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Permit File BLD-2021-0546 4507 Queen Ann Way
1 Y C} City of Anacortes Invoice/Permit#: BLD-2021-0546 ' 904 6th Street Applied date: 07/06/2021 P.O.Box 547 Issue date: 08/02/2021 ;' '0: Anacortes, WA 98221-0547 Expire date: 01/29/2023 " ' (360) 293-1901 Job Address: 4507 QUEEN ANN WAY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: P59240 Remarks: NEW SFR Automatic fire sprinkler system required. Sprinkler system to be deferred submital. Owner: BARBARA J SICKLER Contractor: FSC ENTERPRISES Address: 4472 SCOTTS ALY Address: 26347 BURMASTER RD MOUNT VERNON WA 98274 SEDRO-WOOLLEY WA 98284 Phone: (360)899-9905 Phone: (360)770-2914 License#: General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 Use Zone R2 Building Permit Fee 3,188.95 Flood plain development N Plan Review Fee 2,072.82 Basement Square Footage 757 Mechanical Permit Fees 140.60 New or Replaced Hard Surface 4118 Plumbing Permit Fee 188.00 Lot Area 9583 State Building Code Fee Resi 6.50 1st Floor Square Footage 1124 Sewer Inspection Fee 52.14 2nd Floor Square Footage 1912 Storm Drain GFC-Residential 1,746.97 Garage Square Footage 734 Sewer GFC-Residential 9,331.86 Deck Square Footage 730 Park Impact Fee 615.00 Porch Square Footage 27 Traffic Impact Fee 2,817.69 Stove, Appliance 1 EMS Impact Fee 363.70 Building Valuation 491632 SFR/duplex: site plan/design 60.00 #of Radiant Hydronic Piping 2 Stormwater Review 329.44 #of Heat Pumps<= 3 Hp 1 Total Calculated: 21,113.67 #of Backflow Devices 1 Deposits/Receipts: 0.00 #of Water Heaters 1 #of Tubs, bath 2 Total Due: 21,113.67 #of Clothes Dryers 1 #of Clothes Washers 1 #of Dishwashers 1 #_of_Gas Outlets 4 #of Gas Fireplace 1 #of Gas Piping 1 #of Water Piping 2 #of Hose Bibs 4 #of Kitchen Sinks 2 #of Hand Sinks 4 #of Other Mechanical Units 1 #of Range Hoods 1 #of Showers 2 #of utility Sinks 1 #of Ventilation Fans 4 #of Water Closets(Toilets) 3 O . City of Anacortes Invoice/Permit#: BLD-2021-0546 904 6th Street Applied date: 07/06/2021 P.O.Box 547 Anacortes, WA 98221-0547 Issue date: 08/02/2021 \. ' 41 (360) 293-1901 Expire date: 01/29/2023 C g, 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. i�(Jw'SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY .i'T Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.D. Box 547,Anacortes, WA 98221 �, Office Location:904 6th Street,Anacortes WA 98821 4 4 Phone: (360)293-1901 Residential Building Permit A licati pP on Submittal Packet New Single Family Residences (SFR) Duplexes Additions and Remodels (SFR& Duplex) Accessory Dwelling Units Manufactured Homes Residential decks and retaining walls FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION 1. PROPERTY INFORMATION Project Address(Street, �Suite it): Assessor Parcel Number; 1) 5 4D S division/Lot#: Zoning Designation: Lot area (size): kpc. 5 `- -p, 5 sq.ft. 2. TYPE OF PROJECT New SFR ❑ New Accessory Dwelling Unit: ❑ Deck/porch (new/repair) ❑ New Duplex ❑ Attached to Primary Unit ❑ Interior remodel n Detached from Primary Unit 0 New Addition to SFR El Garage,carport or accessory building 0 Retaining wall or duplex (new/repair) ❑ Other: SFR Calculations Based on ICC Tables Sqr Footage value Living 3036 130.58 3964511 Project Summary: Storage 1491 51.28 76464 °I 1 DeclJprch 730 25.64 18717.2 " �� Total 491632 Project Valuation: $ l. ` 1 *P_ . 3. PROPERTY OWNER INFORMATION e: .3. �� Phone: Cow . Address(Street,City,State,Zip): Email Addreess: 44��.5 s 1Pa M4 g8z-t br pAp - 3kr\raw�s.e r 4. CONTRACTOR INFORMATION Name:* Phone_C , e_ Coo ' —1-10r 7.5: 11-r Contractor's Business Licenses State License#: City License#: *AI!Contractors&Subcontractors must have a valid City -'f 5 - ,m'gj _L to°4 "—sal "1,C)1 of Anocortes business license prior to doing work in the Expiration Date: Expiration Date: City. \ • 7.. k . 'PA . 77 Address(Street,City,State,Zip): Email Address: ..b��� �t"^O�iS , ne 6 `a� „a/ a, O.skoo . ! n 828 - Page 1 of 19 Res,Building Permit Application Submittal Checklist Updated April 20,2021 o j PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT ' Mailing Address: P.O. Box 547,Anacortes, WA 98221 t Office Location:904 6th Street,Anacortes WA 98821 9 Phone: (360)293-1901 5. CONTACT PERSON Select one person the city will contact for anything related to this project: ❑ Applicant property Owner ❑ Contractor �l�et r-i flthPr!list hPlnwl - .]. n on�,e: C-�� o,Sdzei T05A.2.5• -3—�p• pro Address(Street,City,State,Zip): , , Email Address: 6. LENDER INFORMATION RCW 19.27.095 requires the City to obtain information with regard to lenders. If there are no lenders involved with your project, write"no lenders"on the Name Line below. Name1 4D Address(Street City,SState, ip); ail Address: ZS r-Y",ra��• raDrbr,desc inevr: . 4 7. ACKNOWLEDGEMENTS & SIGNATURE Read and initial each of the following statements prior to signing this application: I 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. 6_6 I 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 416- or electronically) as part of the project's certificate of occupancy process. I 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 O�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 tik'concurrency, etc., any required revisions to one permit may affect the entire plan set and could add costs and time to the project. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 2 of 19 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT /Ai' 4, Mailing Address: P.O. Box 547, Anacortes, WA 98221 'r"""' Office Location:904 6th Street,Anacortes WA 98821 7:117 Phone:{360}293-1901 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. a,a__ C •Z2 • 2_..I Signature Date �rn Printed Name Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 3 of 19 Clim...1 y Q PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 �' 41 Phone: (360)293-1901 SUBMITTAL CHECKLIST x i — n Residential Building Permit c .� t N a o o L fu h Submittal Requirement Checklist ni _ t = to - 9, 4 o c = ar •c 41 aca• y See pages 2-3 of this handout for information about each 3 = m u ' E v C E U a - submittal item listed below. z u Q C CC 2 _ L O Residential Building Permit Application Form [FORM BP-1—attached) X - X X X X VStructure&Site Information Form X` X X X X e(FORM 8P-2—attached) Mechanical & Plumbing Fixtures Form X X X (FORM BP-3—attached) a7- Architectural Plans V (requirements listed on FORM BP-4-attached) X X X X X Stormwater Management Minimum Requirements Determination X X X X (FORM BP-5,attached) ,/ Stormwater Site Plan X X X X v/ Site Plan & Landscape Plans X X X X X / (requirements listed on Form BP-6) Structural Plans&Calculations X X — X X X v./Energy Code Plans&Forms X X .S +l Manufacturer's Specifications/Cut Sheets X V'topy of recorded survey X X X X Technical Reports X X X X Other Required Permits X X X X X ADU Affidavit of Owner Occupancy(signed) X Submittal Information Fees Send applications in PDF format with a file and message Once we receive your application,we will size no greater than 30 MB. Please review our Electronic contact you about payment of the Submittal Guidelines for more information. An email required deposit, if any. with a link to a file share site (Dropbox, Google Drive, OneDrive, etc.) is acceptable. Permit fees are paid prior to building permit issuance. Email: buildingpermitOcityofanacortes.org Incomplete applications will not be processed. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 4 of 19 Y PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT 's Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 '7' g 3 Phone: (360)293-1901 I REQUIRED SUBMITTAL INFORMATION Additional details on certain submittal items is 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 pepartment 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, Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 5 of 19 %�y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT 'ciMailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 y Phone: (360)293-1901 • STRUCTURAL CALCULATIONS: An analysis of loads, materials, etc., prepared and stamped by a State of Washington licensed professional structural engineer. • 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. 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. 17.70 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, 17.70 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 April 20,2021 Page 6 of 19 0 Y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT -'4' Mailing Address: P.O. Box 547, Anacortes, WA 98221 _` Office Location:904 6th Street,Anacortes WA 98821 �4 __ Phone: (360)293-1901 co Page left blank intentionally. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 7 of 19 r-) PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Aumpime Mailing Address: P.O. Box 547,Anacortes, WA 98221 ,7 Office Location:904 5th Street, Anacortes WA 98821 \,,'"*M4' Phone: (360)293-1901 FORM B P-2: STRUCTURE AND SITE INFORMATION 1, PROPERTY WHERE WORK IS OCCURRING ADDRESS: C5-1 \ ! . 187) 1 PARCEL NIIMRFRiS] �� 2-4 2. DETAILED PROPOSED STRUCTURE INFORMATION Complete the following information as it relates to your project. Mark items that are not applicable with IA" Structure height; 5, ,i AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1St Floor: 11` ��-- 2"4 Floor: t 1 4 Z. 3rd Floor: f� Basement: ---1 S.-1_ Garage: , 3 4- Total deck: --i I t�T Totalporch: 24 _ Other: i`12" Other: 1 /y 3. QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? ❑ YES I NO Is a monitored fire alarm being installed? ❑ YES LCNO Are retaining wall(s) being built? 'YES ❑ NO Are structural plans required? LW YES ❑ NO 4. PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? If yes,you will be required to submit a ri ht-of wa ❑ YES ' NO g y permit application. If you have already submitted a ROW permit, list the permit number here: B. Is the property located in a flood zone? If yes, list the flood zone designation: ❑ YES NO C. Are there slopes in excess of 15%on or abutting the site? If yes, a geotechnical report will likely need to be submitted. El YES NO Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 8 of 19 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547, Anacortes, WA 98221 VT Office Location:904 6th Street, Anacortes WA 98821 4111211k.4w Phone: (360) 293-1901 D. Are there critical areas or buffers on or abutting (within 300-feet of)the ❑ YESC%NO project site? If yes, a critical areas report will likely need to be submitted. E. Is the lot less than 5,000 sq. ft. in area? ❑ YES NO If yes,your site and building will need to comply with the standards in AMC 19.43.010.C. F. is your project involving an accessory dwelling unit? ❑ YES `4. NO If yes,your site and building will need to comply with the standards in AMC 19.47. G. Will more than 2-acres be cleared and/or more than 5,000 board feet ❑ YES ENO (about 1 log truck load)of timber be harvested? If so you may need to obtain a forest practices permit from DNR. I-I. Is this project subject to the SEPA process? If yes,you will be required to ❑ YES NO submit a SEPA checklist. If you have already completed the SEPA process, list the permit number here: 5. REQUIRED SIGNATURE 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. -2.2_,2-\ Signature Date . 3t Printed Name Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 9 of 19 w c `r` O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547,Anacortes, WA 98221 ,. , Office Location:904 6th Street,Anacortes WA 98821 \ Phone: (360)293-1901 FORM BP-3: PLUMBING AND MECHANICAL FIXTURES _ MECHANICAL Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: PIE.— Gas#: Elec#: BTU: Other#: Wall Heater} 1 Gas#: Elec#: Other:#: Location(s): Gas Water r. , #: Location(s): Heat Pump: Elec#: ` Other#: Capacity: ra_4.Q p _.®o_ oQ , Air Conditioning:t ) .. Elec#: Other#: Capacity: Radiant JHydronie Gas#; Elec#: Z, Other:#: Location(s): w:42,4411‘ JICL12.. - Exhaust Fans: Bath#: Laundry#: I Other: 4 Range Hood: #: 1 Location(s): .--L}1Q� 1 _Fireplace: Gas#: 1 Elec#: Other:#; Location(s): ` Clothes Dryer&Duct: Gas#: Elec#: \ Other:#: Location(s): i Stove/Range/Oven: Gas#: - . Elec#: Other:#: Location(s): ak 1' • Gas Piping/Outlet(s): #: 4- Location(s): ' e l J t . 4 „ y 0, y tt Boiler Gas#: Elec#: B IJs: "(ocation(s): 1 Other: #; Location(s): TOTAL MECHANICAL OUTLETS: PLUMBING Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 5 Refrigerator water supply(for water/ice Kitchen Sink: 2 Pressure Reduction Valve/Pressure Regulator: I Utility Sink: ( Water Service Line: ` Tub: 2_, Water Piping; ( Hand Sink: 4, Clothes Washer: -9t3 N Shower: 'Z. Electric Water Heater: anT-less? Yes b Dishwasher: 1 Backflow Prevention Assembly: ` Hose Bib: 4 Other: TOTAL PLUMBING FIXTURES: Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 10 of 19 Iandy's_ eatmn ,-Inc._ LIhf 17JtC6s273972i # 27424 Mun Vernon WA. www.handysheating,cam (360)428-0969 Fax 428-1993 u6mitted to; Barb Sickler Performed.tt Barb Sicklor z dki Z S 3 'il�t 4507 Oueen Ann Way A c t Virti 9R 2l ,4nacortes Wa 952,21 tV t)a ` (425)330.0607 (425)330-0607 Attention: Barb Barb Sickler OdIc. 41712021 Estimator: Jr) Email: jakcd.handyalleatingagrriall.corrl Handys Healing, Inc. proposes to furnish and install all equipment, material and tabor using qualified workers performing workmanship and practices consistent with industry standards in accordance with the specifications listed below. All labor perforated by Handys Heating, Inc.has a limited lifetime guarantee. Equipment Included Within This l' osd Coleman 96%, 80kbtu, 2-stage gas furnace#TM9YOSOC16MP11 Coleman Fully Cased Indoor Coil#CF64DXA1 Honeywell 4" Pleated F100 Media Filter Coleman 4 ton modulating, variable speed heat pump#CH1684821S 9.5 HSPF Honeywell PRO8000 WIFI #THB321WF1001 Touchscreen 7- Day Programmable Thermostat Handy's Heating/Coleman 10-year part's&labor guarantee (Prem. HIP System) A.O. Smith Hybrid Electric Heat Pump 50 gal water heater#HPTU-50N etc, C' rt Handy's Heating 5-year parts &labor guarantee All Labor And Material To Complete.The Following Install forced air heating system in new home. Fabricate and install sheetmetal plenums with 1i2" saundlininq. Install furnace with coil and media air filter system in storage space. Install sheetmetal primary trunk line with 3"foil faced insulation wrap. Install SIA vents through floor and ceiling for upstairs and downstairs. *Soffits provided by contractor. Run cooper refrigeration line set and elastic condensate drain line, 4.11. ,pa,., Set condensing unit on pad outside a l ,csal�tions. ' t� �` -- Set HP water heater in garage omestic connections by plumber. vent fans for bathrooms, u 1 l , dryer and kitchen exhaust. Perform WSEC building and duct blower tests EXCLUDES: Line and low voltage work. Start, test and warranty ail work. o 3t gn.sr Ant!-Aticrations. Upgrade R.O. Smith Hybrid Heat Pump 66 gal water heater#FPTU-66 $1,072.86 Upgrade AD. Smith Hybrid Heat Pump SO gal water heater#FPTU-80 $tt715i1 S Add Mendota ML6O, flat black interior, black narrow grace wfclear glass $9,014.82 Add Sterling Gas Fired Heater 30,000btu garage heater#GG030A1 NSA $2,276_91 it Please add prices for desired options to the base sum on second page. ; Sign, Date, And Return With Deposit To Get Started. Please Call With Any Questions,Thank You r All Workmanship and linaterials are Guaranteed, Page or 2 at proposal#27424 All Ducts C Runnin .arr or Draught into Total Code Credits Required: 6.o E. Credit Total Envelope FN' lF {C-�yy� Fuel Normalization Credit - All Electric (Table �y�[ R406.2) o�4F . Cat 1 - Windowsflnsulation (Opt. 3) 0.5 1 .5 Ducted 9.5 HSPF HP Cat 2 -- Air Leakage/Ventilation - 3 ACH (Opt. 1 ) 0.5 2.0 + Cat 3 - HVAC Equip. - 9.5 HSPF Heat Pump (Opt. HP Water 2) 1 .0 3.0 Heater Cat 4 - HVAC Distribution - Ducts in Envelope (Opt. 2) 1.0 4.0 Cat 5 -- Water Heating - AO Smith Heat Pump (Opt. 5) 2.0 6.0 Cat 6 - Solar 0.0 6.0 Cat 7 - Appliances 0.0 '.,rpp y 'ri ;a.S iu d Cau p ill ii 13t.- t' f 'a=w, 6.0 Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 PqCler4 Phone: (360)293-1901 FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: `-1 0e0,4, �' �� �{ 4444s.c.02qu5 vj /6224 PARCEL f] ! / ! NUMBER(S) "r 92.440 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete,code compliant architectural plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11"x 17" and drawn in an architectural scale. • Architectural plans for structures 4,000 square feet or larger are required to be prepared and stamped by an architect licensed in the State of Washington. • Structural plans must be stamped by a structural engineer licensed in the state of Washington. 3, REQUIREMENTS FOR ALL ARCHITECTURAL PLANS COMPLETE PAGE It ON ? REQUIREMENTS YOUR PLANS Cover(or 15t page) must include: A.O. 1 • Site address • Parcel number f I c 2_4E0 • Lot number(if applicable) L. • Lot size g� �J • Lot coverage • %impervious surrace coverage LO...i.4-1,c..��� Floor plans with existing(if applicable) and proposed building layou withsquare P42. footages and with the use of each room/area labeled. ,2 Window and door sizes labeled and window ventilation area. Commercial, kZ,i Multi-Family, and Mixed-Use Structures must also include door and window schedules. A�2,2. Plumbing, duct, and electrical layout. Penetration protection must be shown. Pra't ; Z'Z Opening headers, size, and material. S.2 5•I Cross section details, showing typical foundation,floor,wall, ceiling and roof S. S.2- construction and insulation. s'3/S I .7,/51,J�f Structural members labeled as to size and spacing as well as bracing, blocking, �JS • bridging, special connectors,and anchor bolts. 9 t.S Details documenting energy code compliance. AO3 , Exterior building elevations demonstrating compliance with applicable structure type design standards (small lot, duplex, or ADU) and maximum building height p`3'Z" Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 11 of 19 cti1 v o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 \`.2w Phone: (360)293-1901 Building height(see AMC 19.42.1,20 for measurement methods,exceptions and modifications). • Show a line representing,and label the elevations of,the existing natural topography at the foundation at the front of the building. • For corner lots and lots that slope downhill from the property line at the front of the building: Show a line representing,and label the elevations at the center of all exterior walls of the building. • For ADUs only,include elevations demonstrating compliance with the height/setback plane(see AMC 19.47.030(C)(6)}. Special details as needed (i.e., stairs, fireplaces, special construction). PrIF Insulation and insulation values of walls, slab,floors, and roof/ceiling. Ar5 •I 7P-5-'2- Existing and proposed grades with slope of lot shown. 102, Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 12 of 19 y PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT W Mailing Address:P.O. Box 547, Anacortes, WA 98221 .7 Office Location:904 6th Street,Anacortes WA 98821 ' ,j `" Phone: (360)293-1901 FORM BP-5: STORMWATER MANAGEMENT MINIMUM REQUIREMENTS DETERMINATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: 45E-1 .k5k)E -14 t -�rl'.�r {��1 � VV �7 Z--? PARCEL NUMBER(S) -Q ,fib- Gll.).., 2. GENERAL INFORMATION 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.) This form is largely targeted for small projects and single family residences. For larger projects and more information please refer to the Anacortes Municipal Code(Chapter 19.76 Stormwater Management)and the latest Washington State Department of Ecology Stormwater Management Manual for Western Washington (Ecology Manual). 3. HARD SURFACE AREA CALCULATION Please calculate your project's hard surface amount;guidance is provided on the next page of this document. Use your project's total hard surface calculation to follow the flow chart(s)in this packet and determine the level of stormwater management required for you project. When determining your permit level or if stormwater thresholds are met or exceeded the entire project must be considered. A project is that portion of a property,properties,or right of way subject to land disturbing activities, new hard surfaces and replaced hard surfaces. The hard surface on your property will determine the storm water utility fees and the stormwater general facility charge. All new or replaced hard surfaces should be accounted for. Below are excerpts from the Anacortes Municipal Code and Ecology Manual that may assist you in preparing this information. "Hard surface area"means an impervious surface,a permeable pavement,or a vegetated roof. "Impervious surface"means a non-vegetated surface area which either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A non-vegetated surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. "Replaced impervious surface"means,for structures, the removal and replacement of impervious surfaces down to the foundation. For other impervious surfaces,the removal down to bare soil or base course and replacement. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 13 of 19 Y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT ipinpue Mailing Address: P.Q. Box 547, Anacortes, WA 98221 Office Location:904 5th Street,Anacortes WA 98821 � r Phone: (360)293-1901 Land disturbance Description Total (sF) Total Area of Land disturbing activity1125 OP VS Ckliet Total area converted from vegetation to `eimz.V-'<g) \, lawn or landscaped areas _ ` T Hard surface area calculation Existing Removed Proposed Proposed Description (SF) (SF) Replaced New(SF) (SF) Non Pollution Generating Hard = °E< Surface Area 1'11 b- ti3l b- Jb. P 57 Z (Sidewalks,paths, patios,etc.) 4 Q. Pollution Generating Hard Surface Area Imo i 14/13- )p` 31® ' (Driveways, parking areas,etc.) Total Hard Surface tj 3 4 Site Size (1 ,g- kootic- Existing impervious surface coverage% (sq.ft.hard surface/site size) Use the information in the above table to navigate the flow chart(s) on the next page and determine the applicable stormwater management minimum requirements for your project. Then complete the applicable Stormwater Minimum Requirements Form on the Public Works- Engineering Department Forms website and provide required submittal items/plans. Check applicable box Minimum Requirements Determination Minimum Requirements#1-9. Minimum Requirements#1-5. Res,Building Per Application Submi'tal Checklist Updated April 2021 Minimum Requirement#2. Page 1-4- f19 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 Phone: (360) 293-1901 FLOW CHART FOR DETERMINING REQUIREMENTS FOR NEW DEVELOPMENT Start(Here Does the site have 35% Yes See Redevelopment Minimum Of more of existing ► Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). . NO Does the project convert 3/4 V - acres or more of vegetation to Does the project result in lawn or landscaped areas,or 5,000 square feet,or No convert 2.5 acres or more of greater,of new plus 1 native vegetation to pasture? replaced hard surface area? \No Yes Yes Does the project result in 2,000 ..square feet,or greater,of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted /Does NO vegetation areas. V the project have land Minimum Requirements#1 • disturbing activities of 7,000 through#5 apply to the new # square feet or greater? and replaced hard surfaces Yef and the land disturbed. No 7 Minimum Requirement#2 applies. Figure I-2.4.1 Flow Chart for Determining Requirements for New Development DEPARTMENT OFF Revised J une 2015 ECOLOGY Please gee httpYAAwu.ecy wa gav/copyright html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 13 of 19 -N:1 if) PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT il Mailing Address: P.O. Box 547, Anacartes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 7� Phone: (360)293-1901 FLOW CHART FOR DETERMINING REQUIREMENTS FOR REDEVELOPMENT Does the project result in 2,000 square feet,or more,of new plus replaced hard surface area? OR Does the land disturbing activity total 7,000 square feet or greater? •Yes -NA-. No Minimum Requirements#1 through#5 apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land disturbed. jp.Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR `� Convert 54 acres or more of vegetation to lawn or landscaped areas? lam+ OR Convert 2.5 acres or more of native vegetation to pasture? 1 D Yes No All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the related project? \No converted vegetation areas. Yes Does the project add 5,000 square feet or more of new hard surfaces? v Yes is the total of new plus replaced hard surfaces Do the new hard v'lt`apl 5,000 square feet or more, surfaces add 50%or No No additional No AND more to the existing requirements. 4 does the value of the proposed improvements hard surfaces within -including interior improvements-exceed the project limits? 50%of the assessed value(or replacement value)of the existing site improvements? Ali Minimum Requirements apply to the new and replaced it Yes hard surfaces and converted vegetation areas. Yes Figure 1-2.4.2 Flow Chart for Determining Requirements for Redevelopment DEPARTMENT OF Revised June2015 ECOLOGY Please see htfp:/Mew.ecywa.gov/copyrrght.htral for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. lies,Building Permit Application Submittal Checklist Updated April 20,2021 Page 16 of 19 Y 0 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT IOW Mailing Address: P.Q. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 4yq `' Phone: (360)293-1901 FORM BP-6: SITE PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: 4507 ZSN, l� :A L:—\ C..©2.-M5 l( gt22-I PARCEL NUMBER(S) I9 Z4-c 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant site plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11" x 17" and drawn in an engineering or architectural scale. 3. INFORMATION REQUIRED ON ALL SITE PLANS COMPLETE? REQUIREMENTS PAGE#ON YOUR PLANS Cover sheet must contain all of the following: • Vicinity Map ©. • Name of the project • Name, address, and telephone number of owner and agent(s) • Name, address, and telephone number of Applicant (if different from the owner) .' • Zoning designation of the site • Area, in square feet and acreage, of the project site 4 3•Z • Reference to the Building Code used • Proposed use • Occupancy group l•�G • Construction type • Square footage and height of each individual building • Percent lot coverage • Percent impervious surfaces Scale and North Arrow Property features; Location, identification, and dimensions of all property lines and . rre easements. All easements shown on the title report, Record of PL-464-t Survey, or plat must be dimensioned and shown. Location and dimensions of existing critical areas(wetlands, streams, �� steep slopes) and their associated buffers. Location of Ordinary High Water Mark and shoreline jurisdiction limits (if adjacent to a shoreline). t...1fr. Existing and proposed contours and site elevations (i.e.finished grades) at 5-foot minimum increments. The horizontal and vertical ' ) ` F�control datum must be clearly shown. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 17 of 19 ANT y 0 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 `'•_ Phone: (360)293-1901 Structures: Location, identification, dimensions and size of all existing and proposed buildings and other structures. Location of existing and proposed retaining walls, rockeries, and Location, identification, and dimensions of ail setbacks. Show proposed projections into required setbacks, including dimensions (see AMC 19.44.140) 410 ` 1-1. Utilities & Easements: Location and dimensions of existing and proposed stormwater, sanitary sewer, potable water, and fiber lines/facilities. All wells and septic systems located on or near the project site must also be identified. Location of all existing and proposed fire hydrants within 300 feet of 8 the boundary of the project site. 7J ■ Location and dimensions of existing and proposed freestanding lighting fixtures, utility junction boxes, public utility transformers. Stormwater Proposed Temporary Erosion and Sediment Control Measures, if not located on other plans. Proposed permanent stormwater management BMPs. Access, Circulation & Parking Location, identification, and dimensions of all existing and proposed on-site and adjacent streets and alleys, including the location and dimensions of all existing and proposed curbs,gutters, sidewalks, median islands,and street trees. Show existing and proposed vehicular access to the site, including the size and location of driveways and curb cuts. Show existing and proposed parking spaces, including surface material and dimensions of spaces. Open Space (ADUs,Small Lots, and Duplexes) Show calculations, location, dimensions and provided square footage of required open space area per AMC 19.43.010.C, E, or AMC 19.47, as applicable. Landscaping Show the location and design of landscape areas to be preserved and 14Z "-'4 planted, and a plant list to include the location, number, size and type of plant material by botanical and common name. p c_ P'c i . Location of irri ationn system if�apermanent or temporary system is Proposed. E Show the location of existing trees to be retained in conformance with AMC 16.50, and tree protection measures to be implemented, tkm when applicable, Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 18 of 19 y r� PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 ' Phone: (360)293-1901 Provide a maintenance plan for any infiltration-based stormwater best management practices(BMPs) built as part of the landscaping design, including the specifications and maintenance procedures of any soil amendments. Show new trees to be planted and tree unit credit calculations, in conformance with AMC 16.50 Tree preservation,when applicable The following table, with project specific information filled in, must be placed on the site plan: Required Landscaping For Example Calculations • Site Area 7,500 sq.ft. of site area to be landscaped(per 20%-R2A zone AMC Tables 19.42.020-.030) 1,500 sq.ft. required 1,850 sq.ft. provided Compliance with AMC Ch. 16.50 Tree unit credits required: Tree Preservation. • 8 tree units required Tree unit credits retained: • 2 trees 6"dbh=4 tree unit credits retained Tree unit credits provided: ▪ 2 new deciduous trees(min.2" caliper @ 6" above ground) • 2 new evergreen trees(8' in height) Number of required street trees 1 per 30'of frontage 60 lineal feet of frontage=3 street trees 44 PI 6 40 S L0 — Res. Building Permit Application Submittal Checklist Updated April 20,2021 Page 19 of 19 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 Phone: (360)708-1865 Professional Engineer TimG@TimKGarrison.com Structural Analysis: New Home at 4507 Queen Ann Way, Anacortes, WA Client: Barb Sickler Job Number: T21027 Building Design: Pearl Schaar Date: April 16, 2021 �p' 19VAS�y� �c�' o�oRcon��o • 4 �/., _ 'tie ,,e G1T Y O re, J. "`�0 .,,, el �,` 4COR °� � AL� irk , ,, ci ToxrLns _ J-—1 INDEX: Design Drawings, Callouts and Specifications. S1 —S3 (24"x36") Calculations. CI —C 19 Total No. of pages excluding cover sheet: 3, 24x36+ 19, 8.5x11 Notes, Disclaimers: . ConstructionCalc, Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). c-I 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 Professional Engineer Phone: (360)708 1865 S TimG@TimKGarrison.com v4 Structural Strategy Lateral: 2 z J Decks and porch roofs, use diaphragms to horizontal - cantilever lateral loads back to building. Posts may be pin-pin- okay. II Most shear walls with<150 plf - . applied lateral loads have low unit shear force thus no 2$ holdowns are required by inspection (uplift is easily handled by anchor bolts and/ Z(. or bottom plate attachment to 0 0 framing below.) Where plate to plate height of shear panel>3.5:1, use shear transfer around opening(STAO) and height of opening for ' aspect ratio calc.Use continuous king studs at sides GV of opening and no joints in sheathing within 2'of opening o 0 0 0 0 corners to achieve STAO. o i �_ J Structural Design Loads - IBC 2018 & ASCE 7-16 Seismic Calculations - Per ASCE 7-16 Project New Home Job No t21027 Date 4/9/21 Location 4507 Queen Ann Way,Anacortes,WA USGS 0.2 Second Response Ss= 1.163 %of gravity USGS 1.0 Second Response Si= 0.413 %of gravity No.of stories above ground lev. Two Stories �► Site Class Sticl Soil Profile,D(Typ.) Risk Factor Comm i,::_iustrial,Residential-Med N::7::rd,II Equiv Lateral Force Method Seis importance, IE= 1.00 Structural System 'Bearing wall-w..)od or light steel shear wel: . .2 sec response,Ss= 1.163 Ss use for Cs= 1.163 Is structure regular and 5 stories or less? Yes I Use Ss=1.5 max for Cs calc 1 sec response,Si = 0.413 • Site coef, Fa= 1.035 Redundancy factor,p= 1 Site coef, F,,= 1.587 Period,long-period(Map,ASCE7-10,p.224,fig 22-12),TL= 16 Response mod coef,R= 6.50 Height of top of building,hs= 26 ft O-Str factor, 0„= 3.00 Defl Amplf,Cd= 4.00 EQUIVALENT FORCE METHOD,ASCE 7-16 Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter,Sr,s= 1.203 Height Limit(feet) 65 Spectral accel parameter,SM1 = 0.655 Max.Allowable Story Drift 0.015 hsx or L 167 Design spectral parameter,Sips= 0.802 0-Str factor,00 3.00 Design spectral parameter,Sp1 = 0.437 Seismic Base Shear,V 0.123 *W Building period coef,CTS= 0.020 Horizontal Seismic Load Effect, Eh 0.123 *W Approx fundamental period,T.= 0.230 Vertical Seismic Load Effect,Ev 0.160 *W Upper limit period coef,Cu= 1.400 Seismic Load Effect E=Eh+-Ev 0.283D&-0.037D Building period,use,T= 0.322 LRFD Comb 5 1.36D+Eh+.5L+.2S Csmax= 0.292 LRFD Comb 7 0.74D+Eh Comm= 0.010 ASD Comb 5 1.112D+ .7Eh Seis response coef,Cs= 0.123 ASD Comb 6b 1.08D+.525Eh+.75L+.75S Min diaphragm force, Fpx min= 0.16D ASD Comb 8 0.488D+ .7Eh Max diaphragm force, Fpx max= 0.321 D Wind Loads Per ASCE 7-16 -Analytical Procedure Wind Loads On Buildings-MWFRS, Directional Procedure-All Heights Project New Home Job No t21027 Date 4/9/21 Building Wind Exposure -Exp C-Where e-'p.B and D don't apply. V Enclosure Classification Enclosed Building(Typical) V 3-Sec Gust, Basic 110 mph V ASCE7-16 maps Method ASD,Basic Combos.Stress increases ctlowed for wood only, s Load Comb Factor 0.6 Roof Pitch 1, max. 1.00 /12 Slope 1 0= 4.8 deg Roof Pitch 2, max. 1.00 /12 Slope 2 0= 4.8 deg el, Hill Shape Topographic Factor Not Applicable w LIB 1.18 Building Width Perp.To Ridge B= 51 ft h1L 0.42 Building Length Parallel To Ridge L= 60 ft Gust Effect Factor G= 0.85 Mean Height Of Roof(ft) hi = 25.0 ft 3-Second Gust Power Law Exponent a= 9.5 Eave Height(ft) heave= 24.0 ft Normal Ht.Of Atmosp.Bndry Layer zg= 900 ft Directionality Constant Kd= 0.85 Velocity Press.Expo sure coefficient Kh= 0.945 26.8 ASCE 7 Height of Hill or Escarpment(ft) H= IBC Load Factor for ASD Wind-1605.3.2 w= 0.60 Narrowest Half-Width of Hill at Half-Height(ft) Lh= Topographic Factor Kzt= 1.000 Hcriz. Distance From Crest To Bldg.Site(ft) x= Velocity Pressure @ mean roof ht. qh= 24.89 psf Windward Wall Pressures Internal Pressure Intermed. Windward Elev K Value q, Wall Internal Pressure 0-15 feet 0.849 13.41 psf 9.12 psf +/-4.48 psf 15-20 feet 0.902 14.25 psf 9.69 psf 20-25 feet 0.945 14.93 psf 10.15 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.982 15.52 psf 10.55 psf 30-40 feet 1.044 16.49 psf 11.21 psf . Leeward Wall Side Walls 40-50 feet 1.094 17.28 psf 11.75 psf -5.90 psf -8.89 psf 50-60 feet f 1.137 17.96 psf 12.21 psf (Outward) (Outward) _ 60-70 feet 1.174 18.55 psf 12.61 psf Roof Pressures- 70-80 feet 1.208 19.08 psf 12.97 psf Based On Posn. Pressure Down Ridge 0 to h/2 -11.42 psf Transverse (Perp. To Ridge) h/2 to h -11.42 psf h to 2h -11.42 psf Leeward Wall Side Walls >2h -11.42 psf -6.35 psf -8.89 psf (Outward) (Outward) Horiz prof 11.21 psf Slope 1 - 17.6 psf 1.00/12 O... -11.38 psf -11.51 psf -7.07 psf Af 10.55 psf '\ / 16.9 psf 10.15 psf i \ +/-4.48 psf 16.5 psf ,,W +/-4.48 psf 9.69 �prsf 4' +/-4.48 psf -6.35 psf 16.0 psf +/74.48 psf 9.12 psf .....to, ` I 15.5 psf 0' ,7:W//,'// //,(-` - /&Y/l.-`//4:')1/.7 51 51.0000 ft IN Roof 1 slope: 1:12 0.08 rads 4.76 deg Roof 2 slope: 1:12 0.08 rads 4.76 deg Press,slope 1,roof,horiz proj: 1.9 psf Press,slope 2,roof,horiz prof: 1.9 psf ConstructionCalc, Inc c4" Lateral Load CaIcu/ator Job No.: t21027 Job Name: Sickler By: tkg Architect/Designer: Schaal- Date: 4/9/2021 Building: house=gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.123 (Basic. Ma Roof Snow[ 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s up e-w A c•, Dim 1 60.00 4-7 Dim 2 44.00 o Trib Area 2 :3.2 0.0 ).0 0.0 J.0 0.0. 0.0 O.0 o Dead weight, psf. 15.0 f..0 i ':u.:.) -16.01.;.0 I 5.C, ...i.) X Seismic factor. O.123 �'.; ?3 C.i%3 r r+.J 23 0.123 ?:3 0.12:, -i a L J i 1 1 1 1 L J Calc'd seis load 8 7.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 220.00 110.00 _ Dim 2 8.00 9.00 m • Mul factor 3 1.03 •i,0 ..^0 ..,. , ,.CiL Trib Area 1700.0 0.0 990.0 0.0 0.0 0.0 0.0 0.0 w Dead weight, psf.j 13.E 1 1`.'.i, 1 1110 ¢ 10.0 1 10.0 'i C.0 1 10.0 Ir 0.0 1 Seismic factor.:L J a 0.'123 1 0.123 1 0.123 I 0.123 I. 0.123 I 0.12.3 1 0. '23 L 0.123 � J Calc'd seis load 21154.8 3.0 1217.7 0.0 0.0 0.0 0.0 0.0 Dim 1 1172.00 Dim 2 . 1.00 _ L. Mul factor 1.L" •.C3 10.01.00 ;.00 ..CO 1.00 ...ou o Trib Area 0.0 0.0 1172.0 0.0 0.0 0.0 0.0 0.0 LI Dead weight, sf.[ 15.0 1 15.0 1 75.0 r 5.0 ; 15.0 1 15.3 : 15.0 Y 15.0 Seismic factor.; 0.123 I C.123 ± 0.13s 0.123 ? 0.123 ir 0.123 + 0.123 i 0.123 I Calc'd seis load 0.0 0.0 2162.3 1 0.0 f 0.0 i 0.0 f 0.0 0.0 J Other GLs 7052.5 2821.0 Seismic Applied V 7052.5 7052.5 6201.0 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Dim 1 60.00 51.00 Fr) Dim 2 7.00 7.00 n Mul factor. 3 :•'...J 1.. .. . ., ") X Trib Area 420.0 357.0 0.0 0.0 0.0 0.0 0,0 0.0 T r w Wind psf load` .1f3 a : 13.5 1 13.5 � 16.5 y 13.5 y 13.5 I 13.5 i 16.5 Calc'd wind load 6930.0 5890.5 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 I 18.00 ro Dim 2 10.00 Mul factor. 1.00 .:::) 1.-., 1.00 1.,C' .30 1.1. v .. x Trib Area 0.0 0.0 180.0 0.0 0.0 0.0 0.0 0.0 W s ; i 1 1Wind psf load 1i.0 13.0 1.3.0 a r3.0 16.0 i6.0 13.0 A 13.0 Calc'd wind load 0.0 0.0 2080.0 0.0 0.0 0.0 0.0 0.0 Other GLs 2355.2 Wind Applied V 3930.0 5820.5 5236.2 0.0 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Controlling V 7,052 ib 7,052 lb 6,20 0 lb 0 lb 0.b 0 I°o Controlling Force Type d.e;z:mic seismic sc;sn:is• - - - ConstructionCalc, Inc c..5 Description: up n-s Distribution of Lateral Loads Seismic Adjustments per Grid Total V,unfactored Building: ::o,:s1=gar R adjust Grid Rho adj Grid Wind or Seis control?(w or e) . I I _ Iota V,factored 4,937:b Adjst'd multiplier - - Grids 21-23 24 Percentage V 50% 50% 0% Leftover V/grid 2,463 ib 2.163 0,i 0 lb 0'b 0;b 0 I1) 0..-) 0:b & 37 ih Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 14.0 If 10.0 If 4.0 If 4.0 If 8.0 If 9.0 If J 119.0 If 5^)pit 1r' 50.0 If I 50.0 if /19 pit - Description: up e-w Seismic Adjustments per Grid Total V,unfactored R adjust Grid Rho adj Grid Wind or Seis control?(w ore) Total V,factored A.937;b Adjst'd multiplier - - Grids 2a 2c,2d Percentage V 40% 60% 0% Leftover V/grid 1, 75 lb 2,362:1) 0 ib 0 lb 0'5 0 ) 0 in 0 lb 0:h 4,937 ib Sum checK OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 3.8 If 6.3 If 7.0 If 6.5 If 10 If 26.5 if 7y1 pit 1PW 4.8 If 3.0 If 2.5 If 2.4 If 15.0 If 4.5 If 32.2 If 92 plf -PV Description: A Seismic Adjustments per Grid Total V,unfactored R adjust Grid Rho adj Grid Wind or Seis control?(w or e) :. , - .. Totai V,factored 4.341 ib Adjst'd multiplier - - _ Grids A Percentage V 100% 0% Leftover V/grid 4,341 lb 0;b 0 lb 0 Ih 0 lb 0 ib 0 lb 0!b 0 lb 4,341 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 6.0 If 12.0 If 10.5 If 4.0 If I I 32.5 If 134 plf 2Pilif Tim Garrison,P.E. C•=i+scl!MCI ioNCnl r ProBeam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and Supports(Note,pitch and fixity,if ails!,not sho ml Member I.D. 30b Other Info. 4/12/21 b 2 4 6 8 ter 12 ,Y 16 1 Type? Simple span,fully braced . Left Cantilever Span 1 Soan 2 SDan 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Normal:U360&L/240 . 360 = 0.52 in Total,L/ 240 = 0.78 in ' N/A = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 15.50 ft Add Self Weight? es-Self weight•'ill be added to applied DL V Loads: eee- Uniform Loads Over Full Length of Member Loads From Ccntinuous Member? No ' increase Roof DL for pitch? Yes V Roof Pitch I 1.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 17.00 ft - 255.9 lb/ft 425.0 lb/ft Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf - Uniform Ld.4 60 psf 10 psf - - Uniform Ld.5 - 7 psf - - Tot Unif Load - 255.9 lb/ft 425.0 lb/ft Loads Point loads are 1/10 scale 1000 500 0 , -500 2 4 6 8 10 12 1' • Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12,16.9 plf Misc manufacturers . Load Duration %Overdesign 2.5 x 15 5.125 x 12 8.75 x 10.5 I ' Moisture Medium Dry-18ni., . 5.5 x 12 . Snot.:1.15 . Pos Bending 44.9% 3.125 x 15 5.5 x 12 Press Treated? No,Not P.T. V 24F-V4,DF/DF . Neg Bending NA 3.5 x 13.5 6.75 x 10.5 Temp Cond. 100 deg F&less . Fb Pos 2,760 psi Fv 305 psi Shear 148.0% Fb Neg 2,127 psi Fcp 650 psi Span(s)Defl'n 21.9% Allow Pos Mom 30,356 ft-lb 792.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-23,400 ft-lb E 1,800 ksi Calc'd member OK by: 21.9% Allow Shear 13,409 lb El 1,425,600 ksi Controlling criteria is: Defl-Span Reg d Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf For 5.5 x 12 Cond's Of Use:Load Duration:1.15-Snow 1.51 in 1.51 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Totai 5,408 lb 5,408 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,114 lb 2,114 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr SDan 1 Soan 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.636 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam v7 WC 5-23-19 Tim Garrison,P.E. C.1;r1S.f7tjr 1lf f ICAl , ProBeam - • - . -._ v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considerec Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and Supports(Note pitch and fixity.if any.not shm Member I.D. 23h Other Info. 4/12/21 ? 2 4 6 a io IC 14 16 I8 Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Soan 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection,Main Spans Live Only,L/ Extra Stiff:L/600&L/480 V , 600 = 0.32 in Total,L/: 480 I= 0.40 in N/A = 0.00 in Total,Ui N/A i= 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 16.00 ft Add Self Weight? Yes-Self t..'eight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No v :ncrease Roof DL for pitch? Yes w Roof Pitch 1 1.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 11.00 ft - 165.6 lb/ft 275.0 lb/ft Uniform Ld.2 40 psf 15 psf . - - ' Uniform Ld.3 40 psf 15 psf - - Uniform Ld.4 60 psf 10 psf - Uniform Ld.5 - 7 psf - Tot Unif Load - 165.6 lb/ft 275.0 lb/ft Loads Point loads are 1/10 scale 600 400 200 0 . -200 T 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5.5 x 13.5 Solutions Using Self Weight of Glulam 5.5 x 13.5,19 plf Misc manufacturers w Load Duration %Overdesign 2.5 x 18 5.125 x 13.5 8.75 x 12 I Moisture Medium Dry-18'4: V 5.5 x 13.5 V Snow:1.15 V Pos Bending 161.3% 3.125 x 16.5 5.5 x 13.5 Press Treated?.No,Not P.T. '7 24F-V4,DF,DF V Neg Bending NA 3.5 x 15 6.75 x 12 Temp Cond. loo deg F&lers V Fb Pos 2,760 psi Fv 305 psi Shear 310.3% Fb Neg 2,127 psi Fcp 650 psi Span(s)Defl'n 19.8% Allow Pos Mom 38,419 ft-lb 1 1127.67 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-29,615 ft-lb E 1,800 ksi Calc'd member OK by: 19.8% Allow Shear 15,085 lb 2,029,809 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 18.98 plf Cond's Of Use:Load Duration:1.15-Snow For 5.5 x 13.5 1.50 in 1.50 in - - t Reactions Support 1 Support 2 Support 3 Supcort 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,676 lb 3,676 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,476 lb 1,476 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr n 1 Span 2 501 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.334 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam v7 WC 5-23-19 Gg ProBeam Tim Garrison,P.E. C +VS RUC f IONC AL C Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and Supports(Note,pitch and fixity,if any.not shown) Member I.D. 24h Other Info. 4/12/21 b 2 4 6 8 ,e 12 14 10 Type? Simple span,fully braced V Left Cantilever Span 1 Spcn 2 Span 3 Right Cantilever Tot Member Lenym Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Normal:L/360 8,112 x) • 360 = 0.53 in Total,U€ 240 = 0.80 in N/A = 0.00 in Total,LI N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 16.00 ft Add Self Weight? Yes-Self,.eight gill be added to applied DL V Loads: . Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes v Roof Pitch I 1.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof ' 20 psf 15 psf 25 psf 12.00 ft - 180.6 lb/ft 300.0 lb/ft Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf - Uniform Ld.4 60 psf 10 psf - Uniform Ld.5 - 7 psf - - Tot Unif Load - 180.6 lb/ft 300.0 lb/ft Loads Point loads are 1/10 scale 600 400 200 0 200 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5.5 x 10.5 Solutions Using Self Weight of Glulam 5.5 x 10.5,14.8 plf Misc manufacturers v Load Duration %Overdesign 2.5 x 13.5 5.125 x 12 8.75 x 9 Moisture Medium Dry-18`u . 5.5 x 10.5 V Snow:1.15 V Pos Bending 46.6% 3.125 x 13.5 5.5 x 10.5 Press Treated? No,Not P.T. V 24F-V4,DF/DF V Neg Bending NA 3.5 x 13.5 6.75 x 10.5 Temp Cond. too deg F&less V Fb Pos 2,760 psi Fv 305 psi Shear 196.1% Fb Neg 2,127 psi Fcp 650 psi Span(s)Defl'n 4.6% Allow Pos Mom 23,242 ft-lb 1530.58 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -17,916 ft-lb E 1,800 ksi Calc'd member OK by: 4.6% Allow Shear 11,733 lb El 955,041 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14.76 plf Cond's Of Use:Load Duration:1.15-Snow For 5.5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1_ Support 2 Support 3 Support 4 Max Total 3,963 lb 3,963 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,563 lb 1,563 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Spa l 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.765 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam v7 WC 5-23-19 Ly l Tint Garrison.P.E. C3v: RIJf•IIONCr.lr ►rolBeam mira.risin iiarscria.77G' v6.0 Important:Nol:hes an.t connectrrs not cosiiere-i D.,nemic loads^not conAdered.Compliant.ith 201^-200,1 IE:.,Il cite tignx should b•.hacked b;a competent proles_+anal Job t'1027 Spans and Supports,Nol,..pa.It andn and Not.if.,n.m,i it.a Member I.D. 5.n Other Info. 41,21 = . 6 o iv i. i4 T.;ao Simple span,fulh i ixed • Left C:untilL:r Soen 1 S�n2 Scnn3 Rujbt Cattle or Tot Ilember Length Lenthof Spans 1200ft I200 ft .lb•:ble D u.Nection.Main Spans Li a Only.Lr E4re;hit:L4•ioo.U+-n • c00 =0.24 in Total.Ld 4.30 =0.-0 in N-1 =0.00 in TOIaI,L•' N.ti =0 UD in Pitch if i.iem':;er Bel,Designed is Sloped I 0 0 12 Herr True Lan-12 00 ft Add Self'r'eirht? yes.Leif,.aglrn mil be addrd L,applied DL V Loads: Uniform Loads Over Full Length of Member Loads From ContinuousMember, No • Inc,.,c_a Rnof DL fcr pitch? n- • Roof Pn.h I 15-12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.3 40 psf 15 psf 6.00 ft 240 0 lb ft 90 0 Ibi l Uniform Ld 4 60•.cf 10 psf 4 0011 L40 0 It•S t 40.0 IL ft Uniform Ld S - 10 psf 900 ft - 900lb.. Tot Unif Load 480.01blft 220.01b/ft - Partial Distributed Loads(Uniform or Trapezoidal) Measured from left end of member i umber Total Length=12 ft. Start Start End End Live Dead Snow Trib.Width Location Trib.Width Location Roof 20 psf 15 psf ';sf 13.00 ft 0 00 ft 13.00 ft 3..0 ft 1 Point Loads Measured front left end of member Member Total Length=1L ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 I 20 of I 15 pi I 2=psf I 8 00 ft I 10.00 ft I - 1.200 lb 2,000 lb 3.60 ft Loads a ape irto r'.'e 1000 500 -- -. 1 r-0-. 15 -500 V 2 4 ., 8 10 12 _14 Glu Lam Cali d Member Results For 5.5 x 12 Solutions Using Self Weight of Glutton 5.5 x 12.16.9 pif Nlsc manufacturers • Load Duration %Overdesign 2.5 x16.5 5.125 x13.5 8.75 z10.5 I f.lolaure Nedium Dr---vs. • 5.5xt2 • 5nos.t.15 • Po:Bending 70.1% 3.125 z 15 5.5 x 13.5 Pres:.Tin 3ted? No,Not P.T. zaF-vd,DF/bF • Neg Bending NA 3.5x15 6.75 x12 Temp C_rd. 100 dri F8lc.s • Fb P;,.. 2.700 I.:. Fv'05 ral Shear 97.7% Fb Neg 2.127 psi Fc;,L50 p,l Span):)Defl'n -5.8% All-•Pos Mom 30.356 ft-lb 1792.00 in'4 Candle ar(s)De0'n NA ' -11o,:Ncg Mom 4.3.400 ft-lb E 1.800 ksi Calc'd member FAILS by: -5.65. Atom'hear 15.409 lb El I,422.f00 ksi Controllinn criteria is. Deft-Span Req'J Bearing Supi.nrt I Support 2 Support 3 Support 4 Self Vit 1,87 p6 Coeds Of Use:load Duration:t.15•Snow Fors 5.12 1.90 in 1.50 In • - En0ineered Lumber Calc'd Brand Tres bet V Results For 5.25 x 11.875 2.0E Solutions Using Self Weight of Glulam 5.5 x 12,16.9 pif Calc'd Member 5.25 a 11.8,5 2.0E PSL • PSL 3.5 x 20 2.2E PSL Load Durali in 5r.•,..L.15 • %Overdesign • 7it202.2E PSL Repetiti--3 Use? No • Pos Bering 92.2% 3.5 x 181.55E LSL - Fb Pos 3.3.15 Iasi Fs/234 psi Nan Bending NA 1.75 x 18 2.0E LVL - Fh Neg 3.335 p•.i Fcp 750 psi Shear 104,4% (2)1.75 x 142.0E LVL 3.5 x 16 Plus PSL,Levi Allo r F.'s Mom.:.1289 ft-lb E 2,000 km Sp.rn r)Defl'n -2.8% (3)1.75 x 142.0E LVL 5.25 x 14 Plus PSL.Lev1 Alio Nag I lom. 242Fo ft-lb El 1,4s:5240 ksi Canl1s)Defl'n NA (4)1.75 x 11.25 2.0E LVL 3.5 x 16 Plus PSL,Lev2 Allr••Shear 13.861 lb Calc'd member FAILS by: -2.8% 3.5 x 142.0E PSL 5.25 x 14 Plus PSL,Lev2 1752 P2 iO4 s..0tro11ing crilela is: Deft-Span 5.25 x 14 2.0E PSL 3.5 x 16 Plus PSI,Lev] Self:V t 15.'.4 p8 Condo Of Use:Load Duration:1.15-Sn 7 x11.252.0E PSL 5.25 x 14 Plus PSL,Levi Cupp,rt 1 'u,-port= Stipp*art 3 Su,•y.rt4 11e', Bearing For 5.25 x 11.875 2.0E PSL 1.72 In 1.50 in • - Reactions Supi art 1 SUDDJrt 2 upo3n 3 Support 4 Moments Support 1 S i•gDort 2 Suo^nrt'. Su000rt 4 Max 1 otal 6,783 lb 4,761 lb - - 0 ft-lb Oft-lb 0 ft-lb 0 ft-lb Llin T gal 2.844 lb 1,881 lb - Oft-lb 0 ft-lb 0 ft-lb 0 ft-lb lin Load Cas:, Deflections 'Ian r a' 11 ,non2 So.n'3 Rt Canlhr Max Up Deg - 0.000 in - - - Albred 0700 in 0'00 in 0.'00 in Max On Deg • -0.217in - - - Allo led 0.300 in 0 100 in 0 Si). in ProBe am•7':.0 5-2,:19 Tim Garrison,P.E. C.2,_rtt5•RRt)CTKorJCAi ProBeam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and Supports(Note,pitch and fixity.if any.not shown) Member I.D. 26h 1 Other Info. 4/13/21 b' 1 2 3 4 S --It Type? Simple span,fully braced . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 ft 5.00 ft Allowable Deflection.Main Spans _ Live Only,U Extra Stiff:L/600&L/460 . 600 = 0.10 in Total,L/1 480 = 0.13 in N/A = 0.00 in Total,L/ N/A •= 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 5.00 ft Add Self Weight? Yes-Self t,eight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes v Roof Pitch I 1.5:12 Llve Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf i 25 psf 10.00 ft - 151.2 lb/ft 250.0 lb/ft Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf 6.00 ft 240.0 lb/ft 90.0 lb/ft Uniform Ld.4 60 psf 10 psf 4.00 ft 240.0 lb/ft 40.0 lb/ft Uniform Ld.5 - 10 psf 9.00 ft 90.0 lb/ft Tot Unif Load 480.0 lb/ft 371.2 lb/ft 250.0 Iblft Loads Point loads ere 1/10 scale 1500 1000 500 0 ' -500 1 1 2 3 4 5 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn(2)2 x 10,7.1 plf (2)2 x 10 v Load Duration sow::1.1s w %Overdesign 2 x 14 (4)2 x 6 Moisture Medium Dry-1010 V Douglas Fir-Larch . Repetitive Use? No . Pos Bending 40.3% (2)2 x 10 3 x 10 Press Treated? No,Not P.T. . No.2 Flat Use? No . Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 100 deg F&less v Fb Pos 1,138 psi Fv 207 psi Shear 65.5% Fb Neg 1,138 psi Fcp 625 psi Span(s)Defl'n 204.0% Allow Pos Mom 4,058 ft-lb 197.86 irN4 Cantilever(s)Defl'n NA Allow Neg Mom-4,058 ft-lb E 1,600 ksi Calc'd member OK by: 40.3% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf For(2)2 x 10 Cond's Of Use:Load Duration:1.15•Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,314 lb 2,314 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 946 lb 946 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.125 in 0.125 in 0.125 in Max Dn Defl - -0.041 in - - - Allowed 0.125 in 0.125 in 0.125 in ProBeam v7 WC 5-23-19 6-11 Tim Garrison,I'.F. C 114:•RUC TuONCALC ProBeam `i` , v6.0 Important:Notches and connectors not cosidcrcd.Dynamic to:ding not considered.Compliant with 2018-2003 IBC.All designs should be;;pecked by a competent professional. Job t21027 Spans and Supports(Ncre.pitch aril exc.,if an.,not ch.-ni Member I.D. Lab Other Info. 4/13121 a- -. 5 v , T;pe? Simi le spa,full;1 i iced w Loft Cantilever Span 1 Span 2 Sp rtn 3 Right Cantilever Tot Member Length Lenth of Spans' 6.00 ft 6.00 ft Ally gable Deflection,Main Spans Live Only.LI Code Mnarmum-Normal:L/360&L/240 w 360 =0.20 in Total.L/' 240 =0.30 in N/A = 0.00 in Total,L/1 N/A =0.00 in Pitch if Member BLing Designed is Sloped: 0.0:12 Men:True Len:6.00 ft Add Self Weight? Yu_-Self aght ill La added La applied DL V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Lards From Continuous Member? Yes w Increase Roof DL for pitch? Yes w Roof Pitch I 1 5:12 i Live Dead Snow Trib.Width Live Dead ` Snow Unifonn Ld.1-Roof 20 psf 15 psf 25 psf - - - Unifonn Ld.2 40 psf 15 psf 9.00 ft 414.0 lb/ft 155.3 lb/ft Uniform Ld.3 40 psf 15 psf - - ' Uniform Ld.4 60 psf 10 psf • - - Uniform Ld.5 - 7 psf - - _ I - Tot Unif Load ' 414.0 lbfft 155.3 lbtft - Loads P,intl ai-arm 1;10 scale 800 600 400 200 -200`b 1 2 3 4 5 6 4x And Smaller(Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8,6.5 plf 4 x a w Load Duration U•e:1,00 w %Overdesign 2 x 14 (4)2 x 6 Moisture Medium Or;-1.7ic V Douglas Fr-Larch V Repe0tive Use? Mn w Pos Banding 15.4% (2)2 x 10 3 x 10 Press Treated? No,Not P.T. w No.2 w Flat Use? No w Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. too deg Fa less w Fb Pos 1,170 psi Fe 180 psi Sheer 76.3% Fb Neg 1.170 psi Fcp 625 psi Span(s)Deti n 194.6% Allow Pos Mom 2,989 ft-lb 1111.15 in"4 Cantilever(s)Dstt n NA Allow Neg Mom-2.989 ft-lb E 1,600 ksi Calc'd member OK by: 15.4% Allow Shear 3,045 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Sin_laalti Support 2 Support 3 Support 4 Self Wt 6.49 plf Pond's Of Use:Load Duration:l.0.Lie. For4 x 8 1.50 In 1.50 In - - Engineered Lumber Calc'd Brand True Joist w Results For 5.25 x 11.875 2.0E Solutions Using Self Weight of Sawn 4 x 8,6.5 plf Calc'd Member 5.25 s 11.875 2.0E P5L w PSL 3.5 x 7.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration bill too w %Overdesign 1.75 x 9.25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No w Pos Bending 1050.9% 3,5 x 9.25 1.55E LSL - Fb Pos 2,900 psi Fv 290 psi Neg Bending NA 1.75 x 7.25 2.0E LVL - Fb Neg 2,900 psi Fcp 750 psi Shear 597.8% (2)1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL,Levi Allow Pos Mom.29,817 ft-lb E 2.000 ksi Span(s)De0'n 2327.5% (3)1.75 x 5.5 2.0E LVL 5.25 x 9.25 Plus PSL,Levi Allow Nag Mom.-29,817 ft-lb El 1,465,240 ksi Cant(s)De0'n NA (4)1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL,Lev2 Allow Shear 12,053 lb Calc'd member OK by: 597.8% 3.5 x 9.25 2-0E PSL 5.25 x 9.25 Plus PSL,Lev2 1732.62 in"4 Controlling criteria is: Shear 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL,Lev3 Self Wt 15.94 plf Cond's Of Use:Load Durution:1,0-Live 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Benring For 5.25 x 11.875 2.0E PSL 1,50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 M_x Total 1,727 lb 1,727lb - - Oft-lb Oft-lb Oft-lb Oft-lb Min Total 485 lb 485 lb - - Oft-lb 0ft-lb 0ft-Ib 0ft-lb Min Load Case Deflections U Cafttivr SDan 1 Sp-12 Span 3 Rt Cantle!" Ma.:Up Dee 0.000 in • Allo"red 0.300 in 0.300 in 0.300 in Max Dn De0 - -0.094 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 Tim Garrison,P.E. C'fra5 RI./C7 ION CAt.t ProBeam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and Supports(Note,pitch and fixity,if any,not shover' Member I.D. 37b Other Info. 4/13/21 6- 5 10 13 I Type? Simple sp-n,fully braced V Left Cantilever Span 1 SDan 2 Soan 3 Right Cantilever Tot Member Length Lenth of Spans: 20.00 ft 20.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Norma':L/360&U240 V , 360 = 0.67 in Total,U 240 = 1.00 in N/A = 0.00 in Total,LI' N/A •= 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 20.00 ft Add Self Weight? Yes-Self''eight-dll be added to applied DL V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Ccntinuous Member? Yes v Increase Roof DL for pitch? Yes ' Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf 11.00 ft 506.0 lb/ft 189.8 lb/ft Uniform Ld.3 40 psf 15 psf • Uniform Ld.4 60 psf 10 psf - - Uniform Ld.5 - 7 psf - Tot Unif Load 506.0 lb/ft 189.8 lb/ft - Loads Point loads are 1/10 scale 1000 l 500• I 0 -500' 5 10 15 20 Glu Lam Calc'd Member Results For 5.5 x 15 Solutions Using Self Weight of Glulam 5.5 x 15,23.2 plf Mist manufacturers V Load Duration %Overdesign 2.5 x 21 5.125 x 16.5 8.75 x 13.5 Moisture Medium Dry-18;' V 5.5 x 15 . Live:1.00 V Pos Bending 13.5% 3.125 x 19.5 5.5 x 15 Press Treated? No,Not P.T. V 24F-E1,SP/SP V Neg Bending NA 3.5 x 18 6.75 x 15 Temp Cond. 100 deg F&less . Fb Pos 2,373 psi Fv 300 psi Shear 129.5% Fb Neg 1,434 psi Fcp 650 psi Span(s)Defl'n 1.9% Allow Pos Mom 40,789 ft-lb 11546.88 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-24,643 ft-lb E 1,800 ksi Calc'd member OK by: 1.9% Allow Shear 16,500 lb El 2,784,375 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 23.20 plf Cond's Of Use:Load Duration:1.0-Live For 5.5x15 2.01 in 2.01 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Totai 7,190 lb 7,190 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,130 lb 2,130 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Soan 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.000 in 1.000 in 1.000 in Max Dn Defl - -0.930 in - - - Allowed 1.000 in 1.000 in 1.000 in ProBeam v7 WC 5-23-19 G13 Tint Garrison,P.B. CANS RLIC 110NCF4LL ProBeam Important:Notches and connectors not cosidered.Dynamic loading not consideed.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and S opports l N...a.pitch t h and fi ss..if em•.ni:sho,ni Member I.D. 38b l a_a Other Info. 4/13/21 - 13 _ . 6 8 io ,_ 14 Type? Simpl:span,lull braced . Left Cantilever Soan 1 Span 2 SDan 3 Right Cantilever Tot Member Length Lenin of Spans: 11.50 ft 11.50 ft Allowable Deflection.Main Spans Live Only.L/ Code Minimum-rk i mat:L/360 a U2.40 . ;.60 = 0.36 in Total.L; 240 = 0.58 In N/A 1= 0.00 in Total.L/; N/A =0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 11.50 ft Add Self Weight? Yes-self,.:'tilt...ill be added F'applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No . Increase Roof DL for pitch? Y. • Roof Pitch ` 1.5:12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf - - Uniform Ld.4 60 psf 10 psf 4.00 ft 240.0 lb/ft 40.0 lb/ft Uniform Ld.5 - 7 psf - - Tot Unif Load 240.0 lb/ft 40.0 lb/ft - Loads Point',is are 1410 scat.. 300 200 100 0 -100 T 2 4 6 8 10 12 14 6x And Larger(Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Glulam 5.5 a 7.5,10.5 plf 6 n 10 . Load Duration ur e:too . %Overdesign 6 x 12 12 x 12 Moisture Medium Dry-li'u . Dcugla;Fr-Larch V Repetitive Use? No . Pos Bending -5.0% 8 x 10 14 x 14 Press Treated? Yes,P.T. . e rr'P,,-No.2 . Flat Use? No . Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F:less • Fb Pos 700 psi Fv 136 psi Shear 176.1% Fb Neg 700 psi Fcp 600 psi Span(s)Defl'n 81.8% Allow Pos Mom 4.575 ft-lb 1 362.75 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-4.575 ft-lb E 1.225 ksi Calc'd member FAILS by: -5.0% Allow Shear 4.613 lb El 447.995 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Su000rt 4 Self Wt 13.01 plf Conde Of Use:Load Duratlon:1.0-Live For 6 x 10 1.50 in 1.50 in - - Glu Lam Calc'd Member Results For 5.5 x 7.5 Solutions Using Self Weight of Glulam 5.5 x 7.5,10.5 plf Misc nrnufacturers . Load Duration %Overdesign 2.5 x 9 5.125 x 7.5 8.75 x 9 I Moisture Helm C.,-16 . 5.5 7.5 . bum 1.00 . Pos Bending 114.7% 3.125 x 9 5.5 x 7.5 Press Treated? Yes,P.T. . 24F--``•,,DFDF . Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. 100 sag F a less . Fb Pos 2.400 psi Fv 265 psi Shear 336.2% Fb Neg 1.850 psi Fcp C50 psi Span(s)Defl'n 41.3% Allow Pos Mom 10.312 ft-lb 1193.36 iO4 Cantilevers)Defl'n NA Allow Neg Mom-7.949 ft-lb E 1.800 ksi Calc'd member OK by: 41.3% Allow Shear 7.288!b El .;48.047 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.55 elf Cond's Of Use:Load Duratian:1.0-Live For 5.5 x 7.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Sunport 3 Support 4 Moments Si. t 1 Support 2 Sup'lort 3 Support 4 Max Total 1,671 lb 1,671 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 291 lb 291 lb - - Oft-lb Oft-lb Oft-Ib Oft-lb Min Load Case Deflections Ll Cantivr an 1 Span 2 Soan 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.575 in 0.575 in 0.575 in Max Dn Defl - -0.329 in • - - Allowed 0.575 in 0.575 in 0.575 In ProBeam v7 WC F-23.19 Golf' Tim Garrison,P.E. C._:iuSi RUCTION CAI.r ProBeam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and Supports(Note,pitch and fixity.if any.not shown) Member I.D. 40B case 1 Other Info. 4/13/21 ' 2 4 6 8 10 12 t4 Type? Simple span,fully braced V Left Cantilever Span 1 Soan 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.50 ft 11.50 ft Allowable Deflection,Main Spans Live Only,LI Code Minimum-Normal:11....10&L/290 w 360 I= 0.38 in Total,L/ 240 = 0.58 in N/A = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 11.50 ft Add Self Weight? Yes-Self weight will be added to applied DL W Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No w ' Increase Roof DL for pitch? Yes • Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 50 psf 12.00 ft 480.0 lb/ft 600.0 lb/ft Uniform Ld.4 60 psf 10 psf • - Uniform Ld.5 - 10 psf - - Tot Unif Load 480.0 lb/ft 600.0 lb/ft - Loads Point locis are 1/10 scale 1500 1000 500 0 -500 2 4 6 8 10 12 14 Wide Flange Steel Calc'd Member Results For W10 X 22 Solutions Using Self Weight of Steel WF W10 X 22,22 plf A992,50 ksi(default) w %Overdesign - W10 X 12 W18 X 35 W30 X 90 w10 X 22 • Pos Bending 256.1% W5 X 19 W12 X 14 W21 X 44 W33 X 118 Neg Bending NA W6 X 16 W14 X 22 W24 X 55 W36 X 135 Allow Pos Mom. 64,870 ft-lb Sx 23.20 in^3 Shear 672.7% W8 X 10 W16 X 26 W27 X 84 W40 X 149 Allow Neg Mom. -64,870 ft-lb lx 118.00 in^4 Span(s)Defl'n 353.7% Allow Shear 48,960 lb El 3,422,000 ksi Cant(s)Defl'n NA Self Wt 22.00 plf Calc'd member OK by: 256.1% Size: 10.2 h x 5.75 w Tf=0.36,Tw=0.24 Controlling criteria is: Pos Bending Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Tots! 6,337 lb 6,337 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 3,577 lb 3,577 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr SDen 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - Allowed 0.575 in 0.575 in 0.575 in Max Dn Defl - -0.127 in - - - Allowed 0.575 in 0.575 in 0.575 in ProBeam v7 WC 5-23-19 G Tim Garrison,P.E. I-yivs IS>t,E 1Ir*JCAi( ProBeam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional Job t21027 Spans and Supports(Note,pitch and roily.it any,not shown) Member I.D. 40B case 2 1 Other Info. 4/13/21 -b 2 4 6 8 10 12 14 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.50 ft 11.50 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Norma::L/360&L/240 v 360 = 0.38 in Total,L/ 240 E= 0.58 in N/A = 0.00 in Total,L/ N/A = 0.00 in ........................................... ........................................... ........................................... Pitch if Member Being Designed is Sloped: 0.0:12 I Mem True Len: 11.50 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Ccntinuous Member? No V Increase Roof DL for pitch? Yes v Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.3 20 psf 50 psf 12.00 ft 240.0 lb/ft 600.0 lb/ft Tot Unif Load 240.0 lb/ft 600.0 lb/ft - Point Loads Measured from left end of member.Member Total Length=11.5 ft. Live Dead Snow Trib.Width Trib Length - Dead Snow Location Point Load 4 3,000 lb 5.20 ft Loads Point loads are 1/10 scale 1000 500 l J 0 am. -500 i 2 4 6 8 10 12 14 Wide Flange Steel Calc'd Member Results For W10 X 22 1 Solutions Using Self Weight of Steel WF W10 X 22,22 plf A992,50 ksi(default) V %Overdesign - W10 X 12 W18 X 35 W30 X 90 wit)X 22 w Pos Bending 187.3% W12 X 14 W21 X 44 W33 X 118 Neg Bending NA W6 X 16 W14 X 22 W24 X 55 W36 X 135 Allow Pos Mom. 64,870 ft-lb Sx 23.20 in"3 Shear 641.8% W8 X 13 W16 X 26 W27 X 84 W40 X 149 Allow Neg Mom. -64,870 ft-lb lx 118.00 inu4 Span(s)Defl'n 292.5% Allow Shear 48,960 lb El 3,422,000 ksi Cant(s)Defl'n NA Self Wt 22.00 plf Calc'd member OK by: 187.3% Size: 10.2 h x 5.75 w Tf=0.36,Tw=0.24 Controlling criteria is: Pos Bending Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,600 lb 6,313 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 3,577 lb 3,577 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.575 in 0.575 in 0.575 in Max Dn Defl - -0.146 in - - - Allowed 0.575 in 0.575 in 0.575 in ProBeam v7 WC 5-23-19 Tim Garrison,P.E. rel.iCTrnt��CALr Proaeam .--A r'v-17.1:-'z,-r--- v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and Supports(Note,pitch and fixity,if any.not shown) Member I.D. 45b case 1 I Other Info. 4/14/21 -b 0.5 1 1.5 2 2.5 3 3.5 4 4.5 Type? Simple span,fully braced V Left Cantilever Span 1 .5 -12 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.50 ft 4.50 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Norma-:U360&L/240 V ' 360 = 0.15 in Total,L/1 240 = 0.23 in N/A = 0.00 in Total,L/' N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:4.50 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No v Increase Roof DL for pitch? Yes v Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf I - - - Uniform Ld.2 40 psf 15 psf 10.50 ft 420.0 lb/ft 157.5 lb/ft Uniform Ld.3 40 psf 15 psf 10.50 ft 420.0 lb/ft 157.5 lb/ft Uniform Ld.4 60 psf 10 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load 840.0 lb/ft 315.0 lb/ft - Loads Point loads are 1/10 scale 1500 1000 500 0 -500 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 4x And Smaller(Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8,6.5 plf 4 x 8 v Load Duration Live:1.00 v %Overdesign - (4)2 x 6 Moisture Medium Dry-18% v Douglas Fir-Larch v Repetitive Use? No v Pos Bending 1.7% (2)2 x 10 3 x 10 Press Treated? No,Not P.T. V No.2 v Flat Use? No v Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 100 deg F&less v Fb Pos 1,170 psi Fv 180 psi Shear 16.5% Fb Neg 1,170 psi Fcp 625 psi Span(s)Defl'n 244.2% Allow Pos Mom 2,989 ft-lb , 111.15 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-2,989 ft-lb E 1,600 ksi Calc'd member OK by: 1.7% Allow Shear 3,045 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf Cond's•Of Use:Load Duration:1.0-Live For 4 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,613 lb 2,613 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 723 lb 723 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr SDan 1 Span 2 SDan 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.225 in 0.225 in 0.225 in Max Dn Defl - -0.060 in - - - Allowed 0.225 in 0.225 in 0.225 in ProBeam v7 WC 5-23-19 L Tim Garrison,P.E. C-_1+V5 t t WTiONC AI r ProBeam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 60j Other Info. 4/13/21 I 2 3 4- 5 G 7 8 Type? Simple span,fully braced V Left Cantilever Soan 1 Soan 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Normal:L/360&L/240 V 360 = 0.27 ir. Total,L/ 240 = 0.40 in N/A = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 8.00 ft Add Self Weight? vex-Self weight will be add:.d to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No • Increase Roof DL for pitch? ves V Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf - - Uniform Ld.4 60 psf 10 psf 1.30 ft '')lb/ft Uniform Ld.5 - 7 psf - - Tot Unlf Load 78.0 lb/ft 13.0 lb/ft - Loads Point bads are 1/10 scale 100 50 0 -50 f- 1 2 3 4 5 6 7 8 9 4x And Smaller(Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf 2 x 8 v Load Duration Live:1.00 v %Overdesign 2 x 8 (4)2 x 4 Moisture Medium Dry-18c, . Douglas Fir-Larch v Repetitive Use? Yes ' Pos Bending 44.9% (2)2 x 5 3 x 5 Press Treated? :'es,P.T. V No.2 v Flat Use? No v Neg Bending NA (3)2 x 5 4 x 5 Temp Cond. 100 deg F&less V Fb Pos 993 psi Fv 144 psi Shear 178.3% Fb Neg 993 psi Fcp 625 psi Span(s)Defl'n 168.6% Allow Pos Mom 1,087 ft-lb 147.63 in"4 Cantilever(s)Defl'n NA Allow Neg Mom -1,087 ft-lb E 1,520 ksi Calc'd member OK by: 44.9% Allow Shear 1,044 lb El 72,405 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use:Load Duration:1.0-Live For 2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 375 lb 375 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 63 lb 63 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr SD. -1 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.119 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam v7 WC 5-23-19 i L r8 Tim Garrison,P.E. C..a•Is Plj-Tio CAt . ProBeam - v6.O Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t21027 Spans and Supports(Note,pitch and fixity.if any.not"ho.vn) Member I.D. 61j Other Info. 4/13/21 T 2 4 6 8 i0 12 14 18 ,.; Type? Simple span,fully braced w i Left Cantilever SDan 1 Span 2 Soan 3 Right Cantilever Tot Member Length Lenth of Spans: 16.50 ft 16.50 ft Allowable Deflection,Main Spans Live Only,L/ Extra Stiff:L'600&L,'180 w 600 = 0.33 in Total,U 480 = 0.41 in N/A 1= 0.00 in Total,L/1 N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 16.50 ft Add Self Weight? Yes-Self weight will be added to applied DL V' Loads: --- --. Uniform Loads Over Full Length of Member Loads From Continuous Member? No • 'ncrease Roof DL for pitch? Yes V Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Uniform Ld.3 40 psf 15 psf - - Uniform Ld.4 60 psf 10 psf - Uniform Ld.5 - 7 psf - - 52.0 lb/ft 19.5 lb/ft - Loads Point loads aro 1/10 scale 100 50 0 . 50 2 4 6 8 10 12 14 16__, 18 I-Joist Calc'd Brand TJI-TrusJoist w Results For 11-7/8"TJI 360 1 Calc'd Member 11-2/8"TJI 360 %Overdesign Solutions Using Self Weight of I-Joist 11-7/8"TJI 360,3 plf Load Duration Live:1.00 V Pos Bending 143.8% 14"TJI 110 11-7/8"TJI 560 Brng©Ends: 3",w/o web stiffner V Neg Bending NA 14"TJI 210 18"TJI 560D Brng @ Mid-Supports: (No Mid Support) V Shear 75.7% 11-7/8"TJI 230 - Allow Pos Mom.6,180 ft-lb Allow Shear 1,080 lb Span(s)Defl'n 20.6% 11-7/8"TJI 360 Allow Neg Mom.6,180 ft-lb El 419,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,505 lb Bearing 144.9% Allow Mid Rxn 2,460 lb Calc'd member OK by: 20.6% Self Wt 3.00 plf Controlling criteria is: Den-Span Cond's Of Use:Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Tota: 615 lb 615 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 186 lb 186 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 SDan 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.413 in 0.413 in 0.413 in Max Dn Defl - -0.297 in - - Allowed 0.413 in 0.413 in 0.413 in ProBeam v7 WC 5-23-19 Steel pan deck, concrete composite Job No t21027 Deck ID gar floor Date 4/13/21 Trial Deck W3 Formlock, 18 Ga, 5.5"tot ht. DL deck+conc, psf Wdl 55 LL, construction, psf W LL, const 20 Uniform LL, psf W LL 40 Point LL, lb P 3000 Conc load footprint, in x in b2=b3 12 Deck steel yield, ksi Fy 50 Total deck height, in h 5.5 Allowable shear from table 8, plf phiVnt 6364 Max allowed moment from table 4, in-kip/ft phi Mno 68.56 3713.333 ft-lb/If MOI for positive bending region, inA4 Iav 9 Conc thickness over decking tc 2.5 Conc strength, psi fc 3000 3 ksi Conc wt., pcf gamma c 145 Span,ft L 12 14/1 in. Weak axis bending distance, in b 12 Weak axis reinforcing Rebar No.4 If Rebar,spacing, in 16 Weak axis reinforcement grade, ksi Fy 40 Weak axis reinforcement area, sq in/If As 0.15 Factored shear, plf Vu 3376.13 Shear check interaction 0.53 Ok Max factored moment,ft-lb/If M pos max 4747.55 P control Moment check interaction ).83 Ok Allow weak axis moment,in-kip/ft phiMn 5.25 6250 in-lb/ft Weak axis interaction 0.36 O Defl due to P at mid, in delta 0.17 L/delta L/delta 328.76 Deflection interaction for L/360 0.43 Ok Allowable punching shear, use, lb Vpr use 23325.93 Factored punching shear applied, lb 4800.00 Punching shear interaction 0.20 Ok