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Permit File BLD-2022-0834 5702 Sugarloaf Street
1 C} City of Anacortes Invoice/Permit#: BLD-2022-0834 904 6th Street Applied date: 10/24/2022 P.O.Box 547 Issue date: 10/25/2022 _� t►�: Anacortes, WA 98221-0547 Expire date: 04/22/2024 (360) 293-1901 Job Address: 5702 SUGARLOAF ST Permit Type: Single Family Interior Only Alteration Permit ANACORTES WA 98221-2966 Project: APN: P59083 Remarks: Remove existing deck and replace with a larger one. Owner: PHILIP J DIEDERICHS Contractor: COASTAL HOMES INC Address: 5702 SUGARLOAF ST Address: 5506 KINGSWAY ANACORTES WA98221-2966 ANACORTES WA98221-2928 Phone: (425)830-0200 Phone: (360)298-6610 License#: General Information: Fees: Deck Square Footage 252 Building Permit Fee 251.25 Building Valuation 15000 Plan Review Fee 163.31 State Building Code Fee Resi 6.50 Total Calculated: 421.06 Deposits/Receipts: 0.00 Total Due: 421.06 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 Mailing Address: P.O. Box 547, Anacortes, WA 98221 c�oR Office Location: 904 61h 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 5702 Sugarloaf St P59083 SUBDIVISION/LOT# ZONING LOT AREA(SIZE) 7991 Skyline NO 2, lot 36 R2 SQ. FT. TYPE OF PROJECT NEW ADDITION REPAIR REMODEL CHANGE OF USE SFR Lj Duplex ❑X Deck/Porch Accessory Dwelling Unit: ❑Detached ❑Attached ❑Retaining Wall ❑ Manufactured Home ❑Accessory Structure ❑ Shoreline Structure(dock, pilings,floats etc.) * ❑Other: *If application is for a shoreline structure, please complete the Shoreline Structure Checklist. IS THIS WORK ASSOCIATED WITH ANOTHER PROJECT? I YES ✓ NO f YES, provide the permit/application number: PROJECT SUMMARY: PROJECT VALUATION Remove exisiting deck. Replace with enlarged deck in same (Cost of Materials & Labor) location. $ 1 5,000 PROPERTY OWNER INFORMATION NAME PHONE Phil Diederichs 425-830-0200 ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS 5702 Sugarloaf St. Anacortes, WA 98221 stuccos@gmail.com CONTRACTOR INFORMATION Coastal Homes Inc. PHONE 360-298-6610 CONTRACTOR'S BUSINESS LICENSES STATE LICENSE# EXPIRATION *All Contractors&Subcontractors must have a valid City COASTH 1820P3 10/23/24 of Anacortes business license prior to doing work in the UBI# EXPIRATION City. 604-337-712 9/30/23 ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS 5506 Kingsway, Anacortes, WA 98221 brendan@coastal homes.builders 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 ❑PROPERTY OWNER ❑■ CONTRACTOR ❑OTHER(LIST BELOW) NAME PHONE Brendan Bold, Coastal Homes Inc. 360-298-6610 ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS 5506 Kingsway, Anacortes WA 98221 brendan@coastal homes.builders 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 No Lender 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. I understand that if 1 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 1 will be required to pay for the cost of these inspections. 1 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 1 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. SIGNATURE DATE PRINTED NAME Res.Building Permit Application Submittal Checklist Updated December 2021 Page 2 of 17 SUBMITTAL CHECKLIST v v D m v 0 M 3 3 X D C y O r V n O 70 �n Residential Building Permit � �- v o O 3 3 Submittal Requirement Checklist Q ,' °' o '� n c o O fD '* 7 N O Residential Building Permit Application Form X X X X X (FORM BP-1—attached) Structure &Site Information Form X X X X X (FORM BP-2—attached) ❑ Mechanical & Plumbing Fixtures Form X X X (FORM BP-3—attached) Architectural Plans X X X X X (requirements listed on FORM BP-4-attached) ❑ Stormwater Management Minimum Requirements X X X X Determination (FORM BP-s,attached) 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 ITCopy 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 ❑ I ADU Affidavit of Owner Occupancy(signed) X SUBMITTAL INFORMATION Please send applications in PDF format to buildingpermit@citvofanacortes.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, OneDrive, 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 1313-2: STRUCTURE AND SITE INFORMATION PROPERTY WHERE WORK IS OCCURRING ADDRESS 5702 Sugarloaf St, Anacortes WA PARCEL NUMBER(S) P59083 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 N/A AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1ST FLOOR: N/A 2ND FLOOR: N/A 3RD FLOOR: N/A BASEMENT: N/A GARAGE: N/A TOTAL DECK: 252 sf TOTAL PORCH: N/A OTHER: OTHER: OTHER: QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? ❑YES ❑NO Is a monitored fire alarm being installed? YES ❑NO Are retaining wall(s) being built? ❑YES ❑NO Are structural plans required? I ❑X YES ❑NO PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? ❑YES ONO 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? ❑YES ONO 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 0 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 ONO (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? OYES C 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 1 hereby declare that 1 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. SIGNATURE DATE PRINTED NAME Res.Building Permit Application Submittal Checklist Updated December 2021 Page 7 of 17 STRUCTURAL CALCULATIONS FOR Diederichs Deck 5702 Sugarloaf Anacortes, W@A 98221 2018 IBC 10/20/21 22-033 110 Mph, Wind Exp. B Seismic Zone D 25 PSF Snow Load Category II PREPARED BY: James T. Schemmer, P.E. jt.schemmer@scgeng.com 360.708.4386 �OFdgCObEcO'kA I U-2V-22 � G1T Y 1,04LD ESQ SCHEMMER CONSULTING PLLC • 1 11 5- STREET, ANACORTES9 WA. 98221 • (360) 293 - 9006 ,22- 0�3 - bear. s.s 2 19p x e2 t 1z J z �- - z 44 1 30*1 60 Z x 8 3F*2 TT Foezl��-5 G G`G �F-G] 36�rX 34 �{ X (Zee Fl uv112- x1Z x 10 cd)u Lvo�-�4 It w/ (3) w 1 tz "n 1z rr�c C FOP5zk . �� *4 tAZ Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: B5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination : IBC 2018 Fb- 1850 psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 950ksi Wood Species DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade 24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling L(0.3) D 0.066 L 0 33 S 0.138 5.5x12 Span=14.460 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0660, L= 0.330, S =0.1380 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 7.230 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4331 Maximum Shear Stress Ratio = 0.226 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 1,039.50psi fv:Actual = 59.93 psi Fb:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.230ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.252 in Ratio= 688> 360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.307 in Ratio= 565-180 Span: 1 :+D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.073 0.039 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.73 156.82 2160.00 0.41 9.42 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.433 0.226 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.43 1,039.50 2400.00 2.64 59.93 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.176 0.096 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 484.71 2760.00 1.28 29.12 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.273 0.143 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.01 818.83 3000.00 2.08 47.30 331.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.386 0.204 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.71 1,064.75 2760.00 2.73 62.07 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.025 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 94.09 3840.00 0.25 5.65 424.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: B5 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S 1 0.3067 7.283 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.127 3.127 Overall MINimum 0.998 0.998 D Only 0.477 0.477 +D+L 3.013 3.013 +D+S 1.475 1.475 +D+0.750L 2.379 2.379 +D+0.750L+0.750S 3.127 3.127 +0.60D 0.286 0.286 L Only 2.536 2.536 S Only 0.998 0.998 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: --None-- CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 850.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,400.0 psi Eminbend-xx 580.Oksi Wood Species Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade No. 1/No.2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling L(0.3) L(0.3) D(0.012)L(0 06)S(0.025) D(0.012)L(0.06)S(0.025) 2x8 2x8 Span=6.890 ft Span=2.110 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D=0.0120, L= 0.060, S =0.0250 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 3.445 ft Load for Span Number 2 Uniform Load : D=0.0120, L= 0.060, S =0.0250 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 2.110 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.71Q 1 Maximum Shear Stress Ratio = 0.361 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 724.42psi fv:Actual = 65.05 psi Fb:Allowable = 1,020.00psi Fv:Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.890ft Location of maximum on span = 6.313ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio= 1868> 360 Span:2: L Only Max Upward Transient Deflection -0.009 in Ratio= 5762> 360 Span:2:S Only Max Downward Total Deflection 0.043 in Ratio= 1920> 180 Span:2:+D+L Max Upward Total Deflection -0.013 in Ratio= 3894-180 Span:2:+D+S Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Hatios Moment Values Shear Values Segment Length Span# M V Cd CFiy C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=6.890 ft 1 0.058 0.033 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.06 53.40 918.00 0.04 5.28 162.00 Length=2.110 ft 2 0.027 0.033 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.03 24.39 918.00 0.02 5.28 162.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.890 ft 1 0.710 0.361 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.79 724.42 1020.00 0.47 65.05 180.00 Length=2.110 ft 2 0.710 0.361 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.79 724.42 1020.00 0.41 65.05 180.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.890 ft 1 0.140 0.079 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.18 164.66 1173.00 0.12 16.28 207.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: --None-- Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v Length=2.110 ft 2 0.064 0.079 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.08 75.21 1173.00 0.06 16.28 207.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.890 ft 1 0.431 0.223 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.60 549.41 1275.00 0.36 50.11 225.00 Length=2.110 ft 2 0.431 0.223 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.60 549.41 1275.00 0.31 50.11 225.00 +D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.890 ft 1 0.501 0.282 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.64 587.53 1173.00 0.42 58.36 207.00 Length=2.110 ft 2 0.501 0.282 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.64 587.53 1173.00 0.34 58.36 207.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.890 ft 1 0.020 0.011 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.04 32.04 1632.00 0.02 3.17 288.00 Length=2.110 ft 2 0.009 0.011 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 14.64 1632.00 0.01 3.17 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+0.750L+0.750S 1 0.0431 3.118 0.0000 0.000 L Only 2 0.0271 2.110 +D+S -0.0048 0.719 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.283 0.965 Overall MlNimum 0.078 0.147 D Only 0.037 0.071 +D+L 0.283 0.965 +D+S 0.116 0.217 +D+0.750L 0.222 0.741 +D+0.750L+0.750S 0.280 0.852 +0.60D 0.022 0.042 L Only 0.245 0.895 S Only 0.078 0.147 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Copy of B5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling L(0.3) L(0.3) D(0.066)L(00 33)S(0.138) D(0.066)L(00 33)S(0 138) 5.5x 12 5.5x 12 Span=14.460 ft Span=14.460 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D=0.0660, L= 0.330, S =0.1380 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 7.230 ft Load for Span Number 2 Uniform Load : D=0.0660, L= 0.330, S =0.1380 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 7.230 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5491 Maximum Shear Stress Ratio = 0.292 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 1,014.86psi fv:Actual = 77.30 psi Fb:Allowable = 1,850.00psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 14.460ft Location of maximum on span = 14.460 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.106 in Ratio= 1636>=360 Span:2: L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.129 in Ratio= 1348-180 Span:2:+D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Hatios Moment Values Shear Values Segment Length Span# M V Cd CFiy C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.094 0.051 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.73 156.82 1665.00 0.53 12.10 238.50 Length= 14.460 ft 2 0.094 0.051 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.73 156.82 1665.00 0.53 12.10 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.549 0.292 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.16 1,014.86 1850.00 3.40 77.30 265.00 Length= 14.460 ft 2 0.549 0.292 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.16 1,014.86 1850.00 3.40 77.30 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.228 0.123 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 484.71 2127.50 1.65 37.41 304.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Copy of B5 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v Length= 14.460 ft 2 0.228 0.123 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 484.71 2127.50 1.65 37.41 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.346 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.80 800.35 2312.50 2.68 61.00 331.25 Length= 14.460 ft 2 0.346 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.80 800.35 2312.50 2.68 61.00 331.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.492 0.262 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.51 1,046.27 2127.50 3.52 79.98 304.75 Length= 14.460 ft 2 0.492 0.262 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.51 1,046.27 2127.50 3.52 79.98 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.460 ft 1 0.032 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 94.09 2960.00 0.32 7.26 424.00 Length= 14.460 ft 2 0.032 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 94.09 2960.00 0.32 7.26 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+0.750L+0.750S 1 0.1287 6.139 0.0000 0.000 +D+0.750L+0.750S 2 0.1273 8.401 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.331 7.847 2.331 Overall MlNimum 0.748 2.494 0.748 D Only 0.358 1.193 0.358 +D+L 2.241 7.570 2.241 +D+S 1.106 3.687 1.106 +D+0.750L 1.770 5.976 1.770 +D+0.750L+0.750S 2.331 7.847 2.331 +0.60D 0.215 0.716 0.215 L Only 1.883 6.377 1.883 S Only 0.748 2.494 0.748 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: F1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf N Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom&shear No Dimensions Width parallel to X-X Axis = 2.5 ft Length parallel to Z-Z Axis = 2.5 ft Z Footing Thickness = 12 in Pedestal dimensions... X X px:parallel to X-X Axis = 12.0 in pz: parallel to Z-Z Axis 12.0 in N Height 16.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in N_ N Reinforcing 1 3 2'-6° W Bars parallel to X-X Axis Number of Bars - 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4 --------------- ---------------- ---------------- -------------- Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation 4 -#4 Bars 4 -#4 Bars - ------- _ ---- n/a � co - - ---------- - - - - - - - --- #Bars required within zone n/a X-X Section Looking to +Z Z-Z Section Looking to +X #Bars required on each side of zone n/a Applied Loads D Lr L s W E H P :Column Load = 1.190 6.380 2.490 k OB :Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: Engineer: Project ID: Project Descr: General Footing Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: F1 DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9640 Soil Bearing 1.446 ksf 1.50 ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04610 Z Flexure(+X) 0.5767 k-ft/ft 12.508 k-ft/ft +1.20D+1.60L+0.50S PASS 0.04610 Z Flexure(-X) 0.5767 k-ft/ft 12.508 k-ft/ft +1.20D+1.60L+0.50S PASS 0.04610 X Flexure(+Z) 0.5767 k-ft/ft 12.508 k-ft/ft +1.20D+1.60L+0.50S PASS 0.04610 X Flexure(-Z) 0.5767 k-ft/ft 12.508 k-ft/ft +1.20D+1.60L+0.50S PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 8.645 psi 82.158 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X, D Only 1.50 n/a 0.0 0.3816 0.3816 n/a n/a 0.254 X-X, +D+L 1.50 n/a 0.0 1.402 1.402 n/a n/a 0.935 X-X, +D+S 1.50 n/a 0.0 0.780 0.780 n/a n/a 0.520 X-X, +D+0.750L 1.50 n/a 0.0 1.147 1.147 n/a n/a 0.765 X-X, +D+0.750L+0.750S 1.50 n/a 0.0 1.446 1.446 n/a n/a 0.964 X-X, +0.60D 1.50 n/a 0.0 0.2290 0.2290 n/a n/a 0.153 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.3816 0.3816 0.254 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.402 1.402 0.935 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 0.780 0.780 0.520 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 1.147 1.147 0.765 Z-Z, +D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 1.446 1.446 0.964 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2290 0.2290 0.153 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.07151 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.40D 0.07151 -Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+1.60L 0.5207 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+1.60L 0.5207 -Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+1.60L+0.50S 0.5767 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+1.60L+0.50S 0.5767 -Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+0.50L 0.2048 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+0.50L 0.2048 -Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D 0.06129 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D 0.06129 -Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+0.50L+1.60S 0.3841 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+0.50L+1.60S 0.3841 -Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+1.60S 0.2406 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+1.60S 0.2406 -Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+0.50L+0.50S 0.2609 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+0.50L+0.50S 0.2609 -Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+0.50L+0.70S 0.2833 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +1.20D+0.50L+0.70S 0.2833 -Z Bottom 0.2592 AsMin 0.320 12.508 OK Project Title: Engineer: Project ID: Project Descr: General Footing Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: F1 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in12 in12 k-ft X-X, +0.90D 0.04597 +Z Bottom 0.2592 AsMin 0.320 12.508 OK X-X, +0.90D 0.04597 -Z Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.40D 0.07151 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.40D 0.07151 +X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+1.60L 0.5207 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+1.60L 0.5207 +X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+1.60L+0.50S 0.5767 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+1.60L+0.50S 0.5767 +X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+0.50L 0.2048 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+0.50L 0.2048 +X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D 0.06129 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D 0.06129 +X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+0.50L+1.60S 0.3841 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+0.50L+1.60S 0.3841 +X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+1.60S 0.2406 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+1.60S 0.2406 +X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+0.50L+0.50S 0.2609 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+0.50L+0.50S 0.2609 +X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+0.50L+0.70S 0.2833 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +1.20D+0.50L+0.70S 0.2833 +X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +0.90D 0.04597 -X Bottom 0.2592 AsMin 0.320 12.508 OK Z-Z, +0.90D 0.04597 +X Bottom 0.2592 AsMin 0.320 12.508 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L+0.50S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L+1.60S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L+0.50S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L+0.70S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.90D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 1.07 psi 164.32psi 0.006524 OK +1.20D+1.60L 7.81 psi 164.32 psi 0.0475 OK +1.20D+1.60L+0.50S 8.65 psi 164.32 psi 0.05261 OK +1.20D+0.50L 3.07 psi 164.32 psi 0.01869 OK +1.20D 0.92 psi 164.32psi 0.005592 OK +1.20D+0.50L+1.60S 5.76 psi 164.32 psi 0.03505 OK +1.20D+1.60S 3.61 psi 164.32 psi 0.02195 OK +1.20D+0.50L+0.50S 3.91 psi 164.32 psi 0.0238 OK +1.20D+0.50L+0.70S 4.25 psi 164.32 psi 0.02584 OK +0.90D 0.69 psi 164.32psi 0.004194 OK Project Title: Engineer: Project ID: Project Descr: General Footing Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: F2 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf N Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom&shear No Dimensions Width parallel to X-X Axis = 1.5 ft Length parallel to Z-Z Axis = 1.5 ft Z Footing Thickness = 12 in Pedestal dimensions... X X px:parallel to X-X Axis = 12.0 in pz: parallel to Z-Z Axis 12.0 in - o Height 16.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in 0 Reinforcing 9 -6" w Bars parallel to X-X Axis Number of Bars - 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 ---- ----- Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation 3-#4 Bari 3 -#4 Bar :; n/a - ih Fh #Bars required within zone n/a X-X Section Looking to +Z Z-Z Section Looking t0 +X #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P :Column Load = 0.360 1.880 0.750 k OB :Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: Engineer: Project ID: Project Descr: General Footing Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: F2 DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8080 Soil Bearing 1.212 ksf 1.50 ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.003359 Z Flexure(+X) 0.05205 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L+0.50S PASS 0.003359 Z Flexure(-X) 0.05205 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L+0.50S PASS 0.003359 X Flexure(+Z) 0.05205 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L+0.50S PASS 0.003359 X Flexure(-Z) 0.05205 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L+0.50S PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.1852 psi 82.158 psi +1.40D Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X, D Only 1.50 n/a 0.0 0.3356 0.3356 n/a n/a 0.224 X-X, +D+L 1.50 n/a 0.0 1.171 1.171 n/a n/a 0.781 X-X, +D+S 1.50 n/a 0.0 0.6689 0.6689 n/a n/a 0.446 X-X, +D+0.750L 1.50 n/a 0.0 0.9622 0.9622 n/a n/a 0.642 X-X, +D+0.750L+0.750S 1.50 n/a 0.0 1.212 1.212 n/a n/a 0.808 X-X, +0.60D 1.50 n/a 0.0 0.2013 0.2013 n/a n/a 0.134 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.3356 0.3356 0.224 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.171 1.171 0.781 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 0.6689 0.6689 0.446 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 0.9622 0.9622 0.642 Z-Z, +D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 1.212 1.212 0.808 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2013 0.2013 0.134 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.005928 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.40D 0.005928 -Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+1.60L 0.04684 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+1.60L 0.04684 -Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+1.60L+0.50S 0.05205 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+1.60L+0.50S 0.05205 -Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+0.50L 0.01813 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+0.50L 0.01813 -Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D 0.005081 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D 0.005081 -Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+0.50L+1.60S 0.03479 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+0.50L+1.60S 0.03479 -Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+1.60S 0.02174 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+1.60S 0.02174 -Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+0.50L+0.50S 0.02334 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+0.50L+0.50S 0.02334 -Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+0.50L+0.70S 0.02542 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +1.20D+0.50L+0.70S 0.02542 -Z Bottom 0.2592 AsMin 0.40 15.494 OK Project Title: Engineer: Project ID: Project Descr: General Footing Project File:22-033-deiderich.ec6 LIC#:KW-06018572,Build:20.22.8.17 SCHEMER CONSULTING GROUP PLLC (c)ENERCALC INC 1983-2022 DESCRIPTION: F2 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in12 k-ft X-X, +0.90D 0.003811 +Z Bottom 0.2592 AsMin 0.40 15.494 OK X-X, +0.90D 0.003811 -Z Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.40D 0.005928 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.40D 0.005928 +X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+1.60L 0.04684 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+1.60L 0.04684 +X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+1.60L+0.50S 0.05205 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+1.60L+0.50S 0.05205 +X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+0.50L 0.01813 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+0.50L 0.01813 +X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D 0.005081 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D 0.005081 +X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+0.50L+1.60S 0.03479 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+0.50L+1.60S 0.03479 +X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+1.60S 0.02174 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+1.60S 0.02174 +X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+0.50L+0.50S 0.02334 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+0.50L+0.50S 0.02334 +X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+0.50L+0.70S 0.02542 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +1.20D+0.50L+0.70S 0.02542 +X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +0.90D 0.003811 -X Bottom 0.2592 AsMin 0.40 15.494 OK Z-Z, +0.90D 0.003811 +X Bottom 0.2592 AsMin 0.40 15.494 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L+0.50S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L+1.60S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L+0.50S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L+0.70S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.90D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 0.19 psi 164.32psi 0.001127 OK +1.20D+1.60L 0.19 psi 164.32 psi 0.001127 OK +1.20D+1.60L+0.50S 0.19 psi 164.32 psi 0.001127 OK +1.20D+0.50L 0.19 psi 164.32 psi 0.001127 OK +1.20D 0.19 psi 164.32psi 0.001127 OK +1.20D+0.50L+1.60S 0.19 psi 164.32 psi 0.001127 OK +1.20D+1.60S 0.19 psi 164.32 psi 0.001127 OK +1.20D+0.50L+0.50S 0.19 psi 164.32 psi 0.001127 OK +1.20D+0.50L+0.70S 0.19 psi 164.32 psi 0.001127 OK +0.90D 0.19 psi 164.32psi 0.001127 OK TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) ACCESS ROAD zw = 0 1. CONSTRUCTION VEHICLE ACCESS SHALL BE LIMITED TO ONE ROUTE, UNLESS APPROVED BY THE OFFICIAL. Q z CITY OF ANACORTES zo� �o A GRAVEL CONSTRUCTION ROAD SHALL BE INSTALLEDWHICH WILL REMOVE w AS MUCH MUD AND DIRT FROM THE VEHICLES AS POSSIBLE PRIOR TO PLANNING AND BUILDING DE PT: m Q a z ENTERING THE PUBLIC ROADWAY.THE EFFECTIVENESS AND EFFICIENCY OF m J o a . THE REMOVAL SHALL BE TO THE SATISFACTION OF THE OFFICIAL. APPROVED PLANS g a w w U) >=mom IF CONDITIONS ARE SUCH THAT AN INSUFFICIENT AMOUNT OF MATERIAL IS REVIEWED FOR CODE COMPLIANCE > �tE z REMOVED FROM THE TIRES BY CONTACT WITH THE AGGREGATE,THE TIRES w w I=w PERMIT#: BLD-2022-0834 SHALL BE WASHED PRIOR TO ENTERING THE PUBLIC RIGHT-OF-WAY.THE WATER FROM THIS PROCESS SHALL BE DIRECTED TO A SEDIMENTATION ADDRESS: 5702 SUGARLOAF ST 1 a m o POND OR OTHER APPROPRIATE SEDIMENT-TRAPPING BMPFOR TREATMENT z Q PRIOR TO RELEASE TO THE PUBLIC STORM WATER SYSTEM. APPROVED BY: 1 } z Q THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT SHALL SUBJECT TO FIELD INSPECTION. APPROVED PL S SHALL NOT / w o a z PREVENT THE TRACKING OR FLOW OF MUD ONTO THE PUBLIC BE ALTERED WITHOUT AUTHORIZA ON. / 1 RIGHT-OF-WAY. PERIODIC MAINTANANCE OF THE ENTRANCE, INCLUDING THE REMOVAL AND REPLACEMENT OF AGGREGATE,AND CLEANING AND/OR / m REPAIR OF SEDIMENT-TRAPPINGDEVICES SHALL BE PERFORMED AS CONDITIONS DICTATE OR AS DIRECTED BY THE OFFICIAL. / o 0 ILL!SEDIMENT TRACED ONTO THE PUBLIC ROADWAYS SHALL BE CLEANED ON Z Y AT LEAST A DAILY BASIS. / 00 o o ILL! SOIL STABILIZATION ��1�, 10'SETB�CK 1 2. ALL EXPOSED SOILS SHALL BE PREVENTED FROM MOVING OFF-SITE OR / INTO NATURAL OR ARTIFICAL DRAINAGE SYSTEMS THROUGH SUITABLE nDa� Qj� 5' APPLICATION OF BMP'S INCLUDING BUT NOT LIMITED TO SOD OR OTHER VEGITATION, PLASTIC COVERING, MULCHING, OR APPLICATION OF GROUND �O SKYLINE NO2 LOT 36 S ;BA K N BASE ON AREAS TO BE PAVED. / P59083 Z rn E PROTECTION OF ADJACENT PROPERTIES 1 Z ` 3. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT / V @ DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, LO SEDIMENT BARRIERS OR FILTERS, DIKES, BERMS,OR MULCHING,OR BY A / W N O COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMP'S. O SURROUNDING PROPERTIES SHALL BE PROTECTED FROM STORM WATER II t A RUNOFF FROM THE DEVELOPMENT.THIS SHALL BE ACCOMPLISHED BY CONSTRUCTING A PRIVATE DRAIN LINE ON THE PERIMETER OF THE / I ;� 1 Q q DEVELOPMENT AND DISCHARGING THE STORM RUNOFF INTO A PUBLIC I L O STORM SEWER SYSTEM. OPEN SPACE TRACTS AND BUFFERS SHALL NOT BE USED FOR THIS PURPOSE UNLESS OTHERWISE APPROVED. PRIVATE O DRAINE LINES SHALL BE CONTAINED IN PRIVATE DRAINAGE EASEMENTS WITH APPROPRIATE STATEMENTS PLACED ON APPROVING DOCUMENTS. / — _ I 1 O CV I � O MAINTENANCE I �/ 1 o 4. ALL EROSION AND SEDIMENTATION CONTROL METHODS SHALL BE \ I EXISTING I r` MAINTAINED AND REGULARLY INSPECTED BY THE PERMIT APPLICANT IN � 2 STORY ORDER TO INSURE CONTINUED PERFORMANCE DURING THE LIFE OF \ I I O CONSTRUCTION. (NOTE:WITHOUT PROPER MAINTANANCE, COUNTY I 1 M BUILDING \ — — RESIDENCE I INSPECTORS MAY SUSPEND ALL AUTHORISED WORK ON YOUR PROJECT I I UNTILL CORRECTIVE MEASURES ARE COMPLETED). I I 1 UNUSUAL EVENTS z I II I O 5. ANY ADVERSE EFFECTS OF INCREASED RUNOFF(UNUSUAL OR LARGE 20 SETBACK STORM EVENTS)RESULTING FROM LAND DISTURBING ACTIVITYES SHALL BE I I CONTROLLED BY APPROPRIATE MEASURES AS SOON AS POSSIBLE. \ I I 1 Q ADDITIONAL EROSION CONTROL MEASURES MAY BE NECESSARY WHERE I l YOUR PROJECT IS LOCATED ADJACENT TO A CRITICAL AREA. FOR MORE INFORMATION REGARDING GRADING AND DRAINAGE PROVISIONS SEE SCC 14.32. I - - - - - LL EXISTING DECK TO BE REMOVED z Z PROJECT INFORMATION Q I-_ Project Info. : This Project consists of a removal and replacement U J J p NEW PROPOSED DECK -- � � � LJJ of a deck on the southern side of the residence. 7„ \ i 2'-7 8 20' SETBACK O UJ Owner : PHILIP JOHN DIEDERICHS 5702 Sugerloaf Street EXISTING Anacortes, WA. 98221 DRIVEWAY U) 0- Project Address : 5702 Sugerloaf Street Anacortes, WA. 98221 (n Legal Description : SKYLINE NO 2 LOT 36 = U General Contractor: Coastal Homes R�3 , 625 c1 Brendan Bold �Qs2 P'Sc p2 S1. W CN 360-298-6610 �4- SV00-0 F 00 LLJ brendan@coastal homes.builders p City Zoning : R2 Z O SITE PLAN Assessors Parcel # : P59083 E O � Construction Type : Type V-A, Rated ill - 10'-011 Building Height : N/A — v Codes : 2018 International Residential Code (IRC) J v L o International Mechanical Code (IMC) Building Areas : Existing Deck Area (to be removed- 176 Sq.Ft. 0 O = I� International Fuel Gas Code (IFGC) New Deck Area - 252 Sq.Ft. o LL 0- `o Q Uniform Plumbing Code (UPC) Builder to Verify All Dimensions BUILDING CODES DRAWING INDEX LEGEND International Fire Code (IFC) (N) = NEW JOB NO. Washington State Ventilation and Indoor air CONSTRUCTION SHALL COMPLY WITH Al - Site Plan, Project Information (E) = EXISTING 22-27 Quality Code (WSVIAQ) BUILDING AND STRUCTURAL 2018 IRC A2 - Deck Framing Plan � = (N)WALL FRAMING SHEET MECHANICAL 2018 IRC A BUILDING SECTION LINE 2018 Washington State Energy Code PLUMBING 2018 UPC Building Section = SHEET NUMBER A 1 ENERGY&VENTILATION 2018 WSEC ALL DIMENSIONS ARE CAD FILE: 22-27 PLOT DATE: TO THE FRAMING U.N.O. (6)#9 x 1 1/2"SD T screws(shown)or (8) 0.148'x 1%"nails TOP VIEW r 3/e"HDG lag screw �r z with HDG washer or o 0 0 0 LOOO 00SDWH Timber-Hex 0 0 0 0 0 0 -Y HDG screw(shown) a into top plate, studs, z or header ° DECK FRAMING NOTES > � Q �zw �DTT1Z w 1 ri l ell o m TI 0 2 x 8 PT DF#2 joist at 12" O.C. Connect to ledger board z L 3" min.thread penetration w/ Simpson HU28SKL/R18 1 z m � z a��it LLJ .i<a z w FIT I O Bolt Bto Floor dgframing w/ Simpson SDWS4.5" screws 1 Simpson @ 16"O.C. staggered. m © Strong-TieLV FRONT VIEW LEFT VIEW W LU CENTERED 2 6 3" Clr. O3 2 x 8 PT Rim joist. ; 3 IN FOOTING TYP CENTER POST CAP w/ 5/4 x 8 primed spruce skirt board. W12 U.N.O. 1" = 1'-0" ® 6 x 6 PT post, connect to conc. pad w/ Simpson CB66 and to beam above w/ 0 IL 2,_6, Simpson ECC66Z. See detail for center post cap (Typical) N co A '-3" A 05 5.5 x 12" GLB PT beam, see engineering. „ Z rn E � Q � Q11' Sono- e 7 © 5/4 x 6" "Weather Dex" Decking or equal, connect to joist w/ 00 $ FOOTING DETAIL PLAN 1 2 3/4" Decking screws, (2) perjoist. C/� LO 0D 70 Wood railing system w/min. 2 x 4 top & bottom rails W o >I - CD 5 at a min. 36" from top of decking to the top of railing Simpson- 1' C Strong-Tie Provide rollover w/ 6 GA Wild Hog mesh w/ posts at a max. 6 O.C. Q #3 Tie Bars-B66 blocks on top of X I_L_I o @6"O.C. beam line. 4 ® Min. 24"W x 24"W x 10" w/ a 12" sq. x a min 12" tall plinth d- �- � w/ • . w/8"" HooL-Barks TOP OF GRADE (4)Places Typ. Deep Post Pad. Bottom of pad to be a min. 18" below final grade. C.) Pour over undisturbed earth. Typical U 04 o 6 in. _ ap 1'-4" 09 Existing deck to be removed. �� ti 1'-6" V J O 8„ Min. ® 10 Existing structure not to be removed. co 11 Install Simpson DTT1Z per manufacturers instructions. (4)#4 Rebar E.W. 3" CLR SECTION B-B z 8 DETAIL SECTION A-A �4„ = 1,-0„ Pro detw DTT2 orfo DTT at k 1/2" = 1'-0" Floor Dist / z �—► 7�N1ax. 2' ax. J f o>f m End om End A O 10 DTT2—t (Ledger (Ledger J screws DTT1Z screws !/ and joist and joist hangers not hangers not shown for shown for ui clarity)clarity) clarity) B A - 2x8 PIT JOIST 14' 14' `J @ 12" O.C. �11 Z / 2 4'-811 / 20 0 6-10111, 6'-1011" U 16 2 16 w D ( 2) '2" x 6" BOLTS 8 1 I I I I I I I I , � m @ EACH POST I I I 1 1 1 I 1 16 I I 6 2'-116 4 I I I I I I I I 2 116 _ 5 91 1 1 1 1 9 5 U CONTINUOUS 2 x 8 PT DF#2 RIM JOIST Q CN It11 0L1J 1 3 O 7 d CIO Q 5/4 x 8 TK CEDAR FASCIA C = O 14' 14' G� O 2 x 4 VERTICAL A 0- U) O PADDING BLOCKS 28 J N v LL" 4 x 4 TK CEDAR CID @ 12 O.C. RAILING POST 0 0 = o TO TOP CAP DECK PLAN VIEW o " L Q �4„ _ 1, o„ LEGEND PLAN VIEW OF (N) = NEW JOB NO. (E) = EXISTING 22-27 = (N)WALLFRAMING POST CONNECTION o BUILDING SECTION LINE SHEET A 4 = SHEET NUMBER /� ///� 3" = 1'-011 A2 ALL DIMENSIONS ARE TO THE FRAMING U.N.O. CAD FILE: 22-27 PLOT DATE: