unless noted otherwise. herder to bo 4x10 D.F.2. (2) 2x10 D.F 2, or 6x8 D.F, 1 • post Caps CBTZ, PCZJEPCZ, eGBC5. CC, COO. ECC, ECCO Irtarior Wnll 10 psi unv::a noted otherwise. gotten+ at footings to be below frost zone(18 ). Glued Laminated Members. Glutatn beano (GL8) shall be Douglas Fir•Lercte 24F-V4. dry use only •Foctn Drains: Providing adequate drain: to retainer and basement wane is im per the relevant manueictureet installation guide„, for each typo: Post Baios: CPTT., CB50. PS PBS. A$AJABWA.BW Z g g tun p porafive. Footing drains shall be Enrnnerred Lumber: 'neon Vertical loads come from 2015 iBC Table 1607. 1. Minimum Uniformly Distributed Live Loads • Jost Hangers: LUS/LUlUJHUiHUC, J8, HUTFUSTF (tap•fhnge) ' 0 provided at the base or ail footings and ranting walls which win have earth placed auaimt them. Washed drain rock • Wood I-Joists: Used extenstvely In floor and roof framing (Tars Joist TJ!'s typically specifire-i) iH - must extend to withh one tact of finished grade. Foote drains shut) be 4' troatW pipe routed down gradient to • IJcrt Hangers: IUS/MIU, !TS/MiTMI7 1 e) ` of g g PegLaminated Veneer Lumbar {LVL): Mintnum modulus of elastcityy E = 2 Ox10"6 psi f oP na( 9 : z daylight, unless otherwise teethed • Parole' Strand Lumber (PSL). Minimum modulus of elasticity E a 2.Ox10)5 psi • Boam Hangers: H)JHUC/HUCOMGUS, LEG/MEG!EG (top-flange) • W DEFLECTION LIMITS > Concrete Mb: and 28 day strength unfree: polar otherwise: • Larnineted Strand Lumber (LSL). Minimum modulus of elasticity E = 2,Ox O"6 psi • Rafter Hangers: LSU/LSSRLSSJ, UWZ W STRUCTURAL MEMBER LIVE SNOW LIVE+DEAD • Concrete compressive strength, fc a 3,000 psi Multiply LVL's: Where mulutty LVL beams are specified 011 the structural drawings, provide LVL connection per . Truss rare! Rafter Donne tire: H1, tt2.5A, a SDWC1 °BOO at each twat redouble plate t t- NI D oaf (with sheetrock ceiling) L1360 U360 U240 • Retested fc shall bo evaluated at 7..8 days,(,Sfi days OK far fly ash or slag) International Scorns:Technical Budletn TB-LVL•2 '' Holdavns: HOWDTT with SSTB, STHD74 V STHDI4RJ Floor-to flmrStrop Tes: HDU2. MS > >- a U) Wood Structural Panels' AnterIcem Plywood Association (APA) rated sheathing is required for nil wood structural , ae } Lf140 L1240 U180 • Concrete ar.posad to weather shall have au enbalnment of 6°la (+!•1 .5:°7 est g D ?- W ae W p 00f (withote sheetrOck Ceiling} panels. Unless noted aherwise, the neat pane for each situation is; Fastener R c n,r ,nt The number and size of fasteners come Un wood members shall not to less than the W w On• • Maximum water I cement ratio = 0 45 sot forth In IBC Table 2304.10.1 . W OOf (not suppOfting ceillrlg) U180 U1AA U120 Root Sheathing: 112" CDX (plywood with moisture resistant glue " highly recommended), CD (plywood). or o CC D DQ • 25°iomex Ay ash... 50'„ ma east 7/16" OSB (oriented strand board). with ply clips or TeG (tongue ant( groove). Nail with led nail at B' O.C. Esmosuro. Any hardware or fasteners exposed be the elemen4 shall be heavy duty galvanized or stainless steel. re w V O < O CC W ~p tone Members U360 40 Life. Lifts shall be poured within 60 minutes of the previous lift along edges. 12" O.C. in the field. no blocking required Wc_o CN ZN U � txm A � orizorltal Deflection (any Cast) 1../240 Temperature: Pour concrete at outdoor mrhlpamturoz ot40 degrees and above. • Prescriptive Extenor'Nall Sheathing. 7J16" OSB or 15f32' CO ply. 8d nails at 6" O.C. steer edges. 12' O.C. In INSPECTIONS Q w z J = D 0- D e-J Q arm Buildings & Greenhouses - - 1)180 RnMnforcftd Concrete' Place all reinforcing per pUnns, details, and applicable 0046 tequtmmentn. Lap all manumit( the field, no blocking required. All exterior walls to be sheathed per proscriptive requirements noted above G UJ V C (I) hers 48 X bar diameter minimum For a typlcal cantinuova 4 bar (dctmetor = Or) the rebar lop E equ,u to 48 X 0 5` unless explicdty noted a a shearwoll Inspections: Construction or week for which o building permit is required is subject to inspection by the building • The above maximum deflection limits are required by 2015 IBC Table 1604.3. Higher deflection e 24" minimum. Reinforcing bars. bolls% anchors, etc shall bo securely tied In position peer to concrete pi:moment • Prescriptive Interior Woll Shaveling: 1/2" Dewitt (Gypsum Wall Beard -GWB), saewod with 1-1/4" Type W or offrcual. Such owaeuctron shall remain ec) othd and accrosrbb for inspection purposes until approved (IBC 110). 0 values may be used at the engineer's discretion to improve structural perfomiance Reinforcing steel that be free of tust andeoaUngs• S scretic at 7'O C. along edges, 7" O.0 in the field Statement of Speci❑t Inspection' e Anchor Botts: Provide fv8" diameter x 10" long vwhsm or expansion anchor bolts cl) 4' 0.C. and within 6.12" of • Floor Sheathing: 314" CD or OSB, nated with 8d nalb at 6' O.0 along edges, 12" O.C. in tho freed. glued 'Mth seiner, with 3'k3'Y0.229' squarewasher,. 7' minimum anchor port embedment required. constnsdion attheslve prior to to iing. no blocking required (unites nand otherwise) 1- Special l spedions and s natural toning shall be providral by an independent :agency employed by the �� REFERENCE CODES 8 STANDARDS Owner for the itorns identified In thh statement of the approved construction documents and speaficattore. unless Intern:Mona( Building Cade. IBC 2015 AUhenia, Anchors. UnL.,ts, noted of orwise, epoxy anchors in canemu, w th Seittf+san SET-XP or Hitt HIT-HY 200-R or Stair: Refer to 18C 1011 for stairway recruitments 14! • equivalent epoxy, lnMalled per manufacturer's guidnnner. For extreme tmrpornerre nppucations, when long-term Studs at Openin1 Min (1 ) jock and (1) king stud required at each end of an opening unless otherwise noted. waived by the Building Official (IBC Chapter 17). 4e Washington State BuildingCate. SBC 2015 temperature exceeds 110'F or Is less than O'F, use Sim "on Set•3G. ?e. • � D" Exterior Stud Walls: Use 2r.6 studs ;� 16` O.C. unless noted atMhCrwr.,a. 2x6 exteflar stud wall' aro tip 2. Specie inspections. statements of special 'nspedfon, respuxtsibiliUosof Controcbra, submittals to the ()j • National Design Specification for Wood Construction, NDS 2015 Waterproofing: Waterproof all basement walls end dabs en grade. tt Ir, highly rammmsndad to use nsphaA desirable for insulation/energycode teethes (i o not structural reasons) Building Official. and structural observatime'hall menthe requirements of iBC 1704. ` ' i • Building Cato Requirernm s for Structural Corrcratn, ACI 318. 14, watorprooting :.rater or Euoen Vnndox AM-10 eystaltnn ,ulmlxture. Those watorpronfing agents shal bo instated per Interior Wells: Minimum 2x4 reads@ 16" O.C.. unless required hr plumbingrutility remoras '-,• Minirihum Design Loads fa Buildings And Other SUucturos, ASCE 7-16 the manutacturors rccomanendatan. At cctd•tahns, wet x•staps era highlyroecmmended. p 3. TtM names and credenU¢Is of the pedal Inspectar(s) st all be culxnitted to Ur_ Building Official. T1r_ Special YJood Stud Hofes 8 Notch For woad stint 12' and fele. 9 is rmismbie to cut meted w and helot er the Inspector shall be repelled unddemistr to f WABO Special ectoreon allbe when Program. The inspector shah 7 • Steel Construction Manual, 15th Edition, AISC 2015 rehearing requirements. Notch/holo size shall not exceed the fonoseng max percentage of stusd width: 1 • Roaring walls: Hato • '0°)o of Rsk11 rust width, Notdh • 25 °of teal •stad w dth demonebete competency per IBC 1704.2,1. 7 • North Amencan Standard for Coid•Formed Steel Structure! Framing. AISI 2015 Ed. SLAB ON GRADE • Nsn-bearing wok: Hole - 60% of total etvd width, Notch - 40% of taol stud width 4. Duties of the Special Inspector, GENERAL REQUIREMENTS Control Jairib: Conine joints (extemelon, cold, or saw-sus! a( 8%1Z O.C. required to mitigate shrinkage cracking. • Inrheas.+, heleedgosmuabeat least 5/8" from edge ofthestud oite t '( Rabat or woven win mesh (If seitalled) shalt break of all control Joints. Snw•ctd jointswthin 12 how'• of pour. O. The Special Inspector shall review all work listed for mnformsnoe with the approved construction plans and ,,,���ttf Coder All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards • OK to doll up to 1" d diameter hole far sWcb up to 16' tall. Hod to be EJ8"from edge of stud. the 2015 lac t\ Starr. ati Grade: Unities noted othetw'i:><+, garage state shall be 4" cnnaafe stab with rr3 retsar et O.C. cads way tx listrxf above Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards. 8tt0 >H wowrt wire mesh, over 10 mil poly vapor butterover 4" compleed crushed rods. b. The Special Inspsetor shall furnish sperdal inspection reports to the EOR. Contraor, Owner and Building Contrnctpr na&tmur, full rrrpansJbility of construction methods u c d, safety provlsl xhs employed, and the Reln(orang: Reinforcing bars a m woven wire reh shall be as noted on plans (test &hail be plaid 1-1/7' above the DECKS & BALCONIES Official on a weekly basis or as required try the Building Official. All Items not in ccmpliance shall be brought tote finilhcd condition of the structure. bottom of the slab. Ratlines: Unless noted otherwise rend detailed, guardrails to meet IBC 1015 Guardrails shall be 48" high min with the attention at to Contractor for corrodbn, and it uncorrected. to the FOR and the Building Mee. Conetnsdion Personnel Only Competent personnel familiar with construction and safety t raaiatre relevant to the Curing. Use wafer or membrane cure lmanrdlaloly aftct in teat set ice n minimum of 7 days, For worry curd. hose 4 mnx opening size so that a 4' sphere cannot pass through Guardrails than leo designut to withstand a 200 lb point project should be employed to secremble and coneruct the work down and keep II wet. Far mamhbrane cuing, wet the concrete than c(twee wah an Irnpermeabla mentbrana (e.g, load applied in any diredian and at any location on the top rail and shall bo drzligned to withstand a uniform load of c Otte corrections have boon nlasfrs try the Contractor. the Spodal Inspector shell submit a final signed report 0 Canstnsaion MMheds and ProJed Sorely The project dnvrings and spec/lotions represent tee finished vbqueen) or liquid membrane curing compound. Provide shade for conaelo during curing. 50 theft applied hod:rentall/ to tbf! top rail. Contractor/owner/inspector to physically verify (e.g. push 8 pull on lop to the Building Office)! eating that the work rogueing spoaaf nspeete m was. to tho brat of the Spectre (nspedoes a, (9 structure and do net indicate methods. procedures, or sequence of construction. The builder must taketall) that The guardrails meet the IBC loading requitomente mentioned above. krttvdodge. in conformence with the construction documents and the provrJors of the 2015 IBC. C� p Drnlnngr.: Garage stun. porch slab:, and ether censors surtacr. that ore required to drain shall be sloped betweenr n d Z v c necessary precautions to maintain and ensure the integrity of the structure during cater-ucton. Bradley 1st" and l/4" per 1'. Waterpraofiner. Bradley Engineerirr) is not responsible for adequacy of waterproof membranes on decks which 5 Dunce and responcibi)itios el the Contmdor, 0 " 0 Z u Engineering. Inc. will not enforce safe ty measures or regulations, nor MI the swear a dosgnor. Therefore, the Concrete Tripping: CoitreetW topping ran not be Metalled on fetes unless specie:alt detailed on the str ucturel cower living sprie. - o Q U h r' u tspp g y a The Convector shall &ubmn a written aarrhent of rrep arability to the Owner and the Building Official prior 5 ?y U H _o e contractor shall design, sort truce, are! maintain all safety dewier, and follow all pertinent regulations drawings The concrete topping shall be Installed per manurachiror'a specifications. to the commencement of work. In :cardance with IBC 1704 4, the strlmment of responsibility shalt It C Z w se re Tempomrs Support: The builder mud provide adequate temporary support to all walls, roofs, beams. and floors Noes-Bearing Interior Weill to Stab Cnntk•dlon: Interior walls shall be connected w conaele slab with minimum STAIRWAYS acknowledge the specie( inspection requirements contained within tins -Statement of Special Inspections'. L� I Q n. n e during construction. Design of these :teepees. aro not included unless spelf'caly shown Contractor is 11.n5• t!2" long anchor bolts 8' 0C.. Wet-set, rpoxi:d, oxpan*n. or screwed (io %meson Twin HD) anthor LU rz0 w Z a" g as Stairs: Refer to IBC 1011 for seaway requirements. b. The Contractor shall notifythe responsible Special In edor that weak is for nspEdian at leastane z C7 a Lis � ,a) responsible for the adequacy of all tempomte support ayrtelea bons aro acceptable if interior wall Is not speaknily deemed as a ;hear wall. ft es- acceptable to use 3/8'x5^ Titan ready Handrails. Unless noted uhervelso and detailed, handrails to moot requirements of IBC 1014, workingdayPe W z Z z Q e Specifications: All Wee call-outs, and details inctsdad settee this design package am required taiess screws its 48" O.0 (1 e. S trgsan THD375CC H or equivalent) p (24hours miniatu e) before such ins l on is required. Specifications: 0_ Ili rsiZ w CO 1- CU a specifically acted ottserwlso. ROOFS c. All work requiring special Inspection shall remain accessible and exposed usrall it has been observed by the Z w (0 Sptt al Impeder. Z w mC W Verification: Verity all dimoreions, elevations, and site conditions before starting wok. W z Lu Z ell Z' o CRAWL SPACE Manufactured Trusses, Line:se eick framing is specified on structural drawings, wrood trusseis ate to be engineered 111 W Y W Error: This contnaor t res ore:Hee to check theplans and ato conditions and to not the 6. Please see the 'Speeel Inspection Schedule betel( for tee tepee and colents of specific earns, requiring W N rrYi p notify vapor leerier: Cover cant crawl space with doss ! vapor retardant {I.¢. poly vapor Warier . 0 ell required, 10 ell by a taus mamdoctuTer. If tress layout is not provided by tries nhanutasturer, the engineer assumes that trusts all > ,1 Z -•I ;� architect/drsslgner/engineedpwner d any mares or omissions prior to the stag of con&trud on. special inspections and ttrudural tests as pee of this project Special inspection of items not specifically required in �"' W W t highly recommended). Extend 6" up tundaton walks minimum, boar on extenor wells and do not boar on Interior walla Trusses and trussconneWonah;ad-wore to be in this table are not required. Special ins applicable requirements e IBC 1705. - I D ¢ x pe inspections and tests shall meet the Le) Cann cis: Naas and stet-Ills on rho s rudural dra.vir gs take precedence over the Standard Structural accords re vv th truss manufacturers s requirement Do not modify or cut trusses without approval of twss ? r- r ) De h .' Arxy,ra� Providonan 18"x24" t7avQ9paatck.tvaspnrlBC 12091 Speaflcatlais and typical details. Written dimensions take preaedchco over baled drawing dimensions. manufacturer. � N � w h- =u Structural notes and de tale; on the structural drawings take precedence over the architectural drawings. Foundation ventilation: Ventilation per IBC 1203.4. Mininxim 1 square font of ventilnMm per 150 square (ca of crawl © on CO ,O ©) D U epees. Space vent evenly to provide cross ventilation. Cover with 118" contusion resistant mesh ✓aer,n. Girder Trusses: Truss manufacturer to be responsible for placement of girder trusses Instill girder truce, LGT tie Chingee' Witten approval from the engineer of record is required for any structural chargat to the provided dawn or SDYJC15800 screws to secure girder trusses as detailed on sfrslctural drawings. Number of studs SPECIAL INSPECTION SCHEDULE CL a a> ce 3 Uj drawings. Changes may be made in the flea' with consent of Bradley Engineering. Please provide a red lined supporting girder truss b meth plots of girder (o g 3-ply glider truss to bear on minimum 3 thuds) Redd/ dr7whng or sketch of desired change(s) to provide context and applicable information prior to contacting Material Structure' Component Code Reference Notes CD o m ao U- Cr 0 engineer. Pic sa cordact the encase-or who perfumed the ongineerng for your project as mated on this drawing. ALLOWABLE HOLES - I-Joists & I-Rafters Lateral Bracing: Contrive or to install totem! bracing in roof ss specified by trust manufacturer. (YtN) Seuctural Steel N IBC 1705.2.1 Inspoa per AISC efe) The engineering for this project warn completed by Luke Schweigert whose phone number is (360) 510.9514. Headers: Unless noted otherwise, all bearing wall headers to be 4X10 or 6XB D.F 2 men Cold formed, Meet de& N Etc 11055 22 )aspect per SDI OArOC • 11.41 ./^Uslxr<s)P.:T.:Kill10 so;yin( Sin, 700:0 AWf;r,i Uu b 1.1er nrrc pray Ni rJ •never«v Steel (.)pen Web :,tee joists and grders N !BC 1705.2.3 lisped per Table 17052 3 Subs itu Lion& If connector or lumber product rutatltutlorre are desired, contractor shall provide manufacturers . cusleeerneiree Z06O. tJ' iywtoar2nr 0 erdraming• Unless riled otherwise over framing to be 2X6 24" O.C. Overframing to be bear directly on top Verily truer bee Ta and 05.2attac inert re ese ere t•V"'a furore resets TatsA of truss below. Sec rafters n chart below for max spans. Manufactured taus overframin is acceptable. Cold formed steel trusses - 60' spec. N IBC 1705.2.4 evaluation report. of proposed substitutions to the engineer/owner r/owner for approval. Pa g per truss submittal pock we U) mere taper `. tvinmbrr Sze The member drmonaiors (e.g. depth and width at beams, columns, etc ) sspecifrad in those b Access: Attic seers shall be provided per IBC 12.092. The rough framed opening size shall not be, loss than Concrete Concrete N IBC 1705 3 inspect per Tables 1705.3 I - dr^mngsare structural minimums. It is axeptoblo to increase the size above what in specified. 1 11� ] O i F 0 Q r. _ I 22 X30" and shall be located In a railway or other readily accessible bastion. Mzzonrf Masonry N Ise 1705 4 Impca per 1 frl5tCa21 ACI530.1 Z y porti \ 1 ✓ r 1 L I J High-load diaphragms N IBC 1705.5.1 Insuresheathing, fasteners, fastener W _:- Similar wok Where F1f Stiuua✓Jn daWils are not shown or noted for an of the protect the area shall be I 4 a �"{, t , 2 >a. o• ca ify� ,antrand t. z ,i r,• r spacing. etc per structuraldravengs as tn,cted in the same manner as similar work strove on the dmwir ge I `' It%ul sirs rn,x,d;1Ns r I I WOod 1 tioaoaz,n inn Hain r,tn sr., Verify trust bracing and attachment in Modification of 5tnrcturnl Merhnber.. Cuts, patches. and holes bored 1n trusses. structural composite lumber. ✓ h•RM1.A » «a sr 0.001 .sw.liXC:II �' YJoodfnsstos > 60' &fzln N IBC t705.5� CC ghte-laminated members. or Hoists are prohibited eempt whore permitted by the manufacturer's a e ,wa: e.,rn:wu peTtlus3sulymdtelpaCk o recommendations or as strewn on this page. (See ALLOWABLE HOLES) Table A - Minimum Halo Distance From Support Solis Exlstirsg sot conditions and fill N IBC 1705.6 Inspect per Table 1705.6 D Scope of Work' The scope of work or Bradey Engineering. Inc Is limited to the structural engineering and xcr TrmFen¢ " ROUND HOLE SIZE RECTANGULAR HOLE sag material and placement CI am!ysis pertaining to the subject tUucture. Bradley Engineering. inc takes no respon ibility for Ram; not osmh Seance Width) 2- I .- r r r ALLOWABLE HOLES - Solid or Eng. Lumber Driven Deep Driven deep foundations N IBC 17057 In reortandccc 17057, geatach. W Foundations report and cuter. documents spodficany addressed in the drawings, calcuketiors, or call-outs. IM ash, ' es revise i.e. . z:s• 7 "' ze- Cott-n pi.lco Inspect per Table 1705•.8, gootoch. sw,z-1111C ) t_•r r.� .s- , r-r; 71� ) Cast-lnylace deep fouit(Satlon N IBC1705.8 Completion of Work: Submittal of these structure drawings to the dent completes the present teepe of \Vert zro a•ine-s T..r, r <:v t- - i•er No holes lee DX di meter at the Ok to completely- Deep Foundabon report and console documents J and budget of Bradley Engutiering, Inc. Other ptribe: won, dotign, c lculatiens, sketchee. inspection, etc. after " )to(2-utr,1 vie 1.,•• ,_, �- it hatched areas '` 'argent beta inn I x ( ) eAllow)ablC remove this area Helical Pile Inspect per Table 1 705,9, grnbch. Q e- r•T }, r, r Helical Pk Foundation N IBC 1705 9 submittal of this report shag be billed on an hearty ba is et, 1 .00oaten 1•, urn i ^n'k 7- hale zone t! Foundation report and caner dominants, CC 13 1 P,- 0601:.G:hG9 T/,^ S'-i I r.- t't;- , t , / r-t -,' '1-r S I i l-t Fobneated dams Fabricated ltomr. N !BC 1705.10 Inspect per Section 1704.2.5 3 • a'Jt1.aT.•L-/)0 zit:r'�1LnrYJN.CL:dfJ.TrX9.r:rCnEiJ1':•,V :,fAG:t%:Y: Op? �. ' ;, f - ;'\ i)^ Structural Wood N IBC 1705. 11.1 Inspect pa Section 1705. 11 .1 I- -1 STRUCTURAL STEEL • vzroI74.0.0,I"n:, r. rz pro n.roxnr rM+ne rr +Mu.so s. r n 1- ' LYz C -1 Wind Rl:,tsWrsw Cod-formed liht•frome steel N IBC 170511 2 Inspect per Secton 1705.11.22 0 U Q • 'tors or m.:«yexv:Wet S»0.,.ncor-by k.TC.:.rA i' '_ tY• , Grads' Unless noted otherwise. the grades of steel nu:mbert is as follows. • r.ersi•a :vmrea.reesee. Struziurr si steel N IBC 1705,121 In",pCa stem per AISC 341ne, CC = W Wide flan {L ASTM A992 Steel Fy = 50 kci Fu a 65 Y,si s +'•' er; -ua Liz �ua "�• • sine ".0irasnrn y.. tm: t' pastas:aNvr1f7ee Irrei La<-ixef' ).Y.�va»al rfTAR Z r� .. frx+rsr.Laia„ors ;c�r%s,ye and Mvm:�rysa Im4p2�15hU3thirl fasteners, laalkrw3t I-- v/ flange 1j - z .reel Structural wood N 18C 17 05.12.2 spacing, hold-downs, etc. per (I) -� • HSS Tube (HSS) ASTM MOO, Grady B or better. Fy = 46 ksi Fu = 58 kzi I. L} I in W Hite Sire. The tote rSam,xro utnuk] not nxx,uvl 2" approved canstrud ors documents • Channels. plates, artge❑s ASTM A36, Fy = 36 k l Fu a 58 ksl. »)y • or 1:10 she beam depth. wirdvevnr is ssnMer. -sr Cob-formed lr)uht-frame steel N IBC 1705.12.3 Inspect per Section 1705 12.3 JQ = Q • Bobs . ASTM A32Sorbetter JOIST CONVERSION CHART fnpodortoveil& accordance. with LLI • These guidelines are applicable to glued-laminated, solid sawn, and engineered Seismic Resittame Designated seitmic systems N IBC 1705.12.4 CC 0 • ASCE 7 Secure 13.2 2 rt Archer boils ASTM F1554 abettor Taro Joist Padre 'Na x*tach Eloise Cascade Roseburg P.ed Built LP lumber (beams, headers. errs. rafters, rec W a • 'tie Rabat 8 Smaller Grade 40 (Fy = 40 ksl or bete() TJI 210 - - P'T'A 47 BC! 6000 ••^- RFPI 40--'- Red-145-- - 191 630 J ) Archancturat components N IBC 17 05.12.5 inspect per Section 1.05 12.5 o THICKER Uniform loads only, no point load' Z Q • #5 F•tebar 8 Larger ,. Grade 60 (Fy = 60 es: or better) FLANGE T.11360 ---- PVv1 70 ---- BC; 60 ---•- RFPI 70 - --- eye 36 • Round holes only Plumbing, mechonicai. and I O Z electrical components N IBC 1705.12 6 Inspect per Section 1705.12.6 W Connections: Unlett noted otherwise, steel to steel connections to be 1/4" continuous fillet weld. All structure( 'MOTH PV1177 RFT t 700 Red-t 65 • No holes in carhGlevert Storegeracks N ISO1705127 tnape�.'tperSeahon1705.12.7 I"- r Q steel to use fabricated In xcam(ance with the AISC (annual of steel construction. latest edition TJI 560 --- Pile 90 BC' 90 REP' 90 - -!--Red-190- t PI 59 • DO NOT cut, notch, or drill holes In headers or gams ecept as 111910ted in sketdt Seismic isolation eystems N IBC 1705.12.8 Inspect per Seaton 170512.8 Waldinn: Steel welding to be drone using E70 eihdrode&, and conform to AWS D1 ,1, latest edition OK to sttbstitute the joeits specified on drawings(TJrs) vrith joists listed n this table Match the original Cold formed steel ntement frenen N IBC 1705 12 9 Inspect per Section 1705 12.5' Washer. Provide standard washers under at nuts and anchor bolts depth and spacing. OK to use thicker flange wide) than specified(e.g usoTJ1360 instead of TJI 210) S2 of 2 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE I WEWSOffildOnS ENGINEERED WOOD SOLUTIONS,INC. Tom Kovich Phone: 425.686.0113 --- Fax: 425.642.8261 Tom@EWSolutions.net TO: CORKY CULVER 206-465-1528 DATE: 02/04/20 EWS BID#: TK 4872 PROJECT: THRIVE HEALTH CLUB ADDITION PROJECT LOCATION: 1606 R AVENUE,ANACORTES,WA 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 DELIVERY: 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 Addition to existing building Thrive Community Fitness LLC 1609 R. Ave Anacortes WA 98221 Contact: Corky Culver 206-465-1528 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 1ST POUR 2ND POUR ANCHOR BOLTS \ I SLAB COMPOSED OF 1. 05/8"X10" LONG © 48" O.C. MAX. TWO SEPARATE POURS 2. MIN. 2 PER SILL. a a 4 a 1-3/4" 3. WITHIN 12" FROM SILL END. a a 4 \ OOOOOOOOO MIN. II j_O � j 2X6 STUDS @ 16" O.C. X \�\ \\ \ � / \\%(�\/�-- \ /\ 2X6 STUDS @ 16" O.C. /�� ® /i//i//i/// „ , / i ,, . 4"COMPACTED UNDISTURBED NATIVE SOIL OR • ' \ COMPACTED FILL MATERIAL COLD JOINT GRANULAR FILL 153 EXISTING STEEL COLUMN $" DIA. X 10 ANCHOR BOLTS @ 48" /-i" OSB OR " PLY SHEATHING O.C. 7" MIN. EMBEDMENT INTO CONC. 4"SAW CUT OR USE GROOVER REQUIRED AT TOOL TO CREATE CONCRETE JOINT s EXISTING-\ CONC. SLAB W/ SLAB TO BE POURED MONOLITHICALLY. $' DIA. X 10 ANCHOR BOLTS @ 48" CONCRETE SLAB #4 BAR @ 18" O.C. ALL LOCATIONS _D 4/4)D SAW CUT METHOD TO BE PERFORMED O.C. 7" MIN. EMBEDMENT INTO CONC. n (n J` _ 4 TO 12 HOURS AFTER POUR. 5�" CONC. SLAB WI -7 • D. p • ° 28dNAILS@6" O.C. 4.- o, p A CO(n Q a In a \ [#4 BAR @ 18" O.C. -_- / \X7 V \/\ ' ° D ° \-=.. p \\\/\\ \\ / a GA o�o�o�o� oo�o�o `��`�� rs' 12 / v o \� j \\j\\j\ w z /`j�j�j \`/� /, ���/,%�/ %i�//\� \/ \ / / n \//\ \//.\, \ \��\ .�AkS @ 18" C_� /� /' /� / //� / �/ \\ \ \ D ° 4 DIA. TIGHT LINE \ I� — \ W/6" BEND ANCHOR BOLTS TO SILL PLATE UNDISTURBED NATIVE SOIL OR SAW CUT OR 4"COMPACTED //,�j � o``/ // �\ p p / O COMPACTED FILL MATERIAL GROOVE JOINT GRANULAR FILL \\\\\ D ° ° ,► \/�\\/r \ \ p D. o D. \ / . �j ,� D. • o p / "4/CONTINUOUS BARS CONCRETE SLAB NOTES: SUB-GRADE PREPARATION: #4 BARS \/ c p /\ • ➢• \ SPLICE TO BE 24" MIN. • EITHER OF THE ABOVE TWO JOINT OPTIONS ARE ADEQUATE SLAB TO BEAR ON UNDISTURBED NATIVE SOILS AND/OR STRUCTURAL O.C. W/6"klk/ ° \/�j/'/ /�j` \/�j\/�j\/�j\/�j\/�j�// W O • SPACE JOINTS @ 12'O.C. MAX. EACH WAY FILL(SEE STANDARD STRUCTURAL SPECIFICATIONS FOR MORE \' ' \' \\� \ \ \ TY ` \ \ O• BARICAL RIER OVER 4' COMACTD 4"CONCRETE LAB GRAOVER 6 MIL NUAR FIL POLY VAPOR INFOF OA MOATION)IFIIED PROCTORED PEIN LIFTS OF R ASTM D5057. SOIILE OT OR S SHHALEBE FIRMSS TO SAND ( ) / \ \ / G i 3)1 6 . BARS 0 pp /` 8"�` � '�D#A. PERFORATED /. /. O fl / 2 #4 CONTINUOUS BAR � � �/, UNYIELDING.ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH REBAR SPLICE TO BE 24" MIN. DRAIN PIPE SET IN GRAVEL co THE SLABS TO BE REMOVED AND REPLACED WITH 4" MINIMUM COMPACTED GRANULAR FILL TO 95% RELATIVE COMPACTION. z ik FOUNDATION DETAILBNEW FOUNDATION TO EXISTING ° TYPICAL C NCRETE SLAB J INTSC- , SCALE: 3/4" = 1'-0" / SCALE: 3/4" = 1'-0" W SCALE: 1" = 1'-0" > -X \— \ \ c \ \III W / 25' / > >- i A cn _ S1 00 ° } >- } rt . ° ° ° ° • ——- — ` EXIST NG TP PARAPET WALL PLATE AND W U (HVAC X ATTACHED TO WALL STUDS AT 2X6 STUDS @ 16" O.C. W co Z CO U m C m —II-IJ u) SRUULY v 48" O.C. (EVERY THIRD STUD) I— 0 • W p W p Q Q EXISTING STEEL COLUMN — � Q Z = W U 0 IRONED SEAMED WATER 0 W U < CO HVAC T _ J r -I PROOF MEMBRANE IuI RETURN 3 _ 6" POLYISO RIGID vi can --------DESIGN MANUFACTURER TO FOAM INSUL. R-39 (2)4"X 5" SDS ° DESIGN TRUSSES TO SUPPORT 3„ SCREWS @ 24" O.C. � �{ HVAC EQUIPMENT. NET WEIGHT • 4 T&G PLYWOOD NEW HVAC OF UNIT= 1058.0 LB(VERIFY) ✓ Jr WALL SHEATHING ON ROOF // f CONTINUOUS OVER MAIN �(/ \ WALL TO PARAPET WALL OR Z STRAP TOGERTH W/3 FT LONG w ON \ CS16 STRAP-TIE @ 48" O.C. 7 — 7 — Z - BLOCK BETWEEN W RETURN (\ X I\ i TRUSSES EXISTING WINDOWS -I -- 1 <lishib)C 2X6 STUDS @ 16" O.C. Wx • � MANUFACTURED TRUSSES @ -- O 24" O.C. PROVIDED BYa. t ENGINEERED WOOD SOLUTIONS TOP CHORD BEARING lio • • ON WALL PLATE cn PARAPET WALL DETAIL O W -I SCALE: 3/4" = 1'-0" OH eo rY (.3u) N 0 g m Q ° O Z SCUPPER 0 2 O z 7 0 D -z7r ° / Zo Q o 0) � °w° < r ©—I 0 cj _ z D_ o .En > O v) O Z — W c I Jo W0 W 0 Q Z D_ o 2o = z � �<1.11>B § a- U oTh DO W Z 0 co ac � Ja �1 � � Z_ D� Z W 0 . COO 02 V Z w z 2a >, SHEAR WALL TABLE FD LIJ z � 1 A 0w Z CD Wm z UY - O U z SHEATHING ON EDGE NAILING / LATERAL RESISTANCE (PLF) W Z D_ W 06 Z E3 Si PANEL EDGES BLOCKED I— } —I -0 w w ° _1w O W WALL ONE OR BOTH NAI SIZE FIELD NAILING LOAD TRANSFER } W W J > > _1 z SHEATHING OR UNBLOCKED > W W W Z @ O O HI- Q w� SIDES OF WALL DISTANCE (MAX) 3 WIND SEISMIC W J p 0 Q EXISTING WINDOWS o ° w Q PW 7/ OSB OR 1%32" ONE UNBLOCKED 8d 6" / 12" O.C. NO 300 240 J Q < U) L U U - > �1 W I- J CCD � PLY 1� "1 m m > Lo V D U Q o Z ' SWO 1s" OSB OR 1%32" ONE BLOCKED 8d 3"/ 12" O.C. YES 685 490 Q 0 W I- 0 O W 2 � � � m PLY 10 ® > } o > SOW < w w o SW4 %6" OSB OR�%32" ONE BLOCKED 8d 3"/ 12" O.C. YES 685 490 Q CD < O D-' Z � ao PLY 1� CO 0ooC0 L_ D_ O Q• 1_ a ii IW 4" GWB BOTH UNBLOCKED 5d cooler or 7"/ 7" O.C. NO 200 200 Z iu H 2 wallboard nail c. a z • w'• w > w H 0 2 O r N rl . 10 PLY = CDX, C-C, OR C-D PLYWOOD. OSB OF SIMILAR THICKNESS AND SPAN RATING MAY BE SUBSTITUTED FOR PLYWOOD. • (2 NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE. NEW HVAC 03 FOR WALLS DESIGNED TO HAVE LOADS TRANSFERRED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED J ° ON ROOF ON EITHER SIDE OF EACH WINDOW WITH EDGE NAILING ALONG BOTH STUDS. • ® NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEAR WALL <— NOTES: W / ' ` (1)AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS, USE$" ALL-THREAD/THREADED ROD A-307 WITH A MINIMUM EMBED 0 ——7— — 1 I r _ ( O I OF 10". USE SIMPSON EPDXY-TIE BOLT SYSTEM WITH "SET" HIGH STRENGTH EPDXY. CONCRETE MUST BE AT LEAST 7 DAYS OLD. 06 ° ( EXISTING / 1 DUCT X (2) UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH PW (PRESCRIPTIVE WALL). m �\�suPPUY Vi ��— t J z0 (3) ALL CONNECTIONS NOT SHOWN ABOVE, SHALL CONFORM TO IBC TABLE 2304.9.1. —J 0 EXISTING STEEL COLUMN II DUCT I 7_ CORETURN • Z WALL SHEATHING IS PRESCRIPTIVE NO SPECIAL SHEAR WALLS OR 0 EtI HOLD-DOWNS REQUIRED. SEE PW IN SHEAR WALL TABLE ON S1 W J ~ Z U) fY W W W Q W FOUNDATON PLAN ROOF FRAMING PLAN SCALE: 1/4" = 1' - 0" SCALE: 1/4" = 1' - 0" H I CEO Z U) H N— Q of DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE ABBREVIATIONS (Used throughout structural drawings) STANDARD STRUCTURAL SPECIFICATIONS - 2015 IBC (E) Existing C.S. Clear Span INT. Interior STD Standard INTRODUCTION (N) New DBL Double MAX Maximum STR'L Structural FOUNDATION WOOD FRAMING A.B. Anchor Bolt EOR Engineer of Record MANUF. Manufacturer S.S. Select Structural The Standard Structural Specifications are guidelines and structural requirements for construction of typical ARCH Architectural ELEV. Elevation MIN Minimum T.O. Top Of commercial, multi-family, and industrial (i.e. all non-residential) structures. The intent of this document is to • Design Soil Bearing Pressure = 1,500 psf Default Wood Types: Unless noted otherwise, the material for a structural member is as shown: BLDG Building EXT. Exterior N/A Not Applicable TJI Trus Joist, I Series provide general structural requirements for the project. Builder, contractor, and other parties involved are • Frost Zone Depth = 18 inches • Beams, Posts, & Sawn Joists Douglas Fir#2 (D.F.2) BLKG Blocking FDN Foundation • O.C. On Center TPL Triple required to read this document and are responsible for meeting the requirements specified within. Contact the • Studs & Plates Hem/Fir (H.F.) or Douglas Fir (D.F.) engineer of record with any questions or concerns. • Unless noted otherwise, concrete is designed with 2,500 psi strength and does not require special inspection. • BM Beam FTG Footing Opp. Opposite TYP. Typical The specified concrete strength (3,000 psi) is greater than design strength (2,500 psi) Mud Sill (i.e. Sill Plate) Pressure Treated (P.T.) BTM Bottom GALV. Galvanized PLY Plywood U.N.O. Unless Noted Otherwise • Blocking Any solid 2X or rim joist material Code: Cast-in-place concrete sizing, placing, and testing shall conform to ACI 318-14 and ACI 301 C C Channel (Steel) GA. Gauge P.T. Pressure Treated V.B. Vapor Barrier DESIGN CRITERIA • Rim Joists Douglas Fir#2 (D.F.2)for solid sawn, manufactured rim for I-joists Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a • Glued-Laminated (dry-use) D.F. 24F-V4 (GLB) CL Center Line HDR Header REINF. Reinforced VERT. Vertical DESIGN PARAMETER VALUE SOURCE qualified geotechnical engineer for all land based construction projects. U) J - • Exposed Structural Members Pressure Treated (P.T.) CMU Conc.Masonry Unit HORIZ. Horizontal REQ'D Required W/ With Z < Seismic Design Category 'D' IBC 1613 Earthwork: Call before you dig! Call '811'. Locate and protect underground conduit, plumbing, and other utilities where • Glued-Laminated (wet-use) Treat with Hi-Clear 11 by Permapost Products Co. in Hillsboro, OR CONC. Concrete HSS Hollow Structural Section SIM. Similar W/O Without � Q Risk Cate or ll' IBC Table 1604.5 new work is performed. Footings shall bear on undisturbed native soils and/or stuctural fill compacted in lifts of one Z W g Y foot or less to 95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and Moisture Content: The max moisture content shall be 19°/o at the time of installation of connectors, nails, and bolts CONT. Continuous INSUL. Insulation SPECS Specifications WF Wide Flange(Steel) O a i_ Wind Exposure Category 'D' IBC 1609.4.3 deleterious material beneath the footings, foundations, and slabs to be removed and replaced with 4" min. crushed for framing members. U) Q Q Basic Wind Speed (3-second gust) 110 MPH IBC Figure 1609.3(1) rock compacted to 95% relative compaction. Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure WOOD FRAMING CONNECTORS w5 Z treated or preservative treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members LU 0 Design Wind Load 16.93 PSF ASCE 7-16 28.6-1 Structural Fill: Structural fill consists of clean, well-graded sandy gravel, gravelly sand, or other approved naturally after fabrication and field trimming. Glulam beams (GLB's)which are exposed to the elements shall be treated with I occurring granular material (e.g. pit run) with at least 30 percent retained on the No. 4 sieve, or a well-graded crushed Manufacturer: Simpson Strong-Tie construction connectors are specified, however, any nationally recognized brand LOAD SOURCE LIVE LOAD DEAD LOAD ° Hi-Clear 11 by Permapost Products Co located in Hillsboro, OR. 0 rock. In wet weather conditions, fill should have less than 5 A fines. Soils with an over-optimum moisture content (e.g. Silver, KC, etc) may be used if they are equivalent in their ability to carry all applied loads in all orientations. psfpsf (i.e. soil) during periods of dry weather or replaced with drier structural fill. Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing Q Roofs 20 15 should be scarified turn over the and dried wall locations. Blocking is required at all bearing locations. Trusses, structural composite lumber, glued-laminated Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations O Floors 40 psf 12 psf Surface Drainage: Finished grades are to be at least 6" below top of stem wall. Lots shall be graded to drain surface members, and I-joists shall be supported laterally as required by the manufacturer's recommendations. and requirements (locations, exposure, end and edge distances, fasteners, etc.). 'I- Decks & Balconies 60 psf 10 psf water away from foundation walls. The grade shall fall a minimum of 6 inches within 10 feet. If 6 inches of fall is not Bearing: For beams bearingon perpendicular walls or columns, Use a minimum 3" bearinglength unless noted W o possible, grade shall be sloped min 2 percent away from the building. p p g Simpson Connectors: Unless noted otherwise on the structural drawings and details, the following Simpson o uJ• Ground Snow Load 25 psf - _ otherwise. Use enough studs to match or exceed beam width unless noted otherwise. Strong-Tie construction connectors shall be used: < N Exterior Wall - 12 psf Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums Headers: Unless noted otherwise, headers to be 4x10 D.F.2, (2) 2x10 D.F.2, or 6x8 D.F.1 00 unless noted otherwise. Bottom of footings to be below frost zone (18"). Glued Laminated Members: Glulam beams (GLB) shall be Douglas Fir-Larch, 24F-V4, dryuse onl • Post Caps: CBTZ, PCZ/EPCZ, BC/BCS, CC, CCQ, ECC, ECCQ co Interior Wall - 10 psf g Y • Post Bases: CPTZ, CBSQ, PB/PBS, ABA/ABU/ABW Footing Drains: Providing adequate drainage to retaining and basement walls is imperative. Footing drains shall be Engineered Lumber: Install per the relevant manufacturer's installation guides for each type: Z Vertical loads come from 2015 IBC Table 1607.1, Minimum Uniformly Distributed Live Loads provided at the base of all footings and retainingwalls which will have earthplaced against them. Washed drain rock • Wood I-Joists: Used extensivelyin floor and roof framing (Trus Joist TJI's typically specified) Joist Hangers: LUS/LU/U/HU/HUC, JB, HUTF/HUSTF (top-flange) 0 9 9Yp• Y must extend to within one foot of finished grade. Footing drains shall be 4" perforated pipe routed down gradient to • Laminated Veneer Lumber(LVL): Minimum modulus of elasticity E = 2.0x10^6 psi • I-Joist Hangers: IUS/MIU, ITS/MIT/HIT (top-flange) 11 DEFLECTION LIMITS daylight, unless otherwise specified. • Parallel Strand Lumber (PSL): Minimum modulus of elasticity E = 2.0x10^6 psi • Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top-flange) LU > Concrete: Mix and 28 day strength unless noted otherwise: • Laminated Strand Lumber(LSL): Minimum modulus of elasticity E = 2.0x10^6 psi • Rafter Hangers: LSU/LSSR/LSSJ, LRUZ STRUCTURAL MEMBER LIVE SNOW LIVE+DEAD • Concrete compressive strength, fc= 3,000psi Multi-ply LVL's: Where multi-ply LVL beams are specified on the structural drawings, provide LVL connectionper 1 W p g p y p g Truss and Rafter Connection: H1, H2.5A, or SDWC15600 at each heel to double plate w - I- LU Roof (with sheetrock ceiling) L/360 L/360 L/240 • Required fc shall be evaluated at 28 days (56 days OK for fly ash or slag) International Beams' Technical Bulletin TB-LVL-2 > • Concrete exposed to weather shall have air entrainment of 6% +/-1.5% Wood Structural Panels: American Plywood Association (APA) rated sheathing is required for all wood structural • Holdowns: HDU/DTT with SSTB, STHD14, STHD14RJ Floor-to-floor Strap-Ties: HDU2, MST48 Roof (without sheetrock ceiling) L/240 L/240 L/180 p ( ) Fastener Requirements: The number and size of fasteners connectingwood members shall not be less than that 0 w } panels. Unless noted otherwise, the wood panel for each situation is: q w m w 0 • Maximum water/cement ratio = 0.45 set forth in IBC Table 2304.10.1. w W m J 0 J w Roof (not supporting ceiling) L/180 L/180 L/120 • Roof Sheathing: 1/2" CDX (plywood with moisture resistant glue - highly recommended), CD (plywood), or o 0 0 w 0 I- • 25% max fly ash... 50% max slag 7/16" OSB (oriented strand board), with ply clips or T&G (tongue and groove). Nail with 10d nails at 6" O.C. Exposure: Any hardware or fasteners exposed to the elements shall be heavy duty galvanized or stainless steel. N w = w Q > Q O Floor Members L/360 - L/240 Lifts: Lifts shall be poured within 60 minutes of the previous lift along edges, 12" O.C. in the field, no blocking required o Z_ U m m w Z Horizontal Deflection (anycase) L/240 - - Prescriptive7/16" 15/32" 6" 12" w Temperature: Pour concrete at outdoor temperatures of 40 degrees and above. Exterior Wall Sheathing: OSB or CD ply, 8d nails at O.C. along edges, O.C. in C� W CLEta. Q the field, no blocking required. All exterior walls to be sheathed per prescriptive requirements noted above INSPECTIONS Q C° Z J 0 a U Q Farm Buildings & Greenhouses - - L/180 Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous 0 w U Q CO bars 48 X bar diameter minimum. For a typical continuous #4 bar (diameter = 0.5") the rebar lap is equal to 48 X 0.5" unless explicitly noted as a shearwall Inspections: Construction or work for which a building permit is required is subject to inspection by the building The above maximum deflection limits are required by 2015 IBC Table 1604.3. Higher deflection = 24" minimum. Reinforcing bars, bolts, anchors, etc shall be securely tied in position prior to concrete placement. • Prescriptive Interior Wall Sheathing: 1/2" Drywall (Gypsum Wall Board - GWB), screwed with 1-1/4" Type W or official. Such construction shall remain exposed and accessible for inspection purposes until approved (IBC 110). 0 values may be used at the engineer's discretion to improve structural performance Reinforcing steel shall be free of rust and coatings. S screws at 7" O.C. along edges, 7" O.C. in the field Statement of Special Inspection: Anchor Bolts: Provide 5/8" diameter x 10" long wet-set or expansion anchor bolts @ 4' O.C. and within 6-12" of • Floor Sheathing: 3/4" CD or OSB, nailed with 8d nails at 6" O.C. along edges, 12" O.C. in the field. glued with REFERENCE CODES & STANDARDS corners with 3"x3"x0.229" square washers. 7" minimum anchor bolt embedment required. construction adhesive prior to nailing, no blocking required (unless noted otherwise) 1. Special inspections and structural testing shall be provided by an independent agency employed by the �Q' Adhesive Anchors: Unless noted otherwise, epoxy anchors in concrete with Simpson SET-XP or Hilti HIT-HY 200-R or Stairs: Refer to IBC 1011 for stairway requirements. Owner for the items identified in this statement of the approved construction documents and specifications, unless 4/ • International Building Code, IBC 2015 equivalent epoxy, installedper manufacturer'sguidelines. For extreme temperature applications, when long-term Studs at Opening: Min 1 jack and (1) kingstud required at each end of an opening unless otherwise noted. waived by the Building Official (IBC Chapter 17). • Washington State BuildingCode, SBC 2015 q p pp g p g• ( ) q p g �� 9 temperature exceeds 110°F or is less than 0°F, use Simpson Set-3G. Exterior Stud Walls: Use 2x6 studs @ 16" O.C. unless noted otherwise. 2x6 exterior stud walls are typically 2. Special inspections, statements of special inspections, responsibilities of Contractors, submittals to the 6 • National Design Specification for Wood Construction, NDS 2015 Waterproofing: Waterproof all basement walls and slabs on grade. It is highly recommended to use asphalt desirable for insulation/energy code reasons (i.e. not structural reasons). Building Official, and structural observations shall meet the requirements of IBC 1704. • Building Code Requirements for Structural Concrete, ACI 318-14, waterproofing sealer or Eucon Vandex AM-10 crystalline admixture. These waterproofing agents shall be installed per Interior Walls: Minimum 2x4 studs @ 16" O.C., unless required for plumbing/utility reasons 4/ • Minimum Design Loads for Buildings And Other Structures, ASCE 7-16 the manufacturer's recommendations. At cold-joints, water-stops are highly recommended. Wood Stud Holes & Notching: For wood studs 12' and less, it is permissible to cut notches and holes per the 3. The names and credentials of the Special Inspector(s) shall be submitted to the Building Official. The Special Inspector shall be certified under the WABO Special Inspection Certification Program. The inspector shall �`.` • Steel Construction Manual, 15th Edition, AISC 2015 following requirements. Notch/hole size shall not exceed the following max percentage of stud width: demonstrate competency per IBC 1704.2.1. V+ • North American Standard for Cold-Formed Steel Structural Framing, AISI 2015 Ed. SLAB ON GRADE • Bearing walls: Hole -40% of total stud width, Notch - 25% of total stud width , • Non-bearing walls: Hole - 60% of total stud width, Notch -40% of total stud width 4. Duties of the Special Inspector: Control Joints: Control (expansion, cold, or saw-cut) at 8'-12' O.C. required to mitigate shrinkage cracking. • In all cases, hole edges must be at least 5/8" from edge of the stud O4.GENERAL REQUIREMENTS joints ( p q g gg g Rebar or woven wire mesh (if installed)shall break at all control joints. Saw-cut joints within 12 hours of pour. a. The Special Inspector shall review all work listed for conformance with the approved construction plans and Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards garage 24" way • OK to drill up to 1" diameter hole for studs up to 16' tall. Hole to be 5/8" from edge of stud. the 2015 IBC. 10 q Slabs on Grade: Unless noted otherwise, ara a slab shall be 4 concrete slab with #3 rebar at O.C. each or listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards. 6x6xW1..woven wire mesh, over 10 mil poly vapor barrier over 4" compacted crushed rock. b. The Special Inspector shall furnish special inspection reports to the EOR, Contractor, Owner and Building Contractor assumes full responsibility of construction methods used, safety provisions employed, and the DECKS & BALCONIES finished condition of the structure. Reinforcing: Reinforcing bars or woven wire mesh shall be as noted on plans and shall be placed 1-1/2" above the - - Official on a weekly basis or as required by the Building Official. All items not in compliance shall be brought to U bottom of the slab. Railings: Unless noted otherwise and detailed, guardrails to meet IBC 1015. Guardrails shall be 48" high min with the attention of the Contractor for correction, and if uncorrected, to the EOR and the Building Official. _ Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the Curing: Use water or membrane cure immediately after initial set for a minimum of 7 days. For water cure, hose it max opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point I- project should be employed to assemble and construct the work. load applied in an direction and at an location on the to rail and shall be designed to withstand a uniform load of c. Once corrections have been made by the Contractor, the Special Inspector shall submit a final signed report 0 down and keep it wet. For membrane curing, wet the concrete then cover with an impermeable membrane (e.g. pp Y Y p g Construction Methods and Project Safety: The project drawings and specifications represent the finished visqueen)or liquid membrane curing compound. Provide shade for concrete during curing. 50 Ib/ft applied horizontally to the top rail. Contractor/owner/inspector to physically verify (e.g. push & pull on top to the Building Official stating that the work requiring special inspection was, to the best of the Special Inspector's rn structure and do not indicate methods, procedures, or sequence of construction. The builder must take Drainage: Garage slabs, porch slabs, and other concrete surfaces that are required to drain shall be sloped between rail) that the guardrails meet the IBC loading requirements mentioned above. knowledge, in conformance with the construction documents and the provisions of the 2015 IBC. rr11 ( Z 71- E necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley 1/8" and 1/4" per 1'. Waterproofing: Bradley Engineering is not responsible for adequacy of waterproof membranes on decks which `.J 0) 0 zZ.(7) O U 5. Duties and responsibilities of the Contractor: � Engineering, Inc. will not enforce safety measures or regulations, nor will the owner or designer. Therefore, the cover living space. z O Q Q rn „ Concrete Topping: Concrete topping can not be installed on floors unless specifically detailed on the structural a. The Contractor shall submit a written statement of responsibility to the Owner and the Building Official prior - 0 U I- o E contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations. drawings. The concrete topping shall be installed per manufacturer's specifications. Z Et N- •- to the commencement of work. In accordance with IBC 1704.4, the statement of responsibility shall U Lc) o Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, and floors Non-Bearing Interior Wall to Slab Connection: Interior walls shall be connected to concrete slab with minimum STAIRWAYS acknowledge the special inspection requirements contained within this "Statement of Special Inspections". LLI z Q O w E. during construction. Design of these supports are not included unless specifically shown. Contractor is 1/2"x5-1/2" long anchor bolts @ 6' O.C.. Wet-set, epoxied, expansion, or screwed (i.e. Simpson Titen HD) anchor C7 = Z u) cc) a) Stairs: Refer to IBC 1011 for stairway requirements. W Z M responsible for the adequacy of all temporary support systems. bolts are acceptable. If interior wall is not specifically denoted as a shear wall, it is acceptable to use 3/8"x5" Titen b. The Contractor shall notify the responsible Special Inspector that work is ready for inspection at least one 0 w c screws 48" O.C. (i.e. Simpson THD375000H or equivalent) Handrails: Unless noted otherwise and detailed, handrails to meet requirements of IBC 1014. Z E z w 0 'i) Specifications: All notes, call-outs, and details included within this design package are required unless @ p q ) working day (24 hours minimum) before such inspection is required. -rr11 w J Z Z Q c specifically noted otherwise. ROOFS c. All work requiring special inspection shall remain accessible and exposed until it has been observed by the v Z . m 0 = w aa)i Verification: Verify all dimensions, elevations, and site conditions before starting work. Special Inspector. z 0 w Z 0 Y 7 CRAWL SPACE Z a w 06 D 12 Manufactured Trusses: Unless stick framingis specified on structural drawings, wood trusses are to be engineered LLJ Errors: The contractor is responsible to check the plans and site conditions and to notify the p g ' 6. Please see the 'Special Inspection Schedule' below for the types and extents of specific items requiring w , I- I- cn J _o architect/designer/engineer/owner of any errors or omissions prior to the start of construction. Vapor Barrier: Cover entire crawl space with class I vapor retardant (i.e. poly vapor barrier 6 mil required, 10 mil by a truss manufacturer. If truss layout is not provided by truss manufacturer, the engineer assumes that trusses all special inspections and structural tests as part of this project. Special inspection of items not specifically required in /- 1 j w w _i Z J highly recommended). Extend 6" up foundation walls minimum. bear on exterior walls and do not bear on interior walls. Trusses and truss connections/hard-ware to be in J _ 2 p 0 Q 3 Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural this table are not required. Special inspections and tests shall meet the applicable requirements of IBC 1705. LLJ p Q Access: Provide min 18"x24" crawlspace access per IBC 1209.1. accordance with truss manufacturer's requirements. Do not modify or cut trusses without approval of truss J <0 < I� ti H U - Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions. manufacturer. u, m W 1- Structural notes and details on the structural drawings take precedence over the architectural drawings. Foundation Ventilation: Ventilation per IBC 1203.4. Minimum 1 square foot of ventilation per 150 square feet of crawl 0 m m © D U Q space. Space vents evenly to provide cross ventilation. Cover with 1/8" corrosion resistant mesh screen. Girder Trusses: Truss manufacturer to be responsible for placement of girder trusses. Install girder truss LGT tie Q w W 2 Changes: Written approval from the engineer of record is required for any structural changes to the provided down or SDWC15600 screws to secure girder trusses as detailed on structural drawings. Number of studs SPECIAL INSPECTION SCHEDULE o_ rY O u.1 drawings. Changes may be made 'in the field' with consent of Bradley Engineering. Please provide a red-lined - supporting girder truss to matchplies ofgirder(e.g. 3-ply girder truss to bear on minimum 3 studs). Req'd? Et ,_ o pp 9pY ) q Q ,- 2 < 0r drawing or sketch of desired change(s) to provide context and applicable information prior to contacting Material Structural Component (Y/N) Code Reference Notes CO p co .� w w 0 engineer. Please contact the engineer who performed the engineering for your project as noted on this drawing. ALLOWABLE HOLES - I-Joists & I-Rafters Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss manufacturer. - Structural Steel N IBC 1705.2.1 Inspect per AISC 360 The engineering for this project was completed by Luke Schweigert whose phone number is (360) 510-9514. Headers: Unless noted otherwise, all bearing wall headers to be 4X10 or 6X8 D.F.2 min Cold formed steel deck N IBC 1705.2.2 Inspect per SDI QA/QC _ U o /2"hole may be cut Substitutions: If connector or lumber product substitutions are desired, contractor shall provide manufacturer's Minimum distance from hole to support.See Table A below oupttsidelof hatched zone.Fo anywhere es a ger Over-framing: Unless noted otherwise over-framing to be 2X6 @ 24" O.C. Overframing to be bear directly on top Steel Open web steel joists and girders N IBC 1705.2.3 Inspect per Table 1705.2.3 evaluation reports of proposed substitutions to the engineer/owner for approval. No holes in than 1-1/2"diameter,refer to Table A of truss below. See rafter span chart below for max spans. Manufactured truss overframing is acceptable. Cold formed steel trusses > 60' span N IBC 1705.2.4 Verify truss bracing and attachment /flange of I-Joist p per truss submittal package Cl) Member Size: The member dimensions (e.g. depth and width of beams, columns, etc.) specified in these 1 Access: Attic access shall be provided per IBC 12.09.2. The rough framed opening size shall not be less than drawin s are structural minimums. It is acceptable to increase the size above what is specified. Concrete Concrete • N IBC 1705.3 Inspect per Table 1705.3 9 p p =6,. ❑ O • :"' 6"$ 22"X30" and shall be located in a hallway or other readily accessible location. Masonry Masonry N IBC 1705.4 Inspect per TMS602 /AC1530.1 Z Similar work: Where construction details are not shown or noted for any part of the project, the area shall be High-load diaphragms Inspect sheathing, fasteners, fastener W constructed in the same manner as similar work shown on the drawings. 6" Li 2 x Di Di Closely grouped round L2 2 x L2. DZ 6" 6" gN IBC 1705.5.1 spacing, etc. per structural drawings No holes in minimum holes are allowable if the minimum Wood Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber, hatched zones group meets requirements ✓_- Wood trusses > 60' span N IBC 1705.5.2 Verify truss bracing and attachment W glue-laminated members, or Hoists are prohibited except where permitted by the manufacturer's for round or square holes per truss submittal package recommendations or as shown on this page. (See ALLOWABLE HOLES) Table A - Minimum Hole Distance From Support Soils Existing soil conditions and fill N IBC 1705.E Inspect per Table 1705.E ROUND HOLE SIZE RECTANGULAR HOLE SIZE material and placement Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the structural engineering and JOIST TJI Rating* 0 analysis pertaining to the subject structure. Bradley Engineering, Inc. takes no responsibility for items not DEPTH (Flange Width) 2" 3" 4" 2' 3" 4" ALLOWABLE HOLES - Solid or Eng. Lumber Driven Deep Driven deep foundations N IBC 1705.7 Inspect per Table 1705.7, geotech. W Foundations report and constr. documents specifically addressed in the drawings, calculations, or call-outs. 210(2-1/16") 1'-0" 1'-6" 2'-0" 1'-0" 1'-6" 2'-6" Cast-in-place Inspect per Table 1705.8, geotech. 11x/" 360(2-5/16") 1'-6" 2'-0" 3'-0" 1'-6" 2'-6" 3'-6" Cast-in-place deep foundation N IBC 1705.8 - Completion of Work: Submittal of these structural drawings to the client completes the present scope of work 210(2-1/16") 1'0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" No holes in 8X diameter of the Ok to completely- Deep Foundation report and constr. documents and budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after 1a.. 360(2-5/16") 1'-0" 1'-0" 1'-6" 1'-0" 1'-6" 2'-6" hatched areas largest hole (min) Allowable remove this area Helical Pile Inspect per Table 1705.9, geotech. submittal of this report shall be billed on an hourlybasis. 210(2-1/16") 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" [holeHelical Pile Foundation N IBC 1705.9 P 16" I-L/s� sx o zone rub-" Foundation report and constr. documents m 360(2-5/16") 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" •1 -- ' Fabricated Items Fabricated Items N IBC 1705.10 Inspect per Section 1704.2.5 D D • DO NOT,under any circumstances,cut or notch joist flanges(don't even think about it) D/2 / D/ \ D/2 Structural Wood • N IBC 1705.11.1 Inspect per Section 1705.11.1 H STRUCTURAL STEEL • Leave Y8"of web(minimum)at top and bottom of hole(i.e.do not cut within 1/8"of flange) D '- D/2 J L _l Wind Resistance Cold-formed light-frame steel N IBC 1705.11.2 Inspect per Section 1705.11.2 0 fJ, Q • Round or rectangular holes allowed according to Table AL U Grade: Unless noted otherwise, the grade of steel members is as follows: • 1-1/2"max hole size in cantilever DT4 Structural steel N IBC 1705.12.1 Inspect steel per AISC 341 = W • Wide flange (W) ASTM A992 Steel Fy = 50 ksi Fu = 65 ksi • Ok to cut web in a similar fashion for any manufacturer's I-Joists.For Table A,Use Flange Width instead of TJI Rating "-L/4� L/2 - L/4� May want to refer to joist manufacturer's specifications and requirements Inspect sheathing, fasteners, fastener I- I- 7 �/ • HSS Tube (HSS) ASTM A500, Grade B or better. Fy = 46 ksi Fu = 58 ksi '- - L Structural wood N IBC 1705.12.2 spacing, hold downs, etc. per Cl) J LW (I) Hole Size: The hole diameter should not exceed 2" approved construction documents W • Channels, plates, angles ASTM A36, Fy = 36 ksi Fu = 58 ksi. � or 1/10 the beam depth, whichever is smaller. _I = JOIST CONVERSION CHART Cold-formed light-frame steel N IBC 1705.12.3 Inspect per Section 1705.12.3 Q < • Bolts ASTM A325 or better Inspector to verify accordance with Ui • These guidelines are applicable to glued-laminated, solid sawn, and engineered Seismic Resistance Designated seismic systems N IBC 1705.12.4 ASCE 7 Section 13.2.20 • Anchor bolts ASTM F1554 or better Trus Joist Pacific Woodtech Boise Cascade Roseburg Red Built LP lumber (beams, headers,joists, rafters, etc) - W U • #4 Rebar& Smaller Grade 40 (Fy = 40 ksi or better) TJI 210 PWI 47 ---- BCI 6000 ---- RFPI 40----Red-I 45----LPI 530 Architectural components N IBC 1705.12.5 Inspect per Section 1705.12.5 fl Q THICKER • Uniform loads only, no point loads z TJI 360 ---- PWI 70 - --- BCI 60 RFPI 70 - LPI 36 • Round holes onlyPlumbing, mechanical, and N IBC 1705.12.6 Inspectper Section 1705.12.6O • #5 Rebar& Larger Grade 60 (Fy = 60 ksi or better) FLANGE p WZ WIDTH PWI 77 RFPI 700 Red-I 65 • No holes in cantilevers electrical components 0 I N- Q Connections: Unless noted otherwise, steel to steel connections to be 1/4 continuous fillet weld. All structural Storage racks N IBC 1705.12.7 Inspect per Section 1705.12.7 steel to be fabricated in accordance with the AISC manual of steel construction, latest edition. I TJI 560---- PWI 90 ---- BC! 90 ---- RFPI 90 ----Red-I 90---- LPI 56 • DO NOT cut, notch, or drill holes in headers or beams except as indicated in sketch Seismic isolation systems N IBC 1705.12.8 Inspect per Section 1705.12.8 Welding: Steel welding to be done using E70 electrodes, and conform to AWS D1.1, latest edition. OK to substitute the joists specified on drawings (TJI's)with joists listed in this table. Match the original Cold formed steel moment frames N IBC 1705.12.9 Inspect per Section 1705.12.9 Washers: Provide standard washers under all nuts and anchor bolts depth and spacing. OK to use thicker flange width than specified (e.g. use TJI 360 instead of TJI 210) S2 of 2 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE