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Home My WebLink About102 E Divison St_BLD4834_2025 CITY OF ARLINGTON INSPECTION CARD No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: CONTRACTOR: JOB ADDRESS: LOT NUMBER TYPE GROUP NATURE of WORK: USE of BUILDING: PERMIT No: DATE ISSUED: INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360) 403-3417 UNDERFLOOR SHEARWALL PLUMBING (groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING & VENTILATION FRAMING INSULATION WALLBOARD (SHEAR/RATED WALLS) CEILING GRID STRUCTURAL SLAB CROSS CONNECTION CONTROL IN PREMISE (360) 403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING, SIGNAGE & MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360) 403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360) 403-3526 SIDE SEWER/ CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL (360) 403-3417 HYDRO/FLUSH UNDERGROUND**INCL FDC FIRE ALARM /AUTOMATIC SPRINKLER HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360) 403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE Inspection Results by Permit Number Permit Number: BLD-4834 New Commercial 102 Division St, Arlington, WA 00000 Inspection Step Inspection Type Inspection Description Inspector Date Result Inspections 2nd Floor Rough Michael Kolakowski 08/17/2023 Passed Plumbing Inspections 3rd Floor Rough Michael Kolakowski 08/17/2023 Passed Plumbing Inspections 4th Floor Rough Michael Kolakowski 08/17/2023 Passed Plumbing Inspections 2nd Floor Rough Michael Kolakowski 08/16/2023 Failed - Not Ready Frame Inspections 3rd Floor Fire Stopping Michael Kolakowski 08/16/2023 Partial Pass Inspections Rough Plumbing Michael Kolakowski 08/08/2023 Passed Inspections Rough Plumbing Michael Kolakowski 08/08/2023 Partial Pass Inspections Insulation Michael Kolakowski 08/04/2023 Partial Pass Inspections Firestopping Michael Kolakowski 08/04/2023 Partial Pass Inspections Other Michael Kolakowski 08/02/2023 Partial Pass Inspections Insulation Michael Kolakowski 07/25/2023 Partial Pass Inspections Rough Plumbing Michael Kolakowski 07/13/2023 Passed Inspections 1st Floor Shear Wall Michael Kolakowski 06/13/2023 Passed Inspections 2nd Floor Shear Wall Michael Kolakowski 06/13/2023 Passed Inspections 3rd Floor Shear Wall Michael Kolakowski 06/13/2023 Passed Inspections 4th Floor Shear Wall Michael Kolakowski 06/13/2023 Passed Inspections 1st Floor Shear Wall Michael Kolakowski 06/13/2023 Passed Inspections 2nd Floor Shear Wall Michael Kolakowski 06/07/2023 Partial Pass Inspections 3rd Floor Shear Wall Michael Kolakowski 06/07/2023 Partial Pass Inspections 4th Floor Shear Wall Michael Kolakowski 06/07/2023 Partial Pass Inspections 1st Floor Shear Wall Michael Kolakowski 06/07/2023 Partial Pass Inspections 1st Floor Shear Wall Michael Kolakowski 06/01/2023 Failed - Not Ready Inspection Results by Permit Number Permit Number: BLD-4834 New Commercial 102 Division St, Arlington, WA 00000 Inspections 1st Floor Shear Wall Michael Kolakowski 05/26/2023 Failed - Code Violation Inspections 2nd Floor Shear Wall Michael Kolakowski 05/26/2023 Failed - Code Violation Inspections 3rd Floor Shear Wall Michael Kolakowski 05/26/2023 Failed - Code Violation Inspections 4th Floor Shear Wall Michael Kolakowski 05/26/2023 Failed - Code Violation Inspections Slab Michael Kolakowski 02/02/2023 Partial Pass Inspections Foundation Reinforcing Michael Kolakowski 02/01/2023 Passed Inspections Foundation Michael Kolakowski 02/01/2023 Passed Footings/Rebar Inspections 1st Floor Insulation Michael Kolakowski 02/01/2023 Passed Inspections 1st Floor Final Energy Michael Kolakowski 02/01/2023 Passed Inspections Underground Plumbing Michael Kolakowski 01/23/2023 Passed Inspections Foundation Reinforcing Michael Kolakowski 11/18/2022 Passed Inspections Footings Michael Kolakowski 11/09/2022 Partial Pass Inspections Footings Michael Kolakowski 11/07/2022 Partial Pass Inspections 35 Total Inspections: 35 CITY OF ARLINGTON INSPECTION CARD No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: CONTRACTOR: JOB ADDRESS: LOT NUMBER TYPE GROUP NATURE of WORK: USE of BUILDING: PERMIT No: DATE ISSUED: INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360) 403-3417 UNDERFLOOR SHEARWALL PLUMBING (groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING & VENTILATION FRAMING INSULATION WALLBOARD (SHEAR/RATED WALLS) CEILING GRID STRUCTURAL SLAB CROSS CONNECTION CONTROL IN PREMISE (360) 403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING, SIGNAGE & MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360) 403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360) 403-3526 SIDE SEWER/ CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL (360) 403-3417 HYDRO/FLUSH UNDERGROUND**INCL FDC FIRE ALARM /AUTOMATIC SPRINKLER HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360) 403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE APPLICATION STATUS â˜’ Revisions Required â€“ Hold Lou Tyler Sr. Plans Examiner Phone: 206-503-5948 1621 114th Ave SE, Ste 219 Bellevue WA 98004 DATE: 8/18/22 ltyler@safebuilt.com Safebuiltbellevue@safebuilt.com IMPORTANT REVISION SUBMITTAL INFORMATION To Whom It May Concern: A review for City of Arlington regarding BLD 4834 / PAISLEY LOFTS indicates that additional information is necessary or further clarifications that will be required prior to approval of your project. Please review the comments listed below and make corrections to the drawings as necessary. Instructions for submitting Revisions â€¢ Identify revised/added information by circling, noting, or otherwise consistently marking changes on the plans. â€¢ Please respond in writing to each comment by marking the attached list or creating a response letter. Remember to indicate which plan sheet, detail, specification, or calculation shows the requested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. â€¢ Submit your revisions to Lou Whitford at Safebuilt as identified at top OR physically drop off corrections at the City of Arlington with a copy of this letter. Either option is acceptable. PLEASE NOTE: These comments do not include those of other reviewing departments. If other city departments require review of the proposed project, please be advised that the SAFEbuilt review and approval of the proposed project does not, by itself, constitute approval of the permit and issuance. Further review and correction may be necessary as a result of submitting this additional information. If you have questions concerning the review of this project of the information contained in this letter, you may contact SAFEbuilt as shown above. Sincerely, Lou Tyler Senior Plans Examiner 1 | P a g e COMMENTS ARE AS FOLLOWS; 1. ARCH ARCHITECT â€¢ Plans were unsigned. Please sign all sheets of the architectural plans and re-submit. 1.WATER WATER INTRUSION SPECIFIC SHEET 2. INTRU- SION Please provide the following per RCW; RCW 64.55.020 requires that any person applying for a building permit for construction of a multiunit residential building or rehabilitative construction shall submit building enclosure design documents to the appropriate building department prior to the start of construction or rehabilitative construction of the building enclosure. Please also note that per this section that nothing in RCW 64.55.005 through 64.55.090 requires a building department to review, approve, or disapprove enclosure design documents. Per RCW 64.55.010 (11) Such documents shall be stamped: "Stamped" means bearing the stamp and signature of the responsible licensed architect or engineer on the title page, and on every sheet of the documents, drawings, or specifications, including modifications to the documents, drawings, and specifications that become part of change orders or addenda to alter those documents, drawings, or specifications. During construction and prior to final occupancy the following shall occur: RCW 64.55.030 Inspection required. All multiunit residential buildings shall have the building enclosure inspected by a qualified inspector during the course of initial construction and during rehabilitative construction. Contâ€¦. 2 | P a g e 2. RCW 64.55.040 Inspectorsâ€”Qualifications. (1) A qualified building enclosure inspector: (a) Must be the architect or engineer of record or another person with substantial and verifiable training and experience in building enclosure design and construction; (b) Shall be free from improper interference or influence relating to the inspections; and (c) May not be an employee, officer, or director of, nor have any pecuniary interest in, the declarant, developer, association, or any party providing services or materials for the project, or any of their respective affiliates, except that the qualified inspector may be the architect or engineer who approved the building enclosure design documents or the architect or engineer of record. The qualified inspector may, but is not required to, assist with the preparation of such design documents. (2) Nothing in this section alters requirements for licensure of any architect, engineer, or other professional, or alters the jurisdiction, authority, or scope of practice of architects, engineers, other professionals, or general contractors. RCW 64.55.050 Scope of inspectionâ€”Definition. (1) Any inspection required by this chapter shall include, at a minimum, the following: (a) Water penetration resistance testing of a representative sample of windows and window installations. Such tests shall be conducted according to industry standards. Where appropriate, tests shall be conducted with an induced air pressure difference across the window and window installation. Additional testing is not required if the same assembly has previously been tested in situ within the previous two years in the project under construction by the builder, by another member of the construction team such as an architect or engineer, or by an independent testing laboratory; and (b) An independent periodic review of the building enclosure during the course of construction or rehabilitative construction to ascertain whether the multiunit residential building has been constructed, or the rehabilitative construction has been performed, in substantial compliance with the building enclosure design documents. (2) Subsection (1)(a) of this section shall not apply to rehabilitative construction if the windows and adjacent cladding are not altered in the rehabilitative construction. (3) "Project" means one or more parcels of land in a single ownership, which are under development pursuant to a single land use approval or building permit, where window installation is performed by the owner with its own forces, or by the same general contractor, or, if the owner is contracting directly with trade contractors, is performed by the same trade contractor. Contâ€¦ 3 | P a g e 3. RCW 64.55.060 Certificationâ€”Certificate of occupancy. Upon completion of an inspection required by this chapter, the qualified inspector shall prepare and submit to the appropriate building department a signed letter certifying that the building enclosure has been inspected during the course of construction or rehabilitative construction and that it has been constructed or reconstructed in substantial compliance with the building enclosure design documents, as updated pursuant to RCW 64.55.020. The building department shall not issue a final certificate of occupancy or other equivalent final acceptance until the letter required by this section has been submitted. The building department is not charged with and has no responsibility for determining whether the building enclosure inspection is adequate or appropriate to satisfy the requirements of this chapter. INCLUDE SPECIAL INSPECTIONS REQUIRED FOR WATER INTRUSION 4 | P a g e City of Arlington APPLICATION STATUS â˜ Revisions Required â€“ Hold â˜ Initial Review â˜ 2nd Review â˜ 3rd Review â˜ Approved With Conditions â˜’ APPROVED APPLICANT: PAISLEY LOFTS EMAIL: gv@grandviewinc.net PHONE # 360-435-7171 PERMIT #: BLD 4834 FROM: Lou Tyler PROJECT: PAISLEY LOFTS EMAIL: ltyler@safebuilt.com ADDRESS: 102 DIVISION STREET PHONE # 206-503-5948 DATE: 9/9/22 OCCUPANCY GROUP: B/R-2 CODES REVIEWED: TYPE OF CONSTRUCTION: V-A â˜ 2018 IRC â˜’ 2018 IBC â˜’ 2018 IMC NUMBER OF STORIES: 4 STRY â˜’ 2018 UPC â˜’ 2018 IFGC â˜’ 2018 WSEC SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2018 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code, and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lou Tyler Senior Plans Examiner SAFEbuilt 1621 114th Ave SE, Ste 219 Safebuiltbellevue@safebuilt.com ltyler@safebuilt.com 206-503-5948 1 | P a g e Permit #: 4834 Permit Date: 06/29/22 Permit Type: COMMERCIAL BUILDING Project Name: Paisley Lofts Applicant Name: Grandview North LLC Applicant Address: PO Box 159 Applicant, City, State, Zip: Arlington, WA 98223 Contact: Scott Wammack Phone: 360-435-7171 Email: gv@grandviewinc.net Scope of Work: Mixed-use building - 46 residential units Valuation: 5178129.60 Square Feet: 34096 Number of Stories: 4 Construction Type: VA Occupancy Group: B; Business ID Code: Permit Issued: 10/26/2022 Permit Expires: 04/24/2023 Form Permit Type: COMMERCIAL BUILDING Status: COMPLETE Assigned To: Ameresia Lawlis Property Parcel # Address Legal Description Owner Name Owner Phone Zoning GRANDVIEW 00529900900300 102 E DIVISION STREET 140 MIXED-USE NORTH LLC Contractors Contractor Primary Contact Phone Address Contractor Type License License # CONSTRUCTION Labor & Absolute Plumbing Paul Hooley 360-610-6141 PO Box 1445 ABSOLP*799MB CONTRACTOR Industries CONSTRUCTION Absolute Plumbing Paul Hooley 360-610-6141 PO Box 1445 COA 603 305 333 CONTRACTOR CONSTRUCTION Labor and GRANDVIEW INC. 360-435-7171 P O BOX 159 GRANDHL848M7 CONTRACTOR Industries Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL 07/01/2022 BUILDING Approved BUILDING COMMERCIAL 07/01/2022 See Note PLANNING Approved BUILDING COMMERCIAL 07/25/2022 SafeBuilt Approved BUILDING Fees Fee Description Notes Amount Building Permit Table 4-1 $29,573.00 Building Plan Review Table 4-2 $20,484.58 Processing/Technology $25.00 State Surcharge - Commercial Commercial Only $25.00 Park - Mini MF Multi-family $10,950.00 Park - Community MF Multi-family $68,862.00 Traffic Mitigation - SF Single Family $83,875.00 Updated review fee cost = Building Plan Review Table 4-2 $74.94 $20,409.64 Total $213,869.52 Attached Letters Date Letter Description 10/25/2022 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount XBP Conf: 07/01/2022 $20,484.58 123580225 XBP Conf: 10/26/2022 $193,384.94 130834774 Outstanding Balance $0.00 Notes Date Note Created By: 06/14/2024 TCO issued Kristin Foster 03/06/2024 Send correspondence to James at Grandview hulk@grandviewinc.net Kristin Foster 10/25/2022 Emailed Lou/Safebuilt for permit for signature Raelynn Jones 46 dwelling units First floor - Commercial 09/15/2022 Ameresia Lawlis Second floor - 18 dwelling units Third floor - 14 dwelling units Fourth floor - 14 dwelling units 09/09/2022 Received approved plans from Safebuilt Raelynn Jones 08/31/2022 Received revisions. Routed to Safebuilt for review. Raelynn Jones 08/18/2022 Notice of Corrections required received from Safebuilt Ameresia Lawlis 07/25/2022 Sent to Safebuilt for review per KO Raelynn Jones 526 N Olympic Ave - Business facing Olympic 102 E Division Suite 101 - 102 - Businesses facing Division 07/01/2022 102 E Division Suite 201-218 - Residential Ameresia Lawlis 102 E Division Suite 301-314 - Residential 102 E Division Suite 401-414 - Residential Plan review fee paid based off originally valuation. Plan review fee calculated to $19,222.45 for a difference of $1,262.13 07/01/2022 Ameresia Lawlis Application states Valuation of $5,200,000; IBC calculates valuation at $4,846,313.60 per sq ft listed on Arch plans Uploaded Files Date File Name 10/26/2022 13251884-20221026_4834_Issued Permit.pdf 07/01/2022 12182109-4834_Application.pdf 07/01/2022 12180461-4834_Architectural Plans.pdf 07/01/2022 12180462-4834_Mechanical Plans.pdf 07/01/2022 12180457-4834_Plumbing Plans.pdf 07/01/2022 12180458-4834_Site Plan.pdf 07/01/2022 12180459-4834_Structural Calcs.pdf 07/01/2022 12180460-4834_Structural Plans.pdf APPLICATION STATUS â˜’ Revisions Required â€“ Hold Lou Tyler Sr. Plans Examiner Phone: 206-503-5948 1621 114th Ave SE, Ste 219 Bellevue WA 98004 DATE: 8/18/22 ltyler@safebuilt.com Safebuiltbellevue@safebuilt.com IMPORTANT REVISION SUBMITTAL INFORMATION To Whom It May Concern: A review for City of Arlington regarding BLD 4834 / PAISLEY LOFTS indicates that additional information is necessary or further clarifications that will be required prior to approval of your project. Please review the comments listed below and make corrections to the drawings as necessary. Instructions for submitting Revisions â€¢ Identify revised/added information by circling, noting, or otherwise consistently marking changes on the plans. â€¢ Please respond in writing to each comment by marking the attached list or creating a response letter. Remember to indicate which plan sheet, detail, specification, or calculation shows the requested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. â€¢ Submit your revisions to Lou Whitford at Safebuilt as identified at top OR physically drop off corrections at the City of Arlington with a copy of this letter. Either option is acceptable. PLEASE NOTE: These comments do not include those of other reviewing departments. If other city departments require review of the proposed project, please be advised that the SAFEbuilt review and approval of the proposed project does not, by itself, constitute approval of the permit and issuance. Further review and correction may be necessary as a result of submitting this additional information. If you have questions concerning the review of this project of the information contained in this letter, you may contact SAFEbuilt as shown above. Sincerely, Lou Tyler Senior Plans Examiner 1 | P a g e COMMENTS ARE AS FOLLOWS; 1. ARCH ARCHITECT â€¢ Plans were unsigned. Please sign all sheets of the architectural plans and re-submit. 1.WATER WATER INTRUSION SPECIFIC SHEET 2. INTRU- SION Please provide the following per RCW; RCW 64.55.020 requires that any person applying for a building permit for construction of a multiunit residential building or rehabilitative construction shall submit building enclosure design documents to the appropriate building department prior to the start of construction or rehabilitative construction of the building enclosure. Please also note that per this section that nothing in RCW 64.55.005 through 64.55.090 requires a building department to review, approve, or disapprove enclosure design documents. Per RCW 64.55.010 (11) Such documents shall be stamped: "Stamped" means bearing the stamp and signature of the responsible licensed architect or engineer on the title page, and on every sheet of the documents, drawings, or specifications, including modifications to the documents, drawings, and specifications that become part of change orders or addenda to alter those documents, drawings, or specifications. During construction and prior to final occupancy the following shall occur: RCW 64.55.030 Inspection required. All multiunit residential buildings shall have the building enclosure inspected by a qualified inspector during the course of initial construction and during rehabilitative construction. Contâ€¦. 2 | P a g e 2. RCW 64.55.040 Inspectorsâ€”Qualifications. (1) A qualified building enclosure inspector: (a) Must be the architect or engineer of record or another person with substantial and verifiable training and experience in building enclosure design and construction; (b) Shall be free from improper interference or influence relating to the inspections; and (c) May not be an employee, officer, or director of, nor have any pecuniary interest in, the declarant, developer, association, or any party providing services or materials for the project, or any of their respective affiliates, except that the qualified inspector may be the architect or engineer who approved the building enclosure design documents or the architect or engineer of record. The qualified inspector may, but is not required to, assist with the preparation of such design documents. (2) Nothing in this section alters requirements for licensure of any architect, engineer, or other professional, or alters the jurisdiction, authority, or scope of practice of architects, engineers, other professionals, or general contractors. RCW 64.55.050 Scope of inspectionâ€”Definition. (1) Any inspection required by this chapter shall include, at a minimum, the following: (a) Water penetration resistance testing of a representative sample of windows and window installations. Such tests shall be conducted according to industry standards. Where appropriate, tests shall be conducted with an induced air pressure difference across the window and window installation. Additional testing is not required if the same assembly has previously been tested in situ within the previous two years in the project under construction by the builder, by another member of the construction team such as an architect or engineer, or by an independent testing laboratory; and (b) An independent periodic review of the building enclosure during the course of construction or rehabilitative construction to ascertain whether the multiunit residential building has been constructed, or the rehabilitative construction has been performed, in substantial compliance with the building enclosure design documents. (2) Subsection (1)(a) of this section shall not apply to rehabilitative construction if the windows and adjacent cladding are not altered in the rehabilitative construction. (3) "Project" means one or more parcels of land in a single ownership, which are under development pursuant to a single land use approval or building permit, where window installation is performed by the owner with its own forces, or by the same general contractor, or, if the owner is contracting directly with trade contractors, is performed by the same trade contractor. Contâ€¦ 3 | P a g e 3. RCW 64.55.060 Certificationâ€”Certificate of occupancy. Upon completion of an inspection required by this chapter, the qualified inspector shall prepare and submit to the appropriate building department a signed letter certifying that the building enclosure has been inspected during the course of construction or rehabilitative construction and that it has been constructed or reconstructed in substantial compliance with the building enclosure design documents, as updated pursuant to RCW 64.55.020. The building department shall not issue a final certificate of occupancy or other equivalent final acceptance until the letter required by this section has been submitted. The building department is not charged with and has no responsibility for determining whether the building enclosure inspection is adequate or appropriate to satisfy the requirements of this chapter. INCLUDE SPECIAL INSPECTIONS REQUIRED FOR WATER INTRUSION 4 | P a g e LEGEND GENERAL NOTES PRE-CON MEETING APPLICABLE CODES DRAWING INDEX INCLUDED IN SET SHEETS WITH REVISIONS DWG DESCRIPTION ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M0.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ENERGY CODE NOTES ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M0.1 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 WSEC C406 EFFICIENCY PACKAGES ENERGY CODE NOTES 2018 WSEC SECTION C406: ADDITIONAL ENERGY EFFICIENCY CREDIT REQUIREMENTS â‰¥ ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M0.2 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 WHOLE HOUSE VENTILATION NOTES CALCULATIONS ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M0.3 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 SCHEDULES ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M0.4 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M2.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M2.1 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M2.2 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M3.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M3.1 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M3.2 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M4.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M4.1 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M5.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M5.1 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M5.2 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 M5.3 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 LEGEND GENERAL NOTES PRE-CON MEETING APPLICABLE CODES DRAWING INDEX INCLUDED IN SET SHEETS WITH REVISIONS DWG DESCRIPTION ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P0.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 CALCULATIONS COMMERCIAL WATER PIPE SIZING RESIDENTIAL WATER PIPE SIZING COPPER PIPING COPPER & PEX PIPING ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P0.1 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 SCHEDULES ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P0.2 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 SCHEDULES ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P0.3 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 C C C C C C C C ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P1.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P2.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P2.1 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P2.2 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P3.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P3.1 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P3.2 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P3.3 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P3.4 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P3.5 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P4.0 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P4.1 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 ROBISON ENGINEERING, INC 19401 40TH AVE W., SUITE 302 LYNNWOOD, WA 98036 P4.2 206-364-3343 tel REI PROJECT NO.: 962-009 CONTACT: MIKE NELSON 6/21/22 04/24/22 Page 1 of 113 Structural Calculations Page(s) Contents 1/15/2020 04/24/2022 Notes, Disclaimers: ï‚· Bradley Engineering, Inc. takes no responsibility for items not specifically addressed within this report set. ï‚· This report is valid only for the specific project shown above and herein. B R A D L E Y ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 ( 3 6 0 ) 7 5 2 - 04/24/22 Page 2 of 113 REFERENCE CODES & STANDARDS êž International Code, 2018 êž Washington State Building Code, SBC 2018 êž National Design Specification for Wood Construction, NDS 2018 êž Building Code Requirements for Structural Concrete, ACI 318-19 êž Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 êž Steel Construction Manual, 15th Edition, AISC 2015 Â· North American Standard for Cold-Formed Steel Structural Framing, AISI 2015 Ed. TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category IBC 1613 Risk Category IBC Table 1604.5 Wind Exposure Category IBC 1609.4.3 Basic Wind Speed IBC Figure 1609.3(1) Design Wind Load ASCE 7-16 28.6-1 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 12 psf Decks & Balconies 60 psf 10 psf Ground Snow Load - Roof Snow Load - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf TABLE 3: DEFLECTION LIMITS Structural Member Live Snow Live + Dead Roof (plaster ceiling) L/360 L/360 L/240 Roof (non-plaster ceiling) L/240 L/240 L/180 Roof (not supporting ceiling) L/180 L/180 L/120 Floor Members L/360 - L/240 Horizontal Deflection (any case) - - L/200 Farm Buildings & Greenhouses - - L/180 Long Spans (>20 feet) - - L/480 Sliding Glass Doors - - L/600 04/24/22 Page 3 of 113 ASCE 7 Hazards Report Address: Standard: ASCE/SEI 7-16 Elevation: 109.93 ft (NAVD 88) 105 E Division St Risk Category: II Latitude: 48.19893 Arlington, Washington Soil Class: D - Default (see Longitude: -122.126721 98223 Section 11.4.3) Wind Results: Wind Speed 98 Vmph 110 MPH USED IN ANALYSIS 10-year MRI 68 Vmph 25-year MRI 74 Vmph 50-year MRI 79 Vmph 100-year MRI 84 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1â€“CC.2-4, and Section 26.5.2 Date Accessed: Fri Apr 22 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Fri Apr 22 2022 04/24/22 Page 4 of 113 Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS : 1.033 SD1 : N/A S1 : 0.369 TL : 6 Fa : 1.2 PGA : 0.439 Fv : N/A PGA M : 0.527 SMS : 1.239 FPGA : 1.2 SM1 : N/A Ie : 1 SDS : 0.826 Cv : 1.307 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Apr 22 2022 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Fri Apr 22 2022 04/24/22 Page 5 of 113 Snow Results: 2 Ground Snow Load, p : 17 lb/ft 25 PSF USED IN ANALYSIS g Elevation: 109.9 ft Data Source: Date Accessed: Fri Apr 22 2022 Statutory requirements of the Authority Having Jurisdiction are not included. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided â€œas isâ€ and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Fri Apr 22 2022 Title Block Line 1 Project Title: 04/24/22 Page 6 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 24 APR 2022, 2:31PM File: Paisley Loft Calcs.ec6 ASCE Seismic Base Shear Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Risk Category Calculations per ASCE 7-16 ASCE 7-16, Page 4, Table 1.5-1 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping : S = 1.033 g, 0.2 sec response S S1 = 0.3690 g, 1.0 sec response Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs. Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D (Based on Testing) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.01 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.97 Maximum Considered Earthquake Acceleration S = Fa * Ss = 1.047 ASCE 7-16 Eq. 11.4-1 MS S = Fv * S1 = 0.727 ASCE 7-16 Eq. 11.4-2 M1 Design Spectral Acceleration S = S * 2/3 = 0.698 ASCE 7-16 Eq. 11.4-3 DS MS S = S * 2/3D1 M1 = 0.484 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = D ASCE 7-16 Table 11.6-1 & -2 Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . . Bearing Wall Systems 15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. Response Modification Coefficient " R " = 6.50 Building height Limits : System Overstrength Factor " Wo " = 3.00 Category "A & B" Limit: No Limit Category "C" Limit: No Limit Deflection Amplification Factor " Cd " = 4.00 Category "D" Limit: Limit = 65 NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 50.0 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn ^ x) = 0.376 sec "TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 6.000 sec = 0.376 sec " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral ResponseDS = 0.698 From Eq. 12.8-2, Preliminary Cs = 0.107 " R " : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 0.198 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.031 User has selected ASCE 12.8.1.3 : Regular structure, Cs : Seismic Response Coefficient = = 0.1073 Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calculation Title Block Line 1 Project Title: 04/24/22 Page 7 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 24 APR 2022, 2:31PM File: Paisley Loft Calcs.ec6 ASCE Seismic Base Shear Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Seismic Base Shear ASCE 7-16 Section 12.8.1 Cs = 0.1073 from 12.8.1.1 W ( see Sum Wi below ) = 1,274.60 k Seismic Base Shear V = Cs * W = 136.82 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 4 210.00 47.00 9,870.00 0.2811 38.46 38.46 0.00 3 297.60 36.00 10,713.60 0.3051 41.75 80.20 423.05 2 380.00 25.00 9,500.00 0.2705 37.02 117.22 1,305.29 1 387.00 13.00 5,031.00 0.1433 19.60 136.82 2,711.95 Sum Wi = 1,274.60 k Sum Wi * Hi = 35,114.60 k-ft Total Base Shear = 136.82k Base Moment = 4,490.7k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 4 210.00 38.46 38.46 210.00 38.46 29.31 58.61 38.46 38.46 3 297.60 41.75 80.20 507.60 47.02 41.53 83.06 47.02 47.02 2 380.00 37.02 117.22 887.60 50.18 53.03 106.06 53.03 53.03 1 387.00 19.60 136.82 1,274.60 41.54 54.01 108.01 54.01 54.01 Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level . . . . . . . . . .0.20 * S * I * Wpx DS MAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * WpxDS Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level 04/24/22 Page 8 of 113 LateralÂ AnalysisÂ Address: 105Â EASTÂ DIVISIONÂ ST Date: 4/22/2022 Arlington,Â WA S/WÂ User: L.Â Schweigert WindÂ AnalysisÂ â€Â CalculationÂ ofÂ WindÂ Loads InputsÂ Â WindÂ Speed,Â V 110 mph Height,Â H 50 feet ReferenceÂ ASCEÂ 7â€16,Â SimplifiedÂ DirectionalÂ ProcedureÂ Â (ChÂ 26) RoofÂ Angle 1 degrees ExposureÂ Category B HorizontalÂ PressureÂ Zone A ASDÂ LoadÂ Comb.Â Factor, 0.6 TopographicÂ Factor,Â Kzt 1 RiskÂ Category II RiskÂ Category: I LowÂ riskÂ toÂ humanÂ lifeÂ inÂ eventÂ ofÂ failure II MostÂ smallÂ residentialÂ structuresÂ III SubstantialÂ riskÂ toÂ humanÂ lifeÂ inÂ eventÂ ofÂ failureÂ IV CrucialÂ toÂ humanÂ life HorizontalÂ PressureÂ Zone: A EndÂ zoneÂ ofÂ wall B EndÂ zoneÂ ofÂ roof C InteriorÂ zoneÂ ofÂ wall D InteriorÂ zoneÂ ofÂ roof ExposureÂ Category: B AreasÂ closelyÂ surroundedÂ byÂ obstructions C OpenÂ terrainÂ andÂ scatteredÂ obstructions D FlatÂ unobstructedÂ areasÂ orÂ closeÂ toÂ largeÂ bodyÂ ofÂ water CalculateÂ Î»Â (ASCEÂ 7â€16Â FigureÂ 27.3.1) CalculateÂ Ps30Â (ASCEÂ 7â€10Â FigureÂ 28.6â€1,Â VÂ =Â 110Â mph) HeightÂ (ft) ExposureÂ B ExposureÂ C ExposureÂ D RoofÂ Angle ZoneÂ A ZoneÂ B ZoneÂ C ZoneÂ D 0 1.00 1.21 1.47 0 19.2 â€10 12.7 â€5.9 15 1.00 1.21 1.47 5 19.2 â€10 12.7 â€5.9 20 1.00 1.29 1.55 10 21.6 â€9 14.4 â€5.2 25 1.00 1.35 1.61 15 24.1 â€8 16 â€4.6 30 1.00 1.40 1.66 20 26.6 â€7 17.7 â€3.9 35 1.05 1.45 1.70 25 24.1 3.9 17.4 4.0 40 1.09 1.49 1.74 30 21.6 14.8 17.2 11.8 45 1.12 1.53 1.78 60 21.6 14.8 17.2 11.8 50 1.16 1.56 1.81 55 1.19 1.59 1.84 Ps30AÂ =Â 19.20 psf 60 1.22 1.62 1.87 UseÂ ASDÂ LoadÂ CombinationÂ 7 Â =Â 1.16 CalculateÂ simplifiedÂ designÂ windÂ pressure ApplyÂ ASDÂ LoadÂ CombinationÂ Factor *Â KztÂ *Â =Â 22.27 psf = 0.6 P * =Â 13.36 psf DesignÂ windÂ pressureÂ shallÂ notÂ beÂ lessÂ thanÂ 16Â psf.Â (2018Â IBCÂ 1609.6.3) PÂ =Â 16.00 psf 04/24/22 Page 9 of 113 SeismicÂ Analysis Address: 105Â EASTÂ DIVISIONÂ ST Date: 4/22/2022 S/WÂ User: L.Â Schweigert CalculationÂ ofÂ SeismicÂ LoadsÂ ASCE 7â€16 12.14.8Â SimplifiedÂ LateralÂ ForceÂ AnalysisÂ Procedure: An equivalentÂ lateralÂ forceÂ analysisÂ shallÂ consistÂ ofÂ theÂ applicationÂ ofÂ equivalentÂ staticÂ lateralÂ forcesÂ toÂ aÂ linearÂ mathematical modelÂ ofÂ theÂ structure.Â TheÂ lateralÂ forcesÂ appliedÂ inÂ eachÂ directionÂ shallÂ sumÂ toÂ aÂ totalÂ seismicÂ baseÂ shearÂ givenÂ byÂ Section 12.14.8.1Â andÂ shallÂ beÂ distributedÂ verticallyÂ inÂ accordanceÂ withÂ SectionÂ 12.14.8.2.Â ForÂ theÂ purposeÂ ofÂ analysis,Â theÂ structure ComparisonÂ ofÂ WindÂ andÂ SeismicÂ Forces Direction North/SouthÂ East/WestÂ WindÂ tributaryÂ length,Â ft 168.5 60 WindÂ tributaryÂ height,Â ft 50 50 Therefore,Â SeismicÂ loadsÂ governÂ lateralÂ analysisÂ WindÂ tributaryÂ area,Â sqÂ ft 8425 3000 forÂ North/SouthÂ resistingÂ walls.Â WindÂ Pressure,Â psf 16.00 16.00 DesignÂ windÂ Â load,Â lb 134800.00 48000.00 Furthermore,Â SeismicÂ loadsÂ governÂ lateralÂ DesignÂ seismicÂ Load,Â lb 136820 136820.0 analysisÂ forÂ East/WestÂ resistingÂ walls.Â GovernedÂ by:Â Seismic Seismic 04/24/22 Page 10 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: FirstÂ FloorÂ GridÂ A Description: ShearÂ WallÂ Calculations ShearÂ Force, 38300 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 38300 lb LoadÂ resistedÂ byÂ shearÂ walls 525 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 3 ShearÂ Wall, 52 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 21 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 73 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â Summary: FirstÂ FloorÂ GridÂ CÂ wallsÂ areÂ caseÂ 3,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW8Â andÂ HDU4Â holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet WallÂ Location: FirstÂ FloorÂ GridÂ F Description: ShearÂ WallÂ Calculations StoryÂ Shear, 14625 lb #N/A 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 14625 lb LoadÂ resistedÂ byÂ shearÂ walls 672 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 3 ShearÂ Wall, 5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 13.3 ft CaseÂ 2:Â SW4Â &Â HDU4'sÂ 240 <Â PLFÂ < 490 3.5 ft CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 21.8 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â Summary: FirstÂ FloorÂ GridÂ FÂ wallsÂ areÂ caseÂ 3,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW8Â andÂ HDU4Â holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 11 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: FirstÂ FloorÂ GridÂ G Description: ShearÂ WallÂ Calculations ShearÂ Force, 17914 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 17914 lb LoadÂ resistedÂ byÂ shearÂ walls 569 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 3 ShearÂ Wall, 31.5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ <490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ <980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ <1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ <2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 31.5 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â Summary: FirstÂ FloorÂ GridÂ GÂ wallsÂ areÂ caseÂ 3,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW8Â andÂ HDU4Â holdÂ downsÂ required.insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet WallÂ Location: FirstÂ FloorÂ GridÂ J Description: ShearÂ WallÂ Calculations StoryÂ Shear, 37984 lb #N/A 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 37984 lb LoadÂ resistedÂ byÂ shearÂ walls 584 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 3 ShearÂ Wall, 26.5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <240 19.5 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ <490 19 ft CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ <980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ <1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ <2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 65 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: FirstÂ FloorÂ GridÂ JÂ wallsÂ areÂ caseÂ 3,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW8Â andÂ HDU4Â holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 12 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: FirstÂ FloorÂ GridÂ L Description: ShearÂ WallÂ Calculations ShearÂ Force, 18321 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 18321 lb LoadÂ resistedÂ byÂ shearÂ walls 964 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 3 ShearÂ Wall, 4.75 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <240 4.75 ft CaseÂ 2:Â SW4Â &Â HDU4'sÂ 240 <Â PLFÂ <490 4.75 ft CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU2's 490 <Â PLFÂ <980 4.75 ft CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ <1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ <2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 19 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â Summary: FirstÂ FloorÂ GridÂ LÂ wallsÂ areÂ caseÂ 3,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW8Â andÂ HDU4Â holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet WallÂ Location: FirstÂ FloorÂ GridÂ 1 Description: ShearÂ WallÂ Calculations StoryÂ Shear, 43600 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 43600 lb LoadÂ resistedÂ byÂ shearÂ walls 474 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 92 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ <490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ <980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ <1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ <2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 92 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: FirstÂ FloorÂ GridÂ 1Â wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loads.Â GW3Â shearÂ wallsÂ requiredÂ onÂ intreriorÂ wallÂ andÂ SW4Â andÂ HDU4Â holdÂ downsÂ requiredÂ atÂ exterior insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 13 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: FirstÂ FloorÂ GridÂ 3 Description: ShearÂ WallÂ Calculations ShearÂ Force, 43600 lb 3600 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 40000 lb LoadÂ resistedÂ byÂ shearÂ walls 784 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 3 ShearÂ Wall, 50 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <240 13.5 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ <490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ <980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ <1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ <2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 51 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 15 ft ft Summary: FirstÂ FloorÂ GridÂ 3Â wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ HDU2Â holdÂ downsÂ required.insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet WallÂ Location: FirstÂ floorÂ gridÂ 4 Description: ShearÂ WallÂ Calculations StoryÂ Shear, 43600 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 43600 lb LoadÂ resistedÂ byÂ shearÂ walls 946 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 3 ShearÂ Wall, 21.3 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <240 12.5 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ <490 8 ft CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ <980 4.25 ft CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ <1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ <2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 46.1 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: SecondÂ FloorÂ GridÂ 4Â wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 14 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: SecondÂ FloorÂ GridlineÂ 1 Description: ShearÂ WallÂ Calculations ShearÂ Force, 39000 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 39000 lb LoadÂ resistedÂ byÂ shearÂ walls 453 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 28.8 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <240 57.3 ft CaseÂ 2:Â SW4Â &Â HDU4'sÂ 240 <Â PLFÂ <490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ <980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ <1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ <2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 86 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â Summary: SecondÂ FloorÂ GridÂ 1Â wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required.insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet WallÂ Location: SecondÂ FloorÂ GridÂ 4 Description: ShearÂ WallÂ Calculations StoryÂ Shear, 39000 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 39000 lb LoadÂ resistedÂ byÂ shearÂ walls 448 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 87 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ <490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ <980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ <1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ <2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 87 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: SecondÂ FloorÂ GridÂ 4Â wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 15 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: SecondÂ FloorÂ GridlineÂ 2 Description: ShearÂ WallÂ Calculations ShearÂ Force, 39000 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 39000 lb LoadÂ resistedÂ byÂ shearÂ walls 143 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 1 ShearÂ Wall, 273 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 273 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: SecondÂ floorÂ gridÂ BÂ wallsÂ areÂ CaseÂ 1,Â adequatelyÂ bracedÂ byÂ conventionalÂ sheathing.Â NoÂ specialÂ shearwallsÂ orÂ holdâ€downsÂ required.Â TheÂ lateralÂ resistanceÂ providedÂ byÂ conventionalÂ sheatingÂ isÂ structurallyÂ insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet adequateÂ toÂ resistÂ theÂ tributaryÂ lateralÂ loadsÂ imposedÂ onÂ themÂ withoutÂ additionalÂ lateralÂ resistanceÂ providedÂ byÂ shearwallsÂ andÂ holdâ€downs/strapâ€ties,Â etc. WallÂ Location: SecondÂ FloorÂ GridÂ A Description: ShearÂ WallÂ Calculations StoryÂ Shear, 13950 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 13950 lb LoadÂ resistedÂ byÂ shearÂ walls 457 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 30.5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 30.5 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: SecondÂ FloorÂ GridÂ AÂ wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required.insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 16 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: SecondÂ FloorÂ GridÂ D Description: ShearÂ WallÂ Calculations ShearÂ Force, 39000 lb 19680 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 19320 lb LoadÂ resistedÂ byÂ shearÂ walls 483 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 20 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 20 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 40 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 82 ft ft Summary: SecondÂ FloorÂ GridÂ 1Â wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet WallÂ Location: SECONDÂ FLOORÂ GRIDÂ I Description: ShearÂ WallÂ Calculations StoryÂ Shear, 43252 lb 19680 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 23572 lb LoadÂ resistedÂ byÂ shearÂ walls 449 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 27.3 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 25.3 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 52.5 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 82 ft ft Summary: SecondÂ FloorÂ GridÂ IÂ wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required.insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 17 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: SecondÂ FloorÂ GridÂ L Description: ShearÂ WallÂ Calculations ShearÂ Force, 14696 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 14696 lb LoadÂ resistedÂ byÂ shearÂ walls 459 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 3.5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 12.5 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 12.5 ft CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 3.5 ft CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 32 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: SecondÂ FloorÂ GridÂ LÂ wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet WallÂ Location: ThirdÂ FloorÂ GridÂ 1 Description: ShearÂ WallÂ Calculations StoryÂ Shear, 26730 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 26730 lb LoadÂ resistedÂ byÂ shearÂ walls 473 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 56.5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 56.5 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: ThirdÂ FloorÂ GridÂ 1Â wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required.insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 18 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: ThirdÂ FloorÂ GridÂ 4 Description: ShearÂ WallÂ Calculations ShearÂ Force, 26730 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 26730 lb LoadÂ resistedÂ byÂ shearÂ walls 374 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 71.5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 71.5 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: SecondÂ FloorÂ GridÂ 4Â wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet WallÂ Location: ThirdÂ FloorÂ GridÂ A Description: ShearÂ WallÂ Calculations StoryÂ Shear, 11682 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 11682 lb LoadÂ resistedÂ byÂ shearÂ walls 477 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 24.5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 24.5 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: ThirdÂ FloorÂ GridÂ AÂ wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required.insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 19 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: ThirdÂ FloorÂ GridÂ D Description: ShearÂ WallÂ Calculations ShearÂ Force, 32888 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 32888 lb LoadÂ resistedÂ byÂ shearÂ walls 272 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 40 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 81 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 121 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: ThirdÂ FloorÂ GridÂ DÂ wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required. insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet WallÂ Location: ThirdÂ FloorÂ GridÂ J Description: ShearÂ WallÂ Calculations StoryÂ Shear, 26074 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 26074 lb LoadÂ resistedÂ byÂ shearÂ walls 423 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 2 ShearÂ Wall, 21 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 16.3 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 4.33 ft CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 20 ft CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 61.7 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â Summary: ThirdÂ FloorÂ GridÂ JÂ wallsÂ areÂ caseÂ 2,Â conventionalÂ sheathingÂ doesÂ notÂ adequatelyÂ resistÂ lateralÂ loadsÂ SW4Â andÂ MST48Â strapÂ holdÂ downsÂ required.insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet 04/24/22 Page 20 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: ForthÂ FloorÂ GridÂ 1 Description: ShearÂ WallÂ Calculations ShearÂ Force, 12833 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 12833 lb LoadÂ resistedÂ byÂ shearÂ walls 227 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 1 ShearÂ Wall, 56.5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 56.5 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: FourthÂ floorÂ gridÂ 1Â wallsÂ areÂ CaseÂ 1,Â adequatelyÂ bracedÂ byÂ conventionalÂ sheathing.Â NoÂ specialÂ shearwallsÂ orÂ holdâ€downsÂ required.Â TheÂ lateralÂ resistanceÂ providedÂ byÂ conventionalÂ sheatingÂ isÂ structurallyÂ insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet adequateÂ toÂ resistÂ theÂ tributaryÂ lateralÂ loadsÂ imposedÂ onÂ themÂ withoutÂ additionalÂ lateralÂ resistanceÂ providedÂ byÂ shearwallsÂ andÂ holdâ€downs/strapâ€ties,Â etc. WallÂ Location: FourhÂ FloorÂ GridÂ A Description: ShearÂ WallÂ Calculations StoryÂ Shear, 5704 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 5704 lb LoadÂ resistedÂ byÂ shearÂ walls 233 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 1 ShearÂ Wall, 24.5 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 0 CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 24.5 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â Summary: FourthÂ floorÂ gridÂ AÂ wallsÂ areÂ CaseÂ 1,Â adequatelyÂ bracedÂ byÂ conventionalÂ sheathing.Â NoÂ specialÂ shearwallsÂ orÂ holdâ€downsÂ required.Â TheÂ lateralÂ resistanceÂ proviinsertÂ appropriateÂ textÂ fromÂ CASEÂ sheetdedÂ byÂ conventionalÂ sheatingÂ isÂ structurallyÂ adequateÂ toÂ resistÂ theÂ tributaryÂ lateralÂ loadsÂ imposedÂ onÂ themÂ withoutÂ additionalÂ lateralÂ resistanceÂ providedÂ byÂ shearwallsÂ andÂ holdâ€downs/strapâ€ties,Â etc. 04/24/22 Page 21 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: ForthÂ FloorÂ GridÂ D Description: ShearÂ WallÂ Calculations ShearÂ Force, 15827 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 15827 lb LoadÂ resistedÂ byÂ shearÂ walls 131 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 1 ShearÂ Wall, 40 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 81 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 0 CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 0 CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 121 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â 0 Summary: FourthÂ floorÂ gridÂ DÂ wallsÂ areÂ CaseÂ 1,Â adequatelyÂ bracedÂ byÂ conventionalÂ sheathing.Â NoÂ specialÂ shearwallsÂ orÂ holdâ€downsÂ required.Â TheÂ lateralÂ resistanceÂ providedÂ byÂ conventionalÂ sheatingÂ isÂ structurallyÂ insertÂ appropriateÂ textÂ fromÂ CASEÂ sheet adequateÂ toÂ resistÂ theÂ tributaryÂ lateralÂ loadsÂ imposedÂ onÂ themÂ withoutÂ additionalÂ lateralÂ resistanceÂ providedÂ byÂ shearwallsÂ andÂ holdâ€downs/strapâ€ties,Â etc. WallÂ Location: FourhÂ FloorÂ GridÂ J Description: ShearÂ WallÂ Calculations StoryÂ Shear, 11977 lb 0 lb LoadÂ resistedÂ byÂ prescriptive/interiorÂ walls 11977 lb LoadÂ resistedÂ byÂ shearÂ walls 194 plf ShearÂ WallÂ LoadÂ (poundsÂ perÂ lengthÂ foot) ResistingÂ ShearÂ WallÂ (ft) ShearÂ WallÂ Case 1 ShearÂ Wall, 21 ft CaseÂ 1:Â ConventionalÂ O.K. Â Â Â PLFÂ <Â 240 16.3 ft CaseÂ 2:Â SW4Â &Â HDU4's 240 <Â PLFÂ < 490 4.33 ft CaseÂ 3:Â SW5Â orÂ SW8Â &Â HDU4's 490 <Â PLFÂ < 980 20 ft CaseÂ 4:Â SW5Â &Â HDU8's 980 <Â PLFÂ < 1020 0 CaseÂ 5:Â OtherÂ sheathingÂ methodsÂ requiredÂ 1020 <Â PLFÂ < 2435 0 CaseÂ 6:Â ShearÂ capacityÂ forÂ doubleÂ sidedÂ wallÂ exceeded 2435 <Â PLF 0 0 Note: ShearÂ nominalÂ capacitiesÂ takenÂ fromÂ SDPWSÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â Â ShearÂ wallÂ aspectÂ rationÂ shallÂ notÂ exceedÂ 3.5:1.Â IfÂ 61.7 ft requirementsÂ areÂ notÂ metÂ portalÂ framingÂ methodsÂ canÂ beÂ used. Pres.Â Wall,Â Summary: FourthÂ floorÂ gridÂ JÂ wallsÂ areÂ CaseÂ 1,Â adequatelyÂ bracedÂ byÂ conventionalÂ sheathing.Â NoÂ specialÂ shearwallsÂ orÂ holdâ€downsÂ required.Â TheÂ lateralÂ resistanceÂ proviinsertÂ appropriateÂ textÂ fromÂ CASEÂ sheetdedÂ byÂ conventionalÂ sheatingÂ isÂ structurallyÂ adequateÂ toÂ resistÂ theÂ tributaryÂ lateralÂ loadsÂ imposedÂ onÂ themÂ withoutÂ additionalÂ lateralÂ resistanceÂ providedÂ byÂ shearwallsÂ andÂ holdâ€downs/strapâ€ties,Â etc. 04/24/22 Page 22 of 113 SeismicÂ AnalysisÂ â€Â CalculationÂ ofÂ ShearÂ WallÂ Loads WallÂ Location: RemainingÂ Walls Description: Summary:Â RemainingÂ wallsÂ areÂ adequatelyÂ bracedÂ byÂ conventionalÂ sheathingÂ (notÂ necessarilyÂ prescriptive")Â byÂ inspection.Â NoÂ specialÂ shearwallsÂ orÂ holdâ€downsÂ required.Â TheÂ lateralÂ resistanceÂ providedÂ byÂ conventionalÂ sheatingÂ isÂ structurallyÂ adequateÂ toÂ resistÂ theÂ tributaryÂ lateralÂ loadsÂ imposedÂ onÂ themÂ withoutÂ additionalÂ lateralÂ resistanceÂ providedÂ byÂ shearwallsÂ andÂ holdâ€downs/strapâ€ties,Â etc. JOB SUMMARY REPORT 04/24/22 Paisley Lofts Page 23 of 113 Level Member Name Results Current Solution Comments Level 2 Joists over big office Passed 1 piece(s) 11 7/8" TJIÂ® 360 @ 16" OC Web Stiffeners Required Level 2 Joists over west parking Passed 1 piece(s) 11 7/8" TJIÂ® 560 @ 16" OC Cantilever Reinforcement (PB1) Required Level 2 Joists over Small office Passed 1 piece(s) 11 7/8" TJIÂ® 360 @ 16" OC Web Stiffeners break rm Required Level 2 Joists over Small office at Passed 1 piece(s) 11 7/8" TJIÂ® 360 @ 16" OC Cantilever cantilever Reinforcement (E3) Required Level 2 joists over west parking, Passed 1 piece(s) 1 3/4" x 11 7/8" 2.0E MicrollamÂ® LVL @ 16" OC north cant. Level 3 Rooftop Deck Joists Passed 1 piece(s) 11 7/8" TJIÂ® 360 @ 16" OC Level 3 & 4 Floor Joists Passed 1 piece(s) 11 7/8" TJIÂ® 210 @ 16" OC Roof: Joist Passed 1 piece(s) 11 7/8" TJIÂ® 210 @ 24" OC Roof: Joist with line load Passed 1 piece(s) 11 7/8" TJIÂ® 210 @ 24" OC ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 1 / 13 MEMBER REPORT PASSED 04/24/22 Page 24 of 113 Level, Level 2 Joists over big office 1 piece(s) 11 7/8" TJIÂ® 360 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 1425 @ 12' 11 1/2" 1425 (3.17") Passed (100%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs) 1425 @ 12' 11 1/2" 1705 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs) 5241 @ 8' 9" 6180 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.233 @ 7' 15/16" 0.313 Passed (L/643) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.342 @ 7' 11/16" 0.625 Passed (L/439) -- 1.0 D + 1.0 L (All Spans) TJ-Proâ„¢ Rating 56 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: None. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on steel 1.75" / 5.50" HangerÂ¹ 344 681 1025 See note Â¹ 1.75" Â² 2 - Hanger on steel 3.17" / 5.50" HangerÂ¹ 469 995 1464 See note Â¹ 1.75" Â² â€¢ At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger â€¢ Â¹ See Connector grid below for additional information and/or requirements. â€¢ Â² Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 10" o/c Bottom Edge (Lu) 12' 6" o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger BA2.37/11.88 3.00" 6-PDPAT-62KP N/A 2-10dx1.5 2 - Top Mount Hanger HB2.31X H=11.813 4.00" 4-1/8 WELD N/A 10-10dx1.5 Web Stiffeners â€¢ Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 13' 5" 16" 24.0 40.0 Default Load 2 - Point (PLF) 8' 9" 16" 288.0 720.0 ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 2 / 13 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties04/24/22 Page 25 of 113 related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 3 / 13 MEMBER REPORT PASSED 04/24/22 Page 26 of 113 Level, Level 2 Joists over west parking 1 piece(s) 11 7/8" TJIÂ® 560 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 2143 @ 21' 1/2" 3455 (5.25") Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs) 1043 @ 21' 4 1/2" 2050 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs) -3928 @ 21' 1/2" 7125 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.347 @ 10' 8 1/2" 0.517 Passed (L/714) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.290 @ 25' 7 1/2" 0.458 Passed (2L/380) -- 1.0 D + 1.0 L (Alt Spans) TJ-Proâ„¢ Rating 44 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Overhang deflection criteria: LL (2L/480) and TL (2L/240). â€¢ Moment capacity over cantilever support 2 has been reduced by 25% to lessen the effects of buckling. â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c., Pour Flooring Overlay. â€¢ Permanent bracing at third points In the back span or a direct applied ceiling over the entire back span length is required at the Right end of the member. See literature detail (PB1) For clarification. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 5.50" 4.25" 1.75" 203 571/-45 774/-45 1 1/4" Rim Board 2 - Plate on steel - DF 8.00" 8.00" 3.50" 1191 952 2143 Blocking â€¢ Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. â€¢ Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 11" o/c Bottom Edge (Lu) 8' 11" o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 25' 7 1/2" 16" 24.0 40.0 Default Load 2 - Point (PLF) 25' 6" 16" 430.0 80.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 4 / 13 MEMBER REPORT PASSED 04/24/22 Page 27 of 113 Level, Level 2 Joists over Small office break rm 1 piece(s) 11 7/8" TJIÂ® 360 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 1663 @ 10' 2 1/2" 1865 (3.50") Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs) 1638 @ 10' 1 1/2" 1705 Passed (96%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs) 5515 @ 6' 6" 6180 Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.132 @ 6' 6" 0.246 Passed (L/892) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.252 @ 6' 6" 0.492 Passed (L/468) -- 1.0 D + 1.0 L (All Spans) TJ-Proâ„¢ Rating 67 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c., Pour Flooring Overlay. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Snow Total Accessories 1 - Stud wall - DF 5.50" 4.25" 2.18" 541 652 116 146 1455 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 3.50" 2.67" 779 885 191 241 2096 Blocking, Web Stiffeners â€¢ Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. â€¢ Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 9" o/c Bottom Edge (Lu) 10' 4" o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads Location Spacing (0.90) (1.00) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 10' 5" 16" 24.0 40.0 - - Default Load 2 - Point (PLF) 6' 6" 16" 560.0 736.0 - - 3 - Point (PLF) 6' 6" 16" 180.0 - 230.0 290.0 â€¢ Web stiffeners required at location 6' 6" due to loads. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 5 / 13 MEMBER REPORT PASSED 04/24/22 Page 28 of 113 Level, Level 2 Joists over Small office at cantilever 1 piece(s) 11 7/8" TJIÂ® 360 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 485 @ 8" 1080 (1.75") Passed (45%) 1.00 1.0 D + 1.0 L (Alt Spans) Building Use : Residential Shear (lbs) 2221 @ 16' 4 1/2" 2700 Passed (82%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs) -4356 @ 16' 1 3/4" 6180 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.167 @ 8' 4 7/8" 0.387 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.177 @ 18' 4 1/2" 0.223 Passed (2L/302) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) TJ-Proâ„¢ Rating 53 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Overhang deflection criteria: LL (2L/480) and TL (2L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c., Pour Flooring Overlay. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Snow Total Accessories 1 - Hanger on steel 1.75" / 542/- 8.00" HangerÂ¹ 94 448/-70 -30 -38 See note Â¹ 1.75" Â² 138 2 - Stud wall - DF Blocking, Cantilever 5.50" 5.50" 5.25" 1798 1384 264 332 3778 Reinforcement â€¢ Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. â€¢ Right end cantilever reinforcement: Apply to both sides of the joist per SPECIFIER'S GUIDE detail E3. â€¢ At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger â€¢ Â¹ See Connector grid below for additional information and/or requirements. â€¢ Â² Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 2" o/c Bottom Edge (Lu) 4' 4" o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger HB2.31X H=11.813 4.00" 4-1/8 WELD N/A 10-10dx1.5 Web Stiffeners â€¢ Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Roof Live Snow Vertical Loads Location Spacing (0.90) (1.00) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 18' 4 1/2" 16" 24.0 40.0 - - Default Load 2 - Point (PLF) 18' 2" 16" 420.0 560.0 - - 3 - Point (PLF) 18' 2" 16" 132.0 - 175.0 220.0 4 - Point (PLF) 18' 2" 16" 426.0 - - - ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 6 / 13 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties04/24/22 Page 29 of 113 related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 7 / 13 MEMBER REPORT PASSED 04/24/22 Page 30 of 113 Level, Level 2 joists over west parking, north cant. 1 piece(s) 1 3/4" x 11 7/8" 2.0E MicrollamÂ® LVL @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 3144 @ 8' 5 1/4" 6016 (5.50") Passed (52%) -- 1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs) 2137 @ 9' 7 7/8" 3948 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs) -4442 @ 8' 5 1/4" 9281 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.050 @ 10' 8" 0.200 Passed (2L/999+) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.126 @ 10' 8" 0.223 Passed (2L/426) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) TJ-Proâ„¢ Rating 71 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ A 4% increase in the moment capacity has been added to account for repetitive member usage. â€¢ -390 lbs uplift at support located at 8". Strapping or other restraint may be required. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c., Pour Flooring Overlay. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Snow Total Accessories 1 - Hanger on 11 7/8" DF beam 243/- 8.00" HangerÂ¹ 1.50" -211 243/-180 -62 -78 See note Â¹ 531 2 - Stud wall - DF 5.50" 5.50" 2.87" 1856 1288 295 371 3810 Blocking â€¢ Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. â€¢ At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger â€¢ Â¹ See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' o/c Bottom Edge (Lu) 10' o/c â€¢Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger U14 2.00" N/A 14-10dx1.5 6-10dx1.5 â€¢ Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Roof Live Snow Vertical Loads Location (Side) Spacing (0.90) (1.00) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 10' 8" 16" 24.0 40.0 - - Default Load 2 - Point (PLF) 10' 6" 16" 420.0 560.0 - - 3 - Point (PLF) 10' 6" 16" 132.0 - 175.0 220.0 4 - Point (PLF) 10' 6" 16" 426.0 - - - ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 8 / 13 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties04/24/22 Page 31 of 113 related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 9 / 13 MEMBER REPORT PASSED 04/24/22 Page 32 of 113 Level, Level 3 Rooftop Deck Joists 1 piece(s) 11 7/8" TJIÂ® 360 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 992 @ 17' 10 1/2" 1202 (2.25") Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs) 971 @ 5 1/2" 1705 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs) 4287 @ 9' 1 1/2" 6180 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.395 @ 9' 1 1/2" 0.438 Passed (L/532) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.553 @ 9' 1 1/2" 0.875 Passed (L/380) -- 1.0 D + 1.0 L (All Spans) TJ-Proâ„¢ Rating 50 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: 5/8" Gypsum ceiling. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 5.50" 4.25" 1.75" 292 730 1022 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.75" 287 717 1004 1 1/4" Rim Board â€¢ Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 5" o/c Bottom Edge (Lu) 17' 11" o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 18' 1" 16" 24.0 60.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 10 / 13 MEMBER REPORT PASSED 04/24/22 Page 33 of 113 Level, Level 3 & 4 Floor Joists 1 piece(s) 11 7/8" TJIÂ® 210 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 756 @ 17' 10 1/2" 1134 (2.25") Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs) 740 @ 5 1/2" 1655 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs) 3267 @ 9' 1 1/2" 3795 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.327 @ 9' 1 1/2" 0.438 Passed (L/642) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.524 @ 9' 1 1/2" 0.875 Passed (L/401) -- 1.0 D + 1.0 L (All Spans) TJ-Proâ„¢ Rating 46 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: 5/8" Gypsum ceiling. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 5.50" 4.25" 1.75" 292 487 779 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.75" 287 478 765 1 1/4" Rim Board â€¢ Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 11" o/c Bottom Edge (Lu) 17' 11" o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 18' 1" 16" 24.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 11 / 13 MEMBER REPORT PASSED 04/24/22 Page 34 of 113 Level, Roof: Joist 1 piece(s) 11 7/8" TJIÂ® 210 @ 24" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Roof Member Type : Joist Member Reaction (lbs) 1632 @ 15' 3 1/4" 2467 (3.50") Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs) 783 @ 15' 5" 1903 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs) -2687 @ 15' 3 1/4" 4364 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.232 @ 24' 9 7/8" 0.586 Passed (L/907) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch : 0.25/12 Total Load Defl. (in) 0.352 @ 24' 11 1/8" 0.878 Passed (L/598) -- 1.0 D + 1.0 S (Alt Spans) â€¢ Deflection criteria: LL (L/360) and TL (L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - DF 5.50" 4.25" 1.75" 167 251 313 731 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 612 816 1020 2448 None 3 - Stud wall - DF 5.50" 5.50" 1.75" 217 304 380 901 Blocking â€¢ Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. â€¢ Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 2" o/c Bottom Edge (Lu) 4' 5" o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Load Location Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 33' 2 1/2" 24" 15.0 20.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 12 / 13 MEMBER REPORT PASSED 04/24/22 Page 35 of 113 Level, Roof: Joist with line load 1 piece(s) 11 7/8" TJIÂ® 210 @ 24" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Roof Member Type : Joist Member Reaction (lbs) 1853 @ 15' 3 1/4" 2467 (3.50") Passed (75%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs) 951 @ 15' 5" 1903 Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs) 3416 @ 26' 6" 4364 Passed (78%) 1.15 1.0 D + 1.0 S (Alt Spans) Design Methodology : ASD Live Load Defl. (in) 0.338 @ 24' 11 3/4" 0.586 Passed (L/623) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch : 0.25/12 Total Load Defl. (in) 0.543 @ 25' 3/4" 0.878 Passed (L/388) -- 1.0 D + 1.0 S (Alt Spans) â€¢ Deflection criteria: LL (L/360) and TL (L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - DF 5.50" 4.25" 1.75" 149 242 302 693 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 710 914 1143 2767 None 3 - Stud wall - DF 5.50" 5.50" 1.75" 317 404 506 1227 Blocking â€¢ Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. â€¢ Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 11" o/c Bottom Edge (Lu) 4' o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 33' 2 1/2" 24" 15.0 20.0 25.0 Default Load 2 - Point (PLF) 26' 6" 24" 90.0 90.0 113.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/24/2022 9:38:36 PM UTC Luke Schweigert Bradley Engineering Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (360) 510-9514 File Name: Paisley Lofts luke@bradleyengineeringinc.com Page 13 / 13 Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 36 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 21 APR 2022, 3:52PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : R rafters at pop up roof with 8 ft overhang Wood Beam Design : R rafters at pop up roof with 8 ft overhang Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 2x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600ksi Density 31.21pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 1.330 ft Design Summary . Max fb/Fb Ratio = 0.580: 1 fb : Actual : 690.04 psi at 9.500 ft inSpan # 2 Fb : Allowable : 1,190.25 psi Load Comb : +D+S+H Max fv/FvRatio = 0.193: 1 fv : Actual : 39.97 psi at 9.500 ft inSpan # 2 Fv : Allowable : 207.00 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.214in Total Downward 0.366 in Left Support 0.08 0.10 0.12 Ratio 896 Ratio 524 Right Support 0.38 0.42 0.53 LC: S Only LC: +D+S+H Transient Upward -0.019in Total Upward -0.033 in Ratio 5896 Ratio 3448 LC: S Only LC: +D+S+H Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 37 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 22 APR 2022, 8:38AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : R End rafters at pop up roof with 8 ft overhang Wood Beam Design : R End rafters at pop up roof with 8 ft overhang Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 2-1.75x11.25, Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : MicroLam LVL 2.0 E Fb - Tension 2600 psi Fc - Prll 2510 psi Fv 285 psi Ebend- xx 2000ksi Density 42.01pcf Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 1016.535ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 1.0 ft Point: D = 0.30, Lr = 0.60, S = 0.750 k @ 17.50 ft Point: D = 0.30, Lr = 0.60, S = 0.750 k @ -2.0 ft Design Summary . Max fb/Fb Ratio = 0.525: 1 fb : Actual : 1,633.12 psi at 9.500 ft inSpan # 2 Fb : Allowable : 3,109.60 psi Load Comb : +D+S+H Max fv/FvRatio = 0.164: 1 fv : Actual : 53.91 psi at 9.500 ft inSpan # 2 Fv : Allowable : 327.75 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.676in Total Downward 0.983 in Left Support 0.21 0.29 0.37 Ratio 284 Ratio 194 Right Support 0.91 1.30 1.62 LC: S Only LC: +D+S+H Transient Upward -0.095in Total Upward -0.136 in Ratio 1205 Ratio 840 LC: S Only LC: +D+S+H Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 38 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 3:38PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : R-1 typical interior bearing wall beam Wood Beam Design : R-1 typical interior bearing wall beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.875, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800ksi Density 31.21pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020, S = 0.0250 k/ft, Trib= 16.0 ft Design Summary . Max fb/Fb Ratio = 0.280: 1 fb : Actual : 747.76 psi at 3.750 ft inSpan # 1 Fb : Allowable : 2,666.08 psi Load Comb : +D+S+H Max fv/FvRatio = 0.240: 1 fv : Actual : 73.01 psi at 0.000 ft inSpan # 1 Fv : Allowable : 304.75 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.033in Total Downward 0.059 in Left Support 1.23 1.20 1.50 Ratio 2763 Ratio 1516 Right Support 1.23 1.20 1.50 LC: S Only LC: +D+S+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 39 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 3:40PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : R-2 typical level 4 window hdr window hdr Wood Beam Design : R-2 typical level 4 window hdr window hdr Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600ksi Density 31.21pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020, S = 0.0250 k/ft, Trib= 9.0 ft Design Summary . Max fb/Fb Ratio = 0.363: 1 fb : Actual : 445.77 psi at 3.000 ft inSpan # 1 Fb : Allowable : 1,227.30 psi Load Comb : +D+S+H Max fv/FvRatio = 0.207: 1 fv : Actual : 42.76 psi at 5.240 ft inSpan # 1 Fv : Allowable : 207.00 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.018in Total Downward 0.033 in Left Support 0.56 0.54 0.68 Ratio 4031 Ratio 2201 Right Support 0.56 0.54 0.68 LC: S Only LC: +D+S+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 40 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 12 APR 2022, 3:38PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Central Beam over big office 2 Steel Beam Design : Central Beam over big office 2 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W16x45, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 14.0 ft Unif Load: D = 0.0240, L = 0.060 k/ft, Trib= 14.0 ft Unif Load: D = 0.0240, L = 0.040 k/ft, 0.0 to 12.50 ft, Trib= 7.50 ft Unif Load: D = 0.020, Lr = 0.020, S = 0.0250 k/ft, 0.0 to 12.50 ft, Trib= 7.50 ft Design Summary . Max fb/Fb Ratio = 0.700: 1 Mu : Applied 215.950 k-ft at 10.320 ft inSpan # 1 Mn * Phi : Allow 308.625 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.252: 1 Vu : Applied 41.927 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 166.635 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 10.63 17.71 1.33 1.66 Transient Downward 0.452in Total Downward 0.715 in Right Support 8.91 16.14 0.55 0.68 Ratio 570 360 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 41 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 21 APR 2022, 3:23PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 3, & 4 Typical exterior hdr Wood Beam Design : Level 3, & 4 Typical exterior hdr Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0ksi Density 31.210pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0ksi Applied Loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 9.0 ft Design Summary . Max fb/Fb Ratio = 0.583: 1 fb : Actual : 623.18 psi at 3.000 ft inSpan # 1 Fb : Allowable : 1,069.18 psi Load Comb : +D+L+H Max fv/FvRatio = 0.332: 1 fv : Actual : 59.78 psi at 5.240 ft inSpan # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.029in Total Downward 0.046 in Left Support 0.65 1.08 Ratio 2519 Ratio 1574 Right Support 0.65 1.08 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 42 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 21 APR 2022, 3:21PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 3, & 4 Typical interior bearing header Wood Beam Design : Level 3, & 4 Typical interior bearing header Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600ksi Density 31.21pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580ksi Applied Loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 11.0 ft Design Summary . Max fb/Fb Ratio = 0.362: 1 fb : Actual : 421.90 psi at 1.750 ft inSpan # 1 Fb : Allowable : 1,164.56 psi Load Comb : +D+L+H Max fv/FvRatio = 0.267: 1 fv : Actual : 48.07 psi at 2.905 ft inSpan # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.008in Total Downward 0.013 in Left Support 0.46 0.77 Ratio 5000 Ratio 3125 Right Support 0.46 0.77 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 43 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 1:13PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 3&4 Typical Floor beam at bearing line Wood Beam Design : Level 3&4 Typical Floor beam at bearing line Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.875, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Unif Load: D = 0.0240 k/ft, Trib= 16.0 ft Design Summary . Max fb/Fb Ratio = 0.187: 1 fb : Actual : 393.88 psi at 3.750 ft inSpan # 1 Fb : Allowable : 2,108.78 psi Load Comb : +D+H Max fv/FvRatio = 0.161: 1 fv : Actual : 38.46 psi at 0.000 ft inSpan # 1 Fv : Allowable : 238.50 psi Load Comb : +D+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.000in Total Downward 0.031 in Left Support 1.44 Ratio 9999 Ratio 2878 Right Support 1.44 LC: LC: +D+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 44 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 5:30PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 3 bearing line beam below roof deck Wood Beam Design : Level 3 bearing line beam below roof deck Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.875, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.060 k/ft, Trib= 16.0 ft Design Summary . Max fb/Fb Ratio = 0.621: 1 fb : Actual : 1,447.66 psi at 3.830 ft inSpan # 1 Fb : Allowable : 2,332.17 psi Load Comb : +D+L+H Max fv/FvRatio = 0.527: 1 fv : Actual : 139.64 psi at 0.000 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.085in Total Downward 0.120 in Left Support 1.51 3.68 Ratio 1080 Ratio 766 Right Support 1.51 3.68 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 45 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 8:58AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 3, Notch Beam at transition to rooftop deck Wood Beam Design : Level 3, Notch Beam at transition to rooftop deck Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.5x9.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800ksi Density 31.21pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950ksi Applied Loads Unif Load: D = 0.0240, L = 0.060 k/ft, Trib= 11.0 ft Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 7.50 ft Unif Load: D = 0.020, Lr = 0.020, S = 0.0250 k/ft, Trib= 7.50 ft Point: D = 2.50, L = 0.40 k @ 4.0 ft Design Summary . Max fb/Fb Ratio = 0.444: 1 fb : Actual : 1,061.76 psi at 3.063 ft inSpan # 1 Fb : Allowable : 2,388.85 psi Load Comb : +D+L+H Max fv/FvRatio = 0.549: 1 fv : Actual : 145.41 psi at 4.463 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.025in Total Downward 0.052 in Left Support 2.15 2.62 0.39 0.49 Ratio 2492 Ratio 1211 Right Support 3.46 2.82 0.39 0.49 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 46 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 8:51AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 3, Unit 216 bearing beam with offset point load Wood Beam Design : Level 3, Unit 216 bearing beam with offset point load Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.875, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800ksi Density 31.21pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.060 k/ft, Trib= 15.0 ft Point: D = 5.0, L = 0.80 k @ 0.50 ft Design Summary . Max fb/Fb Ratio = 0.652: 1 fb : Actual : 1,521.77 psi at 3.450 ft inSpan # 1 Fb : Allowable : 2,333.84 psi Load Comb : +D+L+H Max fv/FvRatio = 0.532: 1 fv : Actual : 141.05 psi at 6.525 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.076in Total Downward 0.123 in Left Support 6.05 4.12 Ratio 1183 Ratio 728 Right Support 1.72 3.43 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 47 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 8:43AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 3 rim joist between main floor and roof deck Wood Beam Design : Level 3 rim joist between main floor and roof deck Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 2-1.75x11.87, Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : MicroLam LVL 2.0 E Fb - Tension 2600 psi Fc - Prll 2510 psi Fv 285 psi Ebend- xx 2000ksi Density 42.01pcf Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 1016.535ksi Applied Loads Unif Load: D = 0.0120 k/ft, Trib= 24.0 ft Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 1.330 ft Design Summary . Max fb/Fb Ratio = 0.629: 1 fb : Actual : 1,634.63 psi at 7.750 ft inSpan # 1 Fb : Allowable : 2,600.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.320: 1 fv : Actual : 91.14 psi at 14.518 ft inSpan # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.071in Total Downward 0.499 in Left Support 2.48 0.41 Ratio 2615 Ratio 372 Right Support 2.48 0.41 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 48 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 1:11PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 3 9 ft second floor window hdr Wood Beam Design : Level 3 9 ft second floor window hdr Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x9, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.060 k/ft, Trib= 8.0 ft Design Summary . Max fb/Fb Ratio = 0.743: 1 fb : Actual : 1,745.56 psi at 4.500 ft inSpan # 1 Fb : Allowable : 2,347.94 psi Load Comb : +D+L+H Max fv/FvRatio = 0.461: 1 fv : Actual : 122.19 psi at 8.280 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.186in Total Downward 0.263 in Left Support 0.89 2.16 Ratio 580 Ratio 410 Right Support 0.89 2.16 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 49 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 1:18PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 backspan beam over west parking for north cant. Wood Beam Design : Level 2 backspan beam over west parking for north cant. Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.5x11.875, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800ksi Density 31.21pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 3.50 ft Design Summary . Max fb/Fb Ratio = 0.448: 1 fb : Actual : 1,044.55 psi at 9.758 ft inSpan # 1 Fb : Allowable : 2,334.13 psi Load Comb : +D+L+H Max fv/FvRatio = 0.219: 1 fv : Actual : 58.03 psi at 20.330 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.352in Total Downward 0.598 in Left Support 0.95 1.36 Ratio 693 Ratio 407 Right Support 1.46 2.08 LC: L Only LC: +D+L+H Transient Upward -0.208in Total Upward -0.354 in Ratio 490 Ratio 288 LC: L Only LC: +D+L+H Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 50 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 3:52PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 beam over bike racks Steel Beam Design : Level 2 beam over bike racks Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W12x40, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 11.50 ft Point: D = 10.670, Lr = 3.140, L = 9.420, S = 5.980 k @ 2.0 ft Point: D = 4.940, Lr = 1.0, L = 4.160, S = 1.30 k @ 2.0 ft Design Summary . Max fb/Fb Ratio = 0.541: 1 Mu : Applied 98.180 k-ft at 4.258 ft inSpan # 1 Mn * Phi : Allow 181.638 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.464: 1 Vu : Applied 48.818 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 105.315 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 16.59 16.05 3.67 6.45 Transient Downward 0.211in Total Downward 0.402 in Right Support 4.55 5.58 0.47 0.83 Ratio 997 522 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 51 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 12:53PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 Beam over west bath by elevator Wood Beam Design : Level 2 Beam over west bath by elevator Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.875, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 7.50 ft Unif Load: D = 0.0240, L = 0.0320 k/ft, Trib= 21.0 ft Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 10.50 ft Design Summary . Max fb/Fb Ratio = 0.886: 1 fb : Actual : 2,126.95 psi at 4.000 ft inSpan # 1 Fb : Allowable : 2,400.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.993: 1 fv : Actual : 263.10 psi at 0.000 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.102in Total Downward 0.192 in Left Support 3.40 3.89 0.84 1.05 Ratio 937 Ratio 499 Right Support 3.40 3.89 0.84 1.05 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 52 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 5:51PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 Beam by west stairs Wood Beam Design : Level 2 Beam by west stairs Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.5x11.875, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 7.50 ft Unif Load: D = 0.0240, L = 0.0320 k/ft, Trib= 21.0 ft Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 10.50 ft Design Summary . Max fb/Fb Ratio = 0.825: 1 fb : Actual : 1,979.07 psi at 4.830 ft inSpan # 1 Fb : Allowable : 2,400.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.765: 1 fv : Actual : 202.74 psi at 0.000 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.139in Total Downward 0.261 in Left Support 4.13 4.69 1.01 1.27 Ratio 836 Ratio 444 Right Support 4.13 4.69 1.01 1.27 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 53 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 22 APR 2022, 11:28AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 big office north east hdr Wood Beam Design : Level 2 big office north east hdr Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.5x15, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Beam self weight calculated and added to loads Point: D = 2.20, L = 3.120 k @ 4.660 ft Point: D = 1.80, L = 4.60 k @ 4.660 ft Design Summary . Max fb/Fb Ratio = 0.815: 1 fb : Actual : 1,956.16 psi at 4.680 ft inSpan # 1 Fb : Allowable : 2,400.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.498: 1 fv : Actual : 131.89 psi at 0.000 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.162in Total Downward 0.249 in Left Support 2.55 4.72 Ratio 887 Ratio 577 Right Support 1.66 3.00 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 54 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 5:40PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 header big office south east hdr Wood Beam Design : Level 2 header big office south east hdr Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.5x9, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Beam self weight calculated and added to loads Point: D = 5.0, L = 9.940 k @ 0.50 ft Design Summary . Max fb/Fb Ratio = 0.488: 1 fb : Actual : 1,160.13 psi at 0.520 ft inSpan # 1 Fb : Allowable : 2,376.63 psi Load Comb : +D+L+H Max fv/FvRatio = 0.078: 1 fv : Actual : 20.58 psi at 11.280 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.133in Total Downward 0.208 in Left Support 4.86 9.53 Ratio 1085 Ratio 693 Right Support 0.27 0.41 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 55 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 22 APR 2022, 11:07AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 header big office main entry header Steel Beam Design : Level 2 header big office main entry Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W14x26, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Point: D = 7.60, L = 15.0 k @ 3.0 ft Design Summary . Max fb/Fb Ratio = 0.677: 1 Mu : Applied 74.941 k-ft at 3.000 ft inSpan # 1 Mn * Phi : Allow 110.759 k-ft Load Comb : +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.235: 1 Vu : Applied 25.027 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 106.335 k Load Comb : +1.20D+0.50Lr+1.60L+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 5.86 11.25 Transient Downward 0.092in Total Downward 0.141 in Right Support 2.06 3.75 Ratio 1559 1022 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 56 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 22 APR 2022, 10:35AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 typical big office window hdr Wood Beam Design : Level 2 typical big office window hdr Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x9, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 8.0 ft Design Summary . Max fb/Fb Ratio = 0.561: 1 fb : Actual : 1,316.57 psi at 4.500 ft inSpan # 1 Fb : Allowable : 2,347.94 psi Load Comb : +D+L+H Max fv/FvRatio = 0.348: 1 fv : Actual : 92.16 psi at 8.280 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.124in Total Downward 0.199 in Left Support 0.86 1.44 Ratio 870 Ratio 543 Right Support 0.86 1.44 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 57 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 5:17PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 Central Beam over big office Steel Beam Design : Level 2 Central Beam over big office Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W16x50, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 14.0 ft Unif Load: D = 0.0240, L = 0.060 k/ft, Trib= 14.0 ft Design Summary . Max fb/Fb Ratio = 0.512: 1 Mu : Applied 176.664 k-ft at 10.665 ft inSpan # 1 Mn * Phi : Allow 345.000 k-ft Load Comb : +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.178: 1 Vu : Applied 33.130 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 185.820 k Load Comb : +1.20D+0.50Lr+1.60L+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 7.70 14.93 Transient Downward 0.343in Total Downward 0.520 in Right Support 7.70 14.93 Ratio 746 492 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 58 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 5:52PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 Side Beam over big office Steel Beam Design : Level 2 Side Beam over big office Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W16x50, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 15.0 ft Unif Load: D = 0.0240, L = 0.060 k/ft, Trib= 15.0 ft Design Summary . Max fb/Fb Ratio = 0.531: 1 Mu : Applied 183.236 k-ft at 10.500 ft inSpan # 1 Mn * Phi : Allow 345.000 k-ft Load Comb : +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.188: 1 Vu : Applied 34.902 k at 21.000 ft inSpan # 1 Vn * Phi : Allow 185.820 k Load Comb : +1.20D+0.50Lr+1.60L+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 8.09 15.75 Transient Downward 0.345in Total Downward 0.523 in Right Support 8.09 15.75 Ratio 729 482 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 59 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 11:44AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 north entry between office space 103 and 102 Wood Beam Design : Level 2 north entry between office space 103 and 102 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.5x12, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 10.0 ft Unif Load: D = 0.0240, L = 0.0320 k/ft, Trib= 18.0 ft Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 9.0 ft Point: D = 5.80, Lr = 1.120, L = 6.070, S = 1.40 k @ 2.0 ft Design Summary . Max fb/Fb Ratio = 0.983: 1 fb : Actual : 2,358.09 psi at 2.007 ft inSpan # 1 Fb : Allowable : 2,400.00 psi Load Comb : +D+L+H Max fv/FvRatio = 1.116: 1 fv : Actual : 295.63 psi at 0.000 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.078in Total Downward 0.148 in Left Support 7.02 7.75 1.43 1.79 Ratio 1078 Ratio 567 Right Support 4.53 5.15 0.95 1.19 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 60 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 11:35AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 office/lounge 103 window hdr Wood Beam Design : Level 2 office/lounge 103 window hdr Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.5x13.5, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800ksi Density 31.21pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 10.0 ft Unif Load: D = 0.0240, L = 0.0320 k/ft, Trib= 18.0 ft Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 9.0 ft Point: D = 5.80, Lr = 1.120, L = 6.070, S = 1.40 k @ 2.0 ft Design Summary . Max fb/Fb Ratio = 0.958: 1 fb : Actual : 2,299.94 psi at 3.030 ft inSpan # 1 Fb : Allowable : 2,400.00 psi Load Comb : +D+L+H Max fv/FvRatio = 1.169: 1 fv : Actual : 309.72 psi at 0.000 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.121in Total Downward 0.228 in Left Support 8.22 9.11 1.68 2.10 Ratio 893 Ratio 472 Right Support 4.99 5.74 1.06 1.32 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 61 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 22 APR 2022, 11:29AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 small office north window hdr Steel Beam Design : Level 2 small office north window hdr Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W14x26, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 10.0 ft Unif Load: D = 0.0240, L = 0.0320 k/ft, Trib= 18.0 ft Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 9.0 ft Point: D = 5.80, Lr = 1.120, L = 6.070, S = 1.40 k @ 2.0 ft Design Summary . Max fb/Fb Ratio = 0.737: 1 Mu : Applied 67.066 k-ft at 4.920 ft inSpan # 1 Mn * Phi : Allow 90.969 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.287: 1 Vu : Applied 30.519 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 106.335 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 9.83 10.91 2.01 2.52 Transient Downward 0.090in Total Downward 0.170 in Right Support 5.96 6.87 1.27 1.58 Ratio 1593 846 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 62 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 10:20AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 beam supporting office beams Steel Beam Design : Level 2 beam supporting office beams Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W12x53, Defined Brace Locations, 1st at 4.750 ft, 2nd at ft, 3rd at ft Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 1.330 ft Point: D = 20.20, Lr = 4.60, L = 22.670, S = 5.750 k @ 5.0 ft Design Summary . Max fb/Fb Ratio = 0.843: 1 Mu : Applied 246.310 k-ft at 4.988 ft inSpan # 1 Mn * Phi : Allow 292.125 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.398: 1 Vu : Applied 49.844 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 125.235 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 16.14 17.69 3.48 4.35 Transient Downward 0.410in Total Downward 0.788 in Right Support 5.80 6.07 1.12 1.40 Ratio 599 312 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 63 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 1:08PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 Beam over small office Steel Beam Design : Level 2 Beam over small office Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W12x53, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 11.50 ft Unif Load: D = 0.0240, L = 0.0320 k/ft, 0.0 to 7.250 ft, Trib= 26.0 ft Unif Load: D = 0.0240, Lr = 0.020, S = 0.0250 k/ft, 0.0 to 7.250 ft, Trib= 13.0 ft Point: D = 2.340, L = 3.90 k @ 7.250 ft Point: D = 0.7320, Lr = 0.9750, S = 1.220 k @ 7.250 ft Design Summary . Max fb/Fb Ratio = 0.359: 1 Mu : Applied 104.983 k-ft at 7.250 ft inSpan # 1 Mn * Phi : Allow 292.125 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.222: 1 Vu : Applied 27.835 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 125.235 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 8.80 10.04 1.93 2.42 Transient Downward 0.118in Total Downward 0.215 in Right Support 5.19 6.79 0.93 1.16 Ratio 1524 835 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 64 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 1:08PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 Beam 2 over small office Steel Beam Design : Level 2 Beam 2 over small office Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W12x53, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 10.0 ft Unif Load: D = 0.0240, L = 0.0320 k/ft, Trib= 26.0 ft Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 13.0 ft Design Summary . Max fb/Fb Ratio = 0.624: 1 Mu : Applied 182.184 k-ft at 10.250 ft inSpan # 1 Mn * Phi : Allow 292.125 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.284: 1 Vu : Applied 35.548 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 125.235 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 11.40 12.63 2.67 3.33 Transient Downward 0.399in Total Downward 0.760 in Right Support 11.40 12.63 2.67 3.33 Ratio 616 323 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 65 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 1:07PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 beam over south parking below wall line Steel Beam Design : Level 2 beam over south parking below wall line Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W18x65, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.030 k/ft, Trib= 12.0 ft Unif Load: D = 0.0240, L = 0.030 k/ft, Trib= 16.0 ft Unif Load: D = 0.0240, L = 0.030 k/ft, Trib= 16.0 ft Unif Load: D = 0.020, Lr = 0.020, S = 0.0250 k/ft, Trib= 16.0 ft Design Summary . Max fb/Fb Ratio = 0.676: 1 Mu : Applied 224.418 k-ft at 12.750 ft inSpan # 1 Mn / Omega : Allow 331.836 k-ft Load Comb : +D+L+H Max fv/FvRatio = 0.213: 1 Vu : Applied 35.203 k at 0.000 ft inSpan # 1 Vn / Omega : Allow 165.60 k Load Comb : +D+L+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 18.37 16.83 4.08 5.10 Transient Downward 0.407in Total Downward 0.851 in Right Support 18.37 16.83 4.08 5.10 Ratio 752 359 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 66 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 1:05PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 edge beam over south parking below wall line Steel Beam Design : Level 2 Edge beam over south parking below wall line Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W18x65, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.030 k/ft, Trib= 9.750 ft Unif Load: D = 0.0240, L = 0.030 k/ft, Trib= 9.750 ft Unif Load: D = 0.0240, L = 0.030 k/ft, Trib= 9.750 ft Unif Load: D = 0.020, Lr = 0.020, S = 0.0250 k/ft, Trib= 9.750 ft Design Summary . Max fb/Fb Ratio = 0.437: 1 Mu : Applied 217.856 k-ft at 12.750 ft inSpan # 1 Mn * Phi : Allow 498.750 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.138: 1 Vu : Applied 34.174 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 248.40 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 12.27 11.19 2.49 3.11 Transient Downward 0.270in Total Downward 0.567 in Right Support 12.27 11.19 2.49 3.11 Ratio 1131 539 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 67 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 11:57AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 interor bearing wall header smal offive 102 Wood Beam Design : Level 2 interor bearing wall header smal offive 102 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0ksi Density 31.210pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0ksi Applied Loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 7.50 ft Unif Load: D = 0.0240, L = 0.0320 k/ft, Trib= 23.0 ft Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 4.50 ft Design Summary . Max fb/Fb Ratio = 0.460: 1 fb : Actual : 496.46 psi at 1.500 ft inSpan # 1 Fb : Allowable : 1,080.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.345: 1 fv : Actual : 62.08 psi at 2.230 ft inSpan # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.005in Total Downward 0.009 in Left Support 1.20 1.55 0.14 0.17 Ratio 7004 Ratio 3953 Right Support 1.20 1.55 0.14 0.17 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 68 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 11:51AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 South wall window header near elevator Wood Beam Design : Level 2 South wall window header near elevator Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 6x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600ksi Density 31.21pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580ksi Applied Loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 7.50 ft Design Summary . Max fb/Fb Ratio = 0.783: 1 fb : Actual : 704.95 psi at 4.500 ft inSpan # 1 Fb : Allowable : 900.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.285: 1 fv : Actual : 51.26 psi at 0.000 ft inSpan # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.071in Total Downward 0.113 in Left Support 0.81 1.35 Ratio 1525 Ratio 953 Right Support 0.81 1.35 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 69 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 2:44PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 header Break Room Wood Beam Design : Level 2 Header Break Room Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.5x12, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800ksi Density 31.21pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950ksi Applied Loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 9.0 ft Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 9.0 ft Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 4.50 ft Design Summary . Max fb/Fb Ratio = 0.831: 1 fb : Actual : 1,995.55 psi at 6.000 ft inSpan # 1 Fb : Allowable : 2,400.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.527: 1 fv : Actual : 139.69 psi at 11.040 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.237in Total Downward 0.401 in Left Support 3.00 4.32 0.54 0.68 Ratio 607 Ratio 358 Right Support 3.00 4.32 0.54 0.68 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 70 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 1:03PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 beam under bearing line over west parking Steel Beam Design : Level 2 beam under bearing line over west parking Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W12x53, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Unif Load: D = 0.0240, L = 0.030 k/ft, Trib= 16.0 ft Unif Load: D = 0.0240, L = 0.030 k/ft, Trib= 16.0 ft Unif Load: D = 0.020, Lr = 0.020, S = 0.0250 k/ft, Trib= 16.0 ft Design Summary . Max fb/Fb Ratio = 0.501: 1 Mu : Applied 146.338 k-ft at 9.840 ft inSpan # 1 Mn * Phi : Allow 292.125 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.260: 1 Vu : Applied 32.516 k at 20.500 ft inSpan # 1 Vn * Phi : Allow 125.235 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 10.67 9.42 3.14 3.92 Transient Downward 0.280in Total Downward 0.615 in Right Support 16.26 14.34 4.78 5.98 Ratio 878 400 LC: L Only LC: +D+0.750L+0.750S+H Transient Upward -0.165in Total Upward -0.361 in Ratio 618 Ratio 282 LC: L Only LC: +D+0.750L+0.750S+H Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 71 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 8:42AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 main beam 2 over west parking Steel Beam Design : Level 2 Main Beam 2 over West Parking Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W18x86, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 15.50 ft Unif Load: D = 0.0120 k/ft, Trib= 35.50 ft Point: D = 12.20, Lr = 3.650, L = 10.80, S = 4.50 k @ 3.750 ft Point: D = 12.20, Lr = 3.650, L = 10.80, S = 4.50 k @ 12.750 ft Design Summary . Max fb/Fb Ratio = 0.725: 1 Mu : Applied 505.997 k-ft at 12.787 ft inSpan # 1 Mn * Phi : Allow 697.500 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.290: 1 Vu : Applied 76.943 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 264.960 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 29.59 23.92 5.15 6.35 Transient Downward 0.462in Total Downward 1.041 in Right Support 19.57 15.04 2.15 2.65 Ratio 727 322 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 72 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 9:02AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 beam over steel beam at double cant. west parking Wood Beam Design : Level 2 beam over steel beam at double cant. west parking Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.25x11.875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : MicroLam LVL 2.0 E Fb - Tension 2600 psi Fc - Prll 2510 psi Fv 285 psi Ebend- xx 2000ksi Density 42.01pcf Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 1016.535ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 1.30 ft Point: D = 5.660, Lr = 1.80, L = 5.20, S = 2.250 k @ 11.750 ft Design Summary . Max fb/Fb Ratio = 0.726: 1 fb : Actual : 1,863.32 psi at 10.000 ft inSpan # 1 Fb : Allowable : 2,565.99 psi Load Comb : +D+L+H Max fv/FvRatio = 0.923: 1 fv : Actual : 263.15 psi at 10.000 ft inSpan # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.070in Total Downward 0.152 in Left Support -0.75 -0.66 -0.31 -0.39 Ratio 602 Ratio 274 Right Support 6.99 6.47 2.11 2.64 LC: L Only LC: +D+0.750L+0.750S+H Transient Upward -0.062in Total Upward -0.138 in Ratio 1932 Ratio 871 LC: L Only LC: +D+0.750L+0.750S+H Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 73 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 9:16AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 Floor Beam edge cant. over west parking Wood Beam Design : Level 2 Floor Beam edge cant. over west parking Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : MicroLam LVL 2.0 E Fb - Tension 2600 psi Fc - Prll 2510 psi Fv 285 psi Ebend- xx 2000ksi Density 42.01pcf Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 1016.535ksi Applied Loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 17.50 ft Unif Load: D = 0.0150, Lr = 0.020, S = 0.0250 k/ft, Trib= 8.750 ft Design Summary . Max fb/Fb Ratio = 0.658: 1 fb : Actual : 1,711.15 psi at 10.000 ft inSpan # 1 Fb : Allowable : 2,600.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.941: 1 fv : Actual : 268.12 psi at 10.000 ft inSpan # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.091in Total Downward 0.162 in Left Support 2.24 2.84 0.71 0.89 Ratio 1323 Ratio 740 Right Support 5.66 7.19 1.80 2.25 LC: L Only LC: +D+L+H Transient Upward -0.009in Total Upward -0.017 in Ratio 9999 Ratio 6278 LC: L Only LC: +D+L+H Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 74 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 1:04PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 main beam over west parking Steel Beam Design : Level 2 Main Beam over West Parking Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W18x86, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 15.50 ft Unif Load: D = 0.0120 k/ft, Trib= 35.50 ft Point: D = 16.260, Lr = 4.870, L = 14.340, S = 5.980 k @ 10.50 ft Design Summary . Max fb/Fb Ratio = 0.697: 1 Mu : Applied 486.378 k-ft at 10.547 ft inSpan # 1 Mn * Phi : Allow 697.500 k-ft Load Comb : +1.20D+1.60L+0.50S+1.60H Max fv/FvRatio = 0.216: 1 Vu : Applied 57.143 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 264.960 k Load Comb : +1.20D+1.60L+0.50S+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 22.54 17.64 3.04 3.74 Transient Downward 0.430in Total Downward 0.974 in Right Support 18.47 14.06 1.83 2.24 Ratio 781 344 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 75 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 22 APR 2022, 11:04AM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 Header between vestibule and big office Steel Beam Design : Level 2 Header between vestibule and big office Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W14x26, Fully Braced Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0ksi Applied Loads Point: D = 7.70, L = 15.0 k @ 3.50 ft Point: D = 4.40, L = 5.20 k @ 3.50 ft Design Summary . Max fb/Fb Ratio = 0.652: 1 Mu : Applied 98.364 k-ft at 3.500 ft inSpan # 1 Mn * Phi : Allow 150.750 k-ft Load Comb : +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.264: 1 Vu : Applied 28.104 k at 0.000 ft inSpan # 1 Vn * Phi : Allow 106.335 k Load Comb : +1.20D+0.50Lr+1.60L+1.60H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 7.26 12.12 Transient Downward 0.065in Total Downward 0.105 in Right Support 4.84 8.08 Ratio 1606 1004 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22You can change this area Engineer: Page 76 of 113 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 1:35PM File: Paisley Loft Calcs.ec6 Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING Description : Level 2 Beam over Vestibule Wood Beam Design : Level 2 Beam over Vestibule Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.5x11.875, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0ksi Density 31.210pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 5.0 ft Unif Load: D = 0.0240, L = 0.040 k/ft, Trib= 22.0 ft Unif Load: D = 0.020, Lr = 0.020, S = 0.0250 k/ft, Trib= 11.0 ft Design Summary . Max fb/Fb Ratio = 0.912: 1 fb : Actual : 2,164.49 psi at 4.875 ft inSpan # 1 Fb : Allowable : 2,373.07 psi Load Comb : +D+L+H Max fv/FvRatio = 0.663: 1 fv : Actual : 175.75 psi at 8.775 ft inSpan # 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.160in Total Downward 0.290 in Left Support 4.30 5.27 1.07 1.34 Ratio 732 Ratio 402 Right Support 4.30 5.27 1.07 1.34 LC: L Only LC: +D+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: 04/24/22 Page 77 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 6:08PM File: Paisley Loft Calcs.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 trimmer stud small office north window hdr . Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn ( Used for non-slender calculations ) Exact Width 6.0 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 33.0 in^2 Cf or Cv for Compression 1.10 Fb + 900.0psi Fv 180.0 psi Ix 83.188 in^4 Cf or Cv for Tension 1.30 Fb - 900.0psi Ft 575.0 psi Iy 99.0 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1,350.0psi Density 31.210 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 71.523 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 9.930, Lr = 2.010, L = 10.910, S = 2.520 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7839 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections . . . At maximum location values are . . . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 20.912k for load combination : n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc : Allowable 808.37 psi for load combination : n/a Other Factors used to calculate allowable stresses . . . PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.585 0.3878 PASS 0.0ft 0.0 PASS 10.0 ft +D+L 1.000 0.544 0.7839 PASS 0.0ft 0.0 PASS 10.0 ft +D+Lr 1.250 0.461 0.4255 PASS 0.0ft 0.0 PASS 10.0 ft +D+S 1.150 0.491 0.4521 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L 1.250 0.461 0.6976 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.750L+0.750S 1.150 0.491 0.7248 PASS 0.0ft 0.0 PASS 10.0 ft +0.60D 1.600 0.376 0.2035 PASS 0.0ft 0.0 PASS 10.0 ft . Title Block Line 1 Project Title: 04/24/22 Page 78 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 6:08PM File: Paisley Loft Calcs.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 trimmer stud small office north window hdr Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 10.002 +D+L 20.912 +D+Lr 12.012 +D+S 12.522 +D+0.750Lr+0.750L 19.692 +D+0.750L+0.750S 20.074 +0.60D 6.001 Lr Only 2.010 L Only 10.910 S Only 2.520 . Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+Lr 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750Lr+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft . Sketches Title Block Line 1 Project Title: 04/24/22 Page 79 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 5:20PM File: Paisley Loft Calcs.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 trimmer stud at big office entry hdr . Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn ( Used for non-slender calculations ) Exact Width 4.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 24.750 in^2 Cf or Cv for Compression 1.10 Fb + 900psi Fv 180 psi Ix 62.391 in^4 Cf or Cv for Tension 1.30 Fb - 900psi Ft 575 psi Iy 41.766 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1350psi Density 31.21 pcf Ct : Temperature Factor 1.0 Fc - Perp 625psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1600 1600 1600ksi Use Cr : Repetitive ? No Minimum 580 580 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 53.642 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 3.750, L = 11.250 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7524 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections . . . At maximum location values are . . . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 15.054k for load combination : n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc : Allowable 808.37 psi for load combination : n/a Other Factors used to calculate allowable stresses . . . PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.585 0.1967 PASS 0.0ft 0.0 PASS 10.0 ft +D+L 1.000 0.544 0.7524 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.750L 1.250 0.461 0.5782 PASS 0.0ft 0.0 PASS 10.0 ft +0.60D 1.600 0.376 0.1032 PASS 0.0ft 0.0 PASS 10.0 ft . Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 3.804 +D+L 15.054 +D+0.750L 12.241 Title Block Line 1 Project Title: 04/24/22 Page 80 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 5:20PM File: Paisley Loft Calcs.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 trimmer stud at big office entry hdr Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 2.282 L Only 11.250 . Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft . Sketches Title Block Line 1 Project Title: 04/24/22 Page 81 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 9:47AM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 West Parking Side Column . Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS5x5x1/2 Overall Column Height 12.50 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns : ft Fy : Steel Yield 46.0 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 12.50 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 12.50 ft, K = 1.0 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 355.375 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 12.50 ft, Xecc = 1.0 in, Yecc = 1.250 in, D = 25.230, LR = 3.950, L = 22.240, S = 4.90 k BENDING LOADS . . . Lat. Point Load at 2.250 ft creating Mx-x, L = 6.0 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6755 : 1 Maximum Load Reactions . . Load Combination +1.20D+1.60L+0.50S Top along X-X 0.3165 k Location of max.above base 2.265 ft Bottom along X-X 0.3165 k At maximum location values are . . . Top along Y-Y 1.476 k Pu 68.736 k Bottom along Y-Y 4.735 k (see tab for all) 0.9 * Pn 206.579 k Mu-x 16.397 k-ft Maximum Load Deflections . . . 0.9 * Mn-x : 45.195 k-ft Along Y-Y 0.2509 in at 5.117ft above base for load combination :L Only Mu-y -1.032 k-ft 0.9 * Mn-y : 45.195 k-ft Along X-X -0.09166 in at 7.299ft above base for load combination :+D+L PASS Maximum Shear Stress Ratio = 0.1053 : 1 Load Combination +1.20D+0.50Lr+1.60L Location of max.above base 0.0 ft At maximum location values are . . . Vu : Applied 7.307 k Vn * Phi : Allowable 69.40 k . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +1.40D 0.232 PASS 12.42 ft 1.68 1.66 82.42 82.42 0.004 PASS 0.00 ft +1.20D+0.50Lr+1.60L 0.673 PASS 2.27 ft 1.68 1.66 82.42 82.42 0.105 PASS 0.00 ft +1.20D+1.60L+0.50S 0.676 PASS 2.27 ft 1.68 1.66 82.42 82.42 0.105 PASS 0.00 ft +1.20D+1.60Lr+L 0.501 PASS 12.42 ft 1.68 1.66 82.42 82.42 0.064 PASS 0.00 ft +1.20D+1.60Lr 0.240 PASS 12.42 ft 1.68 1.66 82.42 82.42 0.004 PASS 0.00 ft +1.20D+L+1.60S 0.514 PASS 12.42 ft 1.68 1.66 82.42 82.42 0.064 PASS 0.00 ft +1.20D+1.60S 0.250 PASS 12.42 ft 1.68 1.66 82.42 82.42 0.005 PASS 0.00 ft +1.20D+0.50Lr+L 0.479 PASS 2.27 ft 1.68 1.66 82.42 82.42 0.064 PASS 0.00 ft +1.20D+L+0.50S 0.481 PASS 2.27 ft 1.68 1.66 82.42 82.42 0.064 PASS 0.00 ft +0.90D 0.149 PASS 12.42 ft 1.68 1.66 82.42 82.42 0.003 PASS 0.00 ft +1.20D+L+0.20S 0.474 PASS 2.27 ft 1.68 1.66 82.42 82.42 0.064 PASS 0.00 ft . Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 25.585 0.168 0.168 -0.210 0.210 +D+L 47.825 0.316 0.316 4.524 1.476 Title Block Line 1 Project Title: 04/24/22 Page 82 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 9:47AM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 West Parking Side Column Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+Lr 29.535 0.195 0.195 -0.243 0.243 +D+S 30.485 0.201 0.201 -0.251 0.251 +D+0.750Lr+0.750L 45.228 0.299 0.299 3.316 1.184 +D+0.750L+0.750S 45.940 0.304 0.304 3.310 1.190 +0.60D 15.351 0.101 0.101 -0.126 0.126 Lr Only 3.950 0.026 0.026 -0.033 0.033 L Only 22.240 0.148 0.148 4.735 1.265 S Only 4.900 0.033 0.033 -0.041 0.041 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 47.825 0.316 0.316 4.524 1.476 " Minimum 3.950 0.026 0.026 -0.033 0.033 Reaction, X-X Axis Base Maximum 47.825 0.316 0.316 4.524 1.476 " Minimum 3.950 0.026 0.026 -0.033 0.033 Reaction, Y-Y Axis Base Maximum 22.240 0.148 0.148 4.735 1.265 " Minimum 30.485 0.201 0.201 -0.251 0.251 Reaction, X-X Axis Top Maximum 47.825 0.316 0.316 4.524 1.476 " Minimum 3.950 0.026 0.026 -0.033 0.033 Reaction, Y-Y Axis Top Maximum 47.825 0.316 0.316 4.524 1.476 " Minimum 4.900 0.033 0.033 -0.041 0.041 Moment, X-X Axis Base Maximum 25.585 0.168 -0.210 0.210 " Minimum 25.585 0.168 -0.210 0.210 Moment, Y-Y Axis Base Maximum 25.585 0.168 0.168 -0.210 0.210 " Minimum 25.585 0.168 0.168 -0.210 0.210 Moment, X-X Axis Top Maximum 25.585 0.168 0.168 -0.210 0.210 " Minimum 25.585 0.168 0.168 -0.210 0.210 Moment, Y-Y Axis Top Maximum 25.585 0.168 0.168 -0.210 0.210 " Minimum 25.585 0.168 0.168 -0.210 0.210 . Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only -0.0487 in 7.299 ft -0.061 in 7.299 ft +D+L -0.0917 in 7.299 ft 0.199 in 4.698 ft +D+Lr -0.0563 in 7.299 ft -0.070 in 7.299 ft +D+S -0.0582 in 7.299 ft -0.073 in 7.299 ft +D+0.750Lr+0.750L -0.0866 in 7.299 ft 0.131 in 4.446 ft +D+0.750L+0.750S -0.0880 in 7.299 ft 0.129 in 4.446 ft +0.60D -0.0292 in 7.299 ft -0.037 in 7.299 ft Lr Only -0.0076 in 7.299 ft -0.010 in 7.299 ft L Only -0.0429 in 7.299 ft 0.251 in 5.117 ft S Only -0.0095 in 7.299 ft -0.012 in 7.299 ft . Steel Section Properties : HSS5x5x1/2 Title Block Line 1 Project Title: 04/24/22 Page 83 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 9:47AM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 West Parking Side Column Steel Section Properties : HSS5x5x1/2 Depth = 5.000 in I xx = 26.00 in^4 J = 44.600 in^4 Design Thick = 0.465 in S xx = 10.40 in^3 Width = 5.000 in R xx = 1.820 in Wall Thick = 0.500 in Zx = 13.100 in^3 Area = 7.880 in^2 I yy = 26.000 in^4 C = 18.700 in^3 Weight = 28.430 plf S yy = 10.400 in^3 R yy = 1.820 in Ycg = 0.000 in Sketches Title Block Line 1 Project Title: 04/24/22 Page 84 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 4:44PM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 column supporting beam over small office . Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS5x5x1/4 Overall Column Height 12 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns : ft Fy : Steel Yield 46.0 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 12 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 12 ft, K = 1.0 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 187.440 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 12.0 ft, Xecc = 2.0 in, Yecc = 2.0 in, D = 8.80, LR = 1.930, L = 10.940, S = 2.420 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5691 : 1 Maximum Load Reactions . . Load Combination +1.20D+1.60L+0.50S Top along X-X 0.2742 k Location of max.above base 11.919 ft Bottom along X-X 0.2742 k At maximum location values are . . . Top along Y-Y 0.2742 k Pu 29.499 k Bottom along Y-Y 0.2742 k (see tab for all) 0.9 * Pn 122.416 k Mu-x -4.846 k-ft Maximum Load Deflections . . . 0.9 * Mn-x : 26.255 k-ft Along Y-Y -0.1142 in at 7.007ft above base for load combination :+D+L Mu-y -4.846 k-ft 0.9 * Mn-y : 26.255 k-ft Along X-X -0.1142 in at 7.007ft above base for load combination :+D+L PASS Maximum Shear Stress Ratio = 0.00980 : 1 Load Combination +1.20D+1.60L+0.50S Location of max.above base 0.0 ft At maximum location values are . . . Vu : Applied 0.4066 k Vn * Phi : Allowable 41.488 k . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +1.40D 0.207 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.004 PASS 0.00 ft +1.20D+0.50Lr+1.60L 0.564 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.010 PASS 0.00 ft +1.20D+1.60L+0.50S 0.569 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.010 PASS 0.00 ft +1.20D+1.60Lr+L 0.478 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.008 PASS 0.00 ft +1.20D+1.60Lr 0.229 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.005 PASS 0.00 ft +1.20D+L+1.60S 0.494 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.008 PASS 0.00 ft +1.20D+1.60S 0.242 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.005 PASS 0.00 ft +1.20D+0.50Lr+L 0.376 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.008 PASS 0.00 ft +1.20D+L+0.50S 0.380 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.008 PASS 0.00 ft +0.90D 0.133 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.003 PASS 0.00 ft +1.20D+L+0.20S 0.368 PASS 11.92 ft 1.66 1.66 74.61 74.61 0.007 PASS 0.00 ft . Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 8.987 0.122 0.122 -0.122 0.122 +D+L 19.927 0.274 0.274 -0.274 0.274 +D+Lr 10.917 0.149 0.149 -0.149 0.149 +D+S 11.407 0.156 0.156 -0.156 0.156 Title Block Line 1 Project Title: 04/24/22 Page 85 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 4:44PM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 column supporting beam over small office Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+0.750Lr+0.750L 18.640 0.256 0.256 -0.256 0.256 +D+0.750L+0.750S 19.007 0.261 0.261 -0.261 0.261 +0.60D 5.392 0.073 0.073 -0.073 0.073 Lr Only 1.930 0.027 0.027 -0.027 0.027 L Only 10.940 0.152 0.152 -0.152 0.152 S Only 2.420 0.034 0.034 -0.034 0.034 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 19.927 0.274 0.274 -0.274 0.274 " Minimum 1.930 0.027 0.027 -0.027 0.027 Reaction, X-X Axis Base Maximum 19.927 0.274 0.274 -0.274 0.274 " Minimum 1.930 0.027 0.027 -0.027 0.027 Reaction, Y-Y Axis Base Maximum 1.930 0.027 0.027 -0.027 0.027 " Minimum 19.927 0.274 0.274 -0.274 0.274 Reaction, X-X Axis Top Maximum 19.927 0.274 0.274 -0.274 0.274 " Minimum 1.930 0.027 0.027 -0.027 0.027 Reaction, Y-Y Axis Top Maximum 19.927 0.274 0.274 -0.274 0.274 " Minimum 1.930 0.027 0.027 -0.027 0.027 Moment, X-X Axis Base Maximum 8.987 0.122 -0.122 0.122 " Minimum 8.987 0.122 -0.122 0.122 Moment, Y-Y Axis Base Maximum 8.987 0.122 0.122 -0.122 0.122 " Minimum 8.987 0.122 0.122 -0.122 0.122 Moment, X-X Axis Top Maximum 8.987 0.122 0.122 -0.122 0.122 " Minimum 8.987 0.122 0.122 -0.122 0.122 Moment, Y-Y Axis Top Maximum 8.987 0.122 0.122 -0.122 0.122 " Minimum 8.987 0.122 0.122 -0.122 0.122 . Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only -0.0509 in 7.007 ft -0.051 in 7.007 ft +D+L -0.1142 in 7.007 ft -0.114 in 7.007 ft +D+Lr -0.0621 in 7.007 ft -0.062 in 7.007 ft +D+S -0.0649 in 7.007 ft -0.065 in 7.007 ft +D+0.750Lr+0.750L -0.1067 in 7.007 ft -0.107 in 7.007 ft +D+0.750L+0.750S -0.1088 in 7.007 ft -0.109 in 7.007 ft +0.60D -0.0305 in 7.007 ft -0.031 in 7.007 ft Lr Only -0.0112 in 7.007 ft -0.011 in 7.007 ft L Only -0.0633 in 7.007 ft -0.063 in 7.007 ft S Only -0.0140 in 7.007 ft -0.014 in 7.007 ft . Steel Section Properties : HSS5x5x1/4 Depth = 5.000 in I xx = 16.00 in^4 J = 25.800 in^4 Design Thick = 0.233 in S xx = 6.41 in^3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 in^3 Area = 4.300 in^2 I yy = 16.000 in^4 C = 10.500 in^3 Weight = 15.620 plf S yy = 6.410 in^3 R yy = 1.930 in Ycg = 0.000 in Title Block Line 1 Project Title: 04/24/22 Page 86 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 4:44PM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 column supporting beam over small office Sketches Title Block Line 1 Project Title: 04/24/22 Page 87 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 9:47AM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 West Parking Central Column . Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS6x6x5/8 Overall Column Height 12.50 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns : ft Fy : Steel Yield 46.0 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 12.50 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 12.50 ft, K = 1.0 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 528.75 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 12.50 ft, Xecc = 2.0 in, Yecc = 2.0 in, D = 52.20, LR = 8.190, L = 41.560, S = 10.10 k BENDING LOADS . . . Lat. Point Load at 2.250 ft creating Mx-x, L = 6.0 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8756 : 1 Maximum Load Reactions . . Load Combination +1.20D+1.60L+0.50S Top along X-X 1.250 k Location of max.above base 12.416 ft Bottom along X-X 1.250 k At maximum location values are . . . Top along Y-Y 2.330 k Pu 134.821 k Bottom along Y-Y 4.366 k (see tab for all) 0.9 * Pn 351.234 k Mu-x -22.069 k-ft Maximum Load Deflections . . . 0.9 * Mn-x : 80.040 k-ft Along Y-Y -0.1133 in at 7.299ft above base for load combination :+D+S Mu-y -22.214 k-ft 0.9 * Mn-y : 80.040 k-ft Along X-X -0.1705 in at 7.299ft above base for load combination :+D+L PASS Maximum Shear Stress Ratio = 0.05953 : 1 Load Combination +1.20D+0.50Lr+1.60L Location of max.above base 0.0 ft At maximum location values are . . . Vu : Applied 6.096 k Vn * Phi : Allowable 102.395 k . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +1.40D 0.479 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.010 PASS 0.00 ft +1.20D+0.50Lr+1.60L 0.869 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.060 PASS 0.00 ft +1.20D+1.60L+0.50S 0.876 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.059 PASS 0.00 ft +1.20D+1.60Lr+L 0.766 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.033 PASS 0.00 ft +1.20D+1.60Lr 0.496 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.010 PASS 0.00 ft +1.20D+L+1.60S 0.786 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.032 PASS 0.00 ft +1.20D+1.60S 0.516 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.010 PASS 0.00 ft +1.20D+0.50Lr+L 0.707 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.034 PASS 0.00 ft +1.20D+L+0.50S 0.714 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.034 PASS 0.00 ft +0.90D 0.262 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.006 PASS 0.00 ft +1.20D+L+0.20S 0.694 PASS 12.42 ft 1.85 1.66 69.12 69.12 0.034 PASS 0.00 ft . Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 52.729 0.696 0.696 -0.696 0.696 +D+L 94.289 1.250 1.250 3.670 2.330 Title Block Line 1 Project Title: 04/24/22 Page 88 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 9:47AM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 West Parking Central Column Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+Lr 60.919 0.805 0.805 -0.805 0.805 +D+S 62.829 0.831 0.831 -0.831 0.831 +D+0.750Lr+0.750L 90.041 1.194 1.194 2.497 2.004 +D+0.750L+0.750S 91.474 1.213 1.213 2.477 2.023 +0.60D 31.637 0.418 0.418 -0.418 0.418 Lr Only 8.190 0.109 0.109 -0.109 0.109 L Only 41.560 0.554 0.554 4.366 1.634 S Only 10.100 0.135 0.135 -0.135 0.135 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 94.289 1.250 1.250 3.670 2.330 " Minimum 8.190 0.109 0.109 -0.109 0.109 Reaction, X-X Axis Base Maximum 94.289 1.250 1.250 3.670 2.330 " Minimum 8.190 0.109 0.109 -0.109 0.109 Reaction, Y-Y Axis Base Maximum 41.560 0.554 0.554 4.366 1.634 " Minimum 62.829 0.831 0.831 -0.831 0.831 Reaction, X-X Axis Top Maximum 94.289 1.250 1.250 3.670 2.330 " Minimum 8.190 0.109 0.109 -0.109 0.109 Reaction, Y-Y Axis Top Maximum 94.289 1.250 1.250 3.670 2.330 " Minimum 8.190 0.109 0.109 -0.109 0.109 Moment, X-X Axis Base Maximum 52.729 0.696 -0.696 0.696 " Minimum 52.729 0.696 -0.696 0.696 Moment, Y-Y Axis Base Maximum 52.729 0.696 0.696 -0.696 0.696 " Minimum 52.729 0.696 0.696 -0.696 0.696 Moment, X-X Axis Top Maximum 52.729 0.696 0.696 -0.696 0.696 " Minimum 52.729 0.696 0.696 -0.696 0.696 Moment, Y-Y Axis Top Maximum 52.729 0.696 0.696 -0.696 0.696 " Minimum 52.729 0.696 0.696 -0.696 0.696 . Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only -0.0950 in 7.299 ft -0.095 in 7.299 ft +D+L -0.1705 in 7.299 ft -0.058 in 9.396 ft +D+Lr -0.1098 in 7.299 ft -0.110 in 7.299 ft +D+S -0.1133 in 7.299 ft -0.113 in 7.299 ft +D+0.750Lr+0.750L -0.1628 in 7.299 ft -0.075 in 8.809 ft +D+0.750L+0.750S -0.1654 in 7.299 ft -0.077 in 8.809 ft +0.60D -0.0570 in 7.299 ft -0.057 in 7.299 ft Lr Only -0.0149 in 7.299 ft -0.015 in 7.299 ft L Only -0.0756 in 7.299 ft 0.076 in 4.279 ft S Only -0.0184 in 7.299 ft -0.018 in 7.299 ft . Steel Section Properties : HSS6x6x5/8 Title Block Line 1 Project Title: 04/24/22 Page 89 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 14 APR 2022, 9:47AM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 West Parking Central Column Steel Section Properties : HSS6x6x5/8 Depth = 6.000 in I xx = 55.20 in^4 J = 94.900 in^4 Design Thick = 0.581 in S xx = 18.40 in^3 Width = 6.000 in R xx = 2.170 in Wall Thick = 0.624 in Zx = 23.200 in^3 Area = 11.700 in^2 I yy = 55.200 in^4 C = 33.400 in^3 Weight = 42.300 plf S yy = 18.400 in^3 R yy = 2.170 in Ycg = 0.000 in Sketches Title Block Line 1 Project Title: 04/24/22 Page 90 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 5:24PM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 column in Big office . Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS5x5x1/4 Overall Column Height 12 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns : ft Fy : Steel Yield 46.0 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 12 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 12 ft, K = 1.0 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 187.440 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 12.0 ft, D = 15.0, L = 30.0 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5410 : 1 Maximum Load Reactions . . Load Combination +1.20D+1.60L Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are . . . Top along Y-Y 0.0 k Pu 66.225 k Bottom along Y-Y 0.0 k (see tab for all) 0.9 * Pn 122.416 k Mu-x 0.0 k-ft Maximum Load Deflections . . . 0.9 * Mn-x : 26.255 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination : Mu-y 0.0 k-ft 0.9 * Mn-y : 26.255 k-ft Along X-X 0.0 in at 0.0ft above base for load combination : PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are . . . Vu : Applied 0.0 k Vn * Phi : Allowable 0.0 k . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +1.40D 0.174 PASS 0.00 ft 1.00 1.00 74.61 74.61 0.000 PASS 0.00 ft +1.20D+1.60L 0.541 PASS 0.00 ft 1.00 1.00 74.61 74.61 0.000 PASS 0.00 ft +1.20D+L 0.394 PASS 0.00 ft 1.00 1.00 74.61 74.61 0.000 PASS 0.00 ft +1.20D 0.149 PASS 0.00 ft 1.00 1.00 74.61 74.61 0.000 PASS 0.00 ft +0.90D 0.112 PASS 0.00 ft 1.00 1.00 74.61 74.61 0.000 PASS 0.00 ft . Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 15.187 +D+L 45.187 +D+0.750L 37.687 +0.60D 9.112 L Only 30.000 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 45.187 Title Block Line 1 Project Title: 04/24/22 Page 91 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 5:24PM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 column in Big office Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top " Minimum 9.112 Reaction, X-X Axis Base Maximum 15.187 " Minimum 15.187 Reaction, Y-Y Axis Base Maximum 15.187 " Minimum 15.187 Reaction, X-X Axis Top Maximum 15.187 " Minimum 15.187 Reaction, Y-Y Axis Top Maximum 15.187 " Minimum 15.187 Moment, X-X Axis Base Maximum 15.187 " Minimum 15.187 Moment, Y-Y Axis Base Maximum 15.187 " Minimum 15.187 Moment, X-X Axis Top Maximum 15.187 " Minimum 15.187 Moment, Y-Y Axis Top Maximum 15.187 " Minimum 15.187 . Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft . Steel Section Properties : HSS5x5x1/4 Depth = 5.000 in I xx = 16.00 in^4 J = 25.800 in^4 Design Thick = 0.233 in S xx = 6.41 in^3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 in^3 Area = 4.300 in^2 I yy = 16.000 in^4 C = 10.500 in^3 Weight = 15.620 plf S yy = 6.410 in^3 R yy = 1.930 in Ycg = 0.000 in Title Block Line 1 Project Title: 04/24/22 Page 92 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 13 APR 2022, 5:24PM File: Paisley Loft Calcs.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: P Level 1 column in Big office Sketches Title Block Line 1 Project Title: 04/24/22 Page 93 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 12:20PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 Center West parking footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 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 = 1.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 1.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 8.0 ft Length parallel to Z-Z Axis = 8.0 ft Footing Thickness = 18 in Pedestal dimensions... px : parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis = 0.0 in = Height 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 12 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 12 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 52.80 8.20 41.560 10.10 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: 04/24/22 Page 94 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 12:20PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 Center West parking footing DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8460 Soil Bearing 1.692 ksf 2.0 ksf +D+L 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 Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5541 Z Flexure (+X) 16.863 k-ft/ft 30.434 k-ft/ft +1.20D+1.60L+0.50S PASS 0.5541 Z Flexure (-X) 16.863 k-ft/ft 30.434 k-ft/ft +1.20D+1.60L+0.50S PASS 0.5541 X Flexure (+Z) 16.863 k-ft/ft 30.434 k-ft/ft +1.20D+1.60L+0.50S PASS 0.5541 X Flexure (-Z) 16.863 k-ft/ft 30.434 k-ft/ft +1.20D+1.60L+0.50S PASS 0.3877 1-way Shear (+X) 31.853 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3877 1-way Shear (-X) 31.853 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3877 1-way Shear (+Z) 31.853 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3877 1-way Shear (-Z) 31.853 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.8889 2-way Punching 146.058 psi 164.317 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 2.0 n/a 0.0 1.043 1.043 n/a n/a 0.522 X-X, +D+L 2.0 n/a 0.0 1.692 1.692 n/a n/a 0.846 X-X, +D+Lr 2.0 n/a 0.0 1.171 1.171 n/a n/a 0.586 X-X, +D+S 2.0 n/a 0.0 1.20 1.20 n/a n/a 0.600 X-X, +D+0.750Lr+0.750L 2.0 n/a 0.0 1.626 1.626 n/a n/a 0.813 X-X, +D+0.750L+0.750S 2.0 n/a 0.0 1.648 1.648 n/a n/a 0.824 X-X, +0.60D 2.0 n/a 0.0 0.6255 0.6255 n/a n/a 0.313 Z-Z, D Only 2.0 0.0 n/a n/a n/a 1.043 1.043 0.522 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.692 1.692 0.846 Z-Z, +D+Lr 2.0 0.0 n/a n/a n/a 1.171 1.171 0.586 Z-Z, +D+S 2.0 0.0 n/a n/a n/a 1.20 1.20 0.600 Z-Z, +D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 1.626 1.626 0.813 Z-Z, +D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1.648 1.648 0.824 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.6255 0.6255 0.313 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 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 in^2 k-ft X-X, +1.40D 9.240 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.40D 9.240 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+0.50Lr+1.60L 16.745 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+0.50Lr+1.60L 16.745 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+1.60L+0.50S 16.863 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+1.60L+0.50S 16.863 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+1.60Lr+L 14.755 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+1.60Lr+L 14.755 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+1.60Lr 9.560 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+1.60Lr 9.560 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK Title Block Line 1 Project Title: 04/24/22 Page 95 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 12:20PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 Center West parking footing 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 in^2 k-ft X-X, +1.20D+L+1.60S 15.135 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+L+1.60S 15.135 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+1.60S 9.940 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+1.60S 9.940 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+0.50Lr+L 13.628 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+0.50Lr+L 13.628 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+L+0.50S 13.746 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+L+0.50S 13.746 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +0.90D 5.940 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +0.90D 5.940 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+L+0.20S 13.368 +Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK X-X, +1.20D+L+0.20S 13.368 -Z Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.40D 9.240 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.40D 9.240 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+0.50Lr+1.60L 16.745 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+0.50Lr+1.60L 16.745 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+1.60L+0.50S 16.863 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+1.60L+0.50S 16.863 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+1.60Lr+L 14.755 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+1.60Lr+L 14.755 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+1.60Lr 9.560 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+1.60Lr 9.560 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+L+1.60S 15.135 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+L+1.60S 15.135 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+1.60S 9.940 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+1.60S 9.940 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+0.50Lr+L 13.628 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+0.50Lr+L 13.628 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+L+0.50S 13.746 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+L+0.50S 13.746 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +0.90D 5.940 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +0.90D 5.940 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+L+0.20S 13.368 -X Bottom 0.3888 Min Temp % 0.4650 30.434 OK Z-Z, +1.20D+L+0.20S 13.368 +X Bottom 0.3888 Min Temp % 0.4650 30.434 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 17.45psi 17.45psi 17.45 psi 17.45 psi 17.45psi 82.16 psi 0.21 OK +1.20D+0.50Lr+1.60L 31.63psi 31.63psi 31.63 psi 31.63 psi 31.63psi 82.16 psi 0.39 OK +1.20D+1.60L+0.50S 31.85psi 31.85psi 31.85 psi 31.85 psi 31.85psi 82.16 psi 0.39 OK +1.20D+1.60Lr+L 27.87psi 27.87psi 27.87 psi 27.87 psi 27.87psi 82.16 psi 0.34 OK +1.20D+1.60Lr 18.06psi 18.06psi 18.06 psi 18.06 psi 18.06psi 82.16 psi 0.22 OK +1.20D+L+1.60S 28.59psi 28.59psi 28.59 psi 28.59 psi 28.59psi 82.16 psi 0.35 OK +1.20D+1.60S 18.78psi 18.78psi 18.78 psi 18.78 psi 18.78psi 82.16 psi 0.23 OK +1.20D+0.50Lr+L 25.74psi 25.74psi 25.74 psi 25.74 psi 25.74psi 82.16 psi 0.31 OK +1.20D+L+0.50S 25.97psi 25.97psi 25.97 psi 25.97 psi 25.97psi 82.16 psi 0.32 OK +0.90D 11.22psi 11.22psi 11.22 psi 11.22 psi 11.22psi 82.16 psi 0.14 OK +1.20D+L+0.20S 25.25psi 25.25psi 25.25 psi 25.25 psi 25.25psi 82.16 psi 0.31 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 80.03 psi 164.32psi 0.4871 OK +1.20D+0.50Lr+1.60L 145.03 psi 164.32psi 0.8826 OK +1.20D+1.60L+0.50S 146.06 psi 164.32psi 0.8889 OK +1.20D+1.60Lr+L 127.80 psi 164.32psi 0.7778 OK +1.20D+1.60Lr 82.80 psi 164.32psi 0.5039 OK +1.20D+L+1.60S 131.09 psi 164.32psi 0.7978 OK +1.20D+1.60S 86.09 psi 164.32psi 0.5239 OK +1.20D+0.50Lr+L 118.03 psi 164.32psi 0.7183 OK +1.20D+L+0.50S 119.06 psi 164.32psi 0.7246 OK +0.90D 51.45 psi 164.32psi 0.3131 OK +1.20D+L+0.20S 115.78 psi 164.32psi 0.7046 OK Title Block Line 1 Project Title: 04/24/22 Page 96 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 20 APR 2022, 1:42PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 Edge West parking footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 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 = 1.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 1.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft Footing Thickness = 16.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in = Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 25.50 8.20 22.240 5.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: 04/24/22 Page 97 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 20 APR 2022, 1:42PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 Edge West parking footing DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7770 Soil Bearing 1.554 ksf 2.0 ksf +D+0.750Lr+0.750L 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 Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3750 Z Flexure (+X) 8.786 k-ft/ft 23.426 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.3750 Z Flexure (-X) 8.786 k-ft/ft 23.426 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.3750 X Flexure (+Z) 8.786 k-ft/ft 23.426 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.3750 X Flexure (-Z) 8.786 k-ft/ft 23.426 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.2925 1-way Shear (+X) 24.029 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.2925 1-way Shear (-X) 24.029 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.2925 1-way Shear (+Z) 24.029 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.2925 1-way Shear (-Z) 24.029 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.6122 2-way Punching 100.602 psi 164.317 psi +1.20D+0.50Lr+1.60L 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 2.0 n/a 0.0 0.920 0.920 n/a n/a 0.460 X-X, +D+L 2.0 n/a 0.0 1.538 1.538 n/a n/a 0.769 X-X, +D+Lr 2.0 n/a 0.0 1.148 1.148 n/a n/a 0.574 X-X, +D+S 2.0 n/a 0.0 1.059 1.059 n/a n/a 0.530 X-X, +D+0.750Lr+0.750L 2.0 n/a 0.0 1.554 1.554 n/a n/a 0.777 X-X, +D+0.750L+0.750S 2.0 n/a 0.0 1.488 1.488 n/a n/a 0.744 X-X, +0.60D 2.0 n/a 0.0 0.5520 0.5520 n/a n/a 0.276 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.920 0.920 0.460 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.538 1.538 0.769 Z-Z, +D+Lr 2.0 0.0 n/a n/a n/a 1.148 1.148 0.574 Z-Z, +D+S 2.0 0.0 n/a n/a n/a 1.059 1.059 0.530 Z-Z, +D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 1.554 1.554 0.777 Z-Z, +D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1.488 1.488 0.744 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.5520 0.5520 0.276 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 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 in^2 k-ft X-X, +1.40D 4.463 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.40D 4.463 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+0.50Lr+1.60L 8.786 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+0.50Lr+1.60L 8.786 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+1.60L+0.50S 8.586 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+1.60L+0.50S 8.586 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+1.60Lr+L 8.245 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+1.60Lr+L 8.245 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+1.60Lr 5.465 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+1.60Lr 5.465 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK Title Block Line 1 Project Title: 04/24/22 Page 98 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 20 APR 2022, 1:42PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 Edge West parking footing 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 in^2 k-ft X-X, +1.20D+L+1.60S 7.605 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+L+1.60S 7.605 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+1.60S 4.825 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+1.60S 4.825 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+0.50Lr+L 7.118 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+0.50Lr+L 7.118 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+L+0.50S 6.918 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+L+0.50S 6.918 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +0.90D 2.869 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +0.90D 2.869 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+L+0.20S 6.730 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X-X, +1.20D+L+0.20S 6.730 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.40D 4.463 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.40D 4.463 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50Lr+1.60L 8.786 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50Lr+1.60L 8.786 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60L+0.50S 8.586 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60L+0.50S 8.586 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60Lr+L 8.245 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60Lr+L 8.245 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60Lr 5.465 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60Lr 5.465 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+L+1.60S 7.605 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+L+1.60S 7.605 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60S 4.825 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60S 4.825 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50Lr+L 7.118 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50Lr+L 7.118 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+L+0.50S 6.918 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+L+0.50S 6.918 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +0.90D 2.869 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +0.90D 2.869 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+L+0.20S 6.730 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+L+0.20S 6.730 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 12.21psi 12.21psi 12.21 psi 12.21 psi 12.21psi 82.16 psi 0.15 OK +1.20D+0.50Lr+1.60L 24.03psi 24.03psi 24.03 psi 24.03 psi 24.03psi 82.16 psi 0.29 OK +1.20D+1.60L+0.50S 23.48psi 23.48psi 23.48 psi 23.48 psi 23.48psi 82.16 psi 0.29 OK +1.20D+1.60Lr+L 22.55psi 22.55psi 22.55 psi 22.55 psi 22.55psi 82.16 psi 0.27 OK +1.20D+1.60Lr 14.95psi 14.95psi 14.95 psi 14.95 psi 14.95psi 82.16 psi 0.18 OK +1.20D+L+1.60S 20.80psi 20.80psi 20.80 psi 20.80 psi 20.80psi 82.16 psi 0.25 OK +1.20D+1.60S 13.20psi 13.20psi 13.20 psi 13.20 psi 13.20psi 82.16 psi 0.16 OK +1.20D+0.50Lr+L 19.47psi 19.47psi 19.47 psi 19.47 psi 19.47psi 82.16 psi 0.24 OK +1.20D+L+0.50S 18.92psi 18.92psi 18.92 psi 18.92 psi 18.92psi 82.16 psi 0.23 OK +0.90D 7.85psi 7.85psi 7.85 psi 7.85 psi 7.85psi 82.16 psi 0.10 OK +1.20D+L+0.20S 18.41psi 18.41psi 18.41 psi 18.41 psi 18.41psi 82.16 psi 0.22 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 51.10 psi 164.32psi 0.311 OK +1.20D+0.50Lr+1.60L 100.60 psi 164.32psi 0.6122 OK +1.20D+1.60L+0.50S 98.31 psi 164.32psi 0.5983 OK +1.20D+1.60Lr+L 94.41 psi 164.32psi 0.5746 OK +1.20D+1.60Lr 62.58 psi 164.32psi 0.3808 OK +1.20D+L+1.60S 87.08 psi 164.32psi 0.53 OK +1.20D+1.60S 55.25 psi 164.32psi 0.3362 OK +1.20D+0.50Lr+L 81.50 psi 164.32psi 0.496 OK +1.20D+L+0.50S 79.21 psi 164.32psi 0.4821 OK +0.90D 32.85 psi 164.32psi 0.1999 OK +1.20D+L+0.20S 77.06 psi 164.32psi 0.469 OK Title Block Line 1 Project Title: 04/24/22 Page 99 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 4:59PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level central Footing in big office Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 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 = 1.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 1.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft Footing Thickness = 14.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in = Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 15 0.0 30.0 0.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: 04/24/22 Page 100 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 4:59PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level central Footing in big office DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7280 Soil Bearing 1.456 ksf 2.0 ksf +D+L 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 Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4186 Z Flexure (+X) 8.250 k-ft/ft 19.706 k-ft/ft +1.20D+1.60L PASS 0.4186 Z Flexure (-X) 8.250 k-ft/ft 19.706 k-ft/ft +1.20D+1.60L PASS 0.4186 X Flexure (+Z) 8.250 k-ft/ft 19.706 k-ft/ft +1.20D+1.60L PASS 0.4186 X Flexure (-Z) 8.250 k-ft/ft 19.706 k-ft/ft +1.20D+1.60L PASS 0.3550 1-way Shear (+X) 29.167 psi 82.158 psi +1.20D+1.60L PASS 0.3550 1-way Shear (-X) 29.167 psi 82.158 psi +1.20D+1.60L PASS 0.3550 1-way Shear (+Z) 29.167 psi 82.158 psi +1.20D+1.60L PASS 0.3550 1-way Shear (-Z) 29.167 psi 82.158 psi +1.20D+1.60L PASS 0.8086 2-way Punching 132.873 psi 164.317 psi +1.20D+1.60L 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 2.0 n/a 0.0 0.6225 0.6225 n/a n/a 0.311 X-X, +D+L 2.0 n/a 0.0 1.456 1.456 n/a n/a 0.728 X-X, +D+0.750L 2.0 n/a 0.0 1.248 1.248 n/a n/a 0.624 X-X, +0.60D 2.0 n/a 0.0 0.3735 0.3735 n/a n/a 0.187 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.6225 0.6225 0.311 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.456 1.456 0.728 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 1.248 1.248 0.624 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.3735 0.3735 0.187 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 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 in^2 k-ft X-X, +1.40D 2.625 +Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK X-X, +1.40D 2.625 -Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK X-X, +1.20D+1.60L 8.250 +Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK X-X, +1.20D+1.60L 8.250 -Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK X-X, +1.20D+L 6.0 +Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK X-X, +1.20D+L 6.0 -Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK X-X, +1.20D 2.250 +Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK X-X, +1.20D 2.250 -Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK X-X, +0.90D 1.688 +Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK X-X, +0.90D 1.688 -Z Bottom 0.3024 Min Temp % 0.4133 19.706 OK Z-Z, +1.40D 2.625 -X Bottom 0.3024 Min Temp % 0.4133 19.706 OK Z-Z, +1.40D 2.625 +X Bottom 0.3024 Min Temp % 0.4133 19.706 OK Z-Z, +1.20D+1.60L 8.250 -X Bottom 0.3024 Min Temp % 0.4133 19.706 OK Z-Z, +1.20D+1.60L 8.250 +X Bottom 0.3024 Min Temp % 0.4133 19.706 OK Z-Z, +1.20D+L 6.0 -X Bottom 0.3024 Min Temp % 0.4133 19.706 OK Z-Z, +1.20D+L 6.0 +X Bottom 0.3024 Min Temp % 0.4133 19.706 OK Title Block Line 1 Project Title: 04/24/22 Page 101 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 4:59PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level central Footing in big office 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 in^2 k-ft Z-Z, +1.20D 2.250 -X Bottom 0.3024 Min Temp % 0.4133 19.706 OK Z-Z, +1.20D 2.250 +X Bottom 0.3024 Min Temp % 0.4133 19.706 OK Z-Z, +0.90D 1.688 -X Bottom 0.3024 Min Temp % 0.4133 19.706 OK Z-Z, +0.90D 1.688 +X Bottom 0.3024 Min Temp % 0.4133 19.706 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 9.28psi 9.28psi 9.28 psi 9.28 psi 9.28psi 82.16 psi 0.11 OK +1.20D+1.60L 29.17psi 29.17psi 29.17 psi 29.17 psi 29.17psi 82.16 psi 0.36 OK +1.20D+L 21.21psi 21.21psi 21.21 psi 21.21 psi 21.21psi 82.16 psi 0.26 OK +1.20D 7.96psi 7.96psi 7.96 psi 7.96 psi 7.96psi 82.16 psi 0.10 OK +0.90D 5.97psi 5.97psi 5.97 psi 5.97 psi 5.97psi 82.16 psi 0.07 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 42.28 psi 164.32psi 0.2573 OK +1.20D+1.60L 132.87 psi 164.32psi 0.8086 OK +1.20D+L 96.64 psi 164.32psi 0.5881 OK +1.20D 36.24 psi 164.32psi 0.2205 OK +0.90D 27.18 psi 164.32psi 0.1654 OK Title Block Line 1 Project Title: 04/24/22 Page 102 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 4:52PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level Footing in small office Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 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 = 1.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 1.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = 0 in pz : parallel to Z-Z Axis = 0.0 in = Height 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 16.4 3.480 17.70 4.350 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: 04/24/22 Page 103 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 4:52PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level Footing in small office DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7820 Soil Bearing 1.564 ksf 2.0 ksf +D+L 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 Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4339 Z Flexure (+X) 6.272 k-ft/ft 14.455 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4339 Z Flexure (-X) 6.272 k-ft/ft 14.455 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4339 X Flexure (+Z) 6.272 k-ft/ft 14.455 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4339 X Flexure (-Z) 6.272 k-ft/ft 14.455 k-ft/ft +1.20D+1.60L+0.50S PASS 0.3958 1-way Shear (+X) 32.521 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3958 1-way Shear (-X) 32.521 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3958 1-way Shear (+Z) 32.521 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3958 1-way Shear (-Z) 32.521 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.9212 2-way Punching 151.377 psi 164.317 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 2.0 n/a 0.0 0.8560 0.8560 n/a n/a 0.428 X-X, +D+L 2.0 n/a 0.0 1.564 1.564 n/a n/a 0.782 X-X, +D+Lr 2.0 n/a 0.0 0.9952 0.9952 n/a n/a 0.498 X-X, +D+S 2.0 n/a 0.0 1.030 1.030 n/a n/a 0.515 X-X, +D+0.750Lr+0.750L 2.0 n/a 0.0 1.491 1.491 n/a n/a 0.746 X-X, +D+0.750L+0.750S 2.0 n/a 0.0 1.518 1.518 n/a n/a 0.759 X-X, +0.60D 2.0 n/a 0.0 0.5136 0.5136 n/a n/a 0.257 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.8560 0.8560 0.428 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.564 1.564 0.782 Z-Z, +D+Lr 2.0 0.0 n/a n/a n/a 0.9952 0.9952 0.498 Z-Z, +D+S 2.0 0.0 n/a n/a n/a 1.030 1.030 0.515 Z-Z, +D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 1.491 1.491 0.746 Z-Z, +D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1.518 1.518 0.759 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.5136 0.5136 0.257 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 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 in^2 k-ft X-X, +1.40D 2.870 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.40D 2.870 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+0.50Lr+1.60L 6.218 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+0.50Lr+1.60L 6.218 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+1.60L+0.50S 6.272 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+1.60L+0.50S 6.272 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+1.60Lr+L 5.369 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+1.60Lr+L 5.369 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+1.60Lr 3.156 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+1.60Lr 3.156 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK Title Block Line 1 Project Title: 04/24/22 Page 104 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 19 APR 2022, 4:52PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level Footing in small office 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 in^2 k-ft X-X, +1.20D+L+1.60S 5.543 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+L+1.60S 5.543 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+1.60S 3.330 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+1.60S 3.330 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+0.50Lr+L 4.890 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+0.50Lr+L 4.890 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+L+0.50S 4.944 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+L+0.50S 4.944 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +0.90D 1.845 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +0.90D 1.845 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+L+0.20S 4.781 +Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK X-X, +1.20D+L+0.20S 4.781 -Z Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.40D 2.870 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.40D 2.870 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+0.50Lr+1.60L 6.218 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+0.50Lr+1.60L 6.218 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+1.60L+0.50S 6.272 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+1.60L+0.50S 6.272 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+1.60Lr+L 5.369 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+1.60Lr+L 5.369 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+1.60Lr 3.156 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+1.60Lr 3.156 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+L+1.60S 5.543 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+L+1.60S 5.543 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+1.60S 3.330 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+1.60S 3.330 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+0.50Lr+L 4.890 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+0.50Lr+L 4.890 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+L+0.50S 4.944 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+L+0.50S 4.944 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +0.90D 1.845 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +0.90D 1.845 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+L+0.20S 4.781 -X Bottom 0.2592 Min Temp % 0.3720 14.455 OK Z-Z, +1.20D+L+0.20S 4.781 +X Bottom 0.2592 Min Temp % 0.3720 14.455 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 14.88psi 14.88psi 14.88 psi 14.88 psi 14.88psi 82.16 psi 0.18 OK +1.20D+0.50Lr+1.60L 32.24psi 32.24psi 32.24 psi 32.24 psi 32.24psi 82.16 psi 0.39 OK +1.20D+1.60L+0.50S 32.52psi 32.52psi 32.52 psi 32.52 psi 32.52psi 82.16 psi 0.40 OK +1.20D+1.60Lr+L 27.84psi 27.84psi 27.84 psi 27.84 psi 27.84psi 82.16 psi 0.34 OK +1.20D+1.60Lr 16.36psi 16.36psi 16.36 psi 16.36 psi 16.36psi 82.16 psi 0.20 OK +1.20D+L+1.60S 28.74psi 28.74psi 28.74 psi 28.74 psi 28.74psi 82.16 psi 0.35 OK +1.20D+1.60S 17.27psi 17.27psi 17.27 psi 17.27 psi 17.27psi 82.16 psi 0.21 OK +1.20D+0.50Lr+L 25.36psi 25.36psi 25.36 psi 25.36 psi 25.36psi 82.16 psi 0.31 OK +1.20D+L+0.50S 25.64psi 25.64psi 25.64 psi 25.64 psi 25.64psi 82.16 psi 0.31 OK +0.90D 9.57psi 9.57psi 9.57 psi 9.57 psi 9.57psi 82.16 psi 0.12 OK +1.20D+L+0.20S 24.79psi 24.79psi 24.79 psi 24.79 psi 24.79psi 82.16 psi 0.30 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 69.27 psi 164.32psi 0.4216 OK +1.20D+0.50Lr+1.60L 150.06 psi 164.32psi 0.9133 OK +1.20D+1.60L+0.50S 151.38 psi 164.32psi 0.9212 OK +1.20D+1.60Lr+L 129.57 psi 164.32psi 0.7886 OK +1.20D+1.60Lr 76.17 psi 164.32psi 0.4636 OK +1.20D+L+1.60S 133.77 psi 164.32psi 0.8141 OK +1.20D+1.60S 80.37 psi 164.32psi 0.4891 OK +1.20D+0.50Lr+L 118.02 psi 164.32psi 0.7183 OK +1.20D+L+0.50S 119.34 psi 164.32psi 0.7263 OK +0.90D 44.53 psi 164.32psi 0.271 OK +1.20D+L+0.20S 115.40 psi 164.32psi 0.7023 OK Title Block Line 1 Project Title: 04/24/22 Page 105 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 1:02PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 Edge South Parking Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 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 = 1.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 1.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 10.0 in Pedestal dimensions... px : parallel to X-X Axis = 8.0 in pz : parallel to Z-Z Axis = 16.0 in = Height 12.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 7 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 18.0 4.10 16.0 5.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: 04/24/22 Page 106 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 1:02PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 Edge South Parking Footing DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7760 Soil Bearing 1.552 ksf 2.0 ksf +D+L 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 Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3628 Z Flexure (+X) 4.659 k-ft/ft 12.840 k-ft/ft +1.20D+1.60L+0.50S PASS 0.3628 Z Flexure (-X) 4.659 k-ft/ft 12.840 k-ft/ft +1.20D+1.60L+0.50S PASS 0.2598 X Flexure (+Z) 3.335 k-ft/ft 12.840 k-ft/ft +1.20D+1.60L+0.50S PASS 0.2598 X Flexure (-Z) 3.335 k-ft/ft 12.840 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4602 1-way Shear (+X) 37.807 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.4602 1-way Shear (-X) 37.807 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3595 1-way Shear (+Z) 29.537 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3595 1-way Shear (-Z) 29.537 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.5137 2-way Punching 84.413 psi 164.317 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 2.0 n/a 0.0 0.9116 0.9116 n/a n/a 0.456 X-X, +D+L 2.0 n/a 0.0 1.552 1.552 n/a n/a 0.776 X-X, +D+Lr 2.0 n/a 0.0 1.076 1.076 n/a n/a 0.538 X-X, +D+S 2.0 n/a 0.0 1.112 1.112 n/a n/a 0.556 X-X, +D+0.750Lr+0.750L 2.0 n/a 0.0 1.515 1.515 n/a n/a 0.758 X-X, +D+0.750L+0.750S 2.0 n/a 0.0 1.542 1.542 n/a n/a 0.771 X-X, +0.60D 2.0 n/a 0.0 0.5469 0.5469 n/a n/a 0.274 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.9116 0.9116 0.456 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.552 1.552 0.776 Z-Z, +D+Lr 2.0 0.0 n/a n/a n/a 1.076 1.076 0.538 Z-Z, +D+S 2.0 0.0 n/a n/a n/a 1.112 1.112 0.556 Z-Z, +D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 1.515 1.515 0.758 Z-Z, +D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1.542 1.542 0.771 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.5469 0.5469 0.274 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 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 in^2 k-ft X-X, +1.40D 1.688 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.40D 1.688 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+0.50Lr+1.60L 3.305 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+0.50Lr+1.60L 3.305 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+1.60L+0.50S 3.335 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+1.60L+0.50S 3.335 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+1.60Lr+L 2.963 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+1.60Lr+L 2.963 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+1.60Lr 1.888 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+1.60Lr 1.888 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK Title Block Line 1 Project Title: 04/24/22 Page 107 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 1:02PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 Edge South Parking Footing 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 in^2 k-ft X-X, +1.20D+L+1.60S 3.060 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+L+1.60S 3.060 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+1.60S 1.984 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+1.60S 1.984 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+0.50Lr+L 2.660 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+0.50Lr+L 2.660 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+L+0.50S 2.690 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+L+0.50S 2.690 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +0.90D 1.085 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +0.90D 1.085 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+L+0.20S 2.589 +Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK X-X, +1.20D+L+0.20S 2.589 -Z Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.40D 2.357 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.40D 2.357 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+0.50Lr+1.60L 4.616 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+0.50Lr+1.60L 4.616 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+1.60L+0.50S 4.659 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+1.60L+0.50S 4.659 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+1.60Lr+L 4.139 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+1.60Lr+L 4.139 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+1.60Lr 2.636 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+1.60Lr 2.636 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+L+1.60S 4.274 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+L+1.60S 4.274 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+1.60S 2.772 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+1.60S 2.772 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+0.50Lr+L 3.715 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+0.50Lr+L 3.715 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+L+0.50S 3.757 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+L+0.50S 3.757 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +0.90D 1.515 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +0.90D 1.515 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+L+0.20S 3.617 -X Bottom 0.2160 Min Temp % 0.4340 12.840 OK Z-Z, +1.20D+L+0.20S 3.617 +X Bottom 0.2160 Min Temp % 0.4340 12.840 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 19.13psi 19.13psi 14.95 psi 14.95 psi 19.13psi 82.16 psi 0.23 OK +1.20D+0.50Lr+1.60L 37.46psi 37.46psi 29.27 psi 29.27 psi 37.46psi 82.16 psi 0.46 OK +1.20D+1.60L+0.50S 37.81psi 37.81psi 29.54 psi 29.54 psi 37.81psi 82.16 psi 0.46 OK +1.20D+1.60Lr+L 33.59psi 33.59psi 26.24 psi 26.24 psi 33.59psi 82.16 psi 0.41 OK +1.20D+1.60Lr 21.40psi 21.40psi 16.72 psi 16.72 psi 21.40psi 82.16 psi 0.26 OK +1.20D+L+1.60S 34.68psi 34.68psi 27.10 psi 27.10 psi 34.68psi 82.16 psi 0.42 OK +1.20D+1.60S 22.49psi 22.49psi 17.57 psi 17.57 psi 22.49psi 82.16 psi 0.27 OK +1.20D+0.50Lr+L 30.15psi 30.15psi 23.56 psi 23.56 psi 30.15psi 82.16 psi 0.37 OK +1.20D+L+0.50S 30.49psi 30.49psi 23.82 psi 23.82 psi 30.49psi 82.16 psi 0.37 OK +0.90D 12.30psi 12.30psi 9.61 psi 9.61 psi 12.30psi 82.16 psi 0.15 OK +1.20D+L+0.20S 29.35psi 29.35psi 22.93 psi 22.93 psi 29.35psi 82.16 psi 0.36 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 42.71 psi 164.32psi 0.2599 OK +1.20D+0.50Lr+1.60L 83.65 psi 164.32psi 0.5091 OK +1.20D+1.60L+0.50S 84.41 psi 164.32psi 0.5137 OK +1.20D+1.60Lr+L 74.99 psi 164.32psi 0.4564 OK +1.20D+1.60Lr 47.77 psi 164.32psi 0.2907 OK +1.20D+L+1.60S 77.44 psi 164.32psi 0.4713 OK +1.20D+1.60S 50.22 psi 164.32psi 0.3056 OK +1.20D+0.50Lr+L 67.32 psi 164.32psi 0.4097 OK +1.20D+L+0.50S 68.08 psi 164.32psi 0.4143 OK +0.90D 27.46 psi 164.32psi 0.1671 OK +1.20D+L+0.20S 65.53 psi 164.32psi 0.3988 OK Title Block Line 1 Project Title: 04/24/22 Page 108 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 12:36PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 South Parking Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 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 = 1.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 1.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis = 7.0 ft Footing Thickness = 18.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = 0.0 in = Height 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 10 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 10 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 36.7 8.20 33.660 10.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: 04/24/22 Page 109 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 12:36PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 South Parking Footing DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8265 Soil Bearing 1.653 ksf 2.0 ksf +D+L 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 Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2735 Z Flexure (+X) 7.940 k-ft/ft 29.028 k-ft/ft +1.20D+1.60L+0.50S PASS 0.2735 Z Flexure (-X) 7.940 k-ft/ft 29.028 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4431 X Flexure (+Z) 12.862 k-ft/ft 29.028 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4431 X Flexure (-Z) 12.862 k-ft/ft 29.028 k-ft/ft +1.20D+1.60L+0.50S PASS 0.2087 1-way Shear (+X) 17.149 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.2087 1-way Shear (-X) 17.149 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3181 1-way Shear (+Z) 26.132 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3181 1-way Shear (-Z) 26.132 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.4036 2-way Punching 66.311 psi 164.317 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 2.0 n/a 0.0 0.9665 0.9665 n/a n/a 0.483 X-X, +D+L 2.0 n/a 0.0 1.653 1.653 n/a n/a 0.827 X-X, +D+Lr 2.0 n/a 0.0 1.134 1.134 n/a n/a 0.567 X-X, +D+S 2.0 n/a 0.0 1.171 1.171 n/a n/a 0.586 X-X, +D+0.750Lr+0.750L 2.0 n/a 0.0 1.607 1.607 n/a n/a 0.804 X-X, +D+0.750L+0.750S 2.0 n/a 0.0 1.635 1.635 n/a n/a 0.818 X-X, +0.60D 2.0 n/a 0.0 0.5799 0.5799 n/a n/a 0.290 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.9665 0.9665 0.483 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.653 1.653 0.827 Z-Z, +D+Lr 2.0 0.0 n/a n/a n/a 1.134 1.134 0.567 Z-Z, +D+S 2.0 0.0 n/a n/a n/a 1.171 1.171 0.586 Z-Z, +D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 1.607 1.607 0.804 Z-Z, +D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1.635 1.635 0.818 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.5799 0.5799 0.290 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 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 in^2 k-ft X-X, +1.40D 6.423 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.40D 6.423 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+0.50Lr+1.60L 12.750 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+0.50Lr+1.60L 12.750 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+1.60L+0.50S 12.862 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+1.60L+0.50S 12.862 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+1.60Lr+L 11.353 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+1.60Lr+L 11.353 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+1.60Lr 7.145 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+1.60Lr 7.145 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK Title Block Line 1 Project Title: 04/24/22 Page 110 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 15 APR 2022, 12:36PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level 1 South Parking Footing 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 in^2 k-ft X-X, +1.20D+L+1.60S 11.713 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+L+1.60S 11.713 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+1.60S 7.505 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+1.60S 7.505 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+0.50Lr+L 10.225 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+0.50Lr+L 10.225 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+L+0.50S 10.338 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+L+0.50S 10.338 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +0.90D 4.129 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +0.90D 4.129 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+L+0.20S 9.963 +Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK X-X, +1.20D+L+0.20S 9.963 -Z Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.40D 3.965 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.40D 3.965 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+0.50Lr+1.60L 7.870 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+0.50Lr+1.60L 7.870 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+1.60L+0.50S 7.940 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+1.60L+0.50S 7.940 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+1.60Lr+L 7.008 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+1.60Lr+L 7.008 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+1.60Lr 4.411 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+1.60Lr 4.411 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+L+1.60S 7.230 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+L+1.60S 7.230 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+1.60S 4.633 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+1.60S 4.633 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+0.50Lr+L 6.312 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+0.50Lr+L 6.312 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+L+0.50S 6.381 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+L+0.50S 6.381 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +0.90D 2.549 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +0.90D 2.549 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+L+0.20S 6.150 -X Bottom 0.3888 Min Temp % 0.4429 29.028 OK Z-Z, +1.20D+L+0.20S 6.150 +X Bottom 0.3888 Min Temp % 0.4429 29.028 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 8.56psi 8.56psi 13.05 psi 13.05 psi 13.05psi 82.16 psi 0.16 OK +1.20D+0.50Lr+1.60L 17.00psi 17.00psi 25.90 psi 25.90 psi 25.90psi 82.16 psi 0.32 OK +1.20D+1.60L+0.50S 17.15psi 17.15psi 26.13 psi 26.13 psi 26.13psi 82.16 psi 0.32 OK +1.20D+1.60Lr+L 15.14psi 15.14psi 23.07 psi 23.07 psi 23.07psi 82.16 psi 0.28 OK +1.20D+1.60Lr 9.53psi 9.53psi 14.52 psi 14.52 psi 14.52psi 82.16 psi 0.18 OK +1.20D+L+1.60S 15.62psi 15.62psi 23.80 psi 23.80 psi 23.80psi 82.16 psi 0.29 OK +1.20D+1.60S 10.01psi 10.01psi 15.25 psi 15.25 psi 15.25psi 82.16 psi 0.19 OK +1.20D+0.50Lr+L 13.63psi 13.63psi 20.78 psi 20.78 psi 20.78psi 82.16 psi 0.25 OK +1.20D+L+0.50S 13.78psi 13.78psi 21.00 psi 21.00 psi 21.00psi 82.16 psi 0.26 OK +0.90D 5.51psi 5.51psi 8.39 psi 8.39 psi 8.39psi 82.16 psi 0.10 OK +1.20D+L+0.20S 13.28psi 13.28psi 20.24 psi 20.24 psi 20.24psi 82.16 psi 0.25 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 33.11 psi 164.32psi 0.2015 OK +1.20D+0.50Lr+1.60L 65.73 psi 164.32psi 0.4 OK +1.20D+1.60L+0.50S 66.31 psi 164.32psi 0.4036 OK +1.20D+1.60Lr+L 58.53 psi 164.32psi 0.3562 OK +1.20D+1.60Lr 36.84 psi 164.32psi 0.2242 OK +1.20D+L+1.60S 60.38 psi 164.32psi 0.3675 OK +1.20D+1.60S 38.69 psi 164.32psi 0.2355 OK +1.20D+0.50Lr+L 52.72 psi 164.32psi 0.3208 OK +1.20D+L+0.50S 53.30 psi 164.32psi 0.3243 OK +0.90D 21.29 psi 164.32psi 0.1295 OK +1.20D+L+0.20S 51.36 psi 164.32psi 0.3126 OK Title Block Line 1 Project Title: 04/24/22 Page 111 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 20 APR 2022, 1:45PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level Side Footing in big office Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 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 = 1.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 1.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 14.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in = Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 7 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 13.0 25.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: 04/24/22 Page 112 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 20 APR 2022, 1:45PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level Side Footing in big office DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8630 Soil Bearing 1.726 ksf 2.0 ksf +D+L 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 Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3365 Z Flexure (+X) 6.950 k-ft/ft 20.652 k-ft/ft +1.20D+1.60L PASS 0.3365 Z Flexure (-X) 6.950 k-ft/ft 20.652 k-ft/ft +1.20D+1.60L PASS 0.3365 X Flexure (+Z) 6.950 k-ft/ft 20.652 k-ft/ft +1.20D+1.60L PASS 0.3365 X Flexure (-Z) 6.950 k-ft/ft 20.652 k-ft/ft +1.20D+1.60L PASS 0.3281 1-way Shear (+X) 26.958 psi 82.158 psi +1.20D+1.60L PASS 0.3281 1-way Shear (-X) 26.958 psi 82.158 psi +1.20D+1.60L PASS 0.3281 1-way Shear (+Z) 26.958 psi 82.158 psi +1.20D+1.60L PASS 0.3281 1-way Shear (-Z) 26.958 psi 82.158 psi +1.20D+1.60L PASS 0.6765 2-way Punching 111.154 psi 164.317 psi +1.20D+1.60L 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 2.0 n/a 0.0 0.7258 0.7258 n/a n/a 0.363 X-X, +D+L 2.0 n/a 0.0 1.726 1.726 n/a n/a 0.863 X-X, +D+0.750L 2.0 n/a 0.0 1.476 1.476 n/a n/a 0.738 X-X, +0.60D 2.0 n/a 0.0 0.4355 0.4355 n/a n/a 0.218 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.7258 0.7258 0.363 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.726 1.726 0.863 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 1.476 1.476 0.738 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.4355 0.4355 0.218 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 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 in^2 k-ft X-X, +1.40D 2.275 +Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK X-X, +1.40D 2.275 -Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK X-X, +1.20D+1.60L 6.950 +Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK X-X, +1.20D+1.60L 6.950 -Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK X-X, +1.20D+L 5.075 +Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK X-X, +1.20D+L 5.075 -Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK X-X, +1.20D 1.950 +Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK X-X, +1.20D 1.950 -Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK X-X, +0.90D 1.463 +Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK X-X, +0.90D 1.463 -Z Bottom 0.3024 Min Temp % 0.4340 20.652 OK Z-Z, +1.40D 2.275 -X Bottom 0.3024 Min Temp % 0.4340 20.652 OK Z-Z, +1.40D 2.275 +X Bottom 0.3024 Min Temp % 0.4340 20.652 OK Z-Z, +1.20D+1.60L 6.950 -X Bottom 0.3024 Min Temp % 0.4340 20.652 OK Z-Z, +1.20D+1.60L 6.950 +X Bottom 0.3024 Min Temp % 0.4340 20.652 OK Z-Z, +1.20D+L 5.075 -X Bottom 0.3024 Min Temp % 0.4340 20.652 OK Z-Z, +1.20D+L 5.075 +X Bottom 0.3024 Min Temp % 0.4340 20.652 OK Title Block Line 1 Project Title: 04/24/22 Page 113 of 113 You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 20 APR 2022, 1:45PM File: Paisley Loft Calcs.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. # : KW-06004654 BRADLEY ENGINEERING DESCRIPTION: F Level Side Footing in big office 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 in^2 k-ft Z-Z, +1.20D 1.950 -X Bottom 0.3024 Min Temp % 0.4340 20.652 OK Z-Z, +1.20D 1.950 +X Bottom 0.3024 Min Temp % 0.4340 20.652 OK Z-Z, +0.90D 1.463 -X Bottom 0.3024 Min Temp % 0.4340 20.652 OK Z-Z, +0.90D 1.463 +X Bottom 0.3024 Min Temp % 0.4340 20.652 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 8.82psi 8.82psi 8.82 psi 8.82 psi 8.82psi 82.16 psi 0.11 OK +1.20D+1.60L 26.96psi 26.96psi 26.96 psi 26.96 psi 26.96psi 82.16 psi 0.33 OK +1.20D+L 19.69psi 19.69psi 19.69 psi 19.69 psi 19.69psi 82.16 psi 0.24 OK +1.20D 7.56psi 7.56psi 7.56 psi 7.56 psi 7.56psi 82.16 psi 0.09 OK +0.90D 5.67psi 5.67psi 5.67 psi 5.67 psi 5.67psi 82.16 psi 0.07 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 36.39 psi 164.32psi 0.2214 OK +1.20D+1.60L 111.15 psi 164.32psi 0.6765 OK +1.20D+L 81.17 psi 164.32psi 0.494 OK +1.20D 31.19 psi 164.32psi 0.1898 OK +0.90D 23.39 psi 164.32psi 0.1423 OK 1/15/2020 04/24/2022 164'-2" 29'-8" 9'-7" 25'-8" 10' 26'-3" 6' 3' 7'-2" 46'-4" HSS5X5X1 " COLUMN 2 1 ON 16"X8"X1 HSS5X5X 2" COLUMN 1 PLATE ATTACHED STEM4" BASE 1 1 ON 16"X8"X1 " BASE HDU4 HOLD DOWN HDU4 HOLD DOWN HDU4 HOLD DOWN HDU4 HOLD DOWN HDU4 HOLD DOWN PLATE ATTACHED STEM2 S2 WALL PER DETAIL '5' S2 S2 S2 PER DETAIL '31' S8 PER DETAIL '31' S8 PER DETAIL '31' S8 PER DETAIL '31' S8 PER DETAIL '31' S8 HDU4 HOLD DOWN WALL PER DETAIL '5' S2 PER DETAIL '31' S8 1'-6" 1'-6" 1'-6" 1'-6" WIDEN FOOTING 6'X6'X16" FOOTING W/ 5'X5'X10"W/ (7) #5 3 (10) #5 BARS EACH WAY BARS EACH WAY S2 2 HDU4 HOLD DOWN S2 PER DETAIL '31' S8 3 S2 17'-10" 2 1 S2 S2 HSS5X5X1 " ON 12"X12"X1 " HSS5X5X1 " ON 12"X12"X1 " HDU4 HOLD DOWN BASE PLATE ATTACHED TO4 2 BASE PLATE ATTACHED TO4 2 21'-6" PER DETAIL '31' S8 FOOTING PER DETAIL '4' S2 FOOTING PER DETAIL '4' S2 5'X5'X12" FOOTING W/ WIDEN FOOTING (7) #5 BARS EACH 5'X5'X10"W/ (7) #5 WIDEN FOOTING WAY SEE DETAIL '4' S2 BARS EACH WAY 4'X4'X10" FOOTING W/ 28'-6" 5'X5'X10"W/ (7) #5 9'-5" HSS5X5X1 " ON 12"X12"X1 " (5) #5 BARS EACH BARS EACH WAY 4 2 BASE PLATE ATTACHED TO HSS5X5X1 " COLUMN WAY SEE DETAIL '4' S2 5'X5'X14" FOOTING W/ 5'X5'X14" FOOTING W/ 4 FOOTING PER DETAIL '4' S2 ON 16"X8"X12" BASE 5'X5'X12" FOOTING W/ (7) #5 BARS EACH (7) #5 BARS EACH 8' 30' HSS5X5X1 PLATE ATTACHED STEM (7) #5 BARS EACH WAY SEE DETAIL '4' S2 WAY SEE DETAIL '4' S2 4" COLUMN HSS5X5X1 " ON 12"X12"X1 " ON 16"X8"X1 " BASE WALL PER DETAIL '5' S2 2 WAY SEE DETAIL '4' S2 4 2 PLATE ATTACHED STEM2 " BASE S2 BASE PLATE ATTACHED TO 2 FOOTING PER DETAIL '4' S2 WALL PER DETAIL '5' S2 " COLUMN1 4'X4'X10" FOOTING W/ HDU4 HOLD DOWNPER DETAIL '31' S8 4 (5) #5 BARS EACH WAY HDU4 HOLD DOWN ELEVATOR PIT 8'-4" 1 PER DETAIL '31' S81:12 SLOPE DN 2 3'X3'X10" FOOTING S2 ON 16"X8"X W/ (4) #4 BARS HSS5X5X 6 EACH WAY 3 PLATE ATTACHED STEMWALL PER DETAIL '5' S2 1 1 S2 S2 HSS5X5X 4" ON 12"X12"X 2" BASE PLATE ATTACHED TO FOOTING PER DETAIL '4' S2 7 SLAB ON GRADE: 4" CONCRETE SLAB 3 16'-8" S2 OVER 6 MIL POLY VAPOR BARRIER, HSS6X6X5 " ON 14"X14"X5 " S2 OVER 4" COMPACTED GRANULAR FILL, OVER BASE PLATE ATTACHED TO8 8 2 COMPACTED NATIVE SOILS OR STRUCTURAL FILL FOOTING PER DETAIL '6' S2 3'X3'X10" FOOTING S2 4'X4'X10" FOOTING W/ 13' 56' 58' 1' W/ (4) #4 BARS (5) #5 BARS EACH WAY 6'X6'X14" FOOTING W/ EACH WAY (8) #5 BARS EACH WAY SEE DETAIL '4' S2 6" HDU4 HOLD DOWN 3'-6" HDU4 HOLD DOWN 3' PER DETAIL '31' S8 HDU4 HOLD DOWN PER PER DETAIL '31' S8 DETAIL '31' S8 8'X8'X18" FOOTING W/ 6.3% SLOPE DN 1 (12) #5 BARS EACH 5'X5'X14" FOOTING W/ S2 WAY SEE DETAIL '6' S2 HSS5X5X1 " COLUMN HDU4 HOLD HDU4 HOLD DOWN HDU4 HOLD DOWN (7) #5 BARS EACH 2 DOWN PER 2 WAY SEE DETAIL '4' S2 ON 16"X8"X1 " BASE PER DETAIL '31' S8 1 PER DETAIL '31' S8 2 DETAIL '31' S8 1 S2 HDU4 HOLD DOWNPER DETAIL '31' S8 PLATE ATTACHED STEM 5'-62" S2 WALL PER DETAIL '5' S2 41'-10" 8' 36'-8" HSS6X6X5 " ON 14"X14"X5 " HSS6X6X5 " ON 14"X14"X5 " WIDEN FOOTING 8 8 8 8 BASE PLATE ATTACHED TO BASE PLATE ATTACHED TO 5'X5'X10"W/ (7) #5 WIDEN FOOTING 5 5 FOOTING PER DETAIL '6' S2 FOOTING PER DETAIL '6' S2 BARS EACH WAY HSS5X5X14" ON 12"X12"X12" HSS6X6X 8" ON 14"X14"X 8" 6 5'X5'X10"W/ (7) #5 BASE PLATE ATTACHED TO HSS5X5X1 " COLUMN BASE PLATE ATTACHED TO S2 2 FOOTING PER DETAIL '4' S2 BARS EACH WAY FOOTING PER DETAIL '6' S2 ON 16"X8"X12" BASE PLATE ATTACHED STEM 5'X5'X14" FOOTING W/ HSS5X5X1 " ON 12"X12"X1 " 4 2 28'-6" 24'-6" WALL PER DETAIL '5' S2 (7) #5 BARS EACH BASE PLATE ATTACHED TO 7'X7'X18" FOOTING W/ 7'X7'X18" FOOTING W/ 7'X7'X18" FOOTING W/ WAY SEE DETAIL '4' S2 FOOTING PER DETAIL '4' S2 (10) #5 BARS EACH (10) #5 BARS EACH (10) #5 BARS EACH 21'-6" WAY SEE DETAIL '6' S2 WAY SEE DETAIL '6' S2 WAY SEE DETAIL '6' S2 23'-6" 1 1 S2 15'-5 " 2 1 S2 HSS5X5X1 " COLUMN 2 ON 16"X8"X1 " BASE 2 PLATE ATTACHED STEM WALL PER DETAIL '5' S2 HSS5X5X12" COLUMN HDU4 HOLD DOWNPER DETAIL '31' S8 HSS6X6X5 " ON 14"X14"X5 " HSS6X6X5 " ON 14"X14"X5 " HSS6X6X5 " ON 14"X14"X5 " 8 8 8 8 8 8 ON 16"X8"X1 " BASE WIDEN FOOTING BASE PLATE ATTACHED TO BASE PLATE ATTACHED TO BASE PLATE ATTACHED TO PLATE ATTACHED STEM2 5'X5'X10"W/ (7) #5 FOOTING PER DETAIL '6' S2 FOOTING PER DETAIL '6' S2 FOOTING PER DETAIL '6' S2 WALL PER DETAIL '5' S2 BARS EACH WAY 6 S2 6 HDU4 HOLD DOWN S2 HDU4 HOLD DOWN PER DETAIL '31' S8 WIDEN FOOTING HSS5"X5"X12" 1 PER DETAIL '31' S8 HDU4 HOLD DOWN 1 5'X5'X10"W/ (7) #5 COLUMN S2 HSS5X5X 2" COLUMN PER DETAIL '31' S8 7'X7'X18" FOOTING W/ 7'X7'X18" FOOTING W/ 7'X7'X18" FOOTING W/ BARS EACH WAY ON 16"X8"X1 " BASE 1 2 (10) #5 BARS EACH (10) #5 BARS EACH (10) #5 BARS EACH 6'X6'X16" FOOTING W/ PLATE ATTACHED STEM S2 WAY SEE DETAIL '6' S2 WAY SEE DETAIL '6' S2 1' WAY SEE DETAIL '6' S2 1' WALL PER DETAIL '5' S2 (8) #5 BARS EACH WAY 21'-8" 17' 24' 24' 25' 9'-2" 40'-4" 164'-2" FOUNDATION PLAN SCALE: 3/16" = 1' - 0" FOUNDATION DIMENSIONS: REFER TO THE ARCH DRAWINGS PROVIDED BY GLENN WELLS ARCHITECT FOR FOUNDATION DIMENSIONS. THE DIMENSIONS ON STRUCTURAL DRAWINGS S1 ARE FOR ANALYSIS AND REFERENCE PURPOSES ONLY. BUILDER IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND INFORMATION WITH THE OWNER PRIOR TO CONSTRUCTION. OWNER AND/OR CONTRACTOR TO NOTIFY THE ENGINEER DATE VER. OF ANY ERRORS OR OMISSIONS. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR STRUCTURAL DRAWINGS & DETAILS BRADLEY ENGINEERING Engineering 4/24/2022 1 VERSION DATE REVISIONS ACCURACY OF DIMENSIONS. WWW.BRADLEYENGINEERINGINC.COM ENGINEERED BY 1 4/24/2022 ORIGINAL PLANS DAVID BRADLEY, P.E. L. SCHWEIGERT 11 PAISLEY LOFTS 811 YEW STREET // BELLINGHAM, WA 98229 Bradley CHECKED BY (360) 752-5795 D. BRADLEY of 105 E. DIVISON STREET DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY D. BRADLEY ARLINGTON, WA FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL ATLUKE (360) 510-9514 SCALE SIZE S1 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE OR EMAIL luke@bradleyengineeringinc.com AS NOTED D 2X6 STUDS @ 16" O.C. 1/15/2020 SHEATHING AND NAILING 5/8" DIAMETER X 10" LONG ANCHOR PER SHEAR WALL PLANS BOLTS @ 48" O.C. WITH 7" MINIMUM EMBEDMENT INTO STEM WALL 1" MIN AIR GAP (2) #4 CONTINUOUS REBAR WITHIN BRICK WALL TIE 3" FROM TOP OF STEM WALL AS REQUIRED SHEATHING PER PLAN 04/24/2022 2X6 STUDS @ 16" O.C. 4" CONCRETE SLAB OVER 6 5/8" DIAMETER X 10" LONG GALV. 5/8" DIAMETER X 10" MIL VAPOR BARRIER OVER FLASHING ON TOP OF BASE ANCHOR BOLTS @ 48" O.C. (OK TO LONG ANCHOR BOLTS (2) #4 CONT. AT TOP RIGID FOAM INSULATION COURSE WEEP HOLES @ 48" O.C. 5 @ 48" O.C. WITH 7" OF STEM WALL USE SIMPSON 8" X10" TITEN SCREW MINIMUM EMBEDMENT 5 1 BRICK OR CMU DOWN ANCHOR BOLTS OR EQUIVALENT) 4" CONC. SLAB (4) 8"X8" TITEN HD SCREWS OR (4) HSS5"X5"X 4" STEEL COLUMN 2X STUD WALL INTO STEM WALL 5/8" THREADED ROD EPOXIED WITH 12" TO FOOTING, FILL TYP. AT BEARING AND SHEAR WALLS 12"X12"X1 11" BEARING / SIMPSON SET-3G OR EQUIVALENT, 2" BASE PLATE. WELD 2 BEHIND W/ MORTAR WITH MINIMUM 8" EMBEDMENT HSS TO PLATE W/ 14" CONT. 1 SHEAR WALL 4" CONCRETE SLAB 12" VERIFY 12" FILLET WELD ON ALL SIDES PER PLAN WITH ARCH. 4" CONC. SLAB 4" COMPACTED 4" CONC. SLAB PLANS #5 REBAR EACH WAY. BASE PLATE SHOWN ON FOOTING 4" DIAMETER GRANULAR FILL #4 VERTICAL BARS 24" O.C. NUMBER OF BARS STRUCTURALLY OKAY TO PLACE #4 VERTICAL REBAR AT 12" O.C., ALTERNATE HOOK DIRECTION TIGHT LINE ALTERNATE HOOK REQUIRED PER PLAN BASE PLATE ON SLAB (TYP.) 12" 9" DIRECTION IN FOOTING 3 18" MIN Ã˜ " #4 HORIZONTAL REBAR AT 12" O.C. 12" #4 HORIZONTAL BARS 18" 4 4" DIAMETER O.C. ALTERNATE HOOK 1 PERFORATED DIRECTION IN FOOTING DEPTH 3" CONC. COVER 12" 8" DRAIN PIPE PER FROM BOTTOM 8" 1" THICK A36 24" (3) #5 REBAR CONTINUOUS, PLAN OF FOOTING 2 3" FROM BASE OF FOOTING STEEL PLATE #4 TIE BARS 24" O.C. (3) #4 CONTINUOUS REBAR 8" 8" 8" AT BASE OF FOOTING FOOTINGS TO BEAR ON COMPACTED (2) #4 CONT. 5" 8" 5" WIDTH PER PLAN BASE PLATE NATIVE SOILS OR STRUCTURAL FILL (TYP.) REBAR 18" 1 1/2" = 1'- 0" 1 TYPICAL FOUNDATION DETAIL 2 THICKENED FOOTING DETAIL 3 FOUNDATION DETAIL 4 INTERIOR FOOTING & BASE PLATE DETAIL SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" BEARING/SHEAR WALL SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" HSS 6"X6"X5" STEEL COLUMN SIMPSON PAB7-24 OR (4) 7" GALV. 8 8 14" F1554 THREADED ROD WITH 18" 2" 14" X14" X 5" BASE PLATE WELDED MIN. EMBEDMENT INTO CONCRETE. 8 5X5 HSS COLUMN PER PLAN SET TO HSS W/ 5" CONT. FILLET WELD WASHER AND NUT ASSEMBLY 2" 8 #4 V-BARS @ 12" O.C. IN WALL. ATTACH WOOD STUD SIMILAR TO PAB ANCHOR BLOT LEVELING NUT ASSEMBLY (OPTIONAL) TO HSS PER TYPICAL DETAIL (2) 3/4" GALV. THREADED ROD (3) #4 REBAR HOOPS SPACED GROUT WITH Fc' = 8,000 PSI, #4 T-BARS @ 12" O.C. EPOXIED WITH SIMPSON SET-3G 16"X8"X5/8" STEEL BASE 3" O.C. IN TOP 12" OF PLINTH INSTALLED AFTER LEVELING NUT 14" 10" OR EQUIVALENT 12" MIN. PLATE USE MID-WALL OR AND 12" O.C. THROUGHOUT EMBEDMENT DEPTH. SEE BASE END WALL PLATE AS 8" 8" IS ADJUSTED IN FINAL POSITION Ã˜15" 5" 3" 5" 3" 16 PLATE FOR BOLT SPACING REQUIRED PER PLAN 1 1 V-BARS @ WALL CL 1 " 1 " (8) #5 VERTICAL HOOKS Ã˜13" 2 Ã˜13" 2 16 16 CONC. SLAB 1' HOOK INTO FOOTING WELD HSS TO BASE 1 2" 1 5 " THICK A36 2" 7" 5 " THICK A36 PLATE W/ 4" CONT. FILLET 8 8 WELD ON ALL SIDES STEEL PLATE STEEL PLATE 10" 5/8" THICK A36 REBAR LAP = 1 STEEL PLATE 48*BAR DIAMETER TYPICAL 8" CONCRETE 14" 11" 14" 2" 11" #5 REBAR EACH WAY. STEM WALL SEE NUMBER OF BARS BASE PLATE DETAIL '1' OR '3' S2 REQUIRED PER PLAN 7" DEPTH 1 1/2" = 1'- 0" MAIN SLAB 8" PER 3" CONC. COVER BARS STOP 2" 4" 1 1 PLAN FROM BOTTOM FROM EDGE 1 " 1 " 2 2 OF FOOTING OF SLUMP PIT BASE PLATE (MID-WALL) BASE PLATE (END WALL) 18" 1 1/2" = 1'- 0" 1 1/2" = 1'- 0" WIDTH PER PLAN 12" 3" HSS6X6X5 " COLUMN AND FOOTING 5 HSS5X5 COLUMN TO STEM WALL 6 8 10" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" #5 BARS @ 8" O.C. EACH WAY 10" 8" (2) #4 L BARS AT EACH SIDE OF PIT 1ST POUR 2ND POUR SLAB COMPOSED OF SLUMP PIT AS REQUIRED TWO SEPARATE POURS LINE OF SLAB BEYOND PIT 6" THICK CONCRETE BASE ANCHOR BOLTS AND WALL FOR PIT. 1. Ã˜5/8"X10" LONG @ 48" O.C. MAX. 2. MIN. 2 PER SILL. 0.145 DIA. PAF 7 ELEVATOR PIT FOUNDATION 1-3/4" 3. WITHIN 12" FROM SILL END. @ 12" O.C. MIN. EMBED PER MFR. SCALE: 3/4" = 1' - 0" 4" COMPACTED RECOMMENDATIONS UNDISTURBED NATIVE SOIL OR 5" DIA. WELDED COMPACTED FILL MATERIAL COLD JOINT GRANULAR FILL 8 THREADED STUD @ 48" O.C. STEEL COLUMN PER PLAN 1" SAW CUT OR USE GROOVER 8 TOOL TO CREATE CONCRETE JOINT SIMPSON TB SCREWS @ 12" O.C. 2X STUD SLAB TO BE POURED MONOLITHICALLY. (FOR STEEL LESS D (1 )D SAW CUT METHOD TO BE PERFORMED 4 THAN 5" THICK) 4 TO 12 HOURS AFTER POUR. REQUIRED AT 16 ALL LOCATIONS NOTE: THREE OPTIONS FOR CONNECTING WALL STUD TO STEEL ARE PROVIDED ABOVE. ANY OF THE THREE CONNECTIONS CAN BE USED 30 TYPICAL WALL STUD UNDISTURBED NATIVE SOIL OR SAW CUT OR 4" COMPACTED COMPACTED FILL MATERIAL GRANULAR FILL GROOVE JOINT ANCHOR BOLTS TO SILL PLATE TO STEEL COLUMN CONCRETE SLAB NOTES: SUB-GRADE PREPARATION: SCALE: 1" = 1' - 0" Â·EITHER OF THE ABOVE TWO JOINT OPTIONS ARE ADEQUATE SLAB TO BEAR ON UNDISTURBED NATIVE SOILS AND/OR STRUCTURAL Â·SPACE JOINTS @ 12' O.C. MAX. EACH WAY FILL (SEE STANDARD STRUCTURAL SPECIFICATIONS FOR MORE Â·TYPICAL SLAB 4" CONCRETE SLAB OVER 6 MIL POLY VAPOR INFORMATION) COMPACTED IN LIFTS OF ONE FOOT OR LESS TO 95% BARRIER OVER 4" COMPACTED GRANULAR FILL OF A MODIFIED PROCTOR PER ASTM D1557. SOILS SHALL BE FIRM AND UNYIELDING. ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH THE SLABS TO BE REMOVED AND REPLACED WITH 4" MINIMUM COMPACTED GRANULAR FILL TO 95% RELATIVE COMPACTION. TYPICAL CONCRETE SLAB JOINTS SCALE: 1" = 1'-0" DATE VER. STRUCTURAL DRAWINGS & DETAILS BRADLEY ENGINEERING Engineering 4/24/2022 1 VERSION DATE REVISIONS WWW.BRADLEYENGINEERINGINC.COM ENGINEERED BY 1 4/24/2022 ORIGINAL PLANS DAVID BRADLEY, P.E. L. SCHWEIGERT 11 PAISLEY LOFTS 811 YEW STREET // BELLINGHAM, WA 98229 Bradley CHECKED BY (360) 752-5795 D. BRADLEY of 105 E. DIVISON STREET DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY D. BRADLEY ARLINGTON, WA FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL ATLUKE (360) 510-9514 SCALE SIZE S2 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE OR EMAIL luke@bradleyengineeringinc.com AS NOTED D 1/15/2020 04/24/2022 4 FT LONG 3 " PLY CANTILEVER 4 FT LONG 3 " PLY CANTILEVER 4 FT LONG 3 " PLY CANTILEVER UPSIDE DOWN 4 4 4 HGUS5.50/12 REINFORCEMENT ATTACHED TO REINFORCEMENT ATTACHED TO REINFORCEMENT ATTACHED TO HANGER EACH SIDE OF I-JOIST AT 2 FT EACH SIDE OF I-JOIST AT 2 FT EACH SIDE OF I-JOIST AT 2 FT CANTILEVER SEE DETAIL '12' S4 (TYP.) CANTILEVER SEE DETAIL '12' S4 (TYP.) CANTILEVER SEE DETAIL '12' S4 (TYP.) (2) TRIMMER ~15 FT LONG 31 " X 117 " LVL HELD UP 2 8 (1) KING STUD (2) TRIMMER (2) TRIMMER (2) TRIMMER (2) KING STUD (2) TRIMMER (2) TRIMMER 134" X 1178" LVL RIM (1) KING STUD (2) KING STUD (2) KING STUD (2) KING STUD W14X26 HDR SCREWED TO END HU11 HANGER OF 31 " X 117 " LVL 2 8 W/ (6) 4" #10 13 1 1 312"X9" GLB OR 6X10 DF #1 HDR 31 "X9" GLB OR 6X10 DF #1 HDR 312"X9" GLB OR 6X10 DF #1 HDR SCREWS 4"X11 5 2" X 13 2" GLB HDR 2 BLOCK BETWEEN JOSITS AT BEAR ON 6X6 DF HSS5"X5"X1 " 4 7 CANTILVER ATTACH BLOCKING TO 1 POST IN WALL 1 HSS5"X5"X1 " CONNECT TO 1 (3) TRIMMER 8" LVL'S 16" O.C. (2) TRIMMER (2) TRIMMER 5 2" X 12" GLB HDR 4 5 2" X 12" GLB HDR 1 7 " LVLHSS5"X5"X1 " WALL PLATE W/ A35 16" O.C. (TYP.) (2) KING STUDS (2) KING STUDS CONNECT TO HEADER PER 1 2" X 11 8" LVL OR LSL (2) KING 8 2 IUS LEDGER TO WALL 7 COLUMN 312" X 1178" GLB TOP OF BEAM (2) TRIMMER HEADER PER DETAIL '29' S4 STUDS DETAIL '29' S4 HANGERS STUDS W/ (3) 1 " X 41 " FLUSH W/ TOP OF LANDING JOISTS (2) KING STUDS 4 2 " X 11 (TYP.) SDS SCREWS 16" O.C. 4 HU612 15 " X 3" LAG SCREWS HU11 HANGER OF BEAM TO POST W/12 LANDING JOISTS: 31 " X 117 " GLB HANGER 117 " TJI 210 2 8 SCREW BOTTOM FLANG(2) JOISTS @ 16" O.C.8 IUS HANGERS WALL ON TOP OF (TYP.) BEAM UP TO SECOND 1 8 1 7 HSS5"X5"X 4" 5 2" X 11 8" GLB SET 8 FT 31 " X 117 " GLB FLOOR JOISTS BACK FROM NORTH WALL 2X PLATE ON STEEL BEAM LANDING JOISTS: 2 8 DOWN CONNECTION S4 BA2.37/11.88 ATTACHED W/ 5 " THREADED TO BEAM PER TOP FLANGE 8 117 " TJI 210 8 HANGER (TYP.) " X 3" LAG SCREWS STUDS WELDED 48" O.C. JOISTS @ 16" O.C. DETAIL '14' S4 W16X50 STEEL BEAM W16X50 STEEL BEAM 12 W12X40 STEEL BEAM " X 15" GLB HDR2 DOWN FRAME STAIRS W/ 2X12 WHERE BEARING WALL SITS DOWN 15 11 24'-1 " W18X86 STRINGERS @ 12" O.C. OVER TOP OF BEAM ATTACH 8 16 SCREW BOTTOM FLANG OFBEAM TO POST OR HEADERW/ (2) WHERE BEARING WALL SITS STEEL BEAM STEEL BEAM HSS5"X5"X14" WALL PER DETAIL '10' S4 (TYP.) S4 STEEL BEAM OVER TOP OF BEAM ATTACH CONNECT. PER CANTILEVERS W12X53 STEEL BEAM CONNECTION WALL PER DETAIL '10' S4 (TYP.) DETAIL '11' S4 W12X53 STEEL BEAM 31 " X 117 " GLB TO BEAM PER OVER ~1' TO CATCH W12X53 STEEL BEAM W12X53 STEEL BEAM 2 8 POINT LOAD FROM DETAIL '14' S4 11 BEAM ABOVE (3) TRIMMER S4 ~26'8" LONG W12X53 STEEL BEAM 1 1 16 HSS5"X5"X1 " BLOCK BETWEEN (2) KING HELD UP IN LINE W/ FLOOR JOISTS HSS5"X5"X 2" DOWN HSS5"X5"X 4" HSS5"X5"X14" S4 4 CONNECTION UP CONNECTION BA2.37/11.88 CONNECTION CONNECTION UP JOISTS BELOW OFFSET STUDS TO BEAM PER TO BEAM PER TOP FLANGE TO BEAM PER WEB STIFFENERS REQUIRED TO BEAM PER BLOCK BETWEEN BEARING WALL (TYP.) BLOCK BETWEEN JOISTS OVER DETAIL '13' S4 BEARING WALL 1 7 DETAIL '13' S4 HANGER (TYP.) DETAIL '14' S4 TO BE ATTACHED TO JOISTS HSS5"X5"X1 DETAIL '13' S4 JOISTS BELOW OFFSET BEAM ATTACH BLOCKING TO 2X 3 2" X 11 8" GLB 4" OVER THIS BEARING WALL LINE CONNECTION HSS5"X5"X1 " BEARING WALL (TYP.) HSS5"X5"X14" PLATE ON BEAM W/ A35 ANGLE, TO BEAM PER CONNECT TO4 CONNECT TO SEE DETAIL '9' S4 (TYP.) WHERE BEARING WALL SITS WHERE BEARING WALL SITS DETAIL '13' S4 4X10 DF HDR HEADER PER OVER TOP OF BEAM ATTACH HEADER PER OVER TOP OF BEAM ATTACH GLB NOTCHED INTO BEARING WALL DETAIL '29' S4 DETAIL '29' S4 STEEL BEAM SIMILAR BLOCK BETWEEN 4X10 DF HDR BEARING WALL WALL PER DETAIL '10' S4 (TYP.) WALL PER DETAIL '10' S4 (TYP.) TO DETAIL '16 S4 31 " X 117 " GLB HELD UP JOISTS BELOW OFFSET 2 8 BEARING WALL (TYP.) W16X50 STEEL BEAM W16X50 STEEL BEAM 4X10 DF HDR 11 W12X53 STEEL BEAM HELD UP 1 7 1 7 312" X 1178" GLB HELD UP BEARING WALL 51 " X 117 " 17 W14X26 HEADER S4 5 2" X 11 8" GLB HELD UP 5 2" X 11 8" GLB HELD UP 2 8 HSS5"X5"X14" IN LINE W/ FLOOR JOISTS WEB STIFFENERS REQUIRED GLB HELD UP FLOOR SYSTEM S4 HSS5"X5"X1 " CONNECTION BA2.37/11.88 TO BE ATTACHED TO JOISTS 4 5 11 7" TJI 360 JOISTS @ 16" O.C. WITH CONNECT TO TO BEAM PER TOP FLANGE " LVL OR DOUBLE HSS6"X6"X 8" 8 OVER THIS BEARING WALL LINE HEADER PER DETAIL '14' S4 8 CONNECT TO BEAM 3/4" T&G SHEATHING GLUED AND 4X10 DF HDR DETAIL '29' S4 HANGER (TYP.) 7 PER DETAIL '15' S4 NAILED TO JOISTS & 11 " GYPCRETE. 2 4X10 DF HDR " X 11 51 " X 12" GLB HDR 4 " GYPCRETE. 2 3 2 1 JOIST BELOW WALL ABOVE 1 15 W14X26 STEEL HEADER S4 (3) TRIMMER (3) TRIMMER 4X10 DF HDR 4X10 DF HDR 31 "X9" GLB OR 6X10 DF #1 HDR (2) KING STUDS (2) KING STUDS 2 FLOOR SYSTEM " LVL RIM JOIST 1 8 HSS5"X5"X 4" 7 (2) TRIMMER (2) TRIMMER CONNECT TO 7" TJI 560 JOISTS @ 16" O.C. WITH8 (2) KING STUDS (2) KING STUDS 8 BA2.37/11.88 HEADER PER " X 11 3/4" T&G SHEATHING GLUED AND HSS6"X6"X5 " HSS6"X6"X5 " HSS6"X6"X5 " TOP FLANGE 4 11 NAILED TO JOISTS & 1 8 8 BLOCKING AND ATTACHMENT OF JOIST 8 S4 DETAIL '29' S4 31 ALONG WEST ELEVATIONCANTILEVERED WALL (TYP.) WHERE BEARING WALL SITS CONNECTION CONNECTION CONNECTION HANGER (TYP.) OVER TOP OF BEAM ATTACH TO BEAM PER TO BEAM PER TO BEAM PER DETAIL '9' S4 (TYP.) TO BEAM PER (3) TRIMMER W16X50 STEEL BEAM (2) KING WALL PER DETAIL '10' S4 (TYP.) W18X65 STEEL BEAM DETAIL '14' S4 W18X65 STEEL BEAM DETAIL '14' S4 W18X65 STEEL BEAM DETAIL '14' S4 W18X65 STEEL BEAM STUDS 11 W12X53 STEEL BEAM HELD UP BEARING WALL HSS5"X5"X1 HSS5"X5"X1 S4 HSS5"X5"X1 " HSS5"X5"X1 " 4" 4" IN LINE W/ FLOOR JOISTS 2 ATTACH 2X8 NAILER TO BEAM 2 CONNECTION CONNECTION CONNECTION 5 CONNECTION W/ 8" THREADED STUD 48" O.C. TO BEAM PER TO BEAM PER TO BEAM PER TO BEAM PER SEE DETAIL '9' S4 (TYP.) DETAIL '13' S4 DETAIL '14' S4 DETAIL '13' S4 DETAIL '13' S4 RIM JOIST OVER THIS BLOCK FLOOR DIAPHRAGM IN BEARING / SHEAR WALL HATCHED REGION AND ATTACHED TO TOP ATTACH SHEATHING PER PLATE W/ A35 16" O.C. BLOCKED FLOOR DIAPHRAGM " X 3" LAG SCREWS 2 DETAIL '34' ON THIS SHEET " X 9" GLB HDR1 2 W18X86 STEEL BEAM 15 SCREW BOTTOM FLANGOF BEAM TO HDR W/ (2) BLOCK BETWEEN JOISTS OVER (2) TRIMMER BEAM ATTACH BLOCKING TO 2X (2) KING BLOCK FLOOR DIAPHRAGM IN PLATE ON BEAM W/ A35 ANGLE, STUDS HATCHED REGION AND 1 HSS6"X6"X5 " HSS6"X6"X5 " HSS6"X6"X5 " SEE DETAIL '9' S4 (TYP.) HSS5"X5"X 2" 8 8 8 ATTACH SHEATHING PER CONNECTION CONNECTION CONNECTION CONNECTION BLOCKED FLOOR DIAPHRAGM TO BEAM PER TO BEAM PER TO BEAM PER TO BEAM PER DETAIL '34' ON THIS SHEET RIM JOIST OVER THIS DETAIL '13' S4 W18X65 STEEL BEAM DETAIL '14' S4 W18X65 STEEL BEAM DETAIL '14' S4 W18X65 STEEL BEAM DETAIL '14' S4 W18X65 STEEL BEAM 312"X9" GLB OR 6X10 DF #1 HDR 312"X9" GLB OR 6X10 DF #1 HDR BEARING / SHEAR WALL ATTACHED TO TOP PLATE W/ A35 16" O.C. (2) TRIMMER (2) TRIMMER (2) TRIMMER (2) KING STUD (2) KING STUD (2) KING STUD 3 3 HSS5"X5"X1 " 1 7 4 FT LONG 4" PLY CANTILEVER 4 FT LONG 4" PLY CANTILEVER 2 ~15 FT LONG 3 2" X 11 8" LVL RIM JOIST 4 FT LONG 3 " PLY CANTILEVER HSS5"X5"X1 " CONNECTION 4 REINFORCEMENT ATTACHED TO 9 REINFORCEMENT ATTACHED TO 9 2 TO BEAM PER REINFORCEMENT ATTACHED TO EACH SIDE OF I-JOIST AT 2 FT EACH SIDE OF I-JOIST AT 2 FT CONNECTION DETAIL '13' S4 EACH SIDE OF I-JOIST AT 2 FT CANTILEVER SEE DETAIL '12' S4 (TYP.) S4 CANTILEVER SEE DETAIL '12' S4 (TYP.) S4 TO BEAM PER CANTILEVER SEE DETAIL '12' S4 (TYP.) DETAIL '13' S4 SECOND FLOOR FRAMING PLAN SCALE: 3/16" = 1' - 0" 8D NAILS @ 12" O.C. IN THE FIELD NOTES: DIAPHRAGM 4'X8' Â· INTERIOR LOAD BEARING AND EXTERIOR WALL HEADERS TO BE BOUNDARY CONTINUOUS 3" CD/OSB PANEL JOINT 4X10 DF #2 UNLESS NOTED OTHERWISE. IN LIEU OF EXTERIOR LOAD 4 BEARING HEADERS OKAY TO ATTACH JOISTS TO STRUCTURAL RIM PER DETAIL '23' S6 (TYP. FOR OPENINGS 6 FT OR LESS) Â· INTERIOR BEARING WALL R 2X4 BLOCKING CUT AND Â· BEARING FROM ABOVE 8D NAILS @4" O.C. AT FITTED BETWEEN JOISTS DIAPHRAGM BOUNDARY AT PANEL EDGES. 10D RING AND SUPPORTED EDGES. SHANK NAILS @ 6" O.C. SEE R SECTION R - R. 2X BLOCKING Engineering DATE VER. VERSION DATE REVISIONS (OR LAID FLAT) STRUCTURAL DRAWINGS & DETAILS BRADLEY ENGINEERING 4/24/2022 1 WWW.BRADLEYENGINEERINGINC.COM ENGINEERED BY 1 4/24/2022 ORIGINAL PLANS FLOOR JOISTS @ 16" O.C. (TYP.) SEC. R - R DAVID BRADLEY, P.E. L. SCHWEIGERT 11 PAISLEY LOFTS 811 YEW STREET // BELLINGHAM, WA 98229 Bradley CHECKED BY 34 BLOCKED FLOOR DIAPHRAGM (360) 752-5795 D. BRADLEY of 105 E. DIVISON STREET DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY SCALE: 1/4" = 1'-0" D. BRADLEY ARLINGTON, WA FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL ATLUKE (360) 510-9514 SCALE SIZE S3 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE OR EMAIL luke@bradleyengineeringinc.com AS NOTED D 1 1 " 4 1 1" GYPCRETE OVER 2 2X6 STUDS @ 16" O.C. 34" SHEATHING WALL NOT SHOWN OVER BEAM. WHERE 1/15/2020 21" 1/4" THICK A36 117 " TJI 360 WALL SITS OVER BEAM ATTACH WALL PLATE 2 8 STEEL PLATE JOISTS @ 16" O.C. TO STEEL BEAM PER DETAIL '10' S4 (TYP.) 1 10" 2 " 2X6 STUDS 2 5 SHEATHING TO BLOCKING 1 1" GYPCRETE OVER 3 " SHEATHING Ã˜ " CANTILEVER REINFORCEMENT @ 16" O.C. 2 4 16 CONNECT SUBFLOOR TO BEAM WITH W/ 8d NAILS 4" O.C. 21" HANG JOISTS OFF TOP FLANGE WITH SIMPSON PDPAT-100 KP REQUIRED WHERE NOTED ON ATTACH SUB-FLOOR SHEATHING TO 2 SIMPSON ITS2.06/11.88 HANGERS FASTENED PLANS. SEE DETAIL '12' S4 FOR STEEL BEAM W/ SIMPSON PDPAT-100 KP 04/24/2022 POWDER-DRIVEN TOP-HAT PIN AT 6" O.C. 1 1 " SDS TO TOP FLANGE WITH QTY (4) SIMPSON REQUIREMENTS (TYP.) 4" 4 2 POWDER DRIVEN TOP-HAT PIN AT 6" O.C. SCREW 16" O.C. 11" 2" 3" 6" 3" 2" PDPAT-62 KP POWDER-DRIVEN TOP-HAT PIN 1-1/2" GYPCRETE (TYP.) W12X53 STEEL BEAM HELD 4 BLOCKING TO 2X8 RIM TO TOP AND BOTTOM INTO RIM JOIST 16" UP BELOW BEARING WALL PLATE W/ A35 (TYP.) FLANGE OF CANT. JOIST 3/4" SUBFLOOR, GLUED AND NAILED 1 134" X 1178" LVL END PLATE W/ 3 2" #10 SCREW (TYP.) WITH 8d AT 6" O.C. ALONG EDGES, RIM JOIST SIMPSON BA2.37/11.88 1 1/2" = 1'- 0" 12" O.C. IN THE FIELD OR EQUIVALENT BLOCK BWTWEEN JOISTS 8" diameter maximum hole for 117 " - 5 4'-0" length of 8 TOP FLANGE HANGER 8" THREADED STUD WELDED AT CANTILEVER (TYP.) 1 3 16" deep blocking panels; 6" diameter 11-7/8" TJI 210 @ 16" O.C. OR TO STEEL BEAM W/ 4" CONT. 4" reinforcement 1 FILLET WELD. ATTACH 2X SCREW BOTTOM FLANGE OF on both sides maximum for blocking panels 9 2" EQUIVALENT 11-7/8" DEEP I-JOIST PLATE W/ WASHER & NUT 1 16"X10"X14" STEEL PLATE WELDED TO deep or shorter than 12" long. WITH 2-1/16" FLANGE WIDTH MIN I-JOIST TO 2X8 PLATE W/ (2) 2 4' WEB OF STEEL BEAM W/ 3 " FILLET WELD W-FLANGE BEAM PER PLAN W18X65 STEEL BEAM #10 SCREWS ON EACH SIDE 16 BOLT STEEL BEAMS Do not cut flanges. EACH SIDE, SCREW STEEL PLATE TO RIM TOGETHER W/ (4) 5 " JOIST W/ (16) 1 " X 2" SDS SCREWS 8 4 A325 THRU BOLTS 11 1 OPTION 1 - SIMPSON ITS WITH POWDER ACTUATED FASTENERS W18X86 STEEL BEAM 8" TJÂ® Rim Board or 1 4" 9 I-JOISTS BEARING ON STEEL BEAM TimberStrandÂ® LSL. Nail with 10d (0.131" x 3") nails, one each SCALE: 3/4" = 1'-0" at top and bottom flange. U.N.O CONNECT SUBFLOOR TO BEAM WITH AT CANTILEVER SHOP OR FIELD WELD SIMSPON BA OR SIMPSON PDPAT-100 KP 11 STEEL BEAM DETAIL AT CANTILEVER Attach reinforcement HB HANGER TO TOP FLANGE OF STEEL POWDER-DRIVEN TOP-HAT PIN AT 6" O.C. BEAM WITH 2" LONG FILLET WELD TO 2X6 BEARING OR SCALE: 3/4" = 1'-0" to joist flange with 1-1/2" GYPCRETE (TYP.) 5/8" DIA. THREADED STUD BELOW BEARING WALL 8d (0.131" x 212") nails at 6" EACH SIDE OF EACH TOP FLANGE SHEAR WALL PER PLAN 2'-0" 3/4" SUBFLOOR, GLUED AND NAILED @ 48" O.C. WELDED TO Face grain on-center. When reinforcing 2X6 BOTTOM PLATE TOP OF STEEL BEAM WITH maximum both sides, stagger nails. SIMPSON BA2.37/11.88 OR SIMILAR WITH 8d AT 6" O.C. ALONG EDGES, 1/4" FILLET AROUND horizontal WELDABLE TOP FLANGE HANGER. 12" O.C. IN THE FIELD 2X6 P.T. PLATE USE OSB OR PLY FILLER AS NEEDED 1-1/2" GYPCRETE (TYP.) 12 TYPICAL CANTILEVER TO FILL JOIST HANGER SEAT 11-7/8" TJI 360 @ 16" O.C. OR EQUIVALENT 3/4" SUBFLOOR, GLUED AND NAILED SIMPSON JOIST HANGERS WITH 8d AT 6" O.C. ALONG EDGES, REINFORCEMENT W-FLANGE BEAM PER PLAN PER DETAIL '8' S4 12" O.C. IN THE FIELD SCALE: N.T.S. 11-7/8" I-JOISTS PER PLAN OPTION 2 - SIMPSON BA HANGER WITH 2" FILLET WELDS W-FLANGE BEAM PER PLAN 5" 1 2 " 2 8 I-JOISTS HUNG FROM W-FLANGE 10 STEEL BEAM HELD UP FLUSH WITH WHERE JOISTS ARE HUNG FROM BEAM ATTACHED HANGERS TO TOP FLANGE PER DETAIL '8' S4 11" 2 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" WHERE WALL PLATE SITS ON STEEL Ã˜13" TYPICAL BEARING/SHEAR WALL ABOVE BEAM ATTACH PER DETAIL '10' S4 (TYP.) 16 10" 21" 5" 21" 11" 1 STANDARD COPING REQUIRED 6" 9" 2 2 2 2" TOP AND BOTTOM FLANGE 13 Ã˜ " 16 11" 7" BLOCK BETWEEN JOIST AT CANTILEVER 1 2 1 1 1" 5 " THICK A36 32" 1 12" 4" 12" 12 8 2" THICK A36 3 " SUB-FLOORING GLUED AND NAILED STEEL PLATE (3) 3" DIA. GROUP A (A325) 4 4 11 " GYPCRETE STEEL PLATE Ã˜13" 2 TO BLOCKING W/ 10d NAILS 4" O.C. BOLTS W/ STD HOLES 16 3" 51" SHEAR PLATE DETAIL 5 2 WHERE JOISTS ARE HUNG FROM BEAM ATTACHED 8" THICK A36 HSS6"X6"X5 " 1 1/2" = 1'- 0" WHERE WALL PLATE SITS STEEL PLATE 8 WHERE JOISTS ARE HUNG ON STEEL BEAM ATTACH 7" HANGERS TO TOP FLANGE PER DETAIL '8' S4 COLUMN WELD 21" PER DETAIL '10' S4 (TYP.) 11" 4" 11" 11" WHERE WALL PLATE SITS ON STEEL 1 SCREW BOTTOM FLANGE OF TO PLATE W/ 1 " W12X53 STEEL 9"X5"X3" SHEAR PLATE WELDED FROM BEAM ATTACHED 2 2 2 4 " 2 8 BEAM ATTACH PER DETAIL '10' S4 (TYP.) HSS COLUMN 2 BLOCKING TO 2X I-JOIST TO 2X PLATE W/ (2) 2 1' BEAM 1 HANGERS TO TOP 4 CONT. FILLET 1 TO W12X53" W/ 4" FILLET WELD FLANGE PER DETAIL '8' S4 13 PER PLAN WELD PLATE W/ A35 (TYP.) #10 SCREWS ON EACH SIDE 52" Ã˜ " 18" ON EACH SIDE 16 TO PLATE W/ 3 " 8 5 3" CONT. FILLET 1 W-BEAM PER PLAN 8" THICK A36 BEAM JOINT WHERE 42" STEEL PLATE OCCURS TO BE AT MID GUSSET TO 1 16 SHEAR CONNECTION DETAIL 3 " 12" POINT OF COLUMN 1 PLATE & HSS 2 GUSSET TO 41" 16"X8"X 2" SPLICE PLATE GUSSET TO 2X12 PLATE RIPPED TO 58" THREADED STUD 48" O.C. 1 SCALE: 1" = 1'-0" (4) 34" A325 THRU 2 CENTERED AT BEAM JOINT 3" W/ 2" CONT. PLATE & HSS 3 PLATE & HSS WIDTH OF STEEL BEAM WELDED TO TOP FLANGE OF 11" BOLTS (2) EACH (4) 4" A325 THRU AND ATTACHED W/ (8) 3 " FILLET WELD 2 3 4 W/ 3 " CONT. BEAM W/ 1 " CONT. FILLET SIDE OF BEAM W/ 8" CONT. BOLTS (2) EACH A325 THRU BOLTS 8 11" BEAM JOINT WHERE 4 FILLET WELD SIDE OF BEAM FILLET WELD 2 OCCURS TO BE AT MID WELD. BOLT 2X PLATE TO 3" POINT OF COLUMN STUD W/ WASHER AND NUT. TOP PLATE (MID-SPAN) HSS COLUMN 1 W-BEAM PER PLAN 1 1 1/2" = 1'- 0" PER PLAN WELD 2" TOP PLATE (MID-SPAN) (4) 3 " A325 THRU 16"X8"X 2" SPLICE PLATE CENTERED 1 1/2" = 1'- 0" 4 AT BEAM JOINT AND ATTACHED W/ TO PLATE W/ 3 " BOLTS (2) EACH 4"X4"X12" GUSSET PLATE 8 16" (8) 3 " A325 THRU BOLTS 16" CONT. FILLET 4"X4"X1 " GUSSET PLATE 1 1 1 1 SIDE OF BEAM 4 1 1 1 1 WITH 45Â° ANGLED WELD 2 12" 42" 4" 42" 12" 12" 42" 4" 42" 12" WITH 45Â° ANGLED WELD TO COLUMN CAP & HSS TOP PLATE (END) 5 11" 11" 3 TO COLUMN CAP & HSS 18"X7"X 8" STEEL 2 2 W/ 8" CONT. FILLET 1 1/2" = 1'- 0" W/ 3 " CONT. FILLET PLATE WELDED TO WELD ON BOTH SIDES 8 W18X86 STEEL BEAM 5 WELD ON BOTH SIDES HSS W/ 3 " CONT. 12"X7"X 8" STEEL 8 13 13 HSS COLUMN PER PLAN PLATE WELDED TO FILLET WELD Ã˜ " 5" 8" 6"X6"X12" GUSSET PLATE Ã˜ " 5" 8" HSS COLUMN PER PLAN 16 16 HSS W/ 38" CONT. WITH 45Â° ANGLED WELD WALL PLATE SITS ON STEEL BEAM JOISTS ARE HUNG FROM BEAM 21"X10"X5 " STEEL FILLET WELD TO COLUMN CAP & HSS 8 ATTACH PER DETAIL '10' S4 (TYP.) 1 1 ATTACHED HANGERS TO TOP 12" W/ 3 " CONT. FILLET PLATE WELDED TO 12" NOTCH GLB ~2" 8 1 FLANGE PER DETAIL '8' S4 1" THICK A36 STEEL PLATE WELD ON BOTH SIDES HSS W/ 2" CONT. 1" THICK A36 STEEL PLATE 2 FILLET WELD 2 HSS6"X6"X5 " COLUMN SPLICE PLATE DETAIL 8 SPLICE PLATE DETAIL 1 1/2" = 1'- 0" 1 1/2" = 1'- 0" (2) 5 " THRU BOLTS 8 13 STEEL BEAM TO HSS COLUMN 14 STEEL BEAM TO HSS COLUMN 15 FLOOR CONNECTION & STEEL BEAM TO HSS 1 CUT 2" SLIT DOWN MIDDLE SCALE: 1" = 1'-0" AT BEAM END SCALE: 1" = 1'-0" AT MID-SPAN SCALE: 1" = 1'-0" AT WEST PARKING MID COLUMN OF GLB TO SLIP OVER WEB OF STEEL BEAM 51 " X 117 " GLB 2 8 TOP PLATE OF WALL BREAKS AT ATTACH STEEL BEAMS TOGETHER W/ (4) 1 " STEEL BEAM WEB 2 THRU BOLTS. BLOCKING BETWEEN PLATE AND STEEL W14X26 HEADER 51 " 1 2 1 1 BEAM FLANGE HELD UP BELOW 5 1 " 21" 1 " 12" STEEL BEAM 2X6 PLATE TO STEEL W/ 8" 2 2 2 THREADED STUD WELDED WITH 1 " FILLET 48" O.C. 11 4 Ã˜ " 16 3 4 " 1 " THICK A36 4 9" 17 WOOD TO STEEL BEAM DETAIL 2 STEEL PLATE SCALE: 1" = 1'-0" W-BEAM PER PLAN 3 HSS COLUMN 24" 5 PER PLAN WELD (2) 8" A325 THRU 1 TO PLATE W/ 1 " BOLTS (1) EACH 4" 4 SIDE OF BEAM CONT. FILLET TOP PLATE (HEADERS) 1 1/2" = 1'- 0" 9"X51 "X1 " STEEL PLATE 2 2 51 " WELDED TO HSS W/ 1 " 2 1 4 23" 23" 12" CONT. FILLET WELD 4 4 ATTACH WALL STUD 11 TO HEADER PER Ã˜ " 16 DETAIL '30' S2 (TYP.) 3" HSS COLUMN PER PLAN 11" 3 1 3 " 2" THICK A36 4 STEEL PLATE 3 HSS COLUMN 24" 11"X51 "X1 " STEEL 2 2 PER PLAN WELD PLATE WELDED TO 1 1" 1 TO PLATE W/ 4" 4 HSS W/ 4" CONT. CONT. FILLET FILLET WELD ATTACH TO CONC. W/ BOTTOM PLATE (HEADERS) (2) 5 " X 6" TITEN HD 1 1/2" = 1'- 0" DATE VER. SCREW ANCHORS8 STRUCTURAL DRAWINGS & DETAILS BRADLEY ENGINEERING Engineering VERSION DATE REVISIONS 4/24/2022 1 WWW.BRADLEYENGINEERINGINC.COM 29 STEEL HEADER TO HSS COLUMN ENGINEERED BY 1 4/24/2022 ORIGINAL PLANS DAVID BRADLEY, P.E. L. SCHWEIGERT 11 SCALE: 1" = 1'-0" PAISLEY LOFTS 811 YEW STREET // BELLINGHAM, WA 98229 Bradley CHECKED BY (360) 752-5795 D. BRADLEY of 105 E. DIVISON STREET DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY D. BRADLEY ARLINGTON, WA FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL ATLUKE (360) 510-9514 SCALE SIZE S4 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE OR EMAIL luke@bradleyengineeringinc.com AS NOTED D 2X6 STUDS @ 16" O.C. 1-1/2" GYPCRETE PARAPET HEIGHT 3/4" SUB-FLOOR, GLUED AND 10d NAILS AT 6" O.C., STUDS PER PLAN 1/15/2020 PARAPET WALL HEIGHT PER ARCH NAILED WITH 8d AT 6" O.C. ALONG ALTERNATING SIDES TO 1-1/2" GYPCRETE PER ARCH. DRAWINGS EDGES, 12" O.C. IN THE FIELD CONNECT 2X6 PLATES 3/4" SUB-FLOOR, GLUED AND BALLOON FRAME WALL STUDS SHEATHING 1/4"X4-1/2" SDS NAILED WITH 8d AT 6" O.C. ALONG 16' O.C. AT ROOF TOP DECK AND NAILING SCREWS @ 16" O.C. EDGES, 12" O.C. IN THE FIELD NOTCH GLB DOWN 2" AT 2X6 STUDS 16" O.C. SHEATHING PER SHEAR ROOF TOP DECK TRANSITION SLEEPER 16" O.C. TO SLOPE 117 " TJI 210 JOIST @ 16" O.C. 04/24/2022 PER SHEAR WALL PLANS WALL PLANS 8 DECK TO DRAIN. SHEATHING 11 " GYPCRETE OVER SLEEPER OVER DECKING SLOPED ON SHEET S5 2 AND WATERPROOF MEMBRANE 3 " SHEATHING TO DRAIN AND WATERPROOF 4 REQUIRED OVER SLEEPERS BOTTOM FLANGE OF 7 MEMBRANE REQUIRED 11 8" JOISTS PER PLAN SIMPSON IUS HANGER I-JOIST TO BEARING 117 " TJI 360 3 8 WALL W/ (2) 10d NAILS 4" SHEATHING JOISTS 16" O.C. ROOF DECK 2X6 CRIPPLE WALL. 11 " X 117 " LVL OR LSL LEDGER 2 8 CONNECTION PER STUDS 16" O.C. SCREWED TO EACH STUD WITH 117 " TJI JOISTS PER PLAN JOIST TO BEAM W/ IUS HANGER DETAIL 'X' S5 (3) 1/4"X4-1/2" SIMPSON SDS ATTACH BLOCKING 8 10d NAILS 4" O.C. AROUND PERIMETER OF DECK DIAPHRAGM SCREWS TO TOP PLATE W/ VOID SPACE (2) 16d NAILS ON EACH SIDE DOUBLE TOP PLATE (TYP.) LVL RIM AT INTERIOR AND ROOFTOP DECK. SCREW LVLS TOGETHER W/ (3) 7 13 " X 117 " LVL TO WALL 31 " SDS SCREWS 24" O.C. LVL'S TO BE 11 8" TJI 360 JOISTS 16" O.C. 4 8 2 STUDS W/ (2) 41 " SDS CONTINUOUS TO BEARING POINTS BEAR ON IUS2.37/11.88 HANGER 2 117 " TJI 210 LANDING SCREWS 16" O.C. 8 2" BLOCK ON LOWERED PLATE (3) STUDS JOISTS 16" O.C. 21 STAIR LEDGER DETAIL 22 INTERIOR BEARING 13 7 " LVL SCREWED TO HEIGHT AT ROOFTOP DECK 4" X 11 8 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" WALL STUDS W/ (4) 1 1 " 4" X 4 2 SDS SCREWS 16" O.C. 31 " X 117 " LANDING BEAMS 2 8 HANG JOISTS FROM BEAM 18 FLOOR FRAMING AT DECK DROP 19 FLOOR FRAMING AT DECK DROP W/ IUS HANGERS SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 20 THIRD FLOOR LANDING FRAMING SCALE: 1/2" = 1'-0" 19 20 S5 S5 BALLOON FRAME STUD WALL AT ROOFTOP DECK UP PARAPET FOR PARAPET. SEE DETAIL '19' S5 (TYP.) 1 WHERE WALL PLATE SITS 1 1 3 2"X9" GLB OR 6X10 DF #1 HDR ON STEEL BEAM ATTACH3 2"X9" GLB OR 6X10 DF #1 HDR 3 2"X9" GLB OR 6X10 DF #1 HDR PER DETAIL '10' S4 (TYP.) LANDING JOISTS: 117 " 8 TJI 210 JOISTS @ 16" O.C. 31" X 117 " GLB 2 8 IUS HANGERS 11 " X 117 " LVL OR LSL LEDGER TO (TYP.) 2 8 POCKET BEAM INTO WALL WALL STUDS W/ (3) 1 " X 41 " SDS 4 2 OR HANG W/ HUCQ412 31" X 117 " GLB SCREWS 16" O.C. SEE DETAIL '21 S5 2 8 IUS HANGERS LANDING JOISTS: 117 " TJI 210 JOISTS @ 16" O.C.8 (TYP.) DOWN DOWN POCKET BEAM INTO WALL OR HANG W/ HUCQ412 FRAME STAIRS W/ 2X12 13 " X 117 " LVL TO STRINGERS @ 12" O.C. 4 8 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP WALL STUDS W/ (3) 31 " 2 8 BEARING WALL 2 8 2 8 2 8 2 8 BEARING WALL 2 8 2 SDS SCREWS 16" O.C. DOWN UP 31 "X117 " GLB HELD UP IUS2.06/11.88 BLOCKING AT INTERIOR BEARING WALL IUS2.06/11.88 2 8 DOWN BLOCKING AT INTERIOR HANGER (TYP.) BEARING WALL PER UP BEARING WALL PER HANGER (TYP.) DETAIL '22' S5 (TYP.) DETAIL '22' S5 (TYP.) BEARING WALL 31 "X117 " GLB HELD UP BEARING WALL 2 8 31" X 117 " GLB 2 8 APPROXIMATE ROOF DRAIN LOCATION BLOCKING AT INTERIOR BEARING WALL PER IUS2.06/11.88 51 " X 117 " GLB HELD UP DETAIL '22' S5 (TYP.) HANGER (TYP.) 2 8 BEARING WALL 4X8 DF HDR 4X8 DF HDR BEARING WALL 18 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 4X8 DF HDR 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 4X8 DF HDR ROOF / DECK SYSTEM S5 11 7" TJI 360 JOISTS @ 16" O.C. WITH 3/4" 8 T&G SHEATHING GLUED AND NAILED. ADD SLEEPERS, SHEATHING, AND 3 WATERPROOF MEMBRANE OVER TOP 21'-114" OF SUB FLOOR AND SLOPE TO DRAIN. NOTE: FRAME PLATE HEIGHT OF ALL INTERIOR WALLS 2" LOWER THAN FLOOR SYSTEM TYPICAL SECOND FLOOR WALLS 11 7" TJI 210 JOISTS @ 16" O.C. WITH 3/4" T&G SHEATHING 8 GLUED AND NAILED TO JOISTS & 11 " GYPCRETE. 2 BALLOON FRAME STUD WALL AT ROOFTOP DECK UPPARAPET FOR PARAPET. SEE DETAIL '19' S5 (TYP.) BLOCKING AT INTERIOR BLOCKING AT INTERIOR BEARING WALL PER IUS2.06/11.88 IUS2.06/11.88 BEARING WALL PER IUS2.06/11.88 DETAIL '22' S5 (TYP.) HANGER (TYP.) HANGER (TYP.) DETAIL '22' S5 (TYP.) HANGER (TYP.) 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 31 "X117 " GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 2 8 BLOCKING AT INTERIOR BEARING WALL PER DETAIL '22' S5 (TYP.) 13 " LVL RIM AT DECK AND 4 AT INTERIOR FLOOR SCREW LVL'S TOGETHER W/ (3) 31 " SDS SCREWS 2 24" O.C. SEE DETAIL '18' S5 31 "X9" GLB OR 6X10 DF #1 HDR 31 "X9" GLB OR 6X10 DF #1 HDR 2 2 BALLOON FRAME STUD WALL AT ROOFTOP DECK UP PARAPET FOR PARAPET. SEE DETAIL '19' S5 (TYP.) 19 S5 THIRD FLOOR FRAMING PLAN SCALE: 3/16" = 1' - 0" NOTES: DATE VER. Â· INTERIOR LOAD BEARING AND EXTERIOR WALL HEADERS TO BE STRUCTURAL DRAWINGS & DETAILS BRADLEY ENGINEERING Engineering 4/24/2022 1 VERSION DATE REVISIONS 4X10 DF #2 UNLESS NOTED OTHERWISE. IN LIEU OF EXTERIOR LOAD WWW.BRADLEYENGINEERINGINC.COM ENGINEERED BY BEARING HEADERS OKAY TO ATTACH JOISTS TO STRUCTURAL RIM 1 4/24/2022 ORIGINAL PLANS DAVID BRADLEY, P.E. L. SCHWEIGERT 11 PER DETAIL '23' S6 (TYP. FOR OPENINGS 6 FT OR LESS) PAISLEY LOFTS 811 YEW STREET // BELLINGHAM, WA 98229 Bradley CHECKED BY Â· INTERIOR BEARING WALL (360) 752-5795 D. BRADLEY of Â· BEARING FROM ABOVE 105 E. DIVISON STREET DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY D. BRADLEY ARLINGTON, WA FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL ATLUKE (360) 510-9514 SCALE SIZE S5 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE OR EMAIL luke@bradleyengineeringinc.com AS NOTED D 7 STUDS PER PLAN STUDS PER PLAN STUDS PER PLAN 16" PLY OR OSB SHEATHING 16d NAILS @ 12" O.C. 16d NAILS @ 12" O.C. 16d NAILS @ 12" O.C. 1/15/2020 7" PLY OR OSB 7" PLY OR OSB 3 CS16, 30" LONG 3/4" SUB-FLOOR 16 3/4" SUB-FLOOR 16 3/4" SUB-FLOOR 1 4" LVL LAID FLAT AGAINST MAIN RIM JOISTS AND @ 5' O.C. AND AT SHEATHING SHEATHING ENDS NAILED IN PLACE W/ (3) 10d NAILS @ 16" O.C. EXTEND ALL CORNERS 1-1/2" GYPCRETE 1-1/2" GYPCRETE AT MIDDLE OF 1-1/2" GYPCRETE LVL 6" BEYOND OPENING ON EACH SIDE (TYP.) 2X P.T. PLATE BOTTOM PLATE EDGE NAIL PER EDGE NAIL A NOTE BELOW PER NOTE STRIP OF OSB OR PLY 04/24/2022 2X P.T. PLATE BELOW SHEATHING OVER RIM SHEATHING A 11-7/8" TJI 210 @ 16" O.C. 11-7/8" TJI 210 @ 16" O.C. AND FASTENED TO SPLICE STANDARD 1-1/4" BOTTOM PLATE OF END OF FULL RIM BEYOND UPPER WALL AND TOP STUDS PER PLAN LENGTH A PLATE OF LOWER WALL 16d NAILS @ 12" O.C. EDGE NAIL PER 11-7/8" TJI 210 @ 16" O.C. SHEATHING NOTE BELOW EDGE NAIL PER 1-1/2" GYPCRETE DOUBLE TOP PLATE 7 NOTE BELOW 7 DOUBLE TOP PLATE 7" PLY OR OSB DOUBLE TOP PLATE 16" PLY OR OSB 3/4" SUB-FLOOR 11 8" TJI JOISTS @ 16" O.C. 16 SHEATHING ENDS HUNG FROM LVL WITH IUS 7" PLY OR OSB SHEATHING 16 AT MIDDLE OF DOUBLE TOP PLATE HANGERS @ WINDOW SHEATHING TOP PLATE OPENINGS 11-7/8" TJI 210 @ 16" O.C. NO HEADER REQUIRED A SHEATHING JOINT TO BE LOCATED 2" OR MORE A SHEATHING SPLICE IN MIDDLE OF AT STRUCTURAL RIM 6' MAX WINDOW OPENING FROM TOP OR BOTTOM EDGE OF RIM JOIST. BOTTOM AND TOP PLATE AS SHOWN BOARD LOCATIONS SINGLE JACK STUD AND OPTION A OPTION B OPTION C SINGLE KING STUD @ EA. NOTES: SIDE STANDARD CRIPPLE (1) BOTH OF THE OPTIONS SHOWN ABOVE ARE STRUCTURALLY ACCEPTABLE. SHEATHING CONNECTION WALL FRAMING W/ (2) IF THE FULL LENGTH SHEATHING EXTENDS OVER THE RIM (NO SHEATHING JOINTS EXISTS IN THE VICINITY OF RIM PER DETAIL '24' LEFT STUDS @ 16" O.C. JOIST, DOUBLE TOP PLATE, AND SOLE PLATE) THEN NEITHER OF THE CONNECTION OPTIONS ARE REQUIRED. (OPTION 'A', 'B', OR 'C' OK) (3) SIMILAR CONSTRUCTION WHERE JOISTS RUN THE OPPOSITE DIRECTION SHOWN SILL EDGE NAILING: DOUBLE TOP PLATE Â· NON-SHEARWALL (PRESCRIPTIVE/CONVENTIONAL) 8d NAILS @ 6" O.C. Â· SHEARWALLS, SEE SHEARWALL TABLE. 23 STRUCTURAL RIM BOARD DETAIL 24 TYPICAL FLOOR TO FLOOR CONNECTION 25 FLOOR CONNECTION WITH SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" JOISTS PARALLEL BLOCK BETWEEN 112" X 1178" LVL OR LSL LEDGER TO CANTILEVER JOISTS WALL STUDS W/ (3) 14" X 412" SDS OVER WALL SCREWS 16" O.C. SEE DETAIL '21' S5 LANDING JOISTS: 117 " 8 TJI 210 JOISTS @ 16" O.C. IUS HANGERS 11 " X 117 " LVL OR LSL LEDGER TO 2 8 POCKET BEAM INTO WALL OR (TYP.) WALL STUDS W/ (3) 1 " X 41 " SDS 31" X 117 " GLB SCREWS 16" O.C. SEE DETAIL '21' S54 2 2 8 HANG W/ HUCQ412 31" X 117 " GLB 2 8 LANDING JOISTS: 117 " TJI 210 JOISTS @ 16" O.C.8 IUS HANGERS (TYP.) DOWN POCKET BEAM INTO WALL DOWN DOWN OR HANG W/ HUCQ412 FRAME STAIRS W/ 2X12 FRAME STAIRS W/ 2X12 STRINGERS @ 12" O.C. STRINGERS @ 12" O.C. 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP 31 "X117 " GLB HELD UP 2 8 BEARING WALL 2 8 2 8 2 8 2 8 BEARING WALL 2 8 UP BEARING WALL IUS2.06/11.88 IUS2.06/11.88 BLOCKING AT INTERIOR DOWN BLOCKING AT INTERIOR BEARING WALL PER HU412 HANGER (TYP.) 31" X 117 " GLB IUS HANGERS HANGER (TYP.) BEARING WALL PER 2 8 DETAIL '22' S5 (TYP.) DETAIL '22' S5 (TYP.) (TYP.) 31" X 117 " GLB 2 8 31" X 117 " GLB 2 8 BLOCKING AT INTERIOR " GLB8 BEARING WALL PER IUS2.06/11.88 7 DETAIL '22' S5 (TYP.) HANGER (TYP.) 4X8 DF HDR " X 11 132 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 4X8 DF HDR 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 4X8 DF HDR FLOOR SYSTEM 11 7" TJI 210 JOISTS @ 16" O.C. WITH 3/4" T&G SHEATHING 8 GLUED AND NAILED TO JOISTS & 11 2" GYPCRETE. BLOCKING AT INTERIOR BLOCKING AT INTERIOR BEARING WALL PER IUS2.06/11.88 IUS2.06/11.88 BEARING WALL PER IUS2.06/11.88 DETAIL '22' S5 (TYP.) HANGER (TYP.) HANGER (TYP.) DETAIL '22' S5 (TYP.) HANGER (TYP.) 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP BLOCKING AT INTERIOR BEARING WALL PER DETAIL '22' S5 (TYP.) THIRD FLOOR FRAMING PLAN SCALE: 3/16" = 1' - 0" NOTES: Â· INTERIOR LOAD BEARING AND EXTERIOR WALL HEADERS TO BE DATE VER. 4X10 DF #2 UNLESS NOTED OTHERWISE. IN LIEU OF EXTERIOR LOAD STRUCTURAL DRAWINGS & DETAILS BRADLEY ENGINEERING Engineering 4/24/2022 1 VERSION DATE REVISIONS WWW.BRADLEYENGINEERINGINC.COM BEARING HEADERS OKAY TO ATTACH JOISTS TO STRUCTURAL RIM ENGINEERED BY 1 4/24/2022 ORIGINAL PLANS PER DETAIL '23' S6 (TYP. FOR OPENINGS 6 FT OR LESS) DAVID BRADLEY, P.E. L. SCHWEIGERT 11 Â· INTERIOR BEARING WALL PAISLEY LOFTS 811 YEW STREET // BELLINGHAM, WA 98229 Bradley CHECKED BY Â· BEARING FROM ABOVE (360) 752-5795 D. BRADLEY of 105 E. DIVISON STREET DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY D. BRADLEY ARLINGTON, WA FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL ATLUKE (360) 510-9514 SCALE SIZE S6 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE OR EMAIL luke@bradleyengineeringinc.com AS NOTED D 7/16" OSB OR 15/32" PLY 8d AT ON BOTH SIDES 11-7/8" SOLID BLOCKING AT 6" O.C. 8' O.C. IN FIRST TWO BAYS (2) ROWS OF 1/4"X3-1/2" SDS (OK TO USE 11-7/8" TJI 210 ) SCREWS AT 12" O.C. 1/15/2020 TAPERED RIGID INSULATION OR INSTALL 2X6 BLOCKING BETWEEN HUS412 SUB-FASCIA TO EACH RAFTER (2) 13 " X 111 " LVL OR 31 " X 111 " LVL OVER EDGE OF WALL HUS412 4 4 2 4 SLEEPERS PER ARCH RAFTERS FOR PARAPET HANGER W/ (3) 16d NAILS (TYP.) HANGER ATTACHMENT. CONNECT BLOCKING 1/2" CD SHEATHING NAILED WITH (3) 16d TOE NAILS EACH END HUS412 ATTACHED TO HUS412 ATTACHED TO WITH 8d AT 6" O.C. ALONG (2) 2X12 OR 13 " X 111 " SUB-FASCIA 3 3 EDGES, 12" O.C. IN THE FIELD. BREAK SHEATHING OVER MIDDLE OF 4 4 DOUBLE 2X12 OR 1 4" X DOUBLE 2X12 OR 1 4" X RIM JOIST. NAIL WITH 8d AT 6" O.C. 111 " SUB-FASCIA 1 11-7/8" TJI 210 @ 24" O.C. 4 11 4" SUB-FASCIA 04/24/2022 OR EQUIVALENT 1-1/2" X11-7/8" RIM JOIST LVL, LSL, PSL... OK (TYP.) CONNECT TJI RAFTER TO EXTERIOR WALL DOUBLE TOP PLATE WITH 7/16" OSB OR 15/32" PLY NAILED 8' MAXIMUM CANTILEVER 1/4"X3-1/2" SDS SCREWS AT 12" O.C. WITH 8d AT 6" O.C. ALONG EDGES, " LVL4 "4 12" O.C. IN THE FIELD (TYP.) LUS210 HANGER1 1 H1 HURRICANTE TIEREQUIRED ONEXTERIOR SIDE OFEACH RAFTER (TYP.) JOISTS PARALLEL " X 11" X 112 2X12 DF 4 1 TO EXTERIOR WALL 3 #2RAFTERS 16" O.C. MSTC28 TO STRAP " 4 (2) 1OR 3LVL END RAFTER 1 EDGE RAFTER TO " LVL4 WALL STUD 1 " X 11 MSTC28 TO STRAP 2 1 EDGE RAFTER TO (2) STUDS BEHIND 7/16" OSB OR 15/32" PLY " X 114 MST48 STRAP (TYP.) 3 OR 3 WALL STUD 8d AT 6" O.C. ON BOTH SIDES TIE RAFTER TO (2) 2X12 OR 13 " X 111 " SUB-FASCIA LUS210 HANGERTIE RAFTER TO MSTC 28 STRAP TOWALL STUD BELOW 4 4 (2) 1 LVL END RAFTER MSTC 28 STRAP TOWALL STUD BELOW TAPERED RIGID INSULATION OR (2) ROWS OF 1/4"X3-1/2" SDS SLEEPER AS REQUIRED SCREWS AT 24" O.C. (1) INTO MSTC28 TO STRAP RIM JOIST (1) INTO RAFTER WALL STUD TO MAIN 1/2" CD SHEATHING NAILED HUS412 SUB-FASCIA TO H1 HURRICANTE TIE HUS412 ROOF BEAM BELOW WALL PLATE TO RAFTER WITH 8d AT 6" O.C. ALONG HANGER EACH RAFTER REQUIRED ON HANGER W/ (2) 14" X 312" SDS EDGES, 12" O.C. IN THE FIELD. BREAK SHEATHING OVER MIDDLE OF W/ (3) 16d NAILS EXTERIOR SIDE OF SCREWS 24" O.C. (TYP.) RIM JOIST. NAIL WITH 8d AT 6" O.C. (TYP.) EACH RAFTER (TYP.) 11-7/8" TJI 210 @ 24" O.C. OR EQUIVALENT 1-1/2" X11-7/8" RIM JOIST LVL, LSL, PSL... OK (TYP.) NORTH POP UP ROOF FRAMING PLAN CONNECT EACH TJI RAFTER TO 7/16" OSB OR 15/32" PLY NAILED EXTERIOR WALL DOUBLE TOP PLATE WITH (2) #10X4" WOOD SCREWS INTO WITH 8d AT 6" O.C. ALONG EDGES, SCALE: 3/16" = 1' - 0" OVER FRAMED ON MAIN ROOF MST48 WALL TO 12" O.C. IN THE FIELD (TYP.) THE FLANGE (ONE ON EACH SIDE) WALL STRAP TIE JOISTS PERPENDICULAR 27 S7 312" X 1178" GLB BELOW EDGE TO EXTERIOR WALL OF POP UP WALL IN LINE WITH MAIN ROOF RAFTERS 26 ROOF PARAPET FRAMING DETAIL LINE OF NORTH POP UP ROOF ABOVE. SEE ROOF FRAMING PLAN ON THIS SHEET SCALE: 3/4" = 1'-0" 27 ROOF POP UP DETAIL MST48 WALL TO WALL MST48 WALL TO WALL SCALE: 3/4" = 1'-0" STRAP TIE ATTACHING STRAP TIE ATTACHING POP UP ROOF WALL POP UP ROOF WALL TO 4TH FLOOR WALL TO 4TH FLOOR WALL MSTC 28 STRAP TO TIE RAFTER TO WALL STUD BELOW MSTC 28 STRAP TO TIE SCREW WALL PLATE DOWN TO RAFTER MSTC 28 STRAP TO TIE 11 " X 117 " LVL OR LSL LEDGER TO LUS210 HANGER W/ (2) 1 " X 31 " SDS SCREWS 24" O.C. 2 8 WALL STUDS DOWN 4 2 WALL STUDS DOWN WALL STUDS W/ (3) 1 " X 41 " SDS TO BEAM BELOW TO BEAM BELOW SCREWS 16" O.C. 4 2 BEARING WALL LANDING JOISTS: 117 " TJI 210 HUS412 HUS412 8 (2) 13 " X 111 " LVL OR 31 " JOISTS @ 16" O.C. HANGER 4 4 2 HANGER X 111 " LVL END RAFTER 4 1 7 POCKET BEAM INTO WALL OR 32" X 11 8" GLB SUB-FASCIA TO 1 7 HANG W/ HUCQ412 3 2" X 11 8" GLB EACH RAFTER 31 " X 117 " GLB BELOW EDGE OF SUB-FASCIA TO W/ (3) 16d NAILS 2 8 " SUB-FASCIA BELOW EDGE OF POP UP ROOF EACH RAFTER 4 (TYP.) IUS HANGERS (TYP.) 1 POP UP ROOF W/ (3) 16d NAILS DOWN (TYP.) " X 11 DOWN 4 3 " SUB-FASCIA FRAME STAIRS W/ 2X12 14 STRINGERS @ 12" O.C. 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP " X 11 2X12 DF 4 3 31 "X117 " GLB HELD UP 2 8 (2) 2X12 OR 1 BLOCKING BETWEEN BLOCKING BETWEEN BLOCKING BETWEEN #2RAFTERS 16" O.C. RAFTERS OVER RAFTER TO BEARING RAFTERS OVER RAFTERS OVER BEARING WALL (TYP.) WALL W/ (2) 10d BEARING WALL (TYP.) BEARING WALL (TYP.) NAILS (TYP.) H1 HURRICANTE TIE (2) 2X12 OR 1 REQUIRED ON BLOCKING BETWEEN 117 " TJI 210 EXTERIOR SIDE OF H1 HURRICANTE TIE RAFTERS OVER JOISTS @ 16" O.C.8 EACH RAFTER (TYP.) REQUIRED ON ":1'-0" BLOCKING BETWEEN ":1'-0" RAFTER TO BEARING BEARING WALL (TYP.) ":1'-0" EXTERIOR SIDE OF 14 RAFTERS OVER 14 WALL W/ (2) 10d 14 HUS412 EACH RAFTER (TYP.) HANGER (2) 13 " X 111 " LVL OR 31 " BEARING WALL (TYP.) NAILS (TYP.) 4 4 2 X 111 " LVL END RAFTER HUS412 4X8 DF HDR 4 HANGER 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 4X8 DF HDR 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 4X8 DF HDR RAFTER TO BEARING 28 28 LUS210 HANGER WALL W/ (2) 10d S7 S7 NAILS (TYP.) 117 " TJI 210 RAFTERS 24" O.C. ":1'-0" ":1'-0" 8 ":1'-0" MSTC 28 STRAP TO 4 4 4 1 1 1 TIE RAFTER TO WALL STUD BELOW EAST STAIRWELL ROOF FRAMING SCALE: 3/16" = 1' - 0" RAFTER TO BEARING BLOCKING BETWEEN BLOCKING BETWEEN WALL W/ (2) 10d BLOCKING BETWEEN CUT TOP FLANGE OF RIDGE ALIGNED WITH RAFTERS OVER RAFTERS OVER RAFTERS OVER BEARING WALL (TYP.) BEARING WALL (TYP.) NAILS (TYP.) BEARING WALL (TYP.) I-JOIST OVE BEARING EDGE OF BEARING TO MATCH ROOF SLOPE WALL BELOW 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 312"X1178" GLB HELD UP BEARING WALL 312"X1178" GLB HELD UP 1 ":1'-0" 1 4 4":1'-0" RAFTER TO BEARING RAFTER TO BEARING WALL W/ (2) 10d WALL W/ (2) 10d NAILS (TYP.) NAILS (TYP.) 312" X 1178" GLB 31 " X 117 " GLB LAP RAFTERS OVER BELOW EDGE OF BELOW EDGE OF2 8 BLOCK BETWEEN RAFTERS BEARING WALL POP UP ROOF POP UP ROOF MSTC 28 STRAP TO TIE MSTC 28 STRAP TO TIE 117 " TJI 210 RAFTERS 24" O.C. WALL STUDS DOWN WALL STUDS DOWN ATTACH BLOCKING TO 8 TO BEAM BELOW TO BEAM BELOW TOP PLATE W/ (2) 16d SCREW BOTTOM FLANGE OF NAILS ON EACH SIDE EACH I-JOIST TO 2X8 PLATE W/ (2) 31 " #10 SCREWS 2X6 STUDS 16" O.C. 2 MST48 WALL TO WALL MST48 WALL TO WALL STRAP TIE ATTACHING STRAP TIE ATTACHING 28 RAFTERS AT RIDGE DETAIL POP UP ROOF WALL POP UP ROOF WALL TO 4TH FLOOR WALL TO 4TH FLOOR WALL SCALE: 3/4" = 1'-0" ROOF FRAMING PLAN LINE OF SOUTH POP UP ROOF ABOVE. SEE 'NORTH POP UP ROOF FRAMING PLAN' ON THIS SHEET. THIS SOUTH POP UP SCALE: 3/16" = 1' - 0" ROOF SHALL BE FRAMED EXACTLY THE SAME AS NORTH ROOF. 27 NOTES: S7 DATE VER. Â· INTERIOR LOAD BEARING AND EXTERIOR WALL HEADERS TO BE STRUCTURAL DRAWINGS & DETAILS BRADLEY ENGINEERING Engineering 4/24/2022 1 VERSION DATE REVISIONS 4X10 DF #2 UNLESS NOTED OTHERWISE. IN LIEU OF EXTERIOR LOAD WWW.BRADLEYENGINEERINGINC.COM ENGINEERED BY 1 4/24/2022 ORIGINAL PLANS BEARING HEADERS OKAY TO ATTACH JOISTS TO STRUCTURAL RIM DAVID BRADLEY, P.E. L. SCHWEIGERT 11 PER DETAIL '23' S6 (TYP. FOR OPENINGS 6 FT OR LESS) PAISLEY LOFTS 811 YEW STREET // BELLINGHAM, WA 98229 Bradley CHECKED BY Â· INTERIOR BEARING WALL (360) 752-5795 D. BRADLEY of 105 E. DIVISON STREET DAVID@BRADLEYENGINEERINGINC.COM Â· BEARING FROM ABOVE APPROVED BY D. BRADLEY ARLINGTON, WA FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL ATLUKE (360) 510-9514 SCALE SIZE S7 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE OR EMAIL luke@bradleyengineeringinc.com AS NOTED D SHEAR WALL TABLE UP TO SHEATHING ON EDGE NAILING / LATERAL RESISTANCE (PLF) HDU4 PANEL EDGES BLOCKED ADJOINING PANEL EDGE ADJOINING PANEL EDGE 1/15/2020 WALL ONE OR BOTH NAIL SIZE FIELD NAILING LOAD TRANSFER SHEATHING OR UNBLOCKED 2 FASTEN TO POST WITH SIDES OF WALL DISTANCE (MAX) 3 WIND SEISMIC OKAY TO USE SIMPSON CNW (10) 1/4"X2-1/2" SDS FOR HDU4 7 " OSB OR 15 " COUPLER TO PW 16 32 ONE UNBLOCKED 8d 6" / 12" O.C. NO 300 240 EXTEND ROD. PLY 1 7 " OSB OR 15 " SW0 16 32 ONE BLOCKED 8d 3" / 12" O.C. YES 685 490 3" MIN WOOD THICKNESS ADJOINING PANEL EDGE ADJOINING PANEL EDGE 04/24/2022 PLY 1 4 7 " OSB OR 15 " SIMPSON HDU5 OR HDU2 PER PLAN NOTE: STAGGER PANEL EDGE ON EITHER SIDE OF NOTE: MINIMUM 3X STUD IN WALL AT ADJOINING 16 32 SW4 ONE BLOCKED 8d 3" / 12" O.C. YES 685 490 WALL TO PREVENT SPLITTING OF 2X WALL STUD SHEATHING MEMBERS TO PREVENT SPLITTING PLY 1 (2) 3" WASHER AND P.T. SILL PLATE 7 " OSB OR 15 " NUT ON BOTTOM A. ADJOINING PANEL EDGES STAGGERED B. ADJOINING PANEL EDGES NOT STAGGERED SW8 16 32 BOTH BLOCKED 8d 3" / 12" O.C. YES 1370 980 OF THREADED ROD. PLY 1 AS SHOWN. SIMPSON SSTB20 OR 1 5d cooler or 5/8" ROD ALTERNATIVE IW 2" GWB BOTH UNBLOCKED 7" / 7" O.C. NO 200 200 wallboard nail PER DETAIL AT LEFT DETAIL FOR ADJOINING PANEL EDGES WHERE STRUCTURAL 1 #6 Type S or W GW3 2" GWB BOTH BLOCKED 4" / 16" O.C. NO 320 320 1-1/4" Screws PANELS ARE APPLIED TO BOTH FACES OF THE WALL 1 PLY = CDX, C-C, OR C-D PLYWOOD. OSB OF SIMILAR THICKNESS AND SPAN RATING MAY BE SUBSTITUTED FOR PLYWOOD. 5/8" ROD ALTERNATIVE TO SSTB20 2 NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE. 3 FOR WALLS DESIGNED TO HAVE LOADS TRANSFERRED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED ON EITHER SIDE OF EACH WINDOW WITH EDGE NAILING ALONG BOTH STUDS. 31 SIMPSON HDU5 HOLD DOWN DETAIL REVISIONS 4 NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEAR WALL SCALE: N.T.S. TYPICAL ORIGINAL PLANS NOTES: (1) UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE A B C D E F G H I J K L CONSTRUCTED IN ACCORDANCE WITH PW (PRESCRIPTIVE WALL). (2) ALL CONNECTIONS NOT SHOWN ABOVE, SHALL CONFORM TO HDU4 HOLD HDU4 HOLD HDU4 HOLD HDU4 HOLD HDU4 HOLD HDU4 HOLD HDU4 HOLD IBC TABLE 2304.9.1. DOWN PER DOWN PER DOWN PER DOWN PER DOWN PER DOWN PER DOWN PER DETAIL '31' S8 DETAIL '31' S8 DETAIL '31' S8 DETAIL '31' S8 DETAIL '31' S8 DETAIL '31' S8 DETAIL '31' S8 1 DATE SW8 SW4 SW4 SW4 SW4 SW0 SW0 SW4 4/24/2022 SHEAR WALL LEGEND SW4 SW8 SW8 PER SHEAR WALL TABLE, S8 HDU4 HOLD 1 SW8 EXTERIOR WALLS ARE PW, PRESCRIPTIVE WALL, DOWN PER UNLESS NOTED OTHERWISE. 7/16" OSB OR 15/32" DETAIL '31' S8 VERSION PW = PLY ON ONE SIDE OF WALL, UNBLOCKED, 8d HDU4 HOLD SW4 SW4 NAILS AT 6" O.C. ALONG EDGES, 12" O.C. IN THE DOWN PER DETAIL '31' S8 SW8 1 D FIELD. NO HOLD DOWNS REQUIRED. VER. SIZE SW4 7/16" OSB OR 15/32" PLY ON ONE SIDE OF WALL, SW4 = BLOCKED, 8d NAILS AT 3" O.C. ALONG EDGES, 12" O.C. IN THE FIELD. HOLD DOWNS ARE REQUIRED. SW8 HDU4 HOLDDOWN PERDETAIL '31' S8 HDU4 HOLD SW8 7/16" OSB OR 15/32" PLY ON ONE SIDE OF WALL, DOWN PER SW8 SW0 = DETAIL '31' S8 BLOCKED, 8d NAILS AT 3" O.C. ALONG EDGES, 12" 4/24/2022L. SCHWEIGERTD. BRADLEYD. BRADLEYAS NOTED O.C. IN THE FIELD. NO HOLD DOWNS REQUIRED. DATE ENGINEERED BYCHECKED BYAPPROVED BYSCALE 2 SW8 7/16" OSB OR 15/32" PLY ON BOTH SIDES OF WALL, SW8 = BLOCKED, 8d NAILS AT 3" O.C. ALONG EDGES, 12" O.C. IN THE FIELD. HOLD DOWNS ARE REQUIRED. 3 SW8 SW8 HDU4 HOLD SW8 SW8 SW8 SW4 HDU4 HOLD HDU4 HOLD DOWN DOWN PER DOWN PER PER DETAIL '31' S8 DETAIL '31' S8 DETAIL '31' S8 HDU4 HOLD HDU4 HOLD HDU4 HOLDDOWN PERDETAIL '31' S8 DOWN PER SW8 DOWN PER DETAIL '31' S8 SW8 DETAIL '31' S8 SW0 Engineering SW8 SW0 (12) 10d NAILS MIN END Bradley CONNECT MST48 TO LENGTH DOUBLE STUDS SW8 HDU4 HOLDDOWN PERDETAIL '31' S8 SW8 SW8 SW8 4 SW8 HDU4 HOLD 3/4" SUBFLOOR CLEAR DOWN PER HDU4 HOLD HDU4 HOLD SPAN DETAIL '31' S8 DOWN PER DOWN PER DETAIL '31' S8 DETAIL '31' S8 RIM JOIST NO NAILS REQUIRED FIRST FLOOR SHEAR WALL & HOLD DOWN PLAN AT RIM JOIST SCALE: 1/8" = 1' - 0" END DOUBLE TOP PLATE LENGTH A B C D E F G H I J K L (360) 510-9514 MSTC48B3 PER (12) 10d NAILS MIN MSTC48B3 PER MSTC48B3 PER MSTC48B3 PER MSTC48B3 PER MSTC48B3 PER MSTC48B3 PER DETAIL '33' S8 DETAIL '33' S8 DETAIL '33' S8 DETAIL '33' S8 DETAIL '33' S8 DETAIL '33' S8 DETAIL '33' S8 MST48 PER MST48 PER SW4 SW4 SW4 SW4 SW0 SW0 SW4 SW4 SW0 SW4 DETAIL '32' S8 DETAIL '32' S8 1 SW0 SW0 SW0 SW0 SW4 SW0 SW0 SW4 MST48 PER Â· STRAP TO BE INSTALLED DIRECTLY ON TOP OF SHEATHING DETAIL '32' S8 LUKE SW4 SW4 32 MST48 FLOOR TO FLOOR STRAP-TIE luke@bradleyengineeringinc.com N.T.S. MST48 PER DETAIL '32' S8 PLACE STRAP ON INSIDE OR OUTSIDE OF STAIR WELL WALL, WHICHEVER SIDE SHEATHING IS APPLIED SW4 SW4 BRADLEY ENGINEERINGWWW.BRADLEYENGINEERINGINC.COMDAVID BRADLEY, P.E.811 YEW STREET // BELLINGHAM, WA 98229(360) 752-5795DAVID@BRADLEYENGINEERINGINC.COMFOR QUESTIONS & CHANGES PERTAINING TO THISPROJECT, CALL ATOR EMAIL MSTC48B3 PER DETAIL '33' S8 SW4 SW4 SW4 10d NAILS MST48 PER SW4 DETAIL '32' S8 CONNECT MSTC48B3 TO DOUBLE STUDS MSTC48B3 PER SW4 DETAIL '33' S8 2 3/4" SUBFLOOR MST48 PER DETAIL '32' S8 PLACE UNLESS NOTED OTHERWISE INTERIOR WALLS HAVE MST48 PER DETAIL '32' S8 PLACE STRAP ON INSIDE OR OUTSIDE OF 1/2" GWB ON BOTH SIDES WITH NO SPECIAL NAILING STRAP ON INSIDE OR OUTSIDE OF RIM JOIST STAIR WELL WALL, WHICHEVER REQUIRED. ADDITIONAL LAYERS OF SHEETROCK OK STAIR WELL WALL, WHICHEVER SIDE SHEATHING IS APPLIED PER ARCH. FOR FIRE CODE REASONS SIDE SHEATHING IS APPLIED PRE BENT STRAP WRAPS 3 AROUND BEAM OR RIM JOIST MSTC48B3 PER RIM JOIST OR BEAM DETAIL '33' S8 SW4 Â· STRAP TO BE INSTALLED DIRECTLY ON TOP OF SHEATHING. SHEATHING NOT SHOWN FOR CLARITY MST48 PER SW4 DETAIL '32' S8 MSTC48B3 PER 33 MSTC48B3 STRAP-TIE DETAIL '33' S8 SW4 N.T.S. SW4 MST48 PER SW4 SW4 SW4 SW4 SW4 SW0 SW4 DETAIL '32' S8 4 SW4 SW4 SW4 SW4 SW4 SW0 SW4 SW4 SW0 SW4 MSTC48B3 PER MST48 PER MST48 PER MST48 PER MST48 PER DETAIL '33' S8 MSTC48B3 PER DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 MSTC48B3 PER MSTC48B3 PER MSTC48B3 PER MSTC48B3 PER MSTC48B3 PER DETAIL '33' S8 DETAIL '33' S8 DETAIL '33' S8 DETAIL '33' S8 DETAIL '33' S8 DETAIL '33' S8 STRUCTURAL DRAWINGS & DETAILSPAISLEY LOFTS105 E. DIVISION STREETARLINGTON, WA SECOND FLOOR SHEAR WALL & HOLD DOWN PLAN SCALE: 1/8" = 1' - 0" S8 of 11 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE 1/15/2020 04/24/2022 A B C D E F G H I J MST48 PER SHEATHING BOARD SPLICE LINES MST48 PER MST48 PER MST48 PER MST48 PER MST48 PER MSTC48B3 PER DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 DETAIL '33' S8 SW4 SW0 SW4 SW4 SW0 SW0 SW4 SW4 SW0 SW4 24" LONG CS16 STRAP TYING TWO 1 SHEATHING BOARDS TOGETHER, SW0 SW0 SW0 SW0 12" OF COVERAGE ON EACH SW4 BOARD, TO BE PLACED ABOVE AND BELOW ALL OPENINGS SW0 MST48 PER DETAIL '32' S8 PLACE SHEATHING SPLICE THAT STRAP ON INSIDE OR OUTSIDE OF REVISIONS LANDS ON EDGE OF ALL STAIR WELL WALL, WHICHEVER ORIGINAL PLANS OPENINGS REQUIRES CS16 SIDE SHEATHING IS APPLIED STRAP ABOVE AND BELOW OPENING(S) SW4 MST48 PER DETAIL '32' S8 SW4 SW4 SW0 WINDOW OR DOOR SW4 OPENING PER PLAN DATE SW4 4/24/2022 MST48 PER DETAIL '32' S8 USE CS16 STRAPS AT EVERY 2 SHEATHING BOARD SPLICE THAT MST48 PER DETAIL '32' S8 PLACE UNLESS NOTED OTHERWISE INTERIOR WALLS HAVE MST48 PER DETAIL '32' S8 PLACE SW0 SW0 1 LANDS ABOVE OR BELOW ALL STRAP ON INSIDE OR OUTSIDE OF 1/2" GWB ON BOTH SIDES WITH NO SPECIAL NAILING STRAP ON INSIDE OR OUTSIDE OF OPENINGS, INCLUDING ON EDGE STAIR WELL WALL, WHICHEVER REQUIRED. ADDITIONAL LAYERS OF SHEETROCK OK STAIR WELL WALL, WHICHEVER OF OPENINGS (DEMONSTRATED SIDE SHEATHING IS APPLIED PER ARCH. FOR FIRE CODE REASONS SIDE SHEATHING IS APPLIED MSTC48B3 PER VERSION DETAIL '33' S8 AT THE LEFT SPLICE) 3 MST48 PER 1 D VER. SIZE DETAIL '32' S8 SW4 CS16 LATERAL STRAPPING NOTES: Â· MST48 VERTICAL STRAPS TO BE INSTALLED ON TOP OF CS16 LATERAL STRAPS SW4 Â· ANY OPENING IN THE EXTERIOR WALL SHEATHING REQUIRES LATERAL STRAPPING AT PLY BREAKS PER THIS DETAIL 35 CS16 LATERAL STRAPPING DETAIL SW0 4/24/2022L. SCHWEIGERTD. BRADLEYD. BRADLEYAS NOTED SCALE: N.T.S. DATE ENGINEERED BYCHECKED BYAPPROVED BYSCALE REQUIRED AT ALL OPENINGS MSTC48B3 PER DETAIL '33' S8 MSTC48B3 PER SW4 SW4 SW4 SW4 DETAIL '33' S8 4 SW4 SW4 SW4 SW0 SW4 SW4 SW0 SW4 SW4 SW0 SW4 MSTC48 PER MST48 PER MST48 PER DETAIL '32' S8 MST48 PER DETAIL '32' S8 DETAIL '32' S8 MST48 PER MST48 PER MST48 PER MST48 PER MST48 PER Engineering DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 DETAIL '32' S8 THIRD FLOOR SHEAR WALL & HOLD DOWN PLAN SCALE: 1/8" = 1' - 0" Bradley A B C D E F G H I J PW PW PW PW PW PW PW PW PW PW (360) 510-9514 1 PW PW PW PW PW PW LUKE luke@bradleyengineeringinc.com PW PW BRADLEY ENGINEERINGWWW.BRADLEYENGINEERINGINC.COMDAVID BRADLEY, P.E.811 YEW STREET // BELLINGHAM, WA 98229(360) 752-5795DAVID@BRADLEYENGINEERINGINC.COMFOR QUESTIONS & CHANGES PERTAINING TO THISPROJECT, CALL ATOR EMAIL PW 2 PW PW UNLESS NOTED OTHERWISE INTERIOR WALLS HAVE 1/2" GWB ON BOTH SIDES WITH NO SPECIAL NAILING REQUIRED. ADDITIONAL LAYERS OF SHEETROCK OK PER ARCH. FOR FIRE CODE REASONS 3 PW PW PW PW PW PW PW PW 4 PW PW PW PW PW PW PW PW PW PW STRUCTURAL DRAWINGS & DETAILSPAISLEY LOFTS105 E. DIVISION STREETARLINGTON, WA FOURTH FLOOR SHEAR WALL & HOLD DOWN PLAN SCALE: 1/8" = 1' - 0" S9 of 11 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE 1/15/2020 04/24/2022 REVISIONS ORIGINAL PLANS DATE 4/24/2022 1 VERSION 1 D VER. SIZE 4/24/2022L. SCHWEIGERTD. BRADLEYD. BRADLEYAS NOTED DATE ENGINEERED BYCHECKED BYAPPROVED BYSCALE Engineering Bradley (360) 510-9514 LUKE luke@bradleyengineeringinc.com THE ARCHITECTURAL DRAWINGS ON THIS SHEET ARE THE BASIS FOR STRUCTURAL ANALYSIS AND DESIGN. THE DRAWINGS WERE PROVIDED BY GLENN C. WELLS, A.I.A. AND RECEIVED ON 4/11/2022. THESE DRAWINGS HAVE BEEN SCALED DOWN TO 1/16" = 1'-0" U.N.O. BRADLEY ENGINEERINGWWW.BRADLEYENGINEERINGINC.COMDAVID BRADLEY, P.E.811 YEW STREET // BELLINGHAM, WA 98229(360) 752-5795DAVID@BRADLEYENGINEERINGINC.COMFOR QUESTIONS & CHANGES PERTAINING TO THISPROJECT, CALL ATOR EMAIL SCALE TO FIT ON THIS SHEET. USE A PDF VIEWER TO ZOOM IN TO READ TEXT. CONTACT THE ENGINEER OF RECORD IF THE FINAL ARCHITECTURAL DRAWINGS VARY FROM THE DRAWINGS SHOWN. ENGINEER SHALL BE NOTIFIED OF ALL STRUCTURAL CHANGES. THE INFORMATION ON THIS PAGE IS NOT A PART OF THE STRUCTURAL REQUIREMENTS. STRUCTURAL DRAWINGS & DETAILSPAISLEY LOFTS105 E. DIVISION STREETARLINGTON, WA S10 of 11 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE ABBREVIATIONS (Used throughout structural drawings) STANDARD STRUCTURAL SPECIFICATIONS - 2018 IBC (E) Existing C.S. Clear Span INT. Interior STD Standard 1/15/2020 (N) New DBL Double MAX Maximum STR'L Structural INTRODUCTION FOUNDATION A.B. Anchor Bolt EOR Engineer of Record MANUF. Manufacturer S.S. Select Structural WOOD FRAMING The Standard Structural Specifications are guidelines and structural requirements for construction of typical ARCH Architectural ELEV. Elevation MIN Minimum T.O. Top Of commercial, multi-family, and industrial (i.e. all non-residential) structures. The intent of this document is to Â· Design Soil Bearing Pressure = 1,500 psf Default Wood Types: Unless noted otherwise, the material for a structural member is as shown: BLDG Building EXT. Exterior N/A Not Applicable TJI Trus Joist, I Series provide general structural requirements for the project. Builder, contractor, and other parties involved are Â· Frost Zone Depth = 18 inches Â· Beams, Posts, & Sawn Joists............. Douglas Fir #2 (D.F.2) BLKG Blocking FDN Foundation O.C. On Center TPL Triple 04/24/2022 required to read this document and are responsible for meeting the requirements specified within. Contact the Â· Studs & Plates ................................... Hem/Fir (H.F.) or Douglas Fir (D.F.) engineer of record with any questions or concerns. Â· Unless noted otherwise, concrete is designed with 2,500 psi strength and does not require special inspection. BM Beam FTG Footing Opp. Opposite TYP. Typical Â· Mud Sill (i.e. Sill Plate) ....................... Pressure Treated (P.T.) The specified concrete strength (3,000 psi) is greater than design strength (2,500 psi) BTM Bottom GALV. Galvanized PLY Plywood U.N.O. Unless Noted Otherwise Â· Blocking ............................................. Any solid 2X or rim joist material Code: Cast-in-place concrete sizing, placing, and testing shall conform to ACI 318-19 and ACI 301-16 C C Channel (Steel) GA. Gauge P.T. Pressure Treated V.B. Vapor Barrier DESIGN CRITERIA Â· Rim Joists .......................................... Douglas Fir #2 (D.F.2) for solid sawn, manufactured rim for I-joists Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a Â· Glued-Laminated (dry-use) ................ D.F. 24F-V4 (GLB) CL Center Line HDR Header REINF. Reinforced VERT. Vertical DESIGN PARAMETER VALUE SOURCE qualified geotechnical engineer for all land based construction projects. Â· Exposed Structural Members ............ Pressure Treated (P.T.) CMU Conc. Masonry Unit HORIZ. Horizontal REQ'D Required W/ With Seismic Design Category 'D' IBC 1613 Earthwork: Call before you dig! Call '811'. Locate and protect underground conduit, plumbing, and other utilities where Â· Glued-Laminated (wet-use) ............... Treat with Hi-Clear II by Permapost Products Co. in Hillsboro, OR CONC. Concrete HSS Hollow Structural Section SIM. Similar W/O Without new work is performed. Footings shall bear on undisturbed native soils and/or stuctural fill compacted in lifts of one Risk Category 'II' IBC Table 1604.5 foot or less to 95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolts CONT. Continuous INSUL. Insulation SPECS Specifications WF Wide Flange (Steel) Wind Exposure Category 'B' IBC 1609.4.3 deleterious material beneath the footings, foundations, and slabs to be removed and replaced with 4" min. crushed for framing members. LATERALBasic Wind Speed (3-second gust) 110 MPH IBC Figure 1609.3(1) rock compacted to 95% relative compaction. Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure WOOD FRAMING CONNECTORS treated or preservative treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members Design Wind Load 16.00 PSF ASCE 7-16 28.6-1 Structural Fill: Structural fill consists of clean, well-graded sandy gravel, gravelly sand, or other approved naturally REVISIONS after fabrication and field trimming. Glulam beams (GLB's) which are exposed to the elements shall be treated with occurring granular material (e.g. pit run) with at least 30 percent retained on the No. 4 sieve, or a well-graded crushed Manufacturer: Simpson Strong-Tie construction connectors are specified, however, any nationally recognized brand ORIGINAL PLANS LOAD SOURCE LIVE LOAD DEAD LOAD Hi-Clear II by Permapost Products Co located in Hillsboro, OR. (e.g. Silver, KC, etc) may be used if they are equivalent in their ability to carry all applied loads in all orientations. rock. In wet weather conditions, fill should have less than 5% fines. Soils with an over-optimum moisture content Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing Roofs 20 psf 15 psf should be scarified (i.e. turn over the soil) and dried during periods of dry weather or replaced with drier structural fill. wall locations. Blocking is required at all bearing locations. Trusses, structural composite lumber, glued-laminated Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations Floors 40 psf 12 psf Surface Drainage: Finished grades are to be at least 6" below top of stem wall. Lots shall be graded to drain surface members, and I-joists shall be supported laterally as required by the manufacturer's recommendations. and requirements (locations, exposure, end and edge distances, fasteners, etc.). Decks & Balconies 60 psf 10 psf water away from foundation walls. The grade shall fall a minimum of 6 inches within 10 feet. If 6 inches of fall is not Bearing: For beams bearing on perpendicular walls or columns, Use a minimum 3" bearing length unless noted Simpson Connectors: Unless noted otherwise on the structural drawings and details, the following Simpson possible, grade shall be sloped min 2 percent away from the building. Ground Snow Load 25 psf - otherwise. Use enough studs to match or exceed beam width unless noted otherwise. Strong-Tie construction connectors shall be used: DATE VERTICALExterior Wall - 12 psf Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums Headers: Unless noted otherwise, headers to be 4x10 D.F.2, (2) 2x10 D.F.2, or 6x8 D.F.1 Â· Post Caps: CBTZ, PCZ/EPCZ, BC/BCS, CC, CCQ, ECC, ECCQ 4/24/2022 Interior Wall - 10 psf unless noted otherwise. Bottom of footings to be below frost zone (18"). Glued Laminated Members: Glulam beams (GLB) shall be Douglas Fir-Larch, 24F-V4, dry use only Â· Post Bases: CPTZ, CBSQ, PB/PBS, ABA/ABU/ABW Footing Drains: Providing adequate drainage to retaining and basement walls is imperative. Footing drains shall be Engineered Lumber: Install per the relevant manufacturer's installation guides for each type: Vertical loads come from 2015 IBC Table 1607.1, Minimum Uniformly Distributed Live Loads provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock Â· Joist Hangers: LUS/LU/U/HU/HUC, JB, HUTF/HUSTF (top-flange) Â· Wood I-Joists: Used extensively in floor and roof framing (Trus Joist TJI's typically specified) must extend to within one foot of finished grade. Footing drains shall be 4â€ perforated pipe routed down gradient to Â· Laminated Veneer Lumber (LVL): Minimum modulus of elasticity E = 2.0x10^6 psi Â· I-Joist Hangers: IUS/MIU, ITS/MIT/HIT (top-flange) 1 daylight, unless otherwise specified. DEFLECTION LIMITS Â· Parallel Strand Lumber (PSL): Minimum modulus of elasticity E = 2.0x10^6 psi Â· Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top-flange) VERSION Concrete: Mix and 28 day strength unless noted otherwise: Â· Laminated Strand Lumber (LSL): Minimum modulus of elasticity E = 2.0x10^6 psi Â· Rafter Hangers: LSU/LSSR/LSSJ, LRUZ STRUCTURAL MEMBER LIVE SNOW LIVE+DEAD Â· Concrete compressive strength, f'c = 3,000 psi Multi-ply LVL's: Where multi-ply LVL beams are specified on the structural drawings, provide LVL connection per Â· Truss and Rafter Connection: H1, H2.5A, or SDWC15600 at each heel to double plate 1 D Roof (with sheetrock ceiling) L/360 L/360 L/240 Â· Required f'c shall be evaluated at 28 days (56 days OK for fly ash or slag) International Beams' Technical Bulletin TB-LVL-2 VER. SIZE Â· Holdowns: HDU/DTT with SSTB, STHD14, STHD14RJ Floor-to-floor Strap-Ties: HDU2, MST48 Wood Structural Panels: American Plywood Association (APA) rated sheathing is required for all wood structural Roof (without sheetrock ceiling) L/240 L/240 L/180 Â· Concrete exposed to weather shall have air entrainment of 6% (+/-1.5%) Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that panels. Unless noted otherwise, the wood panel for each situation is: Â· Maximum water / cement ratio = 0.45 set forth in IBC Table 2304.10.1. Roof (not supporting ceiling) L/180 L/180 L/120 Â· Roof Sheathing: 1/2" CDX (plywood with moisture resistant glue - highly recommended), CD (plywood), or Â· 25% max fly ash... 50% max slag 7/16" OSB (oriented strand board), with ply clips or T&G (tongue and groove). Nail with 10d nails at 6" O.C. Exposure: Any hardware or fasteners exposed to the elements shall be heavy duty galvanized or stainless steel. Floor Members L/360 - L/240 Lifts: Lifts shall be poured within 60 minutes of the previous lift along edges, 12" O.C. in the field, no blocking required Horizontal Deflection (any case) L/240 - - Temperature: Pour concrete at outdoor temperatures of 40 degrees and above. Â· Prescriptive Exterior Wall Sheathing: 7/16" OSB or 15/32" CD ply, 8d nails at 6" O.C. along edges, 12" O.C. in INSPECTIONS 4/24/2022L. SCHWEIGERTD. BRADLEYD. BRADLEYAS NOTED the field, no blocking required. All exterior walls to be sheathed per prescriptive requirements noted above Farm Buildings & Greenhouses - - L/180 Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous DATE ENGINEERED BYCHECKED BYAPPROVED BYSCALE bars 48 X bar diameter minimum. For a typical continuous #4 bar (diameter = 0.5") the rebar lap is equal to 48 X 0.5" unless explicitly noted as a shearwall Inspections: Construction or work for which a building permit is required is subject to inspection by the building The above maximum deflection limits are required by 2015 IBC Table 1604.3. Higher deflection = 24" minimum. Reinforcing bars, bolts, anchors, etc shall be securely tied in position prior to concrete placement. Â· Prescriptive Interior Wall Sheathing: 1/2" Drywall (Gypsum Wall Board - GWB), screwed with 1-1/4" Type W or official. Such construction shall remain exposed and accessible for inspection purposes until approved (IBC 110). values may be used at the engineer's discretion to improve structural performance Reinforcing steel shall be free of rust and coatings. S screws at 7" O.C. along edges, 7" O.C. in the field Statement of Special Inspection: Anchor Bolts: Provide 5/8" diameter x 10" long wet-set or expansion anchor bolts @ 4' O.C. and within 6-12" of Â· Floor Sheathing: 3/4" CD or OSB, nailed with 8d nails at 6" O.C. along edges, 12" O.C. in the field. glued with REFERENCE CODES & STANDARDS corners with 3"x3"x0.229" square washers. 7" minimum anchor bolt embedment required. construction adhesive prior to nailing, no blocking required (unless noted otherwise) 1. Special inspections and structural testing shall be provided by an independent agency employed by the Owner for the items identified in this statement of the approved construction dosuments and specifications, unless Adhesive Anchors: Unless noted otherwise, epoxy anchors in concrete with Simpson SET-XP or Hilti HIT-HY 200-R or Stairs: Refer to IBC 1011 for stairway requirements. Â· International Building Code, IBC 2018 waived by the Building Official (IBC Chapter 17). equivalent epoxy, installed per manufacturer's guidelines. For extreme temperature applications, when long-term Studs at Opening: Min (1) jack and (1) king stud required at each end of an opening unless otherwise noted. Â· Washington State Building Code, SBC 2018 temperature exceeds 110Â°F or is less than 0Â°F, use Simpson Set-3G. Exterior Stud Walls: Use 2x6 studs @ 16" O.C. unless noted otherwise. 2x6 exterior stud walls are typically 2. Special inspections, statements of special inspections, responsibilities of Contractors, submittals to the Â· National Design Specification for Wood Construction, NDS 2018 Waterproofing: Waterproof all basement walls and slabs on grade. It is highly recommended to use asphalt desirable for insulation/energy code reasons (i.e. not structural reasons). Building Official, and structural observations shall meet the requirements of IBC 1704. Â· Wood Frame Construction Manual, WFCM 2018 waterproofing sealer or Eucon Vandex AM-10 crystalline admixture. These waterproofing agents shall be installed per Interior Walls: Minimum 2x4 studs @ 16" O.C., unless required for plumbing/utility reasons Â· Building Code Requirements for Structural Concrete, ACI 318-19, the manufacturer's recommendations. At cold-joints, water-stops are highly recommended. 3. The names and credentials of the Special Inspector(s) shall be submitted to the Building Official. The Special Engineering Wood Stud Holes & Notching: For wood studs 12' and less, it is permissible to cut notches and holes per the Â· Minimum Design Loads for Buildings And Other Structures, ASCE 7-16 following requirements. Notch/hole size shall not exceed the following max percentage of stud width: Inspector shall be certified under the WABO Special Inspection Certification Program. The inspector shall demonstrate competency per IBC 1704.2.1. Â· Steel Construction Manual, 15th Edition, AISC 2015 SLAB ON GRADE Â· Bearing walls: Hole - 40% of total stud width, Notch - 25% of total stud width Â· Non-bearing walls: Hole - 60% of total stud width, Notch - 40% of total stud width 4. Duties of the Special Inspector: Control Joints: Control joints (expansion, cold, or saw-cut) at 8'-12' O.C. required to mitigate shrinkage cracking. GENERAL REQUIREMENTS Â· In all cases, hole edges must be at least 5/8" from edge of the stud Rebar or woven wire mesh (if installed) shall break at all control joints. Saw-cut joints within 12 hours of pour. a. The Special Inspector shall review all work listed for conformance with the approved construction plans and Â· OK to drill up to 1" diameter hole for studs up to 16' tall. Hole to be 5/8" from edge of stud. Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards Slabs on Grade: Unless noted otherwise, garage slab shall be 4" concrete slab with fiber mesh or #3 rebar at 24" O.C. the 2015 IBC. listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards. each way or 6x6xW1.4 woven wire mesh, over 10 mil poly vapor barrier over 4" compacted crushed rock. Bradley Contractor assumes full responsibility of construction methods used, safety provisions employed, and the W1.4 DECKS & BALCONIES b. The Special Inspector shall furnish special inspection reports to the EOR, Contractor, Owner and Building Reinforcing: Reinforcing bars or woven wire mesh shall be as noted on plans and shall be placed 1-1/2" above the Official on a weekly basis or as required by the Building Official. All items not in compliance shall be brought to finished condition of the structure. bottom of the slab. Railings: Unless noted otherwise and detailed, guardrails to meet IBC 1015. Guardrails shall be 48" high min with the attention of the Contractor for correction, and if uncorrected, to the EOR and the Building Official. Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the Curing: Use water or membrane cure immediately after initial set for a minimum of 7 days. For water cure, hose it max opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point project should be employed to assemble and construct the work. down and keep it wet. For membrane curing, wet the concrete then cover with an impermeable membrane (e.g. load applied in any direction and at any location on the top rail and shall be designed to withstand a uniform load of c. Once corrections have been made by the Contractor, the Special Inspector shall submit a final signed report Construction Methods and Project Safety: The project drawings and specifications represent the finished visqueen) or liquid membrane curing compound. Provide shade for concrete during curing. 50 lb/ft applied horizontally to the top rail. Contractor/owner/inspector to physically verify (e.g. push & pull on top to the Building Official stating that the work requiring special inspection was, to the best of the Special Inspector's structure and do not indicate methods, procedures, or sequence of construction. The builder must take Drainage: Garage slabs, porch slabs, and other concrete surfaces that are required to drain shall be sloped between rail) that the guardrails meet the IBC loading requirements mentioned above. knowledge, in conformance with the construction documents and the provisions of the 2015 IBC. necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley 1/8" and 1/4" per 1'. Waterproofing: Bradley Engineering is not responsible for adequacy of waterproof membranes on decks which 5. Duties and responsibilities of the Contractor: Engineering, Inc. will not enforce safety measures or regulations, nor will the owner or designer. Therefore, the cover living space. Concrete Topping: Concrete topping can not be installed on floors unless specifically detailed on the structural a. The Contractor shall submit a written statement of responsibility to the Owner and the Building Official prior contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations. drawings. The concrete topping shall be installed per manufacturer's specifications. to the commencement of work. In accordance with IBC 1704.4, the statement of responsibility shall Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, and floors Non-Bearing Interior Wall to Slab Connection: Interior walls shall be connected to concrete slab with minimum STAIRWAYS acknowledge the special inspection requirements contained within this â€œStatement of Special Inspectionsâ€. during construction. Design of these supports are not included unless specifically shown. Contractor is 1/2"x5-1/2" long anchor bolts @ 6' O.C.. Wet-set, epoxied, expansion, or screwed (i.e. Simpson Titen HD) anchor Stairs: Refer to IBC 1011 for stairway requirements. responsible for the adequacy of all temporary support systems. bolts are acceptable. If interior wall is not specifically denoted as a shear wall, it is acceptable to use 3/8"x5" Titen b. The Contractor shall notify the responsible Special Inspector that work is ready for inspection at least one (360) 510-9514 screws @ 48" O.C. (i.e. Simpson THD375000H or equivalent) Handrails: Unless noted otherwise and detailed, handrails to meet requirements of IBC 1014. working day (24 hours minimum) before such inspection is required. Specifications: All notes, call-outs, and details included within this design package are required unless specifically noted otherwise. c. All work requiring special inspection shall remain accessible and exposed until it has been observed by the ROOFS Verification: Verify all dimensions, elevations, and site conditions before starting work. Special Inspector. CRAWL SPACE Errors: The contractor is responsible to check the plans and site conditions and to notify the Manufactured Trusses: Unless stick framing is specified on structural drawings, wood trusses are to be engineered LUKE 6. Please see the 'Special Inspection Schedule' below for the types and extents of special inspections and tests architect/designer/engineer/owner of any errors or omissions prior to the start of construction. Vapor Barrier: Cover entire crawl space with class I vapor retardant (i.e. poly vapor barrier - 6 mil required, 10 mil by a truss manufacturer. If truss layout is not provided by truss manufacturer, the engineer assumes that trusses all directly related to the structural engineering aspects of this project. Special inspections and tests shall meet the highly recommended). Extend 6" up foundation walls minimum. bear on exterior walls and do not bear on interior walls. Trusses and truss connections/hard-ware to be in Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural accordance with truss manufacturer's requirements. Do not modify or cut trusses without approval of truss applicable requirements of IBC 1705. Architectural special inspections (e.g. Water Intrusion Per RCW 64.55) have luke@bradleyengineeringinc.com Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions. Access: Provide min 18"x24" crawlspace access per IBC 1208.1. not been included in the following table and are not under the purview of the engineer of record. manufacturer. Structural notes and details on the structural drawings take precedence over the architectural drawings. Foundation Ventilation: Ventilation per IBC 1202.4. Minimum 1 square foot of ventilation per 150 square feet of crawl space. Space vents evenly to provide cross ventilation. Cover with 1/8" corrosion resistant mesh screen. Girder Trusses: Truss manufacturer to be responsible for placement of girder trusses. Install girder truss LGT tie Changes: Written approval from the engineer of record is required for any structural changes to the provided down or SDWC15600 screws to secure girder trusses as detailed on structural drawings. Number of studs SPECIAL INSPECTION SCHEDULE - STRUCTURAL ONLY drawings. Changes may be made 'in the field' with consent of Bradley Engineering. Please provide a red-lined supporting girder truss to match plies of girder (e.g. 3-ply girder truss to bear on minimum 3 studs). drawing or sketch of desired change(s) to provide context and applicable information prior to contacting Material Structural Component Req'd? Code Reference Notes BRADLEY ENGINEERINGWWW.BRADLEYENGINEERINGINC.COMDAVID BRADLEY, P.E.811 YEW STREET // BELLINGHAM, WA 98229(360) 752-5795DAVID@BRADLEYENGINEERINGINC.COMFOR QUESTIONS & CHANGES PERTAINING TO THISPROJECT, CALL ATOR EMAIL engineer. Please contact the engineer who performed the engineering for your project as noted on this drawing. ALLOWABLE HOLES - I-Joists & I-Rafters Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss manufacturer. (Y/N) The engineering for this project was completed by Luke Schweigert whose phone number is (360) 510-9514. Headers: Unless noted otherwise, all bearing wall headers to be 4X10 or 6X8 D.F.2 min Structural Steel N IBC 1705.2.1 Inspect per AISC 360 Minimum distance from hole to support. See Table A below Up to 1-1/2" hole may be cut anywhere Cold formed steel deck N IBC 1705.2.2 Inspect per SDI QA/QC Substitutions: If connector or lumber product substitutions are desired, contractor shall provide manufacturer's out-side of hatched zone. For holes larger Over-framing: Unless noted otherwise over-framing to be 2X6 @ 24" O.C. Overframing to be bear directly on top Steel Open web steel joists and girders N IBC 1705.2.3 Inspect per Table 1705.2.3 evaluation reports of proposed substitutions to the engineer/owner for approval. No holes in than 1-1/2" diameter, refer to Table A of truss below. See rafter span chart below for max spans. Manufactured truss overframing is acceptable. flange of I-Joist Verify truss bracing and attachment Cold formed steel trusses > 60' span N IBC 1705.2.4 Member Size: The member dimensions (e.g. depth and width of beams, columns, etc.) specified in these Access: Attic access shall be provided per IBC 12.09.2. The rough framed opening size shall not be less than per truss submittal package drawings are structural minimums. It is acceptable to increase the size above what is specified. 22"X30" and shall be located in a hallway or other readily accessible location. Concrete Concrete Y IBC 1705.3 Inspect per Table 1705.3 6" 6" Masonry Masonry N IBC 1705.4 Inspect per TMS602 / ACI530.1 Similar work: Where construction details are not shown or noted for any part of the project, the area shall be Inspect sheathing, fasteners, fastener constructed in the same manner as similar work shown on the drawings. 6" L1 2 x D1 D1 Closely grouped round L2 2 x L2 D2 6" 6" High-load diaphragms N IBC 1705.5.1 No holes in minimum holes are allowable if the minimum spacing, etc. per structural drawings Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber, hatched zones group meets requirements Wood Verify truss bracing and attachment glue-laminated members, or I-joists are prohibited except where permitted by the manufacturer's for round or square holes Wood trusses > 60' span N IBC 1705.5.2 per truss submittal package recommendations or as shown on this page. (See ALLOWABLE HOLES) Table A - Minimum Hole Distance From Support Existing soil conditions and fill TJI Rating ** ROUND HOLE SIZE RECTANGULAR HOLE SIZE Soils material and placement Y IBC 1705.6 Inspect per Table 1705.6 Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the structural engineering and JOIST analysis pertaining to the subject structure. Bradley Engineering, Inc. takes no responsibility for items not DEPTH (Flange Width) 2" 3" 4" 2" 3" 4" ALLOWABLE HOLES - Solid or Eng. Lumber Inspect per Table 1705.7, geotech. Driven Deep Driven deep foundations N IBC 1705.7 specifically addressed in the drawings, calculations, or call-outs. 210 (2-1/16") 1'-0" 1'-6" 2'-0" 1'-0" 1'-6" 2'-6" Foundations report and constr. documents 117 " 8 360 (2-5/16") 1'-6" 2'-0" 3'-0" 1'-6" 2'-6" 3'-6" Cast-in-place Inspect per Table 1705.8, geotech. Completion of Work: Submittal of these structural drawings to the client completes the present scope of work 210 (2-1/16") 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" No holes in 8X diameter of the Ok to completely Cast-in-place deep foundation N IBC 1705.8 14" Deep Foundation report and constr. documents and budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after 360 (2-5/16") 1'-0" 1'-0" 1'-6" 1'-0" 1'-6" 2'-6" hatched areas largest hole (min) Allowable remove this area submittal of this report shall be billed on an hourly basis. 16" 210 (2-1/16") 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" L/8 8X Ã˜ hole zone L/8 Helical Pile Helical Pile Foundation N IBC 1705.9 Inspect per Table 1705.9, geotech. 360 (2-5/16") 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" Foundation report and constr. documents D/4 Fabricated Items Fabricated Items N IBC 1705.10 Inspect per Section 1704.2.5 DO NOT, under any circumstances, cut or notch joist flanges (don't even think about it) D/2 D/2 Leave 1 " of web (minimum) at top and bottom of hole (i.e. do not cut within 1/8" of flange ) D D/2 Structural Wood Y IBC 1705.11.1 Inspect per Section 1705.11.1 STRUCTURAL STEEL 8 Wind Resistance Cold-formed light-frame steel N IBC 1705.11.2 Inspect per Section 1705.11.2 Round or rectangular holes allowed according to Table A Grade: Unless noted otherwise, the grade of steel members is as follows: D/4 1-1/2" max hole size in cantilever Structural steel N IBC 1705.12.1 Inspect steel per AISC 341 Â· Wide flange (W).................................................. ASTM A992 Steel Fy = 50 ksi Fu = 65 ksi Ok to cut web in a similar fashion for any manufacturer's I-Joists. For Table A, Use Flange Width instead of TJI Rating L/4 L/2 L/4 May want to refer to joist manufacturer's specifications and requirements L Inspect sheathing, fasteners, fastener Â· HSS Tube (HSS)................................................. ASTM A500, Grade B or better. Fy = 46 ksi Fu = 58 ksi Hole Size: The hole diameter should not exceed 2" Structural wood Y IBC 1705.12.2 spacing, hold-downs, etc. per Â· Channels, plates, angles..................................... ASTM A36, Fy = 36 ksi Fu = 58 ksi. or 1/10 the beam depth, whichever is smaller. approved construction documents Â· Bolts ................................................................... ASTM A325 or better JOIST CONVERSION CHART Cold-formed light-frame steel N IBC 1705.12.3 Inspect per Section 1705.12.3 Â· These guidelines are applicable to glued-laminated, solid sawn, and engineered Inspector to verify accordance with Â· Anchor bolts ....................................................... ASTM F1554 or better Trus Joist Pacific Woodtech Boise Cascade Roseburg Red Built LP Seismic Resistance Designated seismic systems N IBC 1705.12.4 lumber (beams, headers, joists, rafters, etc) ASCE 7 Section 13.2.2 Â· #4 Rebar & Smaller ............................................ Grade 40 (Fy = 40 ksi or better) THICKER TJI 210 PWI 47 BCI 6000 RFPI 40 Red-I 45 LPI 530 Â· Uniform loads only, no point loads Architectural components N IBC 1705.12.5 Inspect per Section 1705.12.5 Â· #5 Rebar & Larger .............................................. Grade 60 (Fy = 60 ksi or better) FLANGE TJI 360 PWI 70 BCI 60 RFPI 70 LPI 36 Â· Round holes only Plumbing, mechanical, and N IBC 1705.12.6 Inspect per Section 1705.12.6 WIDTH PWI 77 RFPI 700 Red-I 65 Â· No holes in cantilevers electrical components Connections: Unless noted otherwise, steel to steel connections to be 1/4" continuous fillet weld. All structural GENERAL STRUTURAL REQUIREMENTSPAISLEY LOFTS105 E. DIVISION STREETARLINGTON, WA steel to be fabricated in accordance with the AISC manual of steel construction, latest edition. TJI 560 PWI 90 BCI 90 RFPI 90 Red-I 90 LPI 56 Â· DO NOT cut, notch, or drill holes in headers or beams except as indicated in sketch Storage racks N IBC 1705.12.7 Inspect per Section 1705.12.7 Seismic isolation systems N IBC 1705.12.8 Inspect per Section 1705.12.8 Welding: Steel welding to be done using E70 electrodes, and conform to AWS D1.1, latest edition. OK to substitute the joists specified on drawings (TJI's) with joists listed in this table. Match the original Cold formed steel moment frames N IBC 1705.12.9 Inspect per Section 1705.12.9 Washers: Provide standard washers under all nuts and anchor bolts depth and spacing. OK to use thicker flange width than specified (e.g. use TJI 360 instead of TJI 210) S11 of 11 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE