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Permit File BLD-2022-0326 1505 6th Street
1 C} City of Anacortes Invoice/Permit M BLD-2022-0326 904 6th Street Applied date: 05/03/2022 P.O.Box 547 Issue date: 06/03/2022 _� t►�: Anacortes, WA 98221-0547 Expire date: 11/30/2023 (360) 293-1901 Job Address: 1505 6TH ST Permit Type: Single Family Interior Only Alteration Permit ANACORTES WA98221-1727 Project: APN: P55861 Remarks: Build a deck on east side of home and change out a window to an exterior siding door. Owner: COLIN &JULIA OLIVER-GILL Contractor: RUBLE BROTHERS LLC Address: 1505 6TH ST Address: PO BOX 748 ANACORTES WA 98221-1727 CONWAY WA 98238 Phone: (727)638-0025 Phone: (360)630-7857 License M General Information: Fees: Deck Square Footage 420 Building Permit Fee 492.75 Building Valuation 35000 Plan Review Fee 320.29 State Building Code Fee Resi 6.50 Total Calculated: 819.54 Deposits/Receipts: 0.00 Total Due: 819.54 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 this application and know the same to be true and correct. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT T ,►I Mailing Address: P.O. Box 547, Anacortes, WA 98221 4 Office Location:904 6th Street,Anacortes WA 98821 Phone: (360) 293-1901 RESIDENTIAL BUILDING PERMIT APPLICATION THIS APPLICATION PACKET IS USED FOR THE FOLLOWING PROJECT TYPES: Single-Family Residences (SFR), Duplexes, Additions & Remodels, Accessory Structures (i.e. garages, carports), Accessory Dwelling Units, Manufactured Homes, Residential Decks & Retaining Walls, and Docks& Pilings. FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION PROPERTY INFORMATION PROJECT ADDRESS(STREET,SUITE#) ASSESSOR PARCEL NUMBER P SS,Y / f 15-05 Oh St, 4,14torte5; WA `92-2.1 372-2- -133-001 -at) o6 SUBDIVISION/LOT# ZONING LOT AREA(SIZE) Pl-n , Uf51-3 glc,4133 21 4 sQ. FT. TYPE OF PROJECT NEW 0 ADDITION REPAIR Z REMODEL Lj CHANGE OF USE SFR Duplex 12rDeck/Porch Accessory Dwelling Unit: HDetached [:]Attached ❑Retaining Wall ❑Manufactured Home ❑Accessory Structure ❑ Shoreline Structure(dock, pilings,floats etc.) * ID"Other: V"Ado v%l ♦a _Poo f E7y -,r t o r *If application is for a shoreline structure,please complete the Shoreline Structure Checklist. IS THIS WORK ASSOCIATED WITH ANOTHER PROJECT? HYES NO f YES,provide the permit/application number: PROJECT-4SU M MARY: 3u+'I d k deck o n fk a- ea5-I- L r_ PROJECT VALUATION S I cj C C , k','6e_ ,'L C4,4r g, G of e-X IT "i wl'.t d out (Cost of Materials & Labor) doo PROPERTY OWNER INFORMATION NAME PHONE { �,� C_li li �l Cal, rli v`er 7L7- 639-0025 L727- '42q-l� Y.3 ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS f50� &flh St X4cc , W14 %22 1 J,11'uIo mAd,com 4- Cvlroliver3(� rvu,lev CONTRACTOR INFORMATION NAME* PHONE CONTRACTOR'S BUSINESS LICENSES STATE LICENSE# _ EXPIRATION *All Contractors&Subcontractors must have a valid City C u R rJ A A o paq-1 cJ g of Anocortes business license prior to doing work in the UBI# EXPIRATION City. Pb Toy, 748 comway w,4 q?2,3 AD RESS(STREET,CITY,STATE,ZIP) EMAILADDRESS Page 1 of 17 Res. Building Permit Application Submittal Checklist Updated April 20,2021 CONTACT PERSON-Select one person the city will contact for anything related to this project: APPLICANT V PROPERTY OWNER ❑CONTRACTOR [—]OTHER (LIST BELOW) NAME PHONE _J-it/I1�f G -20- -002 S ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS A-OA(o ' )J 1NA 1e22I ,i 4, LENDER INFORMATION RCW 19.27.095 requires the City to obtain information with regard to lenders. If there are no lender involved with your project, write "no lenders"on the Name Line below. NAME PHONE /t v l encler5 ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS ACKNOWLEDGEMENTS & SIGNATURE Read and initial each of the following statements prior to signing this application: 1 understand that when a building permit application is taken in over the counter it does not mean the application has been deemed technically complete and sufficient for staff review. OffI understand that if I submit incomplete, inaccurate, and/or erroneous information it will take the City longer to process my permits. I understand and acknowledge that I could be responsible for providing as-built drawings(on paper or electronically)as part of the project's certificate of occupancy process. 1 understand and acknowledge that Special Inspections could be required as part of my project, and if needed I will be required to pay for the cost of these inspections. I understand and acknowledge that financial securities could be required as part of the work I am ( �! completing and I agree to provide the items needed for the City to calculate these securities and to provide the securities themselves. I understand that if permits are reviewed concurrently such as design review, site plan, traffic concurrency, etc., any required revisions to one permit may affect the entire plan set and could add costs and time to the project. I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects, true, correct, and complete to the best of knowledge and belief. GC- � q _ 11 _ 2- 2-- SIGNAT E DATE uI ► a CI II PRINTED NAME Res. Building Permit Application Submittal Checklist Updated December 2021 Page 2 of 17 SUBMITTAL CHECKLIST D77 cm E n O M D a O C A fD h C C O rr fD r+ Residential Building Permit rD �. 3 0 Submittal Requirement Checklist �' h A Q C d0 O Q C 7 M cG ,rt C 3 G Ol 3 � v O Residential Building Permit Application Form X X X X X (FORM BP-1—attached) [71 Structure &Site Information Form X X X X X LL��JJ (FORM 13P-2—attached) Mechanical & Plumbing Fixtures Form X X X (FORM BP-3—attached) F� Architectural Plans X X X X X (requirements listed on FORM 13P-4-attached) © Stormwater Management Minimum Requirements Determination (FORM BP-5,attached) X X X X Stormwater Site Plan X X X X ❑ Site Plan & Landscape Plans-requirements listed on Form X X X X X BP-6 Structural Plans&Calculations X X X X X Energy Code Plans& Forms X X Manufacturer's Specifications/Cut Sheets X Copy of recorded survey X X X X Critical Area Identification Form X X X X X Shoreline Structure Checklist, if applicable X X ❑ Technical Reports X X X X ❑ Other Required Permits, if applicable X X X X X ADU Affidavit of Owner Occupancy(signed) X SUBMITTAL INFORMATION Please send applications in PDF format to buildingpermit@cityofanacortes.org ➢ Send applications in PDF format with a file and message size no greater than 30 MB.An email with a link to a file share site(Dropbox, Google Drive,One Drive, etc.) is acceptable. Paper copies may be requested after initial review. FEES Once application is received, staff will reach out if a deposit is required. Otherwise, permit fees are paid prior to building permit issuance. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 3 of 17 REQUIRED SUBMITTAL INFORMATION Additional details on certain submittal items are provided below to ensure Applicants are fully aware what City staff will be looking for when an application is submitted to the City. FORMS AND PLANS • FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION FORM. Provides key information about your project, including type of permit you are applying for, and property owner, contractor, and contact information. • FORM BP-2: STRUCTURE AND SITE INFORMATION FORM. Provides key information about the proposed structure, including height, floor areas, fire protection proposed, and asks questions about site characteristics that are used to determine whether your project requires any other information or additional permit applications to be submitted. • FORM BP-3: PLUMBING AND MECHANICAL INFORMATION. Form BP-3 provides space.for you to fill in fixture information for plumbing and mechanical appliances and equipment that are included as part of your project. • FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS. Form BP-4 contains a list of all the items required to be shown on Architectural Plans. • FORM BP-5: STORMWATER MANAGEMENT DETERMINATION FORM. Most development within the City of Anacortes that involves disruption of soils, or construction of buildings, streets, parking lots, etc. requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed (grading,vegetation removal), or the amount of hard surface that is created or replaced on a site (building footprint, concrete, asphalt or gravel parking, sidewalk, etc.). Form BP-5 assists you in determining the level of stormwater review (applicable Minimum Requirements) required for your project. • STORMWATER SITE PLAN. The Stormwater Site Plan is the comprehensive report containing all of the technical information and analysis necessary for regulatory agencies to evaluate your project for compliance with stormwater requirements. The level of stormwater review and contents of the Stormwater Site Plan will vary with the type and size of the project, and individual site characteristics. Use Form BP-5 to determine the level of stormwater review and then complete the applicable Stormwater Minimum Requirements Form on the Public Works- Engineering Department Forms website and provide required submittal items/plans. • FORM BP-6: SITE PLANS& LANDSCAPE PLANS. Form BP-6 contains a list of all the items required to be shown on Site and Landscape Plans. • STRUCTURAL PLANS: Plans prepared and stamped by a State of Washington licensed professional structural engineer drawn at a scale approved by the Building Official clearly indicating the information required by the "Permits" section of the currently adopted International Building Code and Chapter 19.27 RCW (State Building Code Act, Statewide amendments), and City submittal forms including: structural members labeled as to size and spacing as well as bracing, blocking, bridging, special connectors, and anchor bolts; cross-section details, as needed, to show typical foundation, floor, wall, ceiling and roof construction; insulation of walls, floors and roof/ceiling; and details of stairs,fireplaces and special construction, if any. • STRUCTURAL CALCULATIONS: An analysis of loads, materials, etc., prepared and stamped by a State of Washington licensed professional structural engineer. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 4 of 17 • ENERGY CODE FORMS: The standard Washington State Energy Office form requesting the information required under Chapter 51-11 WAC detailing building components used to comply with the State Residential or Nonresidential Energy Code, as applicable. • MANUFACTURER'S SPECIFICATIONS/CUT SHEETS: A document that summarized the performance and other technical characteristics of a product, machine, component, material, or subsystem (e.g., a power supply) in sufficient detail that allows the City to determine the product will be incompliance with applicable codes. • COPY OF RECORDED SURVEY. A survey of your property is needed so that conformance with minimum setback requirements and other development standards can been confirmed and verified on site by the inspectors. Property markers must be visible on your property. If they are not at the time an inspection is requested,you may need to have a new survey completed. • CRITICAL AREA IDENTIFICATION FORM. Use this from to determine and/or identify if critical areas or critical area buffers are located on or within 300 ft. of the development area. If critical areas are determined to be present, a Critical Area Permit may be required. • SHORELINE STRUCTURE CHECKLIST.This checklist is required to supplement the building permit application if the proposed structure or development is waterward or within 200 ft.from the shoreline.This checklist will also assist in determining what other approvals or permits may be required for the proposed work. OTHER SUBMITTALS DETERMINED ON A CASE-BY-CASE BASIS TECHNICAL REPORTS Following is a list of technical reports that will be required to be submitted to the City when certain circumstances exist on or near a site an Applicant is planning on making improvements to. The general triggers for each of the listed technical reports I provided below: A. CRITICAL AREAS REPORTS: In general, Critical Area reports are required when wetlands and/or streams are located on or near a site. Critical area mitigation plans may also be required, depending on the project proposal. See Anacortes Municipal Code Ch. 19.70 for additional information. B. GEOTECHNICAL REPORT: In general, Geotechnical Reports are required when work is proposed on or near slopes in excess of 15%and/or known landslide hazard areas. See Anacortes Municipal Code Ch. 19.70 for additional information. OTHER PERMITS DETERMINED ON A CASE-BY-CASE BASIS OTHER FORMS Following is a list of other permits that could be required in certain circumstances. The general triggers for each of the listed permits is provided below. A. FILL AND GRADE PERMIT: Grading(importing, exporting, and/or moving material on a site) of more than 50 cubic yards and/or if grading modifies the existing flow of stormwater or groundwater. B. RIGHT-OF-WAY PERMIT: A right-of-way permit is required anytime the public right-of-way is disturbed or obstructed in any way by private development or the general public. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 5 of 17 FORM BP-2: STRUCTURE AND SITE INFORMATION PROPERTY WHERE WORK IS OCCURRING ADDRESS d 505 vft l ST ��n Gt CJ f wA f�2 Z I PARCEL NUMBER(S) -133 -- P55-961 DETAILED PROPOSED STRUCTURE INFORMATION Complete the following information as it relates to your project. Mark items that are not applicable with "N/A". STRUCTURE HEIGHT AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1ST FLOOR: 2No FLOOR: 3Ro FLOOR: BASEMENT: GARAGE: TOTAL DECK: "ZG TOTAL PORCH: OTHER: OTHER: OTHER: QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? FIYES i NO Is a monitored fire alarm being installed? YES NO Are retaining wall(s) being built? YES MKO Are structural plans required? YES [:]NO PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? DYES NO If YES, you will be required to submit a right-of-way permit application. If you have already submitted a ROW permit, list the permit number here: B. Is the lot less than 5,000 sq. ft. in area? AYES NO If YES, your site and building will need to comply with the standards in AMC 19.43.010.C. Res. Building Permit Application Submittal Checklist Updated December 2021 Page 6 of 17 C. Is your project involving an accessory dwelling unit? ❑YES NO If YES, your site and building will need to comply with the standards in AMC 19.47.030. D. Will more than 2-acres be cleared and/or more than 5,000 board feet ❑YES V NO (about 1 log truck load) of timber be harvested? If YES, you may need to obtain a forest practice permit from DNR. E. Is this project subject to the SEPA process? YES :]NO If YES, you will be required to submit a SEPA checklist. If you have already completed the SEPA process, list the permit number: REQUIRED SIGNATURE I hereby declare that l am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. 1 also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects, true, correct, and complete to the best of knowledge and belief. GL'w &a y - l 1 - Z Z SIGNA RE DATE PRINTED NAME Res. Building Permit Application Submittal Checklist Updated December 2021 Page 7 of 17 FORM BP-3: 'PLUMBING & MECHANICAL INFORMATION MECHANICAL APPLIANCE/EQUIPMENT INFORMATION (NEW AND RELOCATED) EQUIPMENT TYPE Indicate the number of fixtures for each equipment type TOTAL GAS ELECTRIC OTHER-Please specify COMMENT Furnace Wall Heater Water Heater Heat Pump Air Conditioner/Handler Radiant/Hydronic Heating Exhaust Fans Range Hood Fireplace Clothes Dryer& Duct Stove/Range/Oven Refrigeration Unit Gas Piping/Outlet(s) Boiler BTUs: Other TOTAL MECHANICAL OUTLETS PLUMBING FIXTURES FIXTURE TYPE (NEW AND RELOCATED) TOTAL FIXTURE TYPE (NEW AND RELOCATED) TOTAL Toilets Refrigerator water supply Kitchen Sink Pressure Reduction Valve/Regulator Utility Sink Water Service Line Tub Water Piping Hand Sink Washing Machine Shower Electric Water Heater:Tank-less? Yes❑ No❑ Dishwasher Backflow Prevention Device Urinal Hose Bib Floor Drain/Floor Sink Drinking Fountain Hydronic Heat in:❑Floor ❑Wall Grease Interceptor Other-please specify: TOTAL PLUMBING FIXTURES Res.Building Permit Application Submittal Checklist Updated December 2021 Page 8 of 17 06/02/22 Page 1 of 11 Structural Calculations art Y o Oliver-Gill Deck Addition 1505 6th Street 6 0 02 Anacortes, WA vi11 Cg June 2, 2022 O Page(s) Contents 2 Reference Codes & Standards 3-11 Structural Analysis n 9 ' � C. BR F WASI,, N N O o N N 3�96 R O ��� co O SS/ONAL ECG\ 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. The architectural plans have the engineers red-lines electronically incorporated. 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 06/02/22 Page 2 of 11 REFERENCE CODES & STANDARDS L�-c 4 tit ti International Residential Code,IRC 2018 Washington State Building Code, SBC 2018 --�� National Design Specification for Wood Construction,NDS 2018 Building Code Requirements for Structural Concrete, ACI 318-19 Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 y 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 DI IBC 1613 Risk Category II IBC Table 1604.5 Wind Exposure Category C IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design Wind Load 16.00 psf ASCE 7-16 28.6-1 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 12 psf Decks & Balconies 60 psf 10 psf Ground Snow Load 25 psf - Roof Snow Load 25 psf - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf TABLE 3: DEFLECTION LIMITS Structural Member Live Snow Live+Dead Roof(plaster ceiling) L/360 L/360 L/240 Roof(non-plaster ceiling) L/240 L/240 L/180 Roof(not supporting ceiling) L/180 L/180 L/120 Floor Members L/360 - L/240 Horizontal Deflection(any case) - - L/200 Farm Buildings & Greenhouses - - L/180 Long Spans (>20 feet) - - L/480 Sliding Glass Doors - - L/600 Note: The above minimum deflection limits are based on the 2018 IRC Table R301.7. Higher deflection values may be used at the engineer's discretion to improve performance 06/02/22 Page 3 of 11 -ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 39.13 ft (NAVD 88) 1505 6th St Risk Category: II Latitude: 48.517291 Anacortes, Washington Soil Class: D - Default(see Longitude: -122.620764 98221 Section 11.4.3) :•u, arrxur Ish d Fvrt o1 An—M. II sr:y mP.- Camxh i - I.nM 191ard kprd Hr. S uw Imx.vAi Q—,Irk"m Ancne 5�115�i�_�. 51 ail cep e1 Anacor[es , eth street a' 19th Street u, Ep - VCaps—b. 11in street c a S lala�Rcu w20•S pur � ]_c a m..o W a O� Inc. Po,pp�� g•£ rmmnalen 'Ih Street J x 13th sweet r-* 141h't—I 15th Street o rn. - https://asce7hazardtool.online/ Page 1 of 3 Thu Jun 02 2022 06/02/22 Page 4 of 11 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss 1.124 Sp, N/A S, 0.399 TL 16 Fa 1.2 PGA : 0.478 FV N/A PGA M : 0.574 SMs : 1.349 FPGA 1.2 SM, N/A le 1 SIDS 0.899 Cv 1.325 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Jun 02 2022 Date Source: USGS Seismic Design Maps https://asce7hazardtool.onIine/ Page 2 of 3 Thu Jun 02 2022 06/02/22 Page 5 of 11 Lateral Analysis Address: 1505 6th Street Date: 6/2/2022 p� iti�e Anacortes,WA S/W User: L.Schweigert Wind Analysis-Calculation of Wind Loads Inputs Wind Speed,V 110 mph Height, H 12 feet Reference ASCE 7-16,Chapter 26 Roof Angle 4.8 degrees Exposure Category C Horizontal Pressure Zone A D ASD Load Comb.Factor, PASQ 0.6 E Topographic Factor,Kzt 1 Risk Category II p Q Risk Category: E Low risk to human life in event of failure II Most small residential structures III Substantial risk to human life in event of failure e i IV Crucial to human life ��"�•,� Horizontal Pressure Zone: A End zone of wall ° ® a B End zone of roof Casa A C Interior zone of wall is Y •� 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 7-16 Figure 27.3.1) Calculate Ps30(ASCE 7-16 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 10 21.6 -9 14.4 -5.2 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 50 1.16 1.56 1.81 55 1.19 1.59 1.84 Ps30A= 19.20 psf 60 1.22 1.62 1.87 Use ASD Load Combination 7 7. 0.6D +0.6W Calculate simplified design wind pressure Apply ASD Load Combination Factor pDesign = A* Kzt*PS30A= 23.23 psf pASD = 0.6 P=pASD *pDesign= 13.94 psf Design wind pressure shall not be less than 16 psf.(2015 IBC 1609.6.3) P= 16.00 psf 06/02/22 Page 6 of 11 Seismic Analysis Address: 1505 6th Street Date: 6/2/2022 ��.�� AV/ ti S/W User: L.Schweigert Calculation of Seismic Loads ASCE 7-16 12.14.8 Simplified Lateral Force Analysis Procedure: An equivalent lateral force analysis shall consist of the application of equivalent static lateral forces to a linear mathematical model of the structure.The lateral forces applied in each direction shall sum to a total seismic base shear given by Section 12.14.8.1 and shall be distributed vertically in accordance with Section 12.14.8.2. For the purpose of analysis,the structure shall be considered fixed at the base. inputs caicuiations Seismic Category D Fa,Acceleration-based Site Coefficient 1.4 Number of Stories One Story F,Structure Height Coefficient 1 Risk Category II R, Response Modification Coefficient 6.5 Structure Type Light-Frame Wood-Sheathed Walls S DS,Seismic Design Parameter 0.899 g Soil Type Stiff Soil, D(typical) Seismic Snow Load* 0 psf Base Snow Load * 25 psf Ss** 1.124 g F*SDS*W 2 *FQ *Ss V = R (ASCE 7— 10,12.14— 11) SDs = 3 (ASCE 7— 10,12.14.8.1) *Snow load required to be in seismic calculation if snow load is>30 psf.Snow load analysis for Washington,2nd ed.by Structural Engineers Association of Washington recommends using 25%of base snow load to be used in seismic calculations due to statistical probability theory. **Seismic design parameter Ss is determined from U.S.Seismic Design Maps(link below) https://earthquake.usgs.gov/designmaps/us/application.php? Dead Loads to Roof Diaphragm Roof Sesmic Loads Load Source Load (psf) L(ft) W(ft) A(sq ft) DL(Ibs) Roof Weight,Wr 3780 Ibs Roof 15 14 18 252 3780 lRoof Shear,Vr 522.803 Ibs 06/02/22 Page 7 of 11 0 Ln L8el OLOL - C G - �E °' r �' C}CS in�7ti a r oaq 3La O uSO EP t l l l >- LQ a,es o o a,r. o a,rs Urs Ql a LS O U3 0.0 + m -d:9d-t ter= 94a? �'r;� ri 'd ' u6u6`r;6 ui �i tFMa cri - l 52 '{ a�pppp{C�}CL a a {+y�apa papa ; d C f- rti r mow: 0ED�l5� u5 $dO bD fti ~ U ' S — sew C�a+nvs Ofl 00-!au5La u7 0cymim a C In 6r,: 6r,: wao6w-xi r` ,6 n 0 dR E� R�W-j L in Ln pF _ m CC.�� 949 i LL R w C +fr :E E =- $ yf E G ~ is E CL FF C IJi m all 'S, C ti ~ e r Is C pp s k 5555.}}FF ; vg l �la _ Em e p ' 91Fy r` r, IS rS t c u R .=1 4 ALL i� n f '� •� A _4 -i ri Cjp'fighl Q A imam Wood Coum81. D�wvm mde-' Agreement No re roducUnn#usm9rer 8uthnrL*d. NOTE:THE DECK ROOF DIAPHRAGH STRENGTH WHEN SHEATHED PRESCRIPTIVELY(8d NAILS 6"O.C.ALONG EDGES, 12"O.C. IN THE FIELD) CAN WITHSTAND THE TRIBUTARY LOADS FROM SEISMIC AND WIND FORCES. 06/02/22 Page 8 of 11 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCAn15 RUCTIONCALC gPPO�y f"�Ne�4ryc Important:Top and bolloh must be laterally supported at supports and M 4-ft max Intervals.Dynamic loading nol considered.Conpllant wdh 2018 IBC. All designs should be checked by a competent professional.All users shall empty with State Englneenng Law.Injury and/or death can result from Improper use of this product. Job Name: Gill Oliver Deck Addition Beam I.D.: Deck Beam Load and Span Diagram(Not To Scale.Pitch,dany,not shown) 500 Other Info.: 400 Main Span,L= 6.00 ft 300 Main Span Max.Allowed Live Defl:L/ 480 =0.15 in a 200 Main Span Max.Allowed Total Defl:L/ 360 =0.20 in 'O 100 0 J 0 Cantilever(Overhang)Exists?Np 1 2 3 4 5 7 -100 Pitch if Sloped: 0.0:12 _200 Span((t) Load Duration uve:too � Loads From Continuous Member? r» Add Self Wt.? •yes •No For Wood and Press Treated? Wet Con0 Temp Cord. Sawn Member Repetitive Use? No Glul-ams Only: Press Treated ® 100 deg F&IM Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yec Live,psf Dead,psf Width,ft Load,pff Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 10 psf - - - Roof Snow(only) 25 psf 0.00 ft - - - Deck Loads 60 psf 10 psf 6.00 ft 360.0 lb/ft 360.0 Ib/ft 60.0 Ib/ft Floor 2 Loads - - - Floor Loads 40 psf 10 psf - - - Wall Dead Load 10 psf - Other'psf load and trib.width - - - Additional'plf Unif.Live Loads. Descnp•n,oprl: Additional'plf Unif.Dead Loads.1 Descip'n,oprl: Roof pitch for LL Red'n Beam type for LL Load Subtotals 360.0 Ib/ft 360.0 Ib/ft 60.0 lb/ft Red'n Total Adjusted Uniform Loads WL= 360.0 Ib/ft w'o= 60.0 lb/ft 0.012 al atner�� Combined Total Uniform Load W,= 420.0 Ib/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material INem-Fir D Timber Material Itlem-rrc 0 Lumber Grade INo.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions 2x14 (4)2x6 - - - (2)2x10 3x10 - - - List properties for what (3)2 x 8 4 x 8 - -am lumber? I4x 12 I� Slf Wt=13.61 Fb=816 Fv=120 Fcp=405 E=1235000 S8 Wt=7.12 List properties for e x 1z what am? ex Fb=840 Fv=112 Fcp=405 E=1235000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade p4F-V4(DF/DFI 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 118"x 6" 5 1/2"x 6" List properties for Slf Wt= 18.5 List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" what size? I x 11-1p" Fb=O F-0 Fcp=O E=0 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level.TJI SV2"x 1171B' 1w Web 11-718"TJI/L65 - Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Self Wt=36.4 Stiffeners, 16"TJI/L65 - 2.0E Microllam LVL-Multi-ply m 16"TJI/L90 - List properties for what 1-3/4"x 7-1/4" 1 (3)1-3/4"x 5-1/2" 14"TJI H90 am LVL? (2)1-3/4"x 5-1/2" 1 (4)1-3/4"x 5-1/2" - 01-3/4•x 11-7/9• Fb=O Fv=O Fcp=O E=0 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 7-1/4" 15-1/4"x 5-1/2" --- ---List properties ---------1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2" 1 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-1/7 x 11-7/x• Fb=O Fv=O Fcp=O E=0 Slf Wt=7.4 (3)1-V4-x it w Fb=O Fv=O Fcp=O E=0 #WA Final Member sarmwoed Final Member Results Bending Overdesign:76.6 Material Library Cho-From All Si-Of deem Final Member:4 x 10,Hem-Fir,No.2 Shear Overdesign:172.0% Final Size: I4x 10 �. Deflection Overdesign:307.4 Min.Bearing Lengths:=1.50 In.(Left) .=1.50 In.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd. Final member OK by: 76.6% Actual Member size:3.50"x 9.25" 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Riaht Max.Positive Moment'',1,922 ft-lb 3.00 ft Main Span Full Saenclh: Live Load: 1,080 lb 1,080 lb Max Negative Moment 0 ft-lb 0 00 ft Main Span Lateral bracing Dead Load: 201 Ib 201 Ib Max Design Shear 952 lb 0.00 ft Main Span ... _._ _.. _. ............ ......... Total Load: 1,281 lb 1,281 lb Main Span Max.Downward'' 0.037"/0.044" 3.00'/3.00' Main/Main Live Case Causing Max N/A WA Deflection(Live/Total), ......... ..... .........................._ Main Span Max.Upward Deflection; 0.000"/0.000" 0.00,/0.00, Main/Main Minimums R,-Riaht (Live/Total)3 ....... .. ........... Live Load: 0 lb 0 lb Cant Down.Defl(Live/Total) N/A WA WA W10 Md-Braclnc: 0.6 or 1.0 Dead: 121 lb 121 lb Cant UU.Deft(L ve/Total).N/A WA NIA Bending Red'n: Net Reaction 1081b 1081b Reqd Ell Not Incl.Self Wt.16.998E+07 Actual EI: 2.85E+08 0% Live Case Causing Min WA WA Approx.Self Weight:7.12 plf Approx.Tot.Wt.:43 lb Allowed Moment: Min.Calc'd Bearing Lengths: =0.90 in(Left) =0.90 in(Right) 2,259 ft-lb deck beam 06/02/22 Page 9 of 11 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCAn15 RUCTIONCALC Poy�r e��.NEe4 6F "C Important:Top and botlom nest be laterally supported at supports and M 4-ft max Intervals.Dynamic loading not considered.Conpllam wdh 2018 IBC. All designs should be checked by a coneetem professional.All users shal empty with State Englneenng Law.Injury and/or death can reaue from Inproper use of this product. Job Name: Gill Oliver Deck Addition Beam 1.D.: Deck Joists Load and Span Diagram(Net To Scale.Pitch,if any,not shown) 100 Other Info.: 80 Main Span,L= 11.50 ft 60 c 40 Main Span Max.Allowed Live Defl:L/ 480 =0.29 in - 20 Main Span Max.Allowed Total Defl:L/ 360 =0.38 in c 0 Cantilever(Overhang)Exists? 20 2 4 6 8 10 12 14 ao Pitch if Sloped: Load Duration uve:t -60 Span(ft)oo � Loads From Continuous Member? Add Self Wt.? •yes •No For Wood and Press Treated? Wet Con0 Temp Cord. Sawn Member Repetitive Use? yes Glul-ams Only: Press Treated ® 100 deg FB les Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes Live,psf Dead,psf Width,ft Load,p0 Load,p0. Load,p0. Roof Loads(not including snow) 16 psf 10 psf - - - Roof Snow(only) 25 psf 0.00 ft - - - Deck Loads 60 psf 10 psf 1.20 ft 720 lb/ft 72.0 Ib/ft 12.0 Ib/ft Floor 2 Loads - - - Floor Loads 40 psf 10 psf - - - Wall Dead Load 10 psf - Other'psf load and trib.width - - - Additional'plf Unif.Live Loads. Descnp•n,oprl: Additional'plf Unif.Dead Loads.1 Descip'n,oprl: Roof pitch for LL Red'n Beam type for LL Load Subtotals 72.0 lb/ft 72.0 Ib/ft 12.0 Ib/ft Red'n Total Adjusted Uniform Loads wt= 72.0 lb/ft we= 12.0 Ib/ft 0.012 All other beams Combined Total Uniform Load wu= 84.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material luem-nr F-1 Timber Material Iteem-rrr, 0 Lumber Grade ING.2 Timber Grade IN..1 Acceptable Solutions Acceptable Solutions 2x10 (4)2x6 - - - (2)2x8 3xl0 - - - List properties for what (3)2 x 8 4 x 8 - -am lumber? I4x 12 0 S0 Wt=13.61 Fb=939 Fv=120 Fcp=405 E=1235000 S8 Wt=7.12 List properties for e x 1z what am? ex Fb=840 Fv=112 Fcp=405 E=1235000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade z4F-V4(DF/DFI 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 118"x 6" 5 1/2"x 6" List properties for S0 Wt= 18.5 List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" what size? 1 x 11 Fb=O F-0 Fcp=O E=0 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level.TJI svrx_il 7/d" 1. Web 11-718"TJI/L65 9-1/2"TJI 110 Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Self Wt=36.4 Stiffeners, 16"TJI/L65 9-1/2"TJI 210 2.0E Microllam LVL-Multi-pi V m 16"TJI/L90 9-1/2"TJI 230 List properties for what 1-3/4"x 7-1/4" 1 (3)1-3/4"x 5-1/2" 14"TJI H90 11-7/8"TJI 360 size LVL? (2)1-3/4"x 7-1/4" 1 (4)1-3/4"x 5-1/2" - 01-3/4•x 11-7/8• Fb=O Fv=O Fcp=O E=0 S0 Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 7-1/4" 15-1/4"x 5-1/2" --- ---List properties ---------1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 7-1/4" 1 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-1/7.11 7/8' Fb=O Fv=O Fcp=O E=0 S0 Wt=7.4 (3)1-V4-x 1s• w Fb=O Fv=O Fcp=O E=0 #WA Final Member sawnwopd Final Member Results Bending Overdesign:6.6 Material Library Cho-From Ail Si-Of deem Type Final Member:2 x 10,Hem-Fir,No.2 Shear Overdesign:156.1% Final Size: Iz x 10 �. Deflection Overdesign:24.0 Min.Bearing Lengths:=1.50 In.(Left) .=1.50 In.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd. Final member OK by: 6.6% Actual Member size:1.50"x 9.25" 11.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Right Max.Positive Moment'',1,439ft-lb 5.75ft Main Span FullStenam: Live Load: 414 Ib 414Ib Max Negative Moment 0 ft-lb 0.00 ft Main Span Lateral bracing Dead Load: 87 lb 87 Ib Max Design Shear 433 lb 0.00 It Main Span Total Load: 501 Ib 501 Ib Main Span Max.Downward'' 0.232"/0.280" 5.75'/5.75' Main/Main Live Case Causing Max N/A WA Deflection(Live/Total), ........... ..... .........................._ Main Span Max.Upward Deflection; 0.0001,/0.0001, 0.00,/0.00, Main/Main Minimums RiLeft R,-Right (Live/Total)3 ........ .. ........... Live Load: 0 lb 0 lb Cant Down.Defl(Live/Total) N/A WA WA W10 Md-Braclnc: 0.6 or 1.0 Dead: 52 lb 52 lb Cant UU.Defl.(Live I Total) N/A WA N/A Sending Red'n: Net Reaction 41 Ib 41 Ib Regd El,Not Incl.Self Wt.:9.855E+07 Actual El: 1.22E+08 44% Live Case Causing Min WA WA Approx.Self Weight 13.05 plf Approx.Tot.Wt.:35 lb Allowed Moment Min.Calc'd Bearing Lengths: =0.82 in(Left) =0.82 in(Right) 862 ft-lb deckjoists 06/02/22 Page 10 of 11 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCAnIS RUCTIONCALC gPPO�y f"�Ne�4ryc Important:Top and botkxn must be laterally supported at supports and at 4-h max Intervals.Dynamic loading not considered.Compliant whh 2018 IBC. All designs should be checked by a competent professional.All users shall empty with State Englneenng Law.Injury and/or death can result from Improper use of this product. Job Name: Gill Oliver Deck Addition Beam I.D.: Deck Roof Beam Load and Span Diagram(Not To Scale.Pitch,dany,not shown) 350 Other Info.: 300 250 Main Span,L= 6.00 ft 200 150 Main Span Max.Allowed Live Defl:L/ 360 =0.20 in a 100 Main Span Max.Allowed Total Defl:L/ 240 =0.30 in v 50 o J 0 Cantilever(Overhang)Exists?Np -50 1 2 3 4 5 7 Pitch if Sloped: -100 Load Duration smw:t _150 Span(ft) Loads � Loads From Continuous Member? 1'b Add Self Wt.? •yes •No For Wood and Press Treated? Wet Con0 Temp Cord. Sawn Member Repetitive Use? No Glul-ams Only: Not press ereMed ® 100 deg F&I/u Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yec Live,psf Dead,psf Width,ft Load,pff Load,pg. Load,pg. Roof Loads(not including snow) 20 psf 12 psf 8.00 ft - - 96.0 Ib/ft Roof Snow(only) 25 psf 8.00 ft 200.0 Ib/ft 200.0 Ib/ft - Deck Loads 60 psf 10 psf - - - Floor 2 Loads - - - Floor Loads 40 psf 10 psf - - - Wall Dead Load 10 psf - Other'psf load and trib.width - - - Additional'plf Unif.Live Loads. Descnp•n,oprl: Additional'plf Unif.Dead Loads.1 Descip'n,oprl: Roof pitch for LL Red'n Beam type for LL Load Subtotals 200.0 Ib/ft 200.0 Ib/ft 96.0 Ib/ft Red'n Total Adjusted Uniform Loads WL= 200.0 Ib/ft w'o= 96.0 Ib/ft 0.012 al atne� Combined Total Uniform Load W,= 296.0 Ib/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material IDougIe1FI,IUmdh D Timber Material ID-gle,Fir-Larch �+ Lumber Grade INo.2 Timber Grade WCu6-No.2 Acceptable Solutions Acceptable Solutions 2x8 (4)2x4 (2)2x6 3 x 6 - - - List properties for what (3)2 x 6 4 x 6 - -am lumber? I4x 12 I] Slf Wt=15.82 List properties for Fb=1242 Fv=207 Fcp=625 E=1600000 Sff Wt=8.28 what size? e lz ❑ Fb=1007 Fv=196 Fcp=625 E=1300000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade p4F-V4(0F/DFI 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 118"x 6" 5 1/2"x 6" List properties for Slf Wt= 18.5 List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" what size? 7'x tt Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level.TJI S1J2"x 1171B' 1w Web 11-718"TJI/L65 - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Sell Wt=36.4 Stiffeners, 16"TJI/L65 9-1/2"TJI 210 2.0E Microllam LVL-MDltl-ply m 16"TJI/L90 9-1/2"TJI 230 List properties for what 14"TJI H90 11-7/8"TJI 360 size LVL? (2)1-3/4"x 5-1/2" (4)1-3/4"x 5-1/2" 11-718"TJI 560 l2)1-3/4•:n-7/a• Fb=2990 Fv=327.75 Fcp=750 E=2000000 S8 Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 5-1/2" 5-1/4"x 5-1/2" --- ---List properties ---------1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-1/7x11-7/Ir lwl Fb=2990 Fv=327.75 Fcp=750 E=2000000 Sff Wt=7.4 (3)1314-xte- Fb=2674 Fv=356.5 Fcp=800 E=1550000 #WA Final Member S-Wood Final Member Results Final Member:6 x 8,Douglas Fir- Bending Overdesign:168.7/ Material Library Cho-Fmm All Si-Of eve. Larch,WCLIB-No.2 Shear Overdesign:638.4/ Final Size: I6xa �. Deflection Overdesign:743.6/ Min.Bearing Lengths:=1.50 In.(Left) .=1.50 In.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:WA Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 168.7 Actual Member size:5.50"x 7.50" 6.00 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Richt Max.Positive Moment'',1,379 ft-lb 3.00 ft Main Span Full Strenclh: Live Load: 600 Ib 6001b Max Negative Moment 0 ft-lb 0 00 ft Main Span Lateral bracing Dead Load: 320 Ib 320 lb Max Design Shear 728 lb 0.00 ft Main Span ... _._ _.. _. ............ ......... Total Load: 920 Ib 920 Ib Main Span Max.Downward'' 0.023"/0.036" 3.00'/3.00' Main/Main Live Case Causing Max N/A WA Deflection(Live/Total), ........... ..... .........................._ Main Span Max.Upward Deflection; 0.000"/0.000" 0.00,/0.00, Main/Main Minimums RiLeft R,-Richt (Live/Total)3 ........ .. ........... Live Load: 0 lb 0 lb Cant Down.Defl(Live/Total) N/A WA WA W10 Md-Bradnc: 0.6 or 1.0 Dead: 192 Ib 192 Ib Cant UU.Defl.(Live I Total) N/A WA N/A Bending Redn: Net Reaction 1731b 1731b RegdEl,Not Incl.Self Wt.:'..2.916E+07 Actual EI: 2.51E+08 0% Live Case Causing Min WA WA Approx.Self Weight:€10.55 pH Approx.Tot.Wt.:63 lb Allowed M-ht Min.Calc'd Bearing Lengths: =0.27 in(Left) =0.27 in(Right) 1,993 ft-lb deck roof beam 06/02/22 Page 11 of 11 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCAnIS RUCTIONCALC gPPO�y f"�Ne�4ryc Important:Top and botkxn nest be laterally supported at supports and M 4-ft max Intervals.Dynamic loading not considered.Conpllant wdh 2018 IBC. All designs should be checked by a competent professional.All users shall empty with State Englneenng Law.Injury and/or death can resell from Inproper use of this product. Job Name: Gill Oliver Deck Addition Beam I.D.: Deck Roof Rafters Load and Span Diagram(Not To Scale.Pitch,dany,not shown) 80 Other Info.: so Main Span,L= 11.50 ft 40 Main Span Max.Allowed Live Defl:L/ 360 =0.38 in a 20 Main Span Max.Allowed Total Defl:L/ 240 =0.58 in v 0 2 4 6 8 10 12 14 Cantilever(Overhang)Exists?No -20 40 Pitch if Sloped: 0.0:12 Load Duration snow.t -60 span(ft) Loads � Loads From Continuous Member? Add Self Wt.? •yes •No For Wood and Press Treated? Wet Cord? Temp Cord. Sawn Member Repetitive Use? yes Glul-ams Only: Not press vested ® 100 deg F&IM Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes Live,psf Dead,psf Width,ft Load,pff Load,plf. Load,plf. Roof Loads(not including snow) 20 psf 12 psf 2.00 ft - - 24.0 Ib/ft Roof Snow(only) 25 psf 2.00 ft 50.0 Ib/ft 50.0 Ib/ft - Deck Loads 60 psf 10 psf - - - Floor 2 Loads - - - Floor Loads 40 psf 10 psf - - - Wall Dead Load 10 psf - Other'psf load and trib.width - - - Additional'plf Unif.Live Loads. Descnp•n,oprl: Additional'plf Unif.Dead Loads. Descrip'n,oprIL Roof pitch for LL Red'n Beam type for LL Load Subtotals 50.0 Ib/ft 50.0 Ib/ft 24.0 lb/ft Red'n Total Adjusted Uniform Loads WL= 50.0 Ib/ft 'Ao= 24.0 lb/ft 0.012 All Omer lxamt Combined Total Uniform Load W,= 74.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material IDouglec Fir-Larch 0 Timber Material ID-glas Fir-Larch �+ Lumber Grade No.2 Timber Grade 1WC06-No.2 Acceptable Solutions Acceptable Solutions 2x8 (4)2x6 - - - (2)2x6 3 x 6 - - - List properties for what (3)2 x 6 4 x 6 - -am lumber? I4x 12 I] Slf Wt=15.82 List properties for Fb=1429 Fv=207 Fcp=625 E=1600000 Sff Wt=8.28 what size? e lz ❑ Fb=1007 Fv=196 Fcp=625 E=1300000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(0F/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 118"x 6" 5 1/2"x 6" List properties for Slf Wt= 18.5 List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" what size? 7'x 11 Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level.TJI 51/2-xil 7/a" 1. Web 11-718"TJI/L65 9-1/2"TJI 110 Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Sell Wt=36.4 Stiffeners? 16"TJI/L65 9-1/2"TJI 210 2.0E Microllam LVL-Multi-ply m 16"TJI/L90 9-1/2"TJI 230 List properties for what 14"TJI H90 11-7/8"TJI 360 size LVL? (2)1-3/4"x 5-1/2" 1 - 01-3/4-x 11-7/9- 1-1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 S8 Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 7-1/4" 15-1/4"x 5-1/2" --- ---List properties ---------1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2" 1 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-1/7x11-7/Ir Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 (a)1-314-xte- w Fb=2674 Fv=356.5 Fcp=800 E=1550000 #WA Final Member sawnwped Final Member Results Final Member:2 x 8,Douglas Fir- Bending Overdesign:23.2% Material Library Ch-Fmm All$i-Of Seem Larch,No.2 Shear Overdesign:279.8% Final Size: I2.a �. Deflection Overdesign:45.0 Min.Bearing Lengths:=1.50 In.(Left) .=1.50 In.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:NIA Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 23.2 Actual Member size:1.50"x 7.25" 11.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Brame Read For Maximums R,-Riaht Max.Positive Moment:1,269 ft-lb 5.75ft Main Span Full Seenclh: Live Load: 288 lb 288 lb Max.Negative Moent:°0 ft-lb 0.00 ft Main Span Lateral bracing m Dead Load: 154 lb 1541b Max Design Shear 395 It, 0.00 ft Main Span ... _._ _.. _. ............ ........... Total Load: 441 Ib 441 Ib Main Span Max.Downward'' 0.258"/0.396" 5.75'/5.75' Main/Main Live Case Causing Max N/A WA Deflection(Live/Total), ........... ..... .......................... Main Span Max.Upward Deflection; 0.0001,/0.0001, 0.00,/0.00, Main/Main Minimums RiLeft R,-Right (Live I Total)3 ........ .. ........... Live Load: 0 lb 0 lb Cant Down.Deft(Live t Total) N/A WA WA W10 Md-Braclna: 0.6 or 1.0 Dead: 92 lb 92 Ib Cant U Deft. Live(Total N/A N/A NIA ( ) Bending Red'rt Net Reaction 831b 831b Regd El Not Ind Self Wt 15.133E+07 Actual EI: 7.62E+07 44% Live Case Causing Min WA WA Approx.Self Weight:12.78 p8 Approx.Tot.Wt.:32 lb Allowed M-ht Min.Calc'd Bearing Lengths: =0.47 in(Left) =0.47 in(Right) 875 ft-lb deck roof rafters BMP'S jd design CITY OF ANACORTES BMP CI05: CONSTRUCTION ENTRANCE ALREADY O EXISTS AT BACK ALLEY LOCATION (CARPORT AND ILL = OLIV RD CK AD ITION PLANNING AND BUILDING DEPT: CONCRETE PARKING PAD). JIM DUNLAP APPROVED PLANS O BMP CI11: CONSTRUCTION ROAD/PARKING AREA. (360) 982-0535 REVIEWED FOR CODE COMPLIANCE 2 USE FUTURE DRIVEWAY/PARKING AREA. JIM@JDDESIGNDRAFTING.COM PERMIT#: BLD-2022-0326 BMP CI23: TEMPORARY SOIL STOCKPILE ADDRESS: 1505 6TH ST O LOCATION. COVER STOCKPILE W/ STRAW OR 1505 6TH STREET VISQUEEN � INSTALL SILT FENCE AROUND DOWN APPROVED BY: SLOPE SIDE(S). ANACORTES , WAS H I N GTO N SUBJECT TO FIELD INSPECTION. APPROVED A- S SHALL NOT BE ALTERED WITHOUT AUTHORIZA ON. O BMP GI54: DESICsNATED CONCRETE WASH-OUT AREA BMP C233: SILT FENCE. INSTALL SILT FENCE ON .� DOWNSLOPE SIDES OF CONSTRUCTION SITE. PARCEL I D# P55861 PROJECT DESCRIPTION: DECK ADDITION WITH PART OF DECK TO BE (E)WATER METER 6th STREET COVERED BY NEW ROOF COVERING . POWEORVERHEAD ZONING DESIGNATION: OLD TOWN oe 22-6 26'-2" r 24'-23/4° SIDEWALK I„ z m NEAREST FIRE O D HYDRANT APPROX. RIGHT OF WAY 7m0 50' TO EAST I ACROSS 'K' AVE. _ N 89°23'00" W 64.94' BUILDING CODES IMPERVIOUS W w WT- - (ESURFACE CONSTRUCTION WILL COMPLY WITH BUILDING ; STRUCTURAL 2018 IRG MECHANICAL 2015 IRG EXISTING (E)C C. S EPS )�OGIC PERI 71� \-, , RSA NINE WALLSFLUM51NC-4 2015 UPG RETAININ UNDER ROOF INGL. EAVES 1612 S.F. � �11 �ENERGY � VENTILATION 2015 WSEC GARAGE FOOTPRINT INCL. EAVES 364 S.F. (E)Cof r- NDING CARPORT FOOTPRINT INCL. EAVES 383 S.F. v ,i, ,i, v (E)/ROCK PERIMETER SHED FOOTPRINT INCL. EAVES 363 S.F. I RETAININGs WALL v (rz GO 6. STEWSw CONCRETE SURFACES (NOT UNDER EAVES) 155 S.F. w I 20'IRON BSB� I z PROPERTY INFO■ TOTAL EXIST. IMPERVIOUS SURFACE 2901 S.F. — ——_ I p Q v �-- ---- 0 w SITE ADDRESS NEW ��--------L� Z 1505 6TH STREET DECK ROOF COVERING INCL. EAVES 232 S.F. ANACORTES, WA S8221 CONCRETE WALKS 105 S.F. 0_ ui PARCEL: P55861 I \\ W W ASSESSORS TAX* 3112-133-003-0006 TOTAL NEW IMPERVIOUS SURFACE 331 S.F. I \ / I�R P2`�SED O > � QTR: SE, SEC: 13, TWN: 35, RNG: 01 q I I 00 \ / � � DE K A�ITION � z TOTAL PARCEL SIZE: 8489 S.F. l A\ / (E)TREES ARE NOT IN I \ / o L z 2901 S.F. EXISTING + 33l S.F. NEW 3244 S.F. CONSTRUCTION ZONE AND p O o = - PROPERTY OWNERS PERCENTAGE OF 8489 S.F. LOT 38.2 % WILL NOT BE DISTURBED I \ I Q 'n Cn JULIA GILL; COLIN COLS I I A I �� �� I Q 00 1505 6TH STREET I Y I ANACORTES, WA S8221 Q' I ' U 1 1 Lu w lii � � LL o � # _ p Y m w EXI Sf. I m --�� a D w U U ,� I °° I �, J Z 0 � za FIRE AREA i RESI ENCE ; q, o o W o- � 0 EXI T. CPNC. I w PROJECT INFO. EXISTING FIRE AREA 1342 S.F. A I a m STEPS BSMT = \\ Z NEW FIRE AREA (DECK COVERING) 232 S.F. �� \\ I 0 EXISTING S.F. i TOTAL FIRE AREA 1514 S.F. \ EXISTING LIVING SPACE 1342 S.F. IST. DE \ I ° NE IJ 3 WIDE NOTE: IF EXISTING UNFINISHED BASEMENT/TALL CRAWL I WALK \ I i C NCRETE ALKWAY SPACE AREA (853 S.F.)IS INCLUDED WITH FIRE AREA NEW DECK ADDITION OPEN DECK 226 S.F. CALCULATIONS THEN TOTAL FIRE AREA = 2421 S.F. a � -- I �� COVERED DECK 216S.F. 'i l w . ----------- � I / A\ I S OPE -2% I W EROSION CONTROL =�---=-°--° ___ (E)2 IDE CONC. WALK —�� ° Lu LOT COVERAGE — — (E)CONIC. STEPS NOTES �� H I a-23 Q EXISTING CONTRACTOR TO INSTALL SILT FENCING ON DOWN 20� REAR BSBL SLOPE SIDE OF ENTIRE EXTENTS OF EACH SITE UNDER I IW HOUSE FOOTPRINT AT FOUNDATION 1342 S.F. CONSTRUCTION. SILT FENCING TO REMAIN UNTIL ALL y L,,,_— J I CONSTRUCTION IS COMPLETED AND LANDSCAPE IS IN I GONG. STEPS 160 S.F. — ———————————— 1 PLACE. I Co Lu GARAGE 306 S.F. ° ° • IN ADDITION TO SILT FENCING COVER ALL I CARPORT 383 S.F. <, SHED 293 S.F. STOCKPILED SOIL WITH VISQUEEN OR STRAW. I t EXIST. CONE. EXIST. GARAGE TOTAL EXIST. LOT COVERAGE 2484 S.F. N EXIST. SHED d PARKING EXIST. CARPORT I i z O NEW DRAINAGE NOTES 'o I ° ° ° I ° I DECK ADDITION 442 S.F. • CURRENT STORM DRAIN DRAINAGE CONSISTS OF -----------------_ U ——————__ SPLASH BLOCKS AT DOWNSPOUTS. ANY — — — — — — — DOWNSPOUTS FROM NEW DECK ROOF COVERING WILL N 8 9°22'5 W 94.90 ZO TOTAL UTILIZE SAME SPLASH BLOCK SYSTEM. F 2484 S.F. EXISTING + 442 S.F. NEW 2926A 24'-2 1/2" I I-6 S.F. 23-9 1/2" �I8�-10�� � PERCENTAGE OF 8489 S.F. LOT 34.5 % POWER POLE w (E)S.S. o _ ALLEY SITE PLAN LEGEND wIL (� a CGRAVEL (E)TREE DRAWN BY JAD (E)SHRUB SCALE AS NOTED (E)LAWN JD JOB# 1368RE22-GILL DATE 04/18/2022 CONCRETE SURFACE DRAWING INDEX REVISIONS Al COVER PAGE $ SITE ; LANDSCAPE PLAN SITE & LANDSCAPE PLAN NEW DECK A2 FLOOR PLAN ; ROOF FRAMING PLAN NORTH SCALE: I° = I0'-0" - PROPERTY LINE A3 DECK FRAMING ; FOUNDATION PLAN ; DETAILS — — BUILDING SETBACK LINE OF BLDG. FOOTPRINT A4 ELEVATIONS ; BUILDING SECTION —————— LINE OF ROOF UTILITY LINE SILT FENCE Al SHEET I OF 4 r O ' OF WA S/y/4l//� N O CD s � N O� 37964 Q ��� CD jd design e, FC/STE S"ONAL E� JIM DUNLAP (360) 982-0535 JIM@JDDESIGNDRAFTING.COM ono F- — �El 7 LAUNDRY DINING KITCHEN \ / I \ / — Z-1 STEP(S) TO GRADE ol 8"-0 I 4-0 I NOTE: GUARDRAIL WILL SHEATH ROOF WITH 1/2" PLY OR NOT BE REQUIRED AT OSB. FASTEN W/8d NAILS 6" O.C. LINE OF EXISTING ROOF THIS END OF DECK 1 00000 ALONG EDGES, 12" O.C. IN THE FIELD O 6 X 6 POSTS TYP. O BATH v Q O m A3 HANDRAIL/GUARDRAIL REQUIRED U II w 6X6 POST. ATTACH 0 STEPS TO GRADE j z W BEAM TO POST W/ — N — o Q BC6 CAP OR(2) 12" co 2 X 10 LEDGER Lu Lu SDWS SCREWS (TYP.) — _ it LRUZ GALV RAFTER E 13EDROOM 1 z Lu m m � HANGERS TYP. 0 Q I 1 ' 1 c~n X B - w W Lu Lu x S1 0 > Lu ,L > z NEW DOUBLE DOORS. NOTE z = O 1 12 SLOPE U t S DOORS MAY BE OUTSUIING, � OWNER A4 — - - - - — G R N I E CONTRACPER TOR D SCRETION Q O o - Q m m O N Lo w J N LIVING ROOM J o Ji w aow 0 � z < Qa- ol P.T. 6 X Co POST I I m BEDROOM 2 UP TO ROOF BEAM TYP. (4) PL. m i u 7 -- - - - - -- - - - O / \ O/ \ GUARDRAIL REQUIRED THIS END OF DECK TOP SUN ROOM OF DECK OVER 30" z ABOVE GRADE ad Z a 71o, a m z z 0�i 0 u QLu Q w J 0-Q LL LL DECKCOVER DRAWN BY JAD FLOOR PLAN SCALE 1/4" = 1'-0" UNO ROOF FRAMING PLAN NORTH NORTH SCALE: I/4" - I'-0" JD JOB# 1368RE22-GILL DATE 04/18/2022 SCALE: 1/4" = 1'-0" REVISIONS A2 SHEET 2 OF 4 �• BR Q �F WAS N O ?' 4- N O o N N 37964 0 co jd design /STER c, S�aNAI F.� JIM DUNLAP (360) 982-0535 JIM@JDDESIGNDRAFTING.COM 6 X 6 P.T. POST DECORATIVE BEVEL 5IMP50N AB, ABU, PB OR SIMILAR POST BASE 12' SONOTUBE SQUARE GRADE OR ROUND n jI na a j6 X 6 POST UP TO ROOF, d l a l l a Q ON 12" DIA. SONOTUBE ON 24" X 24" X 6' FOOTING (4)#4 VERT. HOOKS TYP. (4)PL.II a ° (4)#4 EACH WAY 4 I I° as II � � � � Z L J DBL JOIST @ END O I I n�o HANG BEAMS I — — — — LUS ZMAx GALv � UNDISTURBED EARTH BETWEEN 6X6 — —J HANGERS TYP. Q ol POSTS W/ — — — — ,� HUC410 (TYP.) Q OTING — POST FO DETAIL Q 1 F - - - - HANG 4 X 10 P.T. BEAM BETWEEN POSTS TYP. L IT�v — — — w z W w 0 d0 �Q 2 X 10 P.T. LEDGER Lu FASTEN LEDGER W1 (3)ROWS OF �j 1/4" X 4" SIMPSON SDS SCREWS 4 X 4 P.T. POST 1 — — — — (OR EQUIVALENT)(a 1(o° O.G. c/) W DECORATIVE BEVEL w ~ SIMPSON AB, ABU, PB OR — — — — Ofw SIMILAR POST BASE A J 0 8 SONOTUBE SQUARE GRADE 4 — — O OR ROUND +, O mi O � z — Q 00 J N � � �n X ��� a a % �j/ — — — w cn EL X���% ° d //�� HANG JOISTS FROM BEAM 1 1 — 0 — — w LL Lu all AS SHOWN OR SET ON TOP S( J p # o � o l 1 Q OF BEAM — —J N w Q o w (4)#4 VERT. HOOKS Q — 0 w Q cr (3)#4 EACH WAY TI ° O m — S� — I N Q CL w m m TYP. (4)PL L I I UNDISTURBED EARTH 1"-6 '01v LUS28Z N HANGER 4 X 5 BEAM UNDER JOISTS OR USE 4 X 10 IF HANGING — — (TYP.) POST FOOTING DETAIL P� JOISTS FROM BEAM 2 --3 < TYP. (5)PL SCALE: BEAM TO 4X4 _J 1Y'-0"" — — W POST W/BC4, Q PC4 OR E SIMILAR CAP 1L W ,n (TYP.) IE 2X8 RAFTERS (a 24" O.G. DBL JOIST END — 1/16" CDX OR OSB SHEATHING VENTED BLOCKING TPO ROOFING OR STANDING Z SEAM METAL 12"-0"" 2"-0"" ol O 5/4 X 6 4 X 4 P.T. POST ON S"" DIA. FASCIA TO a MATCH EXIST. PITCH IS APPROXIMATE SONOTUBE ON 15" X 15" X 5' 14"-0 FOOTING TYP. (11)PL. CONT. METAL GUTTER 12 ----- NOTE: POSTS ARE LINED UP AT EDGES Z OF DECK BECAUSE SKIRTING IS 0 Z ASSUMED. SKIRTING WILL ATTACH TO ~ DECK POSTS. IF NO SKIRTING IS DESIRED af THEN CONSIDER HOLDING BEAM/POSTS U Q IN FROM EDGES, INCLUDING Lu o O CANTILEVERING AT 4 X 4 POSTS. w T G PINE DECKING OR PRIMED IL W W SOFFIT VENT SOFFIT BOARD HURRICANE TIE (a EA. TRUSS DRAWN BY JAD BEAM PER PLAN DECK FRAMING & SCALE I/4" = 1'-0" UNo IX OR 5/4X BEAM WRAP JD JOB# 1368RE22-GILL FOUNDATION PLAN NORTH DATE 04/18/2022 SCALE: I/4" = I'-0" REVISIONS 3 RAFTER/EAVE DETAIL SCALE: A3 SHEET 3 OF 4 I " r OF W A Sti"O� N N O s � N O� 37964 O ��� 0 •I d design FS FC/sTv- v` J S�ONAL 0 E� JIM DUNLAP (360) 982-0535 JIM@JDDESIGNDRAFTING.COM 5/4 X 8 BARGE RAFTER 12 0.15 TOP OF BEAM 2 �( 8 RAFTERS (a 24" O.G. 12 CABLE RAILING 10 2-0 Z GRIPPABLE HANDRAIL O REQUIRED FOR DECK STAIRS TOP OF BEAM OF 2 X 19 P.T. JOISTS P Iro"" O.G. — — DECKING — Q r s TOP OF DECKING U - - - -C IN - - - - - - - - - w z W o Q DECK ADDITION w y� NORTH ELEVATIONLu Lu SCALE: 1/4" = 1'-0" w 12'- Ir DECK ADDITION z O o � � ~ \c) Z O O = C> 00 Lu Lu EL � w o � w — aow BUILDING SECTION A � (� NQa SCALE: 1/4" = 1'-0" NEW SHALLOW PITCH ROOF COVERING OVER NEW DECK TO BE TPO OR SIMILAR OR STANDING SEAM METAL z — - - - - - - - - - - - - - - - - - - - -HIGHPOINTOFDECKROOF O TOP OF BEAM GABLE RAILING TYP. CEDAR BALLUSTERS MAY BE USED FOR PORTION OF RAILING SYSTEM. OPEN GUARDRAILS W SHALL HAVE INTERMEDIATE RAILS SUCH THAT A 4 DIA. SPHERE CANNOT PASS _ co THROUGH AT ANY POINT (TYP.) co + z00 O cQ 1 z TOP OF DECKING z Q ^ O SKIRTING PER HOMEOWNER v CONTRACTOR DISCRETION J 'v vui � w io L J LOW GRADE Q W M IS'-6"" COVERING I W I' 35'-1e" DECK' ADDITION DRAWN BY JAD 0. SCALE 1/4" = 1'-0" UNO JD JOB# 1368RE22-GILL EASTELEVATION DATE 04/18/2022 SCALE: 1/4" = 1'-0" REVISIONS A4 SHEET 4 OF 4 �• BR Q �F W A ShgO� N O o N N 37964 =<v� o F FGI STV- G� SS/ANAL 2X6 STUDS @ 16"O.C. 2X6 STUDS @ 16" O.C. FLASHING REQUIRED FLASHING REQUIRED GALVANIZED LUS HANGER DECK JOIST PER PLAN FLASHING REQUIRED z DECK JOIST PER PLAN 07 Q SIMPSON LRU JOIST HANGER EXISTING 2X z a WALL STUDS O i2 PLY OR OSBlop U) Q SHEATHING uj z w � (2) 4" X 41" SDS Df EXISTING FLOOR GALVANIZED LUS HANGER EXISTING FLOOR SIMPSON DTT1Z W/8"X5" LAG SCREW INTO SCREWS INTO O JOISTS PER PLAN JOISTS PER PLAN DOUBLE TOP PLATE. QTY. (4) DTT1Z AS EACH STUD SIMPSON DTT2Z W/8" DIA. FASTEN 2X PT LEDGER WITH (3) 2X BLOCKING ADDED SHOWN EQUALLY SPACED ALONG DECK. THREADED ROD, QTY. (1) DTT2 ROWS OF 4"X 4"SIMPSON SDS FOR THICKNESS FASTEN 2X PT LEDGER WITH (3) N PAIRING AT EACH END OF DECK SCREWS (OR EQUIVALENT)@ 16"O.C. 2X RAFTERS ROWS OF 4"X 4" SIMPSON SDS H o O� SCREWS (OR EQUIVALENT) @ 16" O.C. PER PLAN o N A DECK LEDGER DETAIL DECK LEDGER DETAIL �� RAFTER TO WALL CONNECTION _z 0 SCALE: 3/4" = 1' - 0" SCALE: 3/4" = 1' - 0" U 0f w w LU N > � � � U) p Co LU Lu w m J p J Lu o Ill Lu U 0 � > 0 O N z07 Um � m LuZ Qc° zJ 2p ap UQ p w U Q cn Z� U) 2 H O rn ~ N 0 ONO z E m O z j o Zo a U Q �' � U U I-- D c U _ z � � '& Luz LO Lu (D = z cn CD a z O 0� Lu Z_ z w 0 Lu Uw J z aa �, z w c� = Lu a) Z u1m z UY � w Z D_ w 0 Z J w Lu Jw � p � --� � J J Q QU) Lo � WU CO J Q co m � N � UQ p wr- p O � 2 > c) � Ow m 0000 '� LS 0 O Q w 0 Z 06 O U (D p Z_ p Q � U Q o w Q v) fl� � � w 0 Cfl O J O z f) (D T- Q DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE S 1 Of 2 WOOD FRAMING ABBREVIATIONS (Used throughout structural drawings) oF�w B STANDARD STRUCTURAL SPECIFICATIONS - 2018 IRC Rgo Default Wood Types: Unless noted otherwise, the material for a structural member is as shown: (E) Existing C.S. Clear Span INT. Interior STD Standard OQ. 12�� N INTRODUCTION FOUNDATION • Beams, Posts, & Sawn Joists............. Douglas Fir#2 (D.F.2) (N) New DBL Double MAX Maximum STR'L Structural o O Manufacturer S.S. Select Structural The Standard Structural Specifications are guidelines and structural requirements for construction of typical • Studs & Plates ................................... Hem/Fir (H.F.) or Douglas Fir (D.F.) A.B. Anchor Bolt EA. Each MANUF. -r N residential structures. The intent of this document is to provide general structural requirements for the project. • Design Soil Bearing Pressure = 1,500 psf • Blocking ............................................. Any solid 2X or rim joist material ARCH Architectural ELEV. Elevation MIN Minimum T.O. Top Of � C:) Builder, contractor, and other parties involved are required to read this document and are responsible for • Rim Joists .............. ................ Douglas Fir#2 D.F.2 for solid sawn, manufactured rim for I-joists BLDG Building EXT. Exterior N/A Not Applicable TJI Trus Joist, I Series 0 37964 �v CO p q p • Frost Zone Depth =18 inches •••••••••••• 9 ( ) 1 O meeting the requirements specified within. Contact the engineer of record with any questions or concerns. • Glued-Laminated (dry-use) D.F. 24F-V4 (GLB) BLKG Blocking FDN Foundation O.C. On Center TPL Triple FSS�/STV- �C,� • Unless noted otherwise, concrete is designed with 2,500 psi strength and does not require special inspection. BM Beam FTG Footing O Opposite TYP. Typical /OVAL F' The specified concrete strength (3,000 psi) is greater than design strength (2,500 psi) • Exposed Structural Members ............ Pressure Treated (P.T.) 9 Opp. PP Yp Glued-Laminated (wet-use) ............... Treat with Hi-Clear II by Permapost Products Co. in Hillsboro, OR BTM Bottom GALV. Galvanized PLY Plywood U.N.O. Unless Noted Otherwise DESIGN CRITERIA Code: Cast-in-place concrete sizing, placing, and testing shall conform to ACI 318-19 and ACI 301-16 Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolts C C Channel (Steel) GA. Gauge P.T. Pressure Treated V.B. Vapor Barrier DESIGN PARAMETER VALUE SOURCE Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a for framing members. J qualified geotechnical engineer for all land based construction projects. If this information is not supplied, footings are CL Center Line HDR Header REINF. Reinforced VERT. Vertical Q Seismic Design Category 'D1' IBC 1613 desi ned for 1,500 sf soil bearin ressure. Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure 9 p g p CMU Conc.Masonry Unit HORIZ. Horizontal REQ'D Required W/ With Z Risk Category 'II' IBC Table 1604.5 treated or preservative treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members LJ Earthwork: Call before you dig! Call '811'. Locate and protect underground conduit, plumbing, and utilities where work after fabrication and field trimming. Glulam beams (GLB's)which are exposed to the elements shall be treated with CONC. Concrete HSS Hollow Structural Section SIM. Similar W/O Without Z a Wind Exposure Category 'B' IBC 1609.4.3 is performed. Footings shall bear on undisturbed native soils and/or structural fill compacted in lifts of one foot or less Hi-Clear II by Permapost Products Co located in Hillsboro, OR. CONT. Continuous INSUL. Insulation SPECS Specifications WF Wide Flange(Steel) O J JBasic Wind Speed (3-second gust) 110 MPH IBC Figure 1609.3(1) to 95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and deleterious material Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing Q beneath the footings, foundations, and slabs to be removed and replaced with 4" min. compacted granular fill to 95% wall locations. BlockingIs required at all bearing locations. Trusses, structural composite lumber, glued-laminated > Z_ Design Wind Load 16.00 PSF ASCE 7-16 28.6-1 relative compaction. q g p g W (D members, and I-joists shall be supported laterally as required by the manufacturers recommendations. ROOFS � � LOAD SOURCE LIVE LOAD DEAD LOAD Structural Fill: Structural fill consists of clean, well-graded sandy gravel, gravelly sand, or other approved naturally Bearing: For beams bearing on perpendicular walls or columns, Use a minimum 2-1/2" bearing length unless noted O J Roofs 20 psf 15 psf occurring granular material (e.g. pit run) with at least 30 percent retained on the No. 4 sieve, or a well-graded crushed otherwise. Use enough studs to match or exceed beam width unless noted otherwise. Manufactured Trusses: Unless stick framing is specified on structural drawings, wood trusses are to be engineered Qrock. In wet weather conditions, fill should have less than 5% fines. Soils with an over-optimum moisture content by a truss manufacturer. If truss layout is not provided by truss manufacturer, the engineer assumes that trusses all Floors 40 psf 12 psf Headers: Unless noted otherwise, headers to be 4x10 D.F.2, (2) 2x10 D.F.2, or 6x8 D.F.1 should be scarified (i.e. turn over the soil) and dried during periods of dry weather or replaced with drier structural fill. bear on exterior walls and do not bear on interior walls. Trusses and truss connections/hard-ware to be in Decks & Balconies 60 psf 10 psf Glued Laminated Members: Glulam beams (GLB) shall be Douglas Fir-Larch, 24F-V4, dry use only accordance with truss manufacturer's requirements. Do not modify or cut trusses without approval of truss N Surface Drainage: Finished grades are to be at least 6" below top of stem wall. Lots shall be graded to drain surface Engineered Lumber: Engineered lumber offers certain structural advantages over conventional sawn lumber. All W � Ground Snow Load 25 psf - g g g o manufacturer. � water away from foundation walls. The grade shall fall a minimum of 6 inches within 10 feet. If 6 inches of fall is not engineered lumber must be APA approved. Install per the aforementioned codes and relevant manufacturer's Q N LU Exterior Wall - 12 psf possible, grade shall be sloped min 2 percent away from the building. installation guides for each type: Girder Trusses: Truss manufacturer to be responsible for placement of girder trusses. Install girder truss LGT tie p CN Interior Wall - 10 psf down or SDWC15600 screws to secure girder trusses as detailed on structural drawings. Number of studs c0 Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums • Wood I-Joists: Used extensively in floor and roof framing (Trus Joist TJI s typically specified) Interior Partition - 8 psf supporting girder truss to match plies of girder (e.g. 3-ply girder truss to bear on minimum 3 studs). p unless noted otherwise. Bottom of footings to be below frost zone (18"). • Laminated Veneer Lumber (LVL): Minimum modulus of elasticity E = 2.Ox10 6 psi Z Minimum uniform live loads come from 2018 IRC Table R301.5 Footing Drains: Providing adequate drainage to retaining and basement walls is imperative. Footing drains shall be • Parallel Strand Lumber (PSL): Minimum modulus of elasticity E = 2.0x1016 psi Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss manufacturer. O provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock • Laminated Strand Lumber (LSL): Minimum modulus of elasticity E = 2.0x10A6 psi Over-framing: Unless noted otherwise over-framing to be 2X6 @ 24" O.C. Overframing to be bear directly on top W DEFLECTION LIMITS must extend to within one foot of finished grade. Footing drains shall be 4" perforated pipe routed down gradient to LVL Option to GLB and PSL's: Multi-ply LVL beams may be used in lieu of PSL or GLB, provided that they are of truss below. See rafter span chart below for max spans. Manufactured truss overframing is acceptable. w daylight, unless otherwise specified. installed according to International Beams' Technical Bulletin TB-LVL-2 > STRUCTURAL MEMBER LIVE+DEAD Access: Attic access shall be provided per R807.1. The rough framed opening size shall not be less than 22"X30" Concrete: Mix and 28 day strength unless noted otherwise: • Multi-ply LVL's shall be fastened together with min (3) rows 1/4" self-tapping screws @ 18" O.C., 1.5" minimum and shall be located in a hallway or other readily accessible location. 12� W • Concrete compressive strength, f'c = 3,000 psi f'c shall be evaluated at 28 days or 56 days for fly ash/slag) embedment required in all members. W N 0 Roof (with flexible ceiling) L/240 q p g p ( Y Y Y g) Headers: Bearing wall headers to be 4X10 or 6X8 D.F.2 min (double 2x10 or triple 2x8 OK). > >_ Q� to • ° o U Roof (with brittle ceiling) L/360 Concrete exposed to weather shall have air entrainment of 6/o (+/-1.5/o) The width and height of the multi-ply LVL beam must be equal or greater than the corresponding dimensions } • Maximum water/cement ratio = 0.50 g pY q g p g 0 2 >_ LU o0 Lu Rafter with slopes greater than 3:12 without ceiling L/180 called out for the respective GLB or PSL beam. LLI W pp J J p g g o o p FRAMING CONNECTORS N > o Lu o w • 25/o max fly ash... 50/o max slag Solid Sawn Lumber Option to I-Joists: Solid sawn lumber may be referred over I-joists due to cost or other N W > UJ w ~ Floor Members L/360 y p 1 O w = w Q > Q O Lifts: Concrete lifts shall be poured within 60 minutes of the previous lift reasons. The following solid sawn lumber options may be used in lieu of engineering I-Joists (e.g. TJIs) without Manufacturer: Simpson Strong-Tie construction connectors are specified, however, any nationally recognized brand N Z U 00 O m Lu Z Horizontal Deflection (with flexible finish) L/360 Temperature: Pour concrete at temperatures of 40 degrees and above. approval from the engineer of record. Maintain original spacing (e.g. 12", 16", or 24" O.C.) (e.g. Silver, KC, etc) may be used provided that they are equivalent in their ability to carry all applied loads in all Lu U _1 I) All other structural members L/240 Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous 2x10 D.F.2's may be used in lieu of 9.5" TJI 210's orientations. Q ce Z J = 0- 0 (Qj Q bars 48 X bar diameter minimum. For a typical continuous #4 bar diameter = 0.5" the rebar lapis equal to 48 X 0.5" • 2x12 D.F.2's may be used in lieu of 11-7/8" TJI 210's 0 W U Q U) The above maximum deflection limits are required by 2018 IRC Table R301.7 Yp ( ) q Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations = 24" minimum. Reinforcing bars, bolts, anchors, etc shall be securely tied in position prior to concrete placement. Wood Structural Panels: American Plywood Association (APA) rated sheathing is required for all wood structural and requirements (locations, exposure, end and edge distances, fasteners, etc.). Higher limits (less deflection) may be used at the engineer's discretion. Reinforcing steel shall be free of rust and coatings. panels. Unless noted otherwise, the wood panel for each situation is: Anchor Bolts: Provide 5/8" diameter x 10" long wet-set or expansion anchor bolts @ 4' O.C. and within 6-12" of • Roof Sheathing: 1/2" CDX (plywood with moisture resistant glue - highly recommended), CD (plywood), or Simpson Connectors: Unless noted otherwise on the structural drawings and details, the following Simpson REFERENCE CODES & STANDARDS Strong-Tie construction connectors shall be used: corners with 3 x3"x0.229" square washers. 7" minimum anchor bolt embedment required. 7/16 OSB (oriented strand board), with ply clips or T&G (tongue and groove). Nail with 10d nails at 6 O.C. �� • International Residential Code, IRC 2018 Adhesive Anchors: Unless noted otherwise, epoxy anchors in concrete with Simpson SET-XP or Hilti HIT-HY 200-R or along edges, 12" O.C. in the field, no blocking required • Post Caps: CBTZ, PCZ/EPCZ, BC/BCS, CC, CCQ, ECC, ECCQ • Washington State Building Code, SBC 2018 equivalent epoxy, installed per manufacturer's guidelines. For extreme temperature applications, when long-term • Prescriptive Exterior Wall Sheathing: 7/16" OSB or 15/32" CD ply, 8d nails at 6" O.C. along edges, 12" O.C. in • Post Bases: CPTZ, CBSQ, PB/PBS, ABA/ABU/ABW Z • National Design Specification for Wood Construction, NDS 2018 temperature exceeds 110°F or is less than 0°F, use Simpson Set-3G. the field, no blocking required. All exterior walls to be sheathed per prescriptive requirements noted above • Joist Hangers: LUS/LU/U/HU/HUC, JB, HUTF/HUSTF (top-flange) • Wood Frame Construction Manual, WFCM 2018 Waterproofing: Waterproof all basement walls and slabs on grade. It is highly recommended to use asphalt unless explicitly noted as a shearwall waterproofing sealer or Eucon Vandex AM-10 crystalline admixture. These waterproofing agents shall be installed per • Prescriptive Interior Wall Sheathing: 1/2" Drywall (Gypsum Wall Board - GWB , screwed with 1-1/4" Type W or • I-Joist Hangers: IUS/MIU, ITS/MIT/HIT (top-flange) • Building Code Requirements for Structural Concrete, ACI 318-19, p g y p g g p p g� y ( Yp ) Yp Minimum Design Loads for Buildings And Other Structures, ASCE 7-16 the manufacturer's recommendations. At cold-joints, water-stops are highly recommended. S screws at 7" O.C. along edges, 7" O.C. in the field • Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top-flange) • • Steel Construction Manual, 15th Edition, AISC 2015 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 • Rafter Hangers: LSU/LSSR/LSSJ, LRUZ SLAB ON GRADE construction adhesive prior to nailing, no blocking required (unless noted otherwise) • Truss and Rafter Connection: H1, H2.5A, or SDWC15600 at each heel to double plate �` Shear Walls: See shear wall plans and shear wall table for sheathing grade, thickness, and nail spacing. • Holdowns: HDU/DTT with SSTB, STHD14, STHD14RJ Floor-to-floor Strap-Ties: HDU2, MST48 GENERAL REQUIREMENTS Control Joints: Control joints (expansion, cold, or saw-cut) at 8'-12' O.C. required to mitigate shrinkage cracking. Stairs: Refer to R311.7 for stair framing and other requirements Advanced Framing: Unless specifically approved by the engineer of record, advanced framing is not allowed.Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards Rebar or woven wire mesh (if installed) shall break at all control joints. Saw-cut joints within 12 hours of pour. Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that set forth in IRC Table R602.3 (fastening schedule) listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards. Garage Slabs: Unless noted otherwise, garage slab shall be 4" concrete slab over 10 mil poly vapor barrier over 4" Advanced framing may be a cost-effective and structurally adequate alternative to conventional framing, but �► Contractor assumes full responsibility of construction methods used, safety provisions employed, and the compacted granular fill. Rebar or woven wire mesh is optional unless specifically required: OK to use #3 rebar at 24" additional precautions must be taken. Advanced framing shall conform to the construction standards outlined in Exposure: Any hardware or fasteners exposed to the elements or pressure treated lumber shall be heavy duty (� finished condition of the structure. O.C. each wayor 6x6xW14 woven wire mesh. APA's Advanced Framing Construction Guide available on www.a awood.or galvanized or stainless steel in accordance with IRC 317.3 w1.4 g ( p g)� Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the Living Area Slabs: Unless noted otherwise, interior slabs shall be 4" concrete slab over 10 mil poly vapor barrier over Studs at Opening: Refer to table R602.7(1) to determine the number of jack and king studs required at each end of Staples: For roofs, floors and walls, the IRC permits 16 gage wire staples with a min 7/16" dia. crown (per Table U) project should be employed to assemble and construct the work. 2" rigid insulation (where insulation is required) over 4" compacted granular fill. an opening. R602.3(1)footnote b). Construction Methods and Project Safety: The project drawings and specifications represent the finished Reinforcing: Reinforcing bars or woven wire mesh shall be placed 1-1/2" above the bottom of the slab. Exterior Stud Walls: Use 2x6 studs @ 16" O.C. unless noted otherwise. 2x6 exterior stud walls are typically O desirable for insulation/energy code reasons (i.e. not structural reasons). H structure and do not indicate methods, procedures, or sequence of construction. The builder must take Curing: Use water or membrane cure immediately after initial set for a minimum of 7 days. For water cure, hose it SPAN TABLES N O down and keep It wet. For membrane curing, wet the concrete then cover with an impermeable membrane e. Interior Walls: Minimum 2x4 studs @ 16" O.C., unless required for plumbing/utility reasons necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley p 9, p ( 9 1 cal Z vis ueen or liquid membrane curing compound. Provide shade for concrete during curing. Wood Stud Holes & Notching: For wood studs 12' and less, it is permissible to cut notches and holes per the Please use the members specified on the structural drawings. Owner/contractor may substitute these members in r�I�1' rn O o Engineering, Inc. will not enforce safety measures or regulations, nor will the owner or designer. Therefore, the q ) q g p g g - g p p (D 2 Z following requirements. Notch/hole size shall not exceed the following max percentage of stud width: lieu of the originally specified members. The following joist and rafter span charts may be used to specify member U - u7 contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations. Drainage: Garages, porches, and surfaces that are required to drain shall be sloped 1/8" per 1' or 1/4" per 1' g q g p g Z O Q Q rn • Bearing walls: Hole - 40% of total stud width, Notch - 25% of total stud width sizes, provided that the relevant loading conditions (below) are met. For questions on interpreting the charts or for — U U H o Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, and floors Concrete Topping: Concrete topping can not be installed on floors unless specifically detailed on the structural ° ° members which do not satisfy the charts' loading conditions, contact the engineer of record. (j Z � during construction. Design of these supports are not included unless specifically shown. Contractor is drawings. The concrete topping shall be installed per manufacturer's specifications. The topping shall not exceed • Non-bearing walls: Hole - 60/o of total stud width, Notch - 40/o of total stud width Z (� LU responsible for the adequacy of all temporary support systems. 1-1/2" in thickness and shall be less than or equal to 18 psf(i.e. >_12 psf per inch). • In all cases, hole edges must be at least 5/8" from edge of the stud w 0 = Z_ U) S Specifications: All notes, call-outs, and details included within this design package are required unless Non-Bearing Interior Wall to Slab Connection: Interior walls shall be connected to concrete slab with minimum • OK to drill up to 1" diameter hole for studs up to 16' tall. Hole to be 5/8" from edge of stud. Z 0 LU LU W specifically noted otherwise. 1/2"x5-1/2" long anchor bolts @ 6' O.C.. Wet-set, epoxied, expansion, or screwed (Simpson Titen HD) anchor bolts • See IRC Figure R602.6(1)for visual description of stud holes & notching FLOOR JOIST OR BEAM DEFINITION OF CLEAR SPAN: W z W Z ~ are accpetable. If interior wall is not specifically denoted as a shear wall, it is acceptable to use 1/4"x4" split pins @ DISTANCE FROM INSIDE OF I1 W J Z Q Q N Verification: Verify all dimensions, elevations, and site conditions before starting work. 32" O.C. or 1/4"x4" Titen screws @ 32" O.C. BEARING WALL BEARING WALL BEARING POINT TO INSIDE OF �.J Z W (D 2 w W DECKS & BALCONIES OPPOSITE BEARING POINT z W CO Z 0 Y Errors: The contractor is responsible to check the plans and site conditions and to notify the OR BEAM OR BEAM (i.e.UNSUPPORTED DISTANCE) w Z a - LJ od c� architect/designer/engineer/owner of any errors or omissions prior to the start of construction. Guardrails: Unless noted otherwise and detailed, guardrails to meet R312.1. Guardrails shall be 36" high min with LLI � >- J CRAWL SPACE max opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point CLEAR SPAN (C.S.) w I I w Z J Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural load applied in an direction and at an location on the to rail and shall be designed to withstand a uniform load of J J L O Q Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions. Vapor Barrier: Cover entire crawl space with class I vapor retardant (i.e. poly vapor barrier - 6 mil required, 10 mil pp Y Y p g LV C) Q () Structural notes and details on the structural drawings take precedence over the architectural drawings. highly recommended). Extend 6" up foundation walls minimum. 50 Ib/ft applied horizontally to the top rail. Contractor/owner/inspector to physically verify (e.g. push & pull on top Access: Access shall be provided to all under-floor spaces. Access openings throu h the floor shall be a min 18 rail that the guardrails meet the IRC loading requirements mentioned above. J � uI CO W 1- J Changes: Written approval from the engineer of record is required for any structural changes to the provided p pg ) g g q F_ ENGINEERED I-JOIST (TJI) SIZING ] m m 3: N D U Q drawings. Changes may be made 'in the field' with consent of Bradley Engineering. Please provide ared-lined inches by 24 inches. Openings through a perimeter wall shall be min 16 inches by 24 inches. Attachment to House: All deck ledger connections shall conform to the details outlined on structural drawings. Q LU ti O LU W g g y Y g g p For decks over 30" above grade, deck tension tie's are required: MAX CLEAR SPAN TJI JOIST MAX CLEAR SPAN TJI JOIST � > } o> 0Y O drawingor sketch of desired change(s) to provide context and applicable information prior to contacting Foundation Ventilation: Provide min 1 square foot of crawl space ventilation per 150 square feet of crawl space area. p pp p g 1 • DTT2Z - 1 at each end of the deck 2 total WITH 5/8" GYPSUM MEMBER WITHOUT GYPSUM MEMBER Q I- CO Q O Q engineer. Please contact the engineer who performed the engineering for your project as noted on this drawing. Space vents evenly to provide cross ventilation. Cover with"' corrosion resistant mesh screen. ( ) ( ) m � 0 oo p LL d O The engineering for this project was completed by Luke Schweigert whose phone number is(360) 510-9514 . • DTT1Z - (4) equally spaced along the length of deck 15-5" - 9-1/2" TJI 210 14'-2" - 9-1/2" TJI 210 Substitutions: If connector or lumber product substitutions are desired, contractor shall provide manufacturer's Hot Tubs on Decks: DO NOT INSTALL HOT TUBS ON DECKS unless specifically designed for hot tub. 18'-5" _ 11-7/8"TJI 210 17'-1" _ 11-7/8" TJI 210 evaluation reports of proposed substitutions to the engineer/owner for approval. ALLOWABLE HOLES - I-Joists & I-Rafters Waterproofing: Bradley Engineering is not responsible for adequacy of waterproof membranes on decks which 19'-8" 11-7/8" TJI 360 18'-6" 11-7/8" TJI 360 cover living space. 20'-5" - 14" TJI 210 19'-4" - 14" TJI 210 Member Size: The member dimensions (e.g. depth and width of beams, columns, etc.) specified in these Minimum distance from hole to support.See Table A below Up to 1-1/2"hole may be cut anywhere 21'-7" 14" TJI 360 20'-5" 14" TJI 360 (f� drawings are structural minimums. It is acceptable to increase the size above what is specified. out-side of hatched zone.For holes larger 22'-0" - 16" TJI 210 20'-10" - 16" TJI 210 No holes In than 1-112"diameter,refer to Table A STAIRWAYS ~ Similar work: Where construction details are not shown or noted for any part of the project, the area shall be flange of I-Joist 3„ Z Assuming a Plywood glued and nailed to top surface. Gypsum and no gypsum bottom surface option is given above constructed in the same manner as similar work shown on the drawings. 7-7 Stairs: Refer to R311.7 for stairway requirements Loading conditions: Live load = 40 psf; dead load = 10 psf; L/480; TJ Pro Rating = 42, Dry-use; 16" O.C. spacing w Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber, 0 UfF Handrails: Unless noted otherwise and detailed, handrails to meet R311.7.8. glue-laminated members, or I-joists are prohibited except where permitted by the manufacturer's w 6" L, Closely grouped round LZ 2 x L2 �D2 6" 6" n/ recommendations or as shown on this page. (See ALLOWABLE HOLES) No holes in minimum holes are allowable if the minimum SOLID SAWN JOIST SIZING DECK JOIST SIZING L—L hatchedzones group meets requirements Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the structural engineering and for round or square holes analysis pertaining to the subject structure. Bradley Engineering, Inc. takes no responsibility for items not MAX CLEAR SPAN 2X SAWN MEMBER MAX CLEAR SPAN 2X SAWN MEMBER Z y p g 1 Y p y Table A - Minimum Hole Distance From Support specifically addressed in the drawings, calculations, or call-outs. ALLOWABLE HOLES - Solid or En . Lumber 1, 1, p Y g � g 5-6 2X4 D.F.2 5-0 2X4 P.T. w O JOIST TJI Rating- ROUND HOLE SIZE RECTANGULAR HOLE SIZE Completion of Work: Submittal of these structural drawings to the client completes the present scope of work DEPTH (Flange Width) 2" 3" 4" 2" 3" 4" 8'-9" - 2X6 D.F.2 7'-6" - 2X6 P.T. L.L and budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after , 210(2-1/16") 1'-01, r-6" r-6" 1,-01, 2'-0" 2'-6" No holes in 8X diameter of the Ok to completely 1 V-6" - 2X8 D.F.2 10'-0" - 2X8 P.T. J Q sit' Q submittal of this report shall be billed on an hourly basis. 360(2-5ns") r-6° r-o° 3'-0° r-6° 2'-6° 3'-6° hatched areas largest hole (min) ;Allowable remove this area 14-9 - 2X10 D.F.2 12-9 - 2X10 P.T. Q 210(2-1/16") r-o° 1'-6° r-o° 1'-01, T-6" 2'-6° 17'-6" i 2X12 D.F.2 15'-9" - 2X12 P.T. 11�/s" us sx o � hole zone � us 360(2-5/16") 1'-6" 2'-0" T-0" 1'-6" 2'-6" T-6" r I 19'-6" — 2X14 D.F.2 18'-0" - - 2X14 P.T. Q 14 210(2-1/16") 1'-0" 1'-0" 1'-o" 1'-01, 1'-01, 2'-0" STRUCTURAL STEEL 360(2-5/16" ") 1'-O 1'-01, 1'-6" 1'-6" 2'-6" D/2 ° D/2 U U O Loading conditions: Live load = 40 psf; dead load Loading conditions: Live load = 60 psf; dead load = 10 psf; D D/2 o Q Grade: Unless noted otherwise, the grade of steel members is as follows: • DO NOT,under any circumstances,cut or notch joist flanges(don't even think about it) � = 10 psf; L/480; Dry-use; 16" O.C. spacing L/360; Wet-use; 16" O.C. spacing; No tapered joists! ' ' ' • Wide flange (W) ASTM A992 Steel Fy = 50 ksi Fu = 65 ksi • I eave?e'of web(minimum)at top and bottom of hole(i.e.do not cut within 1/8"of flange) DI' Q Ir • Round or rectangular holes allowed according to Table A J—U4 L/2 U4 LJJ - • HSS Tube (HSS)................................................. ASTM A500, Grade B or better. Fy = 46 ksi Fu = 58 ksi • 1-1/2"max hole size in cantilever �A • 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 ROOF RAFTER SIZING U) Q V Channels, plates, angles..................................... ASTM A36, Fy = 36 ksi Fu = 58 ksi. May want to refer to joist manufacturer's specifications and requirements Hole Size: The hole diameter should not exceed 2" LLJ W • Bolts ................................................................... ASTM A325 or better or 1/10 the beam depth, whichever is smaller. MAX CLEAR SPAN 2X SAWN MAX CLEAR SPAN TJI RAFTER J > • Anchor bolts ........ JOIST CONVERSION CHART D.F.2 MEMBER D.F.2 MEMBER Q J = ............................................... ASTM F1554 or better • These guidelines are applicable to glued-laminated, solid sawn, and engineered 6-10" - 2X4 D.F.2 19'-0" - 9-1/2" TJI 210 � O O • #4 Rebar& Smaller ............................................ Grade 40 (Fy = 40 ksi or better) Trus Joist Pacific Woodtech Boise Cascade Roseburg Red Built LP lumber (beams, headers,joists, rafters, etc) 10'-4" - 2X6 D.F.2 22'-3" - 11-7/8" TJI 210 w I U • #5 Rebar& Larger ................ .. . . .. . .. . . . .. . ... Grade 60 F = 60 ksi or better • Uniform loads only, no point loads g � � � � � � � • � � � � ( y ) THICKER TJI 210 PWI 47 BCI 6000 RFPI 400 Red-I 45 LPI 530 Y� p 13-2 - 2X8 D.F.2 25'-0" - 11-7/8" TJI 360 Z J O Q Connections: Unless noted otherwise, steel to steel connections to be 1/4" continuous fillet weld. All structural TJI 360 PWI 70 BCI 60 RFPI 70 LPI 36 • Round holes only ,� LJ,J _ Lf) FLANGE 16-3 - 2X10 D.F.2 24-3 - 14 TJI 210 Z steel to be fabricated in accordance with the AISC manual of steel construction, latest edition. • No holes in cantilevers 18'-10" 2X12 D.F.2 28'-6" 14" TJI 360 0 ( Q WIDTH PWI 77 RFPI 70 Red-I 65 • DO NOT cut, notch, or drill holes in headers or beams except as indicated in sketch Welding: Steel welding to be done using E70 electrodes, and conform to AWS D1.1, latest edition. TJI 560 PWI 90 BCI 90 RFPI 90 Red-1 90 LPI 56 20'-11" 2X14 D.F.2 25'-9" 16" TJI 210 Washers: Provide standard washers under all nuts and anchor bolts OK to substitute the joists specified on drawings (TJI's)with joists listed in this table. Match the original Loading conditions: Snow load = 25 psf; dead load = 10 psf; L/240; Dry-use; 24" O.C. spacing depth and spacing. OK to use thicker flange width than specified (e.g. use TJI 360 instead of TJI 210) S2 01 2 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE