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Home My WebLink About6108 188th ST Ne A100_BLD3263_2025 Intrusion Alarm Systems | B444 Conettix Plug-in 4G LTE Cellular Communicator B444 Conettix Plug-in 4G LTE Cellular Communicator www.boschsecurity.com u Secure Conettix IP communication from compatible Bosch panels to Bosch receivers using Verizon 4G LTE cellular network u Remote programming and monitoring of compatible Bosch panels u Personal SMS message and e-mail notification options u Direct configuration from Bosch Remote Programming Software (RPS) eliminating the need for separate configuration u Simple LED status information and advanced keypad diagnostics available with easy 2 step plug-in installation, troubleshooting, and maintenance The cellular communicator enables secure two-way IP System overview communication over the Verizon 4G LTE cellular network by plugging into a compatible control panel or communicator interface. Typical applications are: â€¢ Alarm reporting to a central station â€¢ Remote control panel programming through Remote Programming Software with supported control panels â€¢ Remote monitoring and control through a mobile application with supported control panels â€¢ Personal notification using SMS for compatible Callout á…³ Description Callout á…³ Description control panels 1 á…³ Cellular communicator 7 á…³ Remote PCâ€™s network Notice connection Cellular capability requires an Installer Services 2 á…³ Compatible control panel 8 á…³ Remote PC running RPS account and appropriate data plan. 3 á…³ Antenna cable 9 á…³ Personal SMS notification 4 á…³ Magnetic base antenna 10 á…³ Ethernet connection 2 | B444 Conettix Plug-in 4G LTE Cellular Communicator 5 á…³ Base station on wireless 11 á…³ Central monitoring station Certifications and approvals carrierâ€™s network Region Certification 6 á…³ IP network cloud USA Verizon Open Development Certified Functions Region Regulatory compliance/quality marks Activation The B444 module is shipped pre-activated. USA UL UL 864 - Standard for Control Units and Accessories for Fire Alarm Systems The B444-C module needs to be activated. Activate the module by emailing: installer.services@us.bosch.com, UL UL 1076 - Proprietary Burglar Alarm Units and Systems or by call Bosch Installer Services at: 800-289-0096, option 6. UL UL 1610 - Central Station Burglar Alarm Units Conettix IP communication via Cellular In addition to the security provided by the network UL UL 365 - Police Station Connected Bur- glar Alarm Units operator, the cellular communicator uses our Conettix IP protocol that supports: UL UL 609 - Standard for Local Burglar â€¢ Flexible polling intervals Alarm Units and Systems â€¢ Resistance to Denial of Service attacks UL UL 636 - Holdup Alarm Units and Sys- â€¢ 128-bit to 256-bit AES encryption with Cypher Block tems Chaining â€¢ Anti-replay/anti-substitution keys UL UL 985 - Household Fire Warning Sys- tem Units Easy Installation, troubleshooting, and maintenance UL UL 1023 - Household Burglar Alarm Sys- â€¢ No networking expertise required at field site (no tem Units firewall or router settings) â€¢ No PC or special tools required for installation and CSFM see www.boschsecurity.com (the Bosch troubleshooting website) â€¢ Service plans and settings managed through RPS FCC Part 15 Class B â€¢ Diagnostic LEDs for on-site troubleshooting Canada ULC S1871-20121210 LED Function Installation/configuration notes Blue (heartbeat) System status indicator Mounting considerations Red Unacceptable signal strength The module plugs into any compatible control panel, Yellow Marginal signal strength available in a variety of enclosures. Wiring considerations 1 Green Good signal strength The module connects to any compatible control panel 2 Green Very good signal strength without tools or physical wiring for power. When used with the B450, the B450 is wired to the control panel Remote programming of Bosch control panels data bus. The cellular module has a screw on SMA The cellular communicator supports secure RPS antenna connection. programming of compatible Bosch control panels. Compatibilities Personal notification and control Devices B9512G/B9512G-E, B8512G/B8512G-E The cellular communicator supports the Bosch Remote B6512 Security Control mobile application and can be B6512/B5512/B4512/B3512, B5512E/ configured for SMS personal notification reports to B4512E/B3512E control panel with firmware mobile phones or e-mail addresses. v3.05 or higher (direct insertion) The module is compatible with most Bosch Remote Connect Service Support Remote Connect Service enables a secure control control panels when used with a B450 Conettix Plug-in Communicator Interface with firmware panel connection to remote programming software v3.05 or higher. Refer to the B450 datasheet (RPS) using Bosch Cloud services. The service allows a for complete control panel compatibility listings. secure TLS connection to a control panel without B465 Conettix Universal Dual Path specific port and router settings and without a static Communicator with firmware v2.0 or higher. IP or DNS. B40 antennas Cellular 4G LTE - Cat 1 3 | B444 Conettix Plug-in 4G LTE Cellular Communicator Commercial Fire and Burglary applications B40-P Outdoor puck antenna, cell, 6.5ft Approved for Commercial Fire/Burglary applications as Omnidirectional, low profile antenna for metallic sole, primary, or secondary communications path indoor/outdoor surface mounting. Supports LTE, and when the system is installed to the NFPA-72 2G/3G/4G data communication. Operates over specification 698-960 MHz and 1710-2170 MHz bands. Technical specifications Order number B40-P B40-MB50 Outdoor multiband antenna, cell, 50ft Electrical Provides wide bandwidth and low angle radiation Current Standby: 35 mA pattern for indoor/outdoor applications. Supports (operating) Alarm: 100 mA 2G/3G/4G data communication, Domestic (US) LTE 700 band, Global LTE 2600 band, Domestic (US) Voltage (operating) 12 VDC nominal Cellular, Global GSM, and WiMAX 2300/2500/2600 Radio Verizon LTE CAT 1 Band 4 and 13 bands. Includes a 50 ft (15.2 m) cable, and a mounting bracket. Environmental Order number B40-MB50 Environment Environmental Class III - Indoor B40-MB25 Outdoor multiband antenna, cell, 25ft Provides wide bandwidth and low angle radiation Relative humidity 5 - 93% at +32Â°C (+90Â°F) non-condensing pattern for indoor/outdoor applications. Supports Operating 0Â°C to +49Â°C (+32Â°F to +120Â°F) 2G/3G/4G data communication, Domestic (US) LTE temperature 700 band, Global LTE 2600 band, Domestic (US) Cellular, Global GSM, and WiMAX 2300/2500/2600 Mechanical bands. Includes a 25 ft (7.6 m) cable, and a mounting bracket. Board dimensions 2 in x 3.68 in x 0.60 in (50 mm x 93.5 mm x Order number B40-MB25 15.25 mm) B444-C Plug-in cell module, VZW LTE, cold Antenna (included) â€¢ Magnetic base omni-directional Non-activated 4G LTE cellular communicator for â€¢ 8.2 ft (2.5 m) cable with SMA connector secure two-way IP communication on the Verizon Wireless LTE network. Ordering information Order number B444-C B444 Conettix Plug-in 4G LTE Cellular Communicator Pre-activated 4G LTE cellular communicator for secure two-way IP communication on the Verizon Wireless LTE network. Order number B444 Represented by: Europe, Middle East, Africa: Germany: North America: Asia-Pacific: Bosch Security Systems B.V. Bosch Sicherheitssysteme GmbH Bosch Security Systems, Inc. Robert Bosch (SEA) Pte Ltd, Security Systems P.O. Box 80002 Robert-Bosch-Ring 5 130 Perinton Parkway 11 Bishan Street 21 5600 JB Eindhoven, The Netherlands 85630 Grasbrunn Fairport, New York, 14450, USA Singapore 573943 Phone: + 31 40 2577 284 Germany Phone: +1 800 289 0096 Phone: +65 6571 2808 emea.securitysystems@bosch.com www.boschsecurity.com Fax: +1 585 223 9180 Fax: +65 6571 2699 emea.boschsecurity.com onlinehelp@us.bosch.com apr.securitysystems@bosch.com www.boschsecurity.us www.boschsecurity.asia Â© Bosch Security Systems 2018 | Data subject to change without notice 35406955147 | en, V7, 11. Dec 2018 Permit #: 3263 Permit Date: 06/25/20 Permit Type: COMMERCIAL ALTERATION Project Name: Smartcap - Wesmar Marine Electronic Applicant Name: Smartcap Applicant Address: 8201 164th Ave NE, Suite 110 Applicant, City, State, Zip: Redmond Contact: Tyson Goodwin Phone: 206-290-4478 Email: tyson@smartcapconstruction.com Scope of Work: TI for office, manufacturing and storage of marine sonar and thrusters Valuation: 812500.00 Square Feet: 49508 Number of Stories: 1 Construction Type: lllB Occupancy Group: F-1; Factory Mod. Hazard ID Code: CIC Permit Issued: 07/28/2020 Permit Expires: 01/24/2021 Form Permit Type: Status: COMPLETE Assigned To: Property Parcel # Address Legal Description Owner Name Owner Phone Zoning SMARTCAP 188TH 399 Other 6108 188TH STREET NE, ST 31052200102700 425-422-3484 Miscellaneous #A-100 DEVELOPMENT Manufacturing NEC QOZB LLC Contractors Contractor Primary Contact Phone Address Contractor Type License License # SMARTCAP 8201 164TH CONSTRUCTION DBA CONSTRUCTION 206-290-4478 AVE NE STE COA 604 474 582 PIVOTAL CONTRACTOR 110 CONSTTRUCTION SMARTCAP 8201 164TH CONSTRUCTION DBA CONSTRUCTION LABOR & 206-290-4478 AVE NE STE SMARTCL810NR PIVOTAL CONTRACTOR INDUSTRIES 110 CONSTTRUCTION Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL 06/25/2020 No comments, LT PW-ADMIN-GIS ALTERATION COMMERCIAL 06/25/2020 No comments. SB PW-SEW-REV ALTERATION An RPBA is required after each domestic the meter as COMMERCIAL premise isolation, Additional in premise protection may be 06/25/2020 PW-WAT-REV ALTERATION required. Gus Fees Fee Description Notes Amount Building Permit Table 4-1 $7,112.21 Processing/Technology $25.00 State Surcharge - Commercial Commercial Only $25.00 Building Plan Review Table 4-2 $4,622.94 Total $11,785.15 Attached Letters Date Letter Description 06/25/2020 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount SCG 180th Street Industrial 07/17/2020 Check #1133 $11,785.15 Park, LLC Outstanding Balance $0.00 Notes Date Note Created By: 08/11/2020 Do not issue CO until traffic impact fees have been paid. Kristin Foster 08/06/2020 Emailed Robert that the approved revised pages are ready to be picked up. Kristin Foster Lou emailed that Robert's email is sufficient for a cover letter. She said she should have the 07/29/2020 Kristin Foster review complete early next week. Lou emailed that the revised plans are approved. Talked to Robert, he is going to have Bill's 07/29/2020 Kristin Foster Blueprints provide hard copies to change out in plan sets. 07/28/2020 Received an email from Robert explaining the revisions. Sent Robert's email to SAFEbuilt. Kristin Foster Received an email from SAFEbuilt that they need a cover letter or the revisions called out in 07/27/2020 Kristin Foster writing. Emailed Robert the info. 07/24/2020 Sent electronic copy of revised plans to SAFEbuilt. Kristin Foster 07/22/2020 Received revised plans from Robert. Kristin Foster 07/16/2020 Received all permit documents/plans for issuance. Kristin Foster An RPBA is required after each domestic the meter as premise isolation, Additional in premise 07/16/2020 protection may be required. Kristin Foster Gus 07/16/2020 Sent the permit to SAFEbuilt for signature. Kristin Foster Reached out to SAFEbuilt to have them send the approved structural calculations and NREC 07/14/2020 Kristin Foster sheets as they were not included with the plans. 07/09/2020 Received the approved plans from SAFEbuilt. Kristin Foster 06/25/2020 Applicant needs to sign the application. Kristin Foster 06/25/2020 Emailed the application to Tyson for signature. Kristin Foster 06/25/2020 Emailed Safebuilt that plans are ready for pick up. Kristin Foster Uploaded Files Date File Name 07/28/2020 7051817-3263_Issued Permit.pdf 06/25/2020 6888102-Wesmar_envsum.pdf 06/25/2020 6888103-Wesmar Architectural Permit Set 6-15-20.pdf 06/25/2020 6888104-Wesmar Commercial_Application_Packet.pdf 06/25/2020 6888105-Wesmar LPB 6-15-20.pdf 06/25/2020 6888100-Wesmar Structural Calcs 6-15-20.pdf 06/25/2020 6888101-Wesmar Structural Permit Set 6-15-20.pdf SITE Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington LANCE MUELLER & ASSOCIATES A R C H I T E C T S A I A 130 LAKESIDE SUITE 250 SEATTLE, WA 98122 (206) 325-2553 TA1.0 Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington LANCE MUELLER & ASSOCIATES A R C H I T E C T S A I A 130 LAKESIDE SUITE 250 SEATTLE, WA 98122 (206) 325-2553 TA2.0 Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington LANCE MUELLER & ASSOCIATES A R C H I T E C T S A I A 130 LAKESIDE SUITE 250 SEATTLE, WA 98122 (206) 325-2553 TA2.1 Bottles saved Filter status Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington LANCE MUELLER & ASSOCIATES A R C H I T E C T S A I A 130 LAKESIDE SUITE 250 SEATTLE, WA 98122 (206) 325-2553 TA2.2 Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington LANCE MUELLER & ASSOCIATES A R C H I T E C T S A I A 130 LAKESIDE SUITE 250 SEATTLE, WA 98122 (206) 325-2553 TA3.0 Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington LANCE MUELLER & ASSOCIATES A R C H I T E C T S A I A 130 LAKESIDE SUITE 250 SEATTLE, WA 98122 (206) 325-2553 TA4.0 Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington LANCE MUELLER & ASSOCIATES A R C H I T E C T S A I A 130 LAKESIDE SUITE 250 SEATTLE, WA 98122 (206) 325-2553 TA4.1 Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington LANCE MUELLER & ASSOCIATES A R C H I T E C T S A I A 130 LAKESIDE SUITE 250 SEATTLE, WA 98122 (206) 325-2553 TA5.0 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ï‚¨ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ï‚¨ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ï‚¨ Two (2) Architectural Drawings ï‚¨ Two (2) Structural Drawings ï‚¨ Two (2) Structural Calculations ï‚¨ One (1) Project Specification Manuals (if applicable) ï‚¨ One (1) NREC Code Compliance Forms ï‚¨ One (1) Special Inspection Requirements Forms ï‚¨ One (1) Occupantâ€™s Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360) 403 3551 or by email to ced@arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2019 Page 1 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code (IFGC) 5. 2015 International Fire Code (IFC) 6. 2015 Uniform Plumbing Code (UPC) 7. 2015 International Property Maintenance Code (IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2017 Accessible & Usable Buildings and Facilities (ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour (Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 & IRC R401.4.1) D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18â€ X 24â€, or maximum 30â€ X 42â€ paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction, that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN â€“ REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1â€ = 20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer, gas and electrical. 10. Flood hazard areas, floodways, and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage (per floor and total) 5. IBC Occupancy Type (show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. Floor Plan a) Plan view 1/8â€ minimum scale. Details a minimum Â¼-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new, existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms, walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2019 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 j) Show the location of all new walls, doors, windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. l) Indicate on the plans all rated walls, doors, windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. Reflected Ceiling Plan a) Plan view 1/8â€ minimum scale. Details a minimum Â¼-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5. Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less, show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704, the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. WASHINGTON STATE ENERGY CODE 1. One (1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANTâ€™S STATEMENT OF INTENDED USE 1. The Occupantâ€™s Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement (HMIS). Contact the Arlington REV 2019 Page 4 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at (360) 403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANTâ€™S STATEMENT OF INTENDED USE. Name of Project: Valuation: Project Address: Parcel ID #: Legal Description Owner: Phone Number: Address: City: State: Zip Code: Engineer: Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: General Contractor: Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: Contractorâ€™s License Number: Expiration: Contact Person: Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: Proposed Scope of Work: REV 2019 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 Project Name/Tenant ______________________________________________________________________ Site Address_____________________________________________ Bldg/Unit/Suite ____________________ IBC Construction Type _______________________________ IBC Occupancy Type ____________________ Description of Use ________________________________________________________________________ Building Square Footage __________________________ Number of Stories_________________________ Square Footage Per Floor___________________________________________________________________ Will there be any installation, modification or removal of the following? (Check all that apply) Automatic fire extinguishing systems Compressed gas systems Fire alarm and detection systems Fire pumps Flammable and combustible liquids (tanks, piping etcâ€¦) Hazardous materials High piled/rack storage Industrial ovens/furnace Private fire hydrants Spraying or dipping operations Standpipe systems Temporary membrane structure, tents (>200sq ft) or canopies (>400 sq ft) Provide details on any of the above checked items: ____________________________________________________________________________ ____________________________________________________________________________ ____________________________________________________________________________ ____________________________________________________________________________ Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2019 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 Name of Project: Project Address: Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted. The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City. The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed, for the review of all parties. Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as â€œdeputyâ€ City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site, for review. REV 2019 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC, the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: __________________________________________________________ Date: ___________________ I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. _____________________________________ Applicants Signature _____________________________________ _______________________ Print Applicants Name Date FOR STAFF USE ONLY ____________________ ____________________ ____________________ ____________________ ____________________ Permit # Accepted By Amount Received Receipt # Date Received REV 2019 Page 9 of 9 Lighting Summary LTG-SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Info Project Title: Wesmar at Smartcap 188th, Arlington Date 6/10/2020 Compliance Applicant Information. Provide contact information for individual who can For Building Department Use forms do not respond to inquiries about compliance form information provided. require a Company Name: Smartcap password to use. Company Address: 8201 164th Ave. NE, Suite 110 Instructional and calculating cells Applicant Name: Robert Shipley are write- protected. Applicant Phone: 425-422-3484 Applicant Email: robertsh@smartcapgroup.com Project Description New Building Addition AlterationFALSE No Lighting Scope Include PROJ-SUM form (included in envelope forms workbook) with lighting compliance forms. Interior Lighting System LED lighting with energy effiicient compliant controls. Description Interior Lighting Plans Included Interior Lighting Power Building Area Method Space-by-space Method Allowance Method Select method used in project. Interior Lighting Controls All C405.2.1 - C405.2.8 Lighting Controls C405.2 Exception 5 Luminaire Level FALSE Lighting Controls (LLLC) Additional Efficiency Package Option C406.4 Enhanced Digital Lighting To comply with C406.4, no less than 90% of the total installed interior lighting power shall comply with t required controls per C406.4. Dwelling Unit Interior Permanently installed interior lighting fixtures in dwelling units comply with: No Dwelling Units Lighting C405.2 thru C405.5 Commercial Lighting Controls and LPA C406.3 High Efficacy Lighting R404.1 Residential High Efficacy Lighting. Dwelling unit lighting complies with WSEC Residential provisions in lieu of WSEC Commercial provisions. Exterior Lighting System Existing Description Exterior Lighting Plans Included Building Additions Compliance Method Interior lighting Exterior lighting Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project Refer to Section C502.2.6 for additional requirements. Lighting systems in addition are combined with existing building lighting systems to demonstrate compliance Addition is combined with existing: For interior lighting projects, include new + existing-to-remain interior lighting fixture wattage in Proposed Lighting Wattage table in LTG-INT-BLD or LTG-INT-SPACE form. For exterior lighting projects, include new + existing-to-remain exterior lighting fixture wattage in Proposed Tradable and Proposed Non-Tradable Lighting Wattage tables in LTG-EXT form. Lighting Summary, cont. LTG-SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: Wesmar at Smartcap 188th, Arlington Date 6/10/2020 Change of Space Use Existing interior lighting systems in areas under-going a change in space use are upgraded to comply with LPAs for the new space types per Tables C405.4.2(1) or C405.4.2(2). Identify interior spaces requiring LPD upgrade to the current Code in Proposed Lighting Wattage table in LTG-INT-BLD or LTG-INT-SPACE form. Interior and Exterior Lighting Power Interior lighting Parking garage Exterior lighting Lighting Alterations 50% or more of existing are replaced Select all Lighting Power and Lighting Control elements that apply to the scope Less than 50% of existing are replaced of the retrofit project. If project includes a combination of spaces where less than Lamp and/or ballast replacement only 50% of the existing fixtures are replaced â€“ existing total wattage not increased in some spaces, and 50% or more of the 50% or more replaced - Total lighting power of new + existing-to-remain fixtures shall comply with fixtures are replaced in others, then total LPA per Sections C405.4.2 and C405.5.2. Include new + existing-to-remain fixtures in provide separate lighting power Proposed Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT form. compliance forms for the two retrofit conditions. Spaces undergoing the same Less than 50% replaced - Total lighting power of new + existing-to-remain fixtures shall not exceed type of retrofit may be combined into one the total lighting power prior to alteration. Include new + existing-to-remain fixtures in the Proposed lighting power compliance form. Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT form. 50% threshold applies to number of luminaires for interior spaces and parking garages, and total Refer to Section C503.6 for additional installed wattage for exterior luminaires. requirements. Lighting Controls Interior lighting Parking garage Exterior lighting All alteration lighting controls shall be New wiring installed to serve added commissioned per C408.3. fixtures and/or fixtures relocated to new circuit(s) New or moved lighting panel Interior space is reconfigured - luminaires unchanged or relocated New wiring or circuit - For interior lighting, provide required manual controls per C405.2.3, occupancy sensor controls per C405.2.1, daylight responsive controls per C405.2.4 and application specific lighting controls per C405.2.5. For exterior lighting, provide required controls per C405.2.7. No changes are being made to the interior or exterior lighting New or moved panel - Provide all applicable lighting controls as noted for New Wiring and automatic time switch controls per C405.2.2. systems and existing space uses and configuration are not Reconfigured interior space - Provide all required lighting controls that apply to a new interior changed. space. Application specific lighting control provisions per C405.2.5 do not apply to reconfigured Interior Lighting - Space-By-Space Method LTG-INT-SPACE 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: Wesmar at Smartcap 188th, Arlington Date 6/10/2020 Calculation For Building Department Use New Construction Addition - Addition Area NOTE 9 Spaces where < 50% of Spaces where â‰¥ 50% of Spaces where the Use LPA Standard Additional Efficiency Package Option Calculation C406.3 Reduced Interior Lighting To comply with C406.3, the Proposed LPD shall be 25% lower than the Target LPA. Type Refer to C406.3 for additional requirements. User Note Maximum Allowed Lighting Wattage NOTE 1 Location (plan #, Ceiling Gross Interior Allowed Watts Allowed NOTE 2 2 2 2 room #) Space Type Height Area in ft Watts per ft (watts/ft x area) Office Office: Open plan 9 2362 0.780 1842 Office enclosed Office: Enclosed 9 1806 0.890 1607 Restroom Restroom: all other 9.5 1188 0.780 927 Lobby Lobby: all other 9 275 0.720 198 Break room Lounge/breakroom: all other 9 399 0.580 231 Manufacturing Manufacturing: Detailed manufacturing 24 16564 1.112 18426 Storage Warehouse: Smaller, hand carried items 24 4035 0.821 3312 Copy Copy/print room 9 143 0.580 83 Storage room Storage room 9 175 0.500 88 Total Area 26947 Retail Display Allowance from LTG-INT-DISPLAY Lobby Art/Exhibit Display Allowance from LTG-INT-DISPLAY NOTE 8 Allowed Watts 26714 Proposed Lighting Wattage NOTE 3 Location (plan #, Number of Watts/ Watts room #) Fixture Description NOTE 4, 5, 6 Fixtures Fixture NOTE 7 Proposed Office 2'x4' lay in LED troffer 61 22 1342 Restrooms 2' Fluorescent light fixture 12 32 384 Manuf./Stor LED High Bay light fixture 34 232 7888 R/R & Lobby 6" LED recessed can light 44 16 704 Office 2'x2' lay in LED troffer 10 22 220 Jan/Mfg. Off./Break 1'x4' Surface mounted LED light fixture 18 28 504 Proposed Retail Display Lighting from LTG-INT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts 11042 Interior Lighting Power Allowance COMPLIES WITH C406.3 Note 1 - List all unique space types per Table C405.4.2(2) that occur in the project scope. Select space type category from drop down menu. Note 2 - Indicate ceiling height for atriums and spaces utilizing the ceiling height adjustment per Table C405.4.2(2), Footnotes d thru f. Note 3 - List all proposed lighting fixtures including exempt lighting equipment and existing-to-remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. Note 5 - For lighting equipment eligible for exemption per C405.4.1, note exception number and leave Watts/Fixture blank. Note 6 - Existing-to-remain fixtures shall be included in the Proposed Lighting Wattage table in the same manner as new fixtures. Identify as existing in fixture description. Note 7 - For proposed Watts/Fixture enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For luminaires with screw-in lamps, enter the manufacturer's listed maximum input wattage of the fixture (not the lamp wattage). For low voltage lighting, enter the wattage of the transformer. For line voltage track/busway systems, enter the larger of the attached luminaire wattage or 50 watts/lineal foot or enter the wattage limit of permanent current limiting device watts/lineal foot, or enter the wattage limit of permanent current limiting device. Note 8 - Lobby Art/Exhibit Display Allowance is independent of the Maximum Allowed Lighting Wattage. Enter all proposed lobby art/exhibit display fixtures in LTG-INT-DISPLAY form only. Note 9 - Calculation Area Details: a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing building lighting systems to demonstrate compliance. Refer to C502.1. b. For alterations and building additions, provide Space Types and gross interior areas in the Maximum Allowed Lighting Wattage table. If a building addition will comply as combined with the overall existing building lighting systems, include all applicable existing Space Types and gross interior areas. WESMAR MARINE ELECTRONICS 7512 TOTEM BEACH ROADCOMPANY TULALIP, WA 98271 STRUCTURAL CALCULATIONS FOR NEW WOOD MEZZANINE AND CFS OFFICE STRUCTURES 2015 INTERNATIONAL BUILDING CODE JUNE 15, 2020 ENW #20046000 Wesmar â€“ Arlington, WA Structure Description: TI work in an existing warehouse. New wood mezzanine and two new CFS office structures within the warehouse. We are informed that the existing warehouse is designed to take the gravity and lateral loads of these proposed mezzanines. Codes and References: IBC 2015; ASCE 7-10; Seismic Design Criteria: Seismic Design Category: D Ss: 1.07 S1: 0.417 Importance Factor, I: 1.0 Risk Category: II Site Class: D Sds: 0.765 Sd1: 0.44 Lateral systems: Wood Mezzanine: light frame wood walls with wood structural panels rated for shear resistance R: 6.5 Cd: 4.0 Omega: 2.5 Cold formed steel office structure: cold formed steel wall systems using flat strap bracing. R: 4.0 Cd: 3.5 Omega: 2.0 Wind Design Criteria: N/A. All work is within the existing structure. WOOD MEZZANINE 1 2 Project: Project Type: Typ Mezz framing 20f Location: Wesmar Folder: Folder Date: 6/12/20 12:52 PM RedSpecâ„¢ by RedBuiltâ„¢ Designer: v7.1.10 Comment: 18" Red-I65â„¢ @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 37% 1138 3080 Floor(100%) Concentrated Load Left End Span 1 PASS Positive Moment (ft-lb) 58% 6000 10380 Floor(100%) Concentrated Load Middle Span 1 PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 51% 0.254 0.500 L / 947 L / 480 1.0D+1.0L All Spans PASS Span Total 31% 0.312 1.000 L / 769 L / 240 1.0D+1.0L All Spans PASS FloorChoiceâ„¢ Rating: 8.9 Performance rating is based on: 48 oc (1 1/8") sheathing, glued and nailed, 1/2" Gypsum ceiling, simple span, rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 938 (100) 938 (100) Dead Reaction (lb) 200 200 Total Reaction (lb) (DOL%) 1138 (100) 1138 (100) Bearing Flush Flush Support Wall Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 20'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 50 15 15 16" Glued Floor Joist NOTES â€¢ Building code and design methodology: 2015 IBC ASD (US). â€¢ Deflection analysis is based on composite action with 48 oc (1 1/8") sheathing, glued and nailed. â€¢ Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. â€¢ Joist design includes consideration for a 2000 lb load distributed over a 30" square area and all live loads removed. Q:\2020 Files\20046000 Wesmar\calcs\TJL.red 6/12/2020 12:52:06 PM Project : Folder : Typ Mezz framing 20f Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltâ„¢ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltâ„¢ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltâ„¢, RedSpecâ„¢, Red-Iâ„¢, Red-I45â„¢, Red-I45Lâ„¢, Red-I58â„¢, Red-I65â„¢, Red-I90â„¢, Red-I90Hâ„¢, Red-I90HSâ„¢, Red-Lâ„¢, Red-Wâ„¢, Red-Sâ„¢, Red-Mâ„¢, Red-Hâ„¢, RedLamâ„¢, FloorChoiceâ„¢ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright Â© 2010-2019 RedBuilt LLC. All rights reserved. 3 Project: Project Type: Typ Mezz framing 20f Location: Wesmar Folder: Folder Date: 6/12/20 12:52 PM RedSpecâ„¢ by RedBuiltâ„¢ Designer: v7.1.10 Comment: 18" Red-I65â„¢ @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 37% 1138 3080 Floor(100%) Concentrated Load Left End Span 1 PASS Positive Moment (ft-lb) 58% 6000 10380 Floor(100%) Concentrated Load Middle Span 1 PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 51% 0.254 0.500 L / 947 L / 480 1.0D+1.0L All Spans PASS Span Total 31% 0.312 1.000 L / 769 L / 240 1.0D+1.0L All Spans PASS FloorChoiceâ„¢ Rating: 8.9 Performance rating is based on: 48 oc (1 1/8") sheathing, glued and nailed, 1/2" Gypsum ceiling, simple span, rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 938 (100) 938 (100) Dead Reaction (lb) 200 200 Total Reaction (lb) (DOL%) 1138 (100) 1138 (100) Bearing Flush Flush Support Wall Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 20'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 50 15 15 16" Glued Floor Joist NOTES â€¢ Building code and design methodology: 2015 IBC ASD (US). â€¢ Deflection analysis is based on composite action with 48 oc (1 1/8") sheathing, glued and nailed. â€¢ Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. â€¢ Joist design includes consideration for a 2000 lb load distributed over a 30" square area and all live loads removed. Q:\2020 Files\20046000 Wesmar\calcs\TJL.red 6/12/2020 12:52:06 PM Project : Folder : Typ Mezz framing 20f Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltâ„¢ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltâ„¢ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltâ„¢, RedSpecâ„¢, Red-Iâ„¢, Red-I45â„¢, Red-I45Lâ„¢, Red-I58â„¢, Red-I65â„¢, Red-I90â„¢, Red-I90Hâ„¢, Red-I90HSâ„¢, Red-Lâ„¢, Red-Wâ„¢, Red-Sâ„¢, Red-Mâ„¢, Red-Hâ„¢, RedLamâ„¢, FloorChoiceâ„¢ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright Â© 2010-2019 RedBuilt LLC. All rights reserved. 4 Project: Project Type: Typ Mezz framing 29f Location: Wesmar Folder: Folder Date: 6/12/20 12:52 PM RedSpecâ„¢ by RedBuiltâ„¢ Designer: v7.1.10 Comment: 18" Red-I90HSâ„¢ @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 53% 1600 3020 Floor(100%) 1.0D+1.0L All Spans PASS Positive Moment (ft-lb) 47% 12000 25640 Floor(100%) 1.0D+1.0L All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 86% 0.647 0.750 L / 557 L / 480 1.0D+1.0L All Spans PASS Span Total 53% 0.796 1.500 L / 452 L / 240 1.0D+1.0L All Spans PASS FloorChoiceâ„¢ Rating: 2.8 Performance rating is based on: 48 oc (1 1/8") sheathing, glued and nailed, 1/2" Gypsum ceiling, simple span, rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 1300 (100) 1300 (100) Dead Reaction (lb) 300 300 Total Reaction (lb) (DOL%) 1600 (100) 1600 (100) Bearing Bottom Flush Support Wall Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - HANGERS Model Top Face Member Header Size Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 30'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 50 15 15 16" Glued Floor Joist NOTES â€¢ Building code and design methodology: 2015 IBC ASD (US). â€¢ Deflection analysis is based on composite action with 48 oc (1 1/8") sheathing, glued and nailed. â€¢ Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. â€¢ Joist design includes consideration for a 2000 lb load distributed over a 30" square area and all live loads removed. Q:\2020 Files\20046000 Wesmar\calcs\TJL.red 6/12/2020 12:52:46 PM Project : Folder : Typ Mezz framing 29f Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltâ„¢ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltâ„¢ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltâ„¢, RedSpecâ„¢, Red-Iâ„¢, Red-I45â„¢, Red-I45Lâ„¢, Red-I58â„¢, Red-I65â„¢, Red-I90â„¢, Red-I90Hâ„¢, Red-I90HSâ„¢, Red-Lâ„¢, Red-Wâ„¢, Red-Sâ„¢, Red-Mâ„¢, Red-Hâ„¢, RedLamâ„¢, FloorChoiceâ„¢ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright Â© 2010-2019 RedBuilt LLC. All rights reserved. 5 Project: Project Type: Mezz framing with pa Location: Wesmar Folder: Folder Date: 6/12/20 12:53 PM RedSpecâ„¢ by RedBuiltâ„¢ Designer: v7.1.10 Comment: 20' LONG TYP MEZZ JOIST WITH A BATHROOM WALL ABOVE DOUBLE 18" Red-I65â„¢ @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 35% 2138 6160 Floor(100%) Concentrated Load Left End Span 1 PASS Positive Moment (ft-lb) 53% 11000 20760 Floor(100%) Concentrated Load Middle Span 1 PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 27% 0.136 0.500 L / 999+ L / 480 1.0D+1.0L All Spans PASS Span Total 32% 0.324 1.000 L / 741 L / 240 1.0D+1.0L All Spans PASS FloorChoiceâ„¢ Rating: 9.5 Performance rating is based on: 48 oc (1 1/8") sheathing, glued and nailed, 1/2" Gypsum ceiling, simple span, rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 938 (100) 938 (100) Dead Reaction (lb) 1200 1200 Total Reaction (lb) (DOL%) 2137 (100) 2137 (100) Bearing Flush Flush Support Wall Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 20'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 50 15 15 16" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform plf Floor(100%) 0 100 0'-0.0" to 20'-0.0" Adds To parition load NOTES â€¢ Building code and design methodology: 2015 IBC ASD (US). â€¢ Deflection analysis is based on composite action with 48 oc (1 1/8") sheathing, glued and nailed. â€¢ Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. â€¢ Connect multiple ply members per RedBuiltâ„¢ Installation Guidelines. â€¢ Joist design includes consideration for a 2000 lb load distributed over a 30" square area and all live loads removed. Q:\2020 Files\20046000 Wesmar\calcs\TJL.red 6/12/2020 12:53:18 PM Project : Folder : Mezz framing with pa Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltâ„¢ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltâ„¢ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltâ„¢, RedSpecâ„¢, Red-Iâ„¢, Red-I45â„¢, Red-I45Lâ„¢, Red-I58â„¢, Red-I65â„¢, Red-I90â„¢, Red-I90Hâ„¢, Red-I90HSâ„¢, Red-Lâ„¢, Red-Wâ„¢, Red-Sâ„¢, Red-Mâ„¢, Red-Hâ„¢, RedLamâ„¢, FloorChoiceâ„¢ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright Â© 2010-2019 RedBuilt LLC. All rights reserved. 6 Title Block Line 1 Project Title: 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: 12 JUN 2020, 3:19PM File: Wesmar enercalc.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Lic. # : KW-06006898 ENGINEERS NORTHWEST DESCRIPTION: TYP Mezzanine Stud . Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design Wood Section Name 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 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch (North) Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No. 1/No. 2 Area 8.250 in^2 Cf or Cv for Compression 1.10 Fb + 850.0psi Fv 180.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb - 850.0psi Ft 500.0 psi Iy 1.547 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1,400.0psi Density 30.590 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 : 17.526 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 0.50, L = 2.167 k BENDING LOADS . . . 5 psf min out of plan lateral: Lat. Uniform Load creating Mx-x, W = 0.006660 k/ft . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3983 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L Top along Y-Y 0.03330 k Bottom along Y-Y 0.03330 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 0.04552 in at 5.034 ft above base Applied Axial 2.685k for load combination : W Only 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 816.93 psi for load combination : n/a Other Factors used to calculate allowable stresses . . . PASS Maximum Shear Stress Ratio = 0.01261 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 10.0 ft Applied Design Shear 3.633 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 0.571 0.07929 PASS 0.0ft 0.0 PASS 10.0 ft +D+L 1.000 0.530 0.3983 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.750L 1.250 0.448 0.3014 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.60W 1.600 0.365 0.06982 PASS 0.0ft 0.01261 PASS 10.0 ft +D+0.750L+0.450W 1.600 0.365 0.2891 PASS 0.0ft 0.009460 PASS 0.0 ft +0.60D+0.60W 1.600 0.365 0.04833 PASS 4.966ft 0.01261 PASS 10.0 ft +0.60D 1.600 0.365 0.04189 PASS 0.0ft 0.0 PASS 10.0 ft . 7 8 Project: Project Type: 1 Span Hallway 1 Location: Wesmar Folder: Folder Date: 6/12/20 12:53 PM RedSpecâ„¢ by RedBuiltâ„¢ Designer: v7.1.10 Comment: 3.5 x 9.5 RedLamâ„¢ LVL 2.0E This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 70% 4438 6318 Floor(100%) 1.0D+1.0L All Spans PASS Positive Moment (ft-lb) 69% 9044 13131 Floor(100%) 1.0D+1.0L All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 65% 0.098 0.150 L / 737 L / 480 1.0D+1.0L All Spans PASS Span Total 40% 0.121 0.300 L / 596 L / 240 1.0D+1.0L All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 4875 (100) 4875 (100) Dead Reaction (lb) 1154 1154 Total Reaction (lb) (DOL%) 6029 (100) 6029 (100) Bearing Flush Flush Support Wall Wall Req'd Bearing (in) 2.30 2.30 HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 6'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 50 15 15 25'-0.0" Floor Beam NOTES â€¢ Building code and design methodology: 2015 IBC ASD (US). â€¢ No repetitive member increase applied in design. â€¢ Support bearing length requirements must be checked separately. â€¢ Continuous lateral support required at top and bottom edge. â€¢ Joist design includes consideration for a 2000 lb load distributed over a 30" square area and all live loads removed. Q:\2020 Files\20046000 Wesmar\calcs\TJL.red 6/12/2020 12:53:50 PM Project : Folder : GLB 1 Span Hallway 1 Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltâ„¢ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltâ„¢ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltâ„¢, RedSpecâ„¢, Red-Iâ„¢, Red-I45â„¢, Red-I45Lâ„¢, Red-I58â„¢, Red-I65â„¢, Red-I90â„¢, Red-I90Hâ„¢, Red-I90HSâ„¢, Red-Lâ„¢, Red-Wâ„¢, Red-Sâ„¢, Red-Mâ„¢, Red-Hâ„¢, RedLamâ„¢, FloorChoiceâ„¢ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright Â© 2010-2019 RedBuilt LLC. All rights reserved. 9 Project: Project Type: Closet 108 Hea Location: Wesmar Folder: Folder Date: 6/12/20 12:54 PM RedSpecâ„¢ by RedBuiltâ„¢ Designer: v7.1.10 Comment: 3.5 x 9.5 RedLamâ„¢ LVL 2.0E This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 23% 1450 6318 Floor(100%) 1.0D+1.0L All Spans PASS Positive Moment (ft-lb) 24% 3096 13131 Floor(100%) Concentrated Load Middle Span 1 PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 33% 0.081 0.250 L / 999+ L / 480 1.0D+1.0L All Spans PASS Span Total 21% 0.105 0.500 L / 999+ L / 240 1.0D+1.0L All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 1213 (100) 875 (100) Dead Reaction (lb) 328 193 Total Reaction (lb) (DOL%) 1542 (100) 1068 (100) Bearing Flush Flush Support Wall Wall Req'd Bearing (in) 1.50 1.50 HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 10'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 50 15 15 1'-4.0" Floor Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point lb Floor(100%) 975 225 2'-0.0" Adds To LOAD FROM GLB 1 NOTES â€¢ Building code and design methodology: 2015 IBC ASD (US). â€¢ No repetitive member increase applied in design. â€¢ Support bearing length requirements must be checked separately. â€¢ Continuous lateral support required at top and bottom edge. â€¢ Joist design includes consideration for a 2000 lb load distributed over a 30" square area and all live loads removed. Q:\2020 Files\20046000 Wesmar\calcs\TJL.red 6/12/2020 12:54:17 PM Project : Folder : GLB 2 Closet 108 Hea Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltâ„¢ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltâ„¢ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltâ„¢, RedSpecâ„¢, Red-Iâ„¢, Red-I45â„¢, Red-I45Lâ„¢, Red-I58â„¢, Red-I65â„¢, Red-I90â„¢, Red-I90Hâ„¢, Red-I90HSâ„¢, Red-Lâ„¢, Red-Wâ„¢, Red-Sâ„¢, Red-Mâ„¢, Red-Hâ„¢, RedLamâ„¢, FloorChoiceâ„¢ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright Â© 2010-2019 RedBuilt LLC. All rights reserved. 10 Title Block Line 1 Project Title: 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: 12 JUN 2020, 3:19PM File: Wesmar enercalc.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Lic. # : KW-06006898 ENGINEERS NORTHWEST DESCRIPTION: POST FOR GLB FRAMING . Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x4 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 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch (North) Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 in^2 Cf or Cv for Compression 1.150 Fb + 725.0psi Fv 170.0 psi Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb - 725.0psi Ft 475.0 psi Iy 12.505 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 700.0psi Density 30.590 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 1,300.0 1,300.0 1,300.0ksi Use Cr : Repetitive ? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 26.023 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 1.125, L = 4.875 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6111 : 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 6.026k 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 805.0 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 272.0 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 1.000 0.1297 PASS 0.0ft 0.0 PASS 10.0 ft +D+L 1.000 1.000 0.6111 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.750L 1.250 1.000 0.390 PASS 0.0ft 0.0 PASS 10.0 ft +0.60D 1.600 1.000 0.04377 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 1.151 +D+L 6.026 +D+0.750L 4.807 11 Title Block Line 1 Project Title: 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: 12 JUN 2020, 3:19PM File: Wesmar enercalc.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Lic. # : KW-06006898 ENGINEERS NORTHWEST DESCRIPTION: POST FOR GLB FRAMING 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 0.691 L Only 4.875 . 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 . Sketches 12 Project: Project Type: LANDING BEAM Location: Wesmar Folder: Folder Date: 6/12/20 12:54 PM RedSpecâ„¢ by RedBuiltâ„¢ Designer: v7.1.10 Comment: 3.5 x 11.875 RedLamâ„¢ LVL 2.0E This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 30% 2332 7897 Floor(100%) 1.0D+1.0L All Spans PASS Positive Moment (ft-lb) 50% 9974 19903 Floor(100%) 1.0D+1.0L All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 55% 0.139 0.250 L / 866 L / 480 1.0D+1.0L All Spans PASS Span Total 49% 0.162 0.333 L / 740 L / 360 1.0D+1.0L All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 2167 (100) 2167 (100) Dead Reaction (lb) 386 386 Total Reaction (lb) (DOL%) 2552 (100) 2552 (100) Bearing Bottom Bottom Support Wall Wall Req'd Bearing (in) 1.50 1.50 SPANS AND LOADS Dimensions represent horizontal design spans. 10'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 15 0 1'-10.0" Floor Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point lb Floor(100%) 2500 375 5'-0.0" Adds To STRINGER LOADS NOTES â€¢ Building code and design methodology: 2015 IBC ASD (US). â€¢ No repetitive member increase applied in design. â€¢ Support bearing length requirements must be checked separately. â€¢ Continuous lateral support required at top and bottom edge. â€¢ Joist design includes consideration for a 2000 lb load distributed over a 30" square area and all live loads removed. Q:\2020 Files\20046000 Wesmar\calcs\TJL.red 6/12/2020 12:54:49 PM Project : Folder : LANDING BEAM Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltâ„¢ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltâ„¢ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltâ„¢, RedSpecâ„¢, Red-Iâ„¢, Red-I45â„¢, Red-I45Lâ„¢, Red-I58â„¢, Red-I65â„¢, Red-I90â„¢, Red-I90Hâ„¢, Red-I90HSâ„¢, Red-Lâ„¢, Red-Wâ„¢, Red-Sâ„¢, Red-Mâ„¢, Red-Hâ„¢, RedLamâ„¢, FloorChoiceâ„¢ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright Â© 2010-2019 RedBuilt LLC. All rights reserved. 13 Title Block Line 1 Project Title: 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: 12 JUN 2020, 3:19PM File: Wesmar enercalc.ec6 Wood Ledger Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Lic. # : KW-06006898 ENGINEERS NORTHWEST DESCRIPTION: WOOD LEDGER FOR CEILING JOIST Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Ledger Width 1.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 5.50 in Wood Stress Grade : Douglas Fir-Larch (North), No. 1/No. 2 Ledger Wood Species Douglas Fir-Larch (North) Fb Allow 850.0 psi G : Specific Gravity 0.490 Fv Allow 180.0 psi Fyb : Bolt Bending Yield 45,000 psi Bolt Diameter 1/2" in Bolt Spacing 24.0 in Concrete as Main Supporting Member Using 6" anchor embedment length in equations. Cm - Wet Service Factor 1.0 Ct - Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11E Cg - Group Action Factor 1.0 C /\ - Geometry Factor 1.0 Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 67.50 plf plf 67.50 plf plf plf plf plf Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs 50.0 lbs 14 Title Block Line 1 Project Title: 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: 12 JUN 2020, 3:19PM File: Wesmar enercalc.ec6 Wood Ledger Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Lic. # : KW-06006898 ENGINEERS NORTHWEST DESCRIPTION: WOOD LEDGER FOR CEILING JOIST DESIGN SUMMARY Design OK Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination . . . Load Combination . . . (for specific gravity & bolt diameter) +D+L+H +D+L+H Ledger, Perp to Grain 7,500.0 ksi Moment 45.0 ft-lb Max. Vertical Load 270.0 lbs Ledger, Parallel to Grain 7,500.0 ksi fb : Actual Stress 71.405 psi Bolt Allow Vertical Load 375.222 lbs Supporting Member, Perp to Grain 3,050.0 ksi Fb : Allowable Stress 850.0 psi Supporting Member, Parallel to Grain 5,500.0 ksi Stress Ratio 0.08401 :1 Max. Horizontal Load 100.0 lbs Bolt Allow Horizontal Load 641.47 lbs Maximum Ledger Shear Load Combination . . . Angle of Resultant -69.677 deg +D+L+H Diagonal Component 287.924 lbs Shear 135.001 lbs Allow Diagonal Bolt Force 394.999 lbs fv : Actual Stress 49.091 psi Stress Ratio, Wood @ Bolt 0.7289 :1 Fv : Allowable Stress 120.0 psi Stress Ratio 0.4091 :1 Allowable Bolt Capacity Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination . . .+D+L+H Resutant Load Angle : Theta = deg Ktheta = Fe theta = Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Fem 7,500.0 Fes 3,050.0 Fyb 45,000.0 Fem 7,500.0 Fes 5,500.0 Fyb 45,000.0 Re 2.459 Rt 4.0 Re 1.364 Rt 4.0 k1 2.873 k2 1.661 k3 1.190 k1 1.751 k2 1.198 k3 1.227 Im : Eq 11.3-1 Rd = Z = 0.0 lbs Im : Eq 11.3-1 Rd = Z = 0.0 lbs Is : Eq 11.3-2 Rd = Z = 457.50 lbs Is : Eq 11.3-2 Rd = Z = 1,031.25 lbs II : Eq 11.3-3 Rd = Z = 1,460.54 lbs II : Eq 11.3-3 Rd = Z = 2,005.91 lbs IIIm : Eq 11.3-4 Rd = Z = 1,579.02 lbs IIIm : Eq 11.3-4 Rd = Z = 2,259.78 lbs IIIs : Eq 11.3-5 Rd = Z = 375.222 lbs IIIs : Eq 11.3-5 Rd = Z = 641.47 lbs IV : Eq 11.3-6 Rd = Z = 504.07 lbs IV : Eq 11.3-6 Rd = Z = 762.24 lbs Zmin : Basic Design Value = 375.222 lbs Zmin : Basic Design Value = 641.47 lbs Reference design value - Perpendicular to Grain : Reference design value - Parallel to Grain : Z * CM * CD* Ct * Cg * Cdelta = 375.222 lbs Z * CM * CD* Ct * Cg * Cdelta = 641.47 lbs 15 Title Block Line 1 Project Title: 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: 12 JUN 2020, 3:19PM File: Wesmar enercalc.ec6 Wood Ledger Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Lic. # : KW-06006898 ENGINEERS NORTHWEST DESCRIPTION: WOOD LEDGER FOR MEZZANINE FLOOR JOIST Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Ledger Width 1.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 5.50 in Wood Stress Grade : Douglas Fir-Larch (North), No. 1/No. 2 Ledger Wood Species Douglas Fir-Larch (North) Fb Allow 850.0 psi G : Specific Gravity 0.490 Fv Allow 180.0 psi Fyb : Bolt Bending Yield 45,000 psi Bolt Diameter 1/2" in Bolt Spacing 24.0 in Concrete as Main Supporting Member Using 6" anchor embedment length in equations. Cm - Wet Service Factor 1.0 Ct - Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11E Cg - Group Action Factor 1.0 C /\ - Geometry Factor 1.0 Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 15.0 plf plf 65.0 plf plf plf plf plf Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs 50.0 lbs 16 Title Block Line 1 Project Title: 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: 12 JUN 2020, 3:19PM File: Wesmar enercalc.ec6 Wood Ledger Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Lic. # : KW-06006898 ENGINEERS NORTHWEST DESCRIPTION: WOOD LEDGER FOR MEZZANINE FLOOR JOIST DESIGN SUMMARY Design OK Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination . . . Load Combination . . . (for specific gravity & bolt diameter) +D+L+H +D+L+H Ledger, Perp to Grain 7,500.0 ksi Moment 26.667 ft-lb Max. Vertical Load 160.0 lbs Ledger, Parallel to Grain 7,500.0 ksi fb : Actual Stress 42.314 psi Bolt Allow Vertical Load 375.222 lbs Supporting Member, Perp to Grain 3,050.0 ksi Fb : Allowable Stress 850.0 psi Supporting Member, Parallel to Grain 5,500.0 ksi Stress Ratio 0.04978 :1 Max. Horizontal Load 100.0 lbs Bolt Allow Horizontal Load 641.47 lbs Maximum Ledger Shear Load Combination . . . Angle of Resultant -57.995 deg +D+L+H Diagonal Component 188.680 lbs Shear 80.0 lbs Allow Diagonal Bolt Force 424.742 lbs fv : Actual Stress 29.091 psi Stress Ratio, Wood @ Bolt 0.4442 :1 Fv : Allowable Stress 120.0 psi Stress Ratio 0.2424 :1 Allowable Bolt Capacity Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination . . .+D+L+H Resutant Load Angle : Theta = deg Ktheta = Fe theta = Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Fem 7,500.0 Fes 3,050.0 Fyb 45,000.0 Fem 7,500.0 Fes 5,500.0 Fyb 45,000.0 Re 2.459 Rt 4.0 Re 1.364 Rt 4.0 k1 2.873 k2 1.661 k3 1.190 k1 1.751 k2 1.198 k3 1.227 Im : Eq 11.3-1 Rd = Z = 0.0 lbs Im : Eq 11.3-1 Rd = Z = 0.0 lbs Is : Eq 11.3-2 Rd = Z = 457.50 lbs Is : Eq 11.3-2 Rd = Z = 1,031.25 lbs II : Eq 11.3-3 Rd = Z = 1,460.54 lbs II : Eq 11.3-3 Rd = Z = 2,005.91 lbs IIIm : Eq 11.3-4 Rd = Z = 1,579.02 lbs IIIm : Eq 11.3-4 Rd = Z = 2,259.78 lbs IIIs : Eq 11.3-5 Rd = Z = 375.222 lbs IIIs : Eq 11.3-5 Rd = Z = 641.47 lbs IV : Eq 11.3-6 Rd = Z = 504.07 lbs IV : Eq 11.3-6 Rd = Z = 762.24 lbs Zmin : Basic Design Value = 375.222 lbs Zmin : Basic Design Value = 641.47 lbs Reference design value - Perpendicular to Grain : Reference design value - Parallel to Grain : Z * CM * CD* Ct * Cg * Cdelta = 375.222 lbs Z * CM * CD* Ct * Cg * Cdelta = 641.47 lbs 17 Hazards by Location Search Information Coordinates: 48.160582, -122.147811 132 ft Elevation: 132 ft Timestamp: 2020-06-06T01:50:10.157Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: II Map data Â©2020 Google Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 1.07 MCER ground motion (period=0.2s) S1 0.417 MCER ground motion (period=1.0s) SMS 1.147 Site-modified spectral acceleration value SM1 0.66 Site-modified spectral acceleration value SDS 0.765 Numeric seismic design value at 0.2s SA SD1 0.44 Numeric seismic design value at 1.0s SA ïƒ—Additional Information Name Value Description SDC D Seismic design category Fa 1.072 Site amplification factor at 0.2s Fv 1.583 Site amplification factor at 1.0s CRS 0.98 Coefficient of risk (0.2s) CR1 0.948 Coefficient of risk (1.0s) PGA 0.43 MCEG peak ground acceleration FPGA 1.07 Site amplification factor at PGA PGAM 0.46 Site modified peak ground acceleration TL 6 Long-period transition period (s) SsRT 1.07 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.092 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.417 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.44 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 18 ENGINEERS-NORTHWEST,INC.P.S. SHEET_________OF_________ 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 * * * * * Property of Engineers Northwest, Inc., P.S.- Use by others unlawful * * * * * ASCE 7-10 Seismic Loads per ASCE 7-10- Chapter 12 Seismic Design Requirements for Building Structures Input Cells = Project Number: 20046000 Project Name: Wesmar - wood mezzanine Location: Arlington, WA Design By: JB 2015 IBC Section 1613 / ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure All references below are to ASCE 7-10 (U.N.O.) Input Basic Seismic Force Resisting System = A15. Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance Basic Seismic Force Resisting System = BWS = Bearing Wall Systems Is diaphragm considered flexible? = YES Structural height, hn = 10 ft Ss = 1.07 spectral response acceleration at a period of 0.2s for Site Class B S1 = 0.417 spectral response acceleration at a period of 1.0s for Site Class B TL = 6 Long-period transition period Site Class (soil) = D Risk Category = II Table 1.5-1 Top of wall elevation (parapet) = 10 ft Elev. of top of wall lateral support (max.) = 10 ft (roof high point- minimum parapet) Elev. of top of wall lateral support (min.) = 10 ft (roof low point- maximum parapet) Regular structure â‰¤ 5 stories ? = YES Section 12.8.1.3 Output Site Coefficient, Fa = 1.072 Table 11-4.1 Site Coefficient, Fv = 1.583 Table 11-4.2 SMS = 1.147 Eqn 11.4-1 SM1 = 0.66 Eqn 11.4-2 SDS = 0.765 Eqn 11.4-3 SD1 = 0.44 Eqn 11.4-4 Seismic Design Category (SDC) = D Section 11.6 & Tables 11.6-1 & 11.6-2 T0 = 0.115 Section 11.4.5, 0.2Sd1/Sds Ts = 0.575 Section 11.4.5, Sd1/Sds Ct = 0.02 Table 12.8-2 Period, T = 0.112 sec, Section 12.8.2.1 (Eqn 12.8-7) Sa = 0.753 Section 11.4.5 (Eqns 11.4-5, 11.4-6, 11.4-7) Response Modification Coefficient, R = 6.5 Table 12.2-1 System Overstrength Factor, Î©o = 2.5 Table 12.2-1 Deflection Amplification Factor, Cd = 4 Table 12.2-1 Importance Factor, Ie = 1 Table 1.5-2, by Risk Category Detailing Reference Section = 14.5 Cs calc = 0.118 Section 12.8.1.1, Eqn 12.8-2 Cs max = 0.604 Section 12.8.1.1, Eqns 12.8-3 & 12.8-4 Cs min = 0.034 Section 12.8.1.1, Eqns 12.8-5 & 12.8-6 Cs use = 0.118 Section 12.8.1.1, Eqns 12.8-2 - 12.8-6 Vu = 0.118 * W (LRFD) Section 12.8.1, Eqn 12.8-1 V = 0.083 * W (ASD) Ev = 0.153 * D = +/- SDS D (Eqn 12.4-4) - May be zero for proportioning foundations. ASCE7-10 Seismic Loads Wood Mezz.xlsx19 EQ 20 21 22 23 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 1/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Input Data & Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h (inch): 5.00 State: Cracked Anchor Information: Compressive strength, fâ€™c (psi): 4000 Anchor type: Concrete screw Î¨c,V: 1.0 Material: Carbon Steel Reinforcement condition: B tension, B shear Diameter (inch): 0.500 Supplemental reinforcement: Not applicable Nominal Embedment depth (inch): 3.250 Reinforcement provided at corners: No Effective Embedment depth, hef (inch): 2.350 Ignore concrete breakout in tension: No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear: No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility: No Build-up grout pad: No hmin (inch): 5.00 cac (inch): 3.56 Cmin (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: Titen HDÂ® - 1/2"Ã˜ Titen HD, hnom:3.25" (83mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 24 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 2/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 2500 Vuax [lb]: 0 Vuay [lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 25 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 3/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 26 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 4/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) Vuay (lb) âˆš(Vuax)Â²+(Vuay)Â² (lb) 1 2500.0 0.0 0.0 0.0 Sum 2500.0 0.0 0.0 0.0 Maximum concrete compression strain (â€°): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2500 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) f fNsa (lb) 20130 0.65 13085 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) N 1.5 b = kclaÃ–fâ€™chef (Eq. 17.4.2.2a) kc la fâ€™c (psi) hef (in) Nb (lb) 17.0 1.00 4000 2.350 3873 fNcb = f (ANc / ANco)Yed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) A 2 2 Nc (in ) ANco (in ) ca,min (in) Yed,N Yc,N Ycp,N Nb (lb) f fNcb (lb) 49.70 49.70 - 1.000 1.00 1.000 3873 0.65 2518 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb) Design Strength, Ã¸Nn (lb) Ratio Status Steel 2500 13085 0.19 Pass Concrete breakout 2500 2518 0.99 Pass (Governs) 1/2"Ã˜ Titen HD, hnom:3.25" (83mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 27 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 5/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturerâ€™s product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 28 29 30 31 COLD FORMED STEEL STRUCTURES (OFFICES AND FULL HEIGHT NON LOAD BEARING WALL) 32 FULL HEIGHT NON LOAD BEARING WALLS ON GRID A5 AND A6 Project Name: CFS framing Page 1 of 1 Model: Full hight non load bearing studs Date: 06/12/2020 Code: AISI S100-16 Simpson Strong-TieÂ® CFS Designerâ„¢ 3.4.0.0 Section : 600S162-43 (33 ksi) @ 16" o.c. Single C Stud (punched) Maxo = 1271.1 Ft-Lb Va = 1415.7 lb I = 2.32 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span NA 60.0", 360.0" LSUBH3.25 (Min) 0.18 Web Crippling Bearing Pa M Support Load (lb) (in) (lb) (ft-lbs) Max Int. Stiffener? R2 133.4 --Shear Connection w/ clip-- NO R1 133.4 --Shear Connection w/ clip-- NO Gravity Load Type Load (lb) Uniform 0.00plf Code Check Required Allowed Interaction Notes Span Max. Axial, lbs 0.0(t) - 0% KÎ¦=0.00 lb-in/in Max. Shear, lbs 133.4 1240.3 11% Shear (Punched) Max. Moment (MaFy, Ma-dist), ft-lbs 1000.5 1087.9 92% Ma-dist (control),KÎ¦=0.00 lb-in/in Moment Stability, ft-lbs 1000.5 1112.6 90% Shear/Moment 0.79 1.00 79% Shear 0.0, Moment 1000.5 Axial/Moment 0.79 1.00 79% Axial 0.0(c), Moment 1000.5 Deflection Span, in 1.661 --meets L/217-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 133.4 0.0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 21.87 % 11.96 % R1 133.4 0.0 600T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to 32.53 % 60.58 % steel (3/16" to 1/2" thickness) * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 33 OH DOOR HEADER IN FULL HEIGHT NON LOAD BEARING WALLS ON GRID A6 Project Name: CFS framing Page 1 of 1 Model: overhead door header Date: 06/12/2020 Code: AISI S100-16 Simpson Strong-TieÂ® CFS Designerâ„¢ 3.4.0.0 Section : (2) 800S162-54 (50 ksi) Boxed C Stud Fy =50 ksi Maxo = 6131.8 Ft-Lb Moment of Intertia, I =11.200 in^4 Va =4182.6 lb Joist Spacing = 12 in Deflection Limits: Total Load - 240 Live Load - 360 Load Cases: 1. DL + LL All spans 2. DL + LL Even spans 3. DL + LL Odd spans 4. LL All spans 5. LL Even spans 6. LL Odd spans Joist Flexural and Deflection Summary Mmax Mmax/ Load Total Ld Load LL Load Ft-Lb Maxo Case Defl Case Defl Case Span 3240.2 0.528 1 L/566 1 L/10197 4 138 Joist Bending and Web Crippling Summary Load Load Bearing Pa Pn Max Load Stiffeners Rxn (lb) Case (in) (lb) (lb) Intr. Case Required R1 1080.1 1 1.00 1149.1 2010.9 0.49 1 NO R2 1080.1 1 1.00 1149.1 2010.9 0.49 1 NO Joist Bending and Shear Summary Vmax Load Va Intr. Load Intr. Load Rxn (lb) Case Factor V/Va M/Ma Unstiffened Case Stiffened Case R1 1080.1 1 1.000 0.26 0.00 0.26 1 N/A N/A R2 1080.1 1 1.000 0.26 0.00 0.26 1 N/A N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 34 Project Name: CFS framing Page 1 of 1 Model: office ceiling joists Date: 06/12/2020 Code: AISI S100-16 Simpson Strong-TieÂ® CFS Designerâ„¢ 3.4.0.0 Section : 600S162-43 (33 ksi) Single C Stud Fy =33 ksi Maxo = 1271.1 Ft-Lb Moment of Intertia, I =2.316 in^4 Va =1415.7 lb Joist Spacing = 16 in Deflection Limits: Total Load - 240 Live Load - 360 Load Cases: 1. DL + LL All spans 2. DL + LL Even spans 3. DL + LL Odd spans 4. LL All spans 5. LL Even spans 6. LL Odd spans Joist Flexural and Deflection Summary Mmax K-phi Lm Ma-dist Mmax/Ma Load Total Ld Load LL Load Ft-Lb lb-in/in in Ft-Lb (Min) Case Defl Case Defl Case Span 480 0.0 144.0 1129.9 0.425 1 L/791 1 L/1581 4 Joist Bending and Web Crippling Summary Load Load Bearing Pa Pn Max Load Stiffeners Rxn (lb) Case (in) (lb) (lb) Intr. Case Required R1 160.0 1 1.00 259.1 453.4 0.32 1 NO R2 160.0 1 1.00 259.1 453.4 0.32 1 NO Joist Bending and Shear Summary Vmax Load Va Intr. Load Intr. Load Rxn (lb) Case Factor V/Va M/Ma Unstiffened Case Stiffened Case R1 160.0 1 1.000 0.11 0.00 0.11 1 N/A N/A R2 160.0 1 1.000 0.11 0.00 0.11 1 N/A N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 35 Project Name: CFS framing Page 1 of 1 Model: office joist long span Date: 06/12/2020 Code: AISI S100-16 Simpson Strong-TieÂ® CFS Designerâ„¢ 3.4.0.0 Section : 600S162-43 (33 ksi) Single C Stud Fy =33 ksi Maxo = 1271.1 Ft-Lb Moment of Intertia, I =2.316 in^4 Va =1415.7 lb Joist Spacing = 16 in Deflection Limits: Total Load - 240 Live Load - 360 Load Cases: 1. DL + LL All spans 2. DL + LL Even spans 3. DL + LL Odd spans 4. LL All spans 5. LL Even spans 6. LL Odd spans Joist Flexural and Deflection Summary Mmax K-phi Lm Ma-dist Mmax/Ma Load Total Ld Load LL Load Ft-Lb lb-in/in in Ft-Lb (Min) Case Defl Case Defl Case Span 1021 0.0 210.0 1087.9 0.938 1 L/255 1 L/510 4 Joist Bending and Web Crippling Summary Load Load Bearing Pa Pn Max Load Stiffeners Rxn (lb) Case (in) (lb) (lb) Intr. Case Required R1 233.3 1 3.50 399.5 699.1 0.30 1 NO R2 233.3 1 1.63 303.4 530.9 0.40 1 NO Joist Bending and Shear Summary Vmax Load Va Intr. Load Intr. Load Rxn (lb) Case Factor V/Va M/Ma Unstiffened Case Stiffened Case R1 233.3 1 1.000 0.16 0.00 0.16 1 N/A N/A R2 233.3 1 1.000 0.16 0.00 0.16 1 N/A N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 36 ENGINEERS-NORTHWEST,INC.P.S. SHEET_________OF_________ 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 * * * * * Property of Engineers Northwest, Inc., P.S.- Use by others unlawful * * * * * ASCE 7-10 Seismic Loads per ASCE 7-10- Chapter 12 Seismic Design Requirements for Building Structures Input Cells = Project Number: 20046000 Project Name: Wesmar - CFS offices Location: Arlington, WA Design By: JB 2015 IBC Section 1613 / ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure All references below are to ASCE 7-10 (U.N.O.) Input Basic Seismic Force Resisting System = A18. Light-frame (cold-formed steel) wall systems using flat strap bracing Basic Seismic Force Resisting System = BWS = Bearing Wall Systems Is diaphragm considered flexible? = YES Structural height, hn = 10 ft Ss = 1.07 spectral response acceleration at a period of 0.2s for Site Class B S1 = 0.417 spectral response acceleration at a period of 1.0s for Site Class B TL = 6 Long-period transition period Site Class (soil) = D Risk Category = II Table 1.5-1 Top of wall elevation (parapet) = 10 ft Elev. of top of wall lateral support (max.) = 10 ft (roof high point- minimum parapet) Elev. of top of wall lateral support (min.) = 10 ft (roof low point- maximum parapet) Regular structure â‰¤ 5 stories ? = YES Section 12.8.1.3 Output Site Coefficient, Fa = 1.072 Table 11-4.1 Site Coefficient, Fv = 1.583 Table 11-4.2 SMS = 1.147 Eqn 11.4-1 SM1 = 0.66 Eqn 11.4-2 SDS = 0.765 Eqn 11.4-3 SD1 = 0.44 Eqn 11.4-4 Seismic Design Category (SDC) = D Section 11.6 & Tables 11.6-1 & 11.6-2 T0 = 0.115 Section 11.4.5, 0.2Sd1/Sds Ts = 0.575 Section 11.4.5, Sd1/Sds Ct = 0.02 Table 12.8-2 Period, T = 0.112 sec, Section 12.8.2.1 (Eqn 12.8-7) Sa = 0.753 Section 11.4.5 (Eqns 11.4-5, 11.4-6, 11.4-7) Response Modification Coefficient, R = 4 Table 12.2-1 System Overstrength Factor, Î©o = 2 Table 12.2-1 Deflection Amplification Factor, Cd = 3.5 Table 12.2-1 Importance Factor, Ie = 1 Table 1.5-2, by Risk Category Detailing Reference Section = 14.1 Cs calc = 0.191 Section 12.8.1.1, Eqn 12.8-2 Cs max = 0.982 Section 12.8.1.1, Eqns 12.8-3 & 12.8-4 Cs min = 0.034 Section 12.8.1.1, Eqns 12.8-5 & 12.8-6 Cs use = 0.191 Section 12.8.1.1, Eqns 12.8-2 - 12.8-6 Vu = 0.191 * W (LRFD) Section 12.8.1, Eqn 12.8-1 V = 0.134 * W (ASD) Ev = 0.153 * D = +/- SDS D (Eqn 12.4-4) - May be zero for proportioning foundations. ASCE7-10 Seismic Loads CFS Office.xlsx38 EQ 39 40 41 42 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 1/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Input Data & Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h (inch): 5.00 State: Cracked Anchor Information: Compressive strength, fâ€™c (psi): 4000 Anchor type: Concrete screw Î¨c,V: 1.0 Material: Carbon Steel Reinforcement condition: B tension, B shear Diameter (inch): 0.500 Supplemental reinforcement: Not applicable Nominal Embedment depth (inch): 3.250 Reinforcement provided at corners: No Effective Embedment depth, hef (inch): 2.350 Ignore concrete breakout in tension: No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear: No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility: No Build-up grout pad: No hmin (inch): 5.00 cac (inch): 3.56 Cmin (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: Titen HDÂ® - 1/2"Ã˜ Titen HD, hnom:3.25" (83mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 43 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 2/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 0.9D + 1.0E Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Service level loads: D E Strength level loads Na [lb]: 0 87 174 Vax [lb]: 0 0 0 Vay [lb]: 0 0 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 44 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 3/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 45 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 4/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) Vuay (lb) âˆš(Vuax)Â²+(Vuay)Â² (lb) 1 174.0 0.0 0.0 0.0 Sum 174.0 0.0 0.0 0.0 Maximum concrete compression strain (â€°): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 174 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) f fNsa (lb) 20130 0.65 13085 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) N 1.5 b = kclaÃ–fâ€™chef (Eq. 17.4.2.2a) kc la fâ€™c (psi) hef (in) Nb (lb) 17.0 1.00 4000 2.350 3873 fNcb = f (ANc / ANco)Yed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) A 2 2 Nc (in ) ANco (in ) ca,min (in) Yed,N Yc,N Ycp,N Nb (lb) f fNcb (lb) 49.70 49.70 - 1.000 1.00 1.000 3873 0.65 2518 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb) Design Strength, Ã¸Nn (lb) Ratio Status Steel 174 13085 0.01 Pass Concrete breakout 174 2518 0.07 Pass (Governs) 1/2"Ã˜ Titen HD, hnom:3.25" (83mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 46 Company: Engineers Northwest Date: 6/12/2020 Anchor Designerâ„¢ Engineer: JB Page: 5/5 Software Project: Wesmar Version 2.9.7376.0 Address: Phone: E-mail: 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturerâ€™s product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 47 date GENERAL NOTE WOOD STRUCTURAL PANELS DATE REMODEL CONCRETE ANCHORS (BOLTS, THREADED RODS CONFORM WITH U.S. DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARDS, PS1-09, ABBREVIATIONS DRILLED IN EXPANSION ANCHORS: HILTI KWIK BOLT TZ PER ESR-1917 STRUCTURAL PLYWOOD OR PS 2-10, PERFORMANCE STANDARD FOR WOOD BASED ARCH. ARCHITECT THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE ADHESIVE ANCHORS: HILTI HIT-RE 500 V3 PER ESR-3814 AND HILTI HIT-HY 200-R PER STRUCTURAL-USE PANELS . ALL PANELS RATED EXPOSURE 1. SEE PLANS FOR NAILING BAL. BALANCE 2015 IBC COLD-FORMED (STEEL LIGHT GAGE CONSTRUCTION) ESR-3187 LATEST EDITION. SPACING. CAST IN PLACE ANCHORS: EMBED PER PLANS AND SECTIONS B. OR BOT. BOTTOM WALL SHEATHING: 15/32â€, CDX 24/0 STRUCTURAL 1. NAIL WITH 10d (.148â€ DIAMETER X 3") SCREW ANCHORS: HILTI KWIK HUS-EZ (KH-EZ) AND HUS-EZ I (KH-EZ I) PER ESR-3027 BTWN. BETWEEN 1. DESCRIPTION COMMON NAILS WITH 1-5/8" MINIMUM PENETRATION. SPACE NAILS REFRENCED BLDG. BUILDING TYPE CONTINUOUS PERIODIC Building Name & Site Location - Wesmar Marine Electronics Co. - Arlington, WA AT 6" ON CENTER AT ALL EDGES AND 12" ON CENTER FIELD STANDARD BRG. BEARING ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME NAILING (BLOCK UNSUPPORTED EDGES WITH 2X FLAT) UNLESS 2.DESIGN CODE AND STANDARDS OF INSTALLATION PER ACI 318 - 14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS C.I.P. CAST IN PLACE 2. INSPECTION OF WELDING: NOTED OTHERWISE ON PLANS OR DIAPHRAGM SCHEDULE. Applicable Code (Edition/Name) - 2015 International Building Code (IBC) HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE C.J. CONSTRUCTION JOINT Other documents referenced by these notes shall be the specific edition referenced by the PERFORMED BY CERTIFIED PERSONNEL IN CONFORMANCE TO ACI 318 - 14 SECTION 17.8.2.2. FLOOR SHEATHING: 1 1/8â€ STURD-I FLOOR, T & G, 48/24. GLU-NAIL WITH 10d (.148â€ CL CENTERLINE b. SCREW SIZE & SPACING, BOLTING ANCHORING AND OTHER revision building code specified above, or if not specified, shall be the latest edition. DIAMETER X 3") RINGSHANK NAILS WITH 1-5/8" MINIMUM CLR. CLEAR FASTENING OF ELEMENTS OF THE SEISMIC FOR RESISTING Code supplement & Date - see snow (rain factor) FOLLOW INSTALLATION PROCEDURES OF ESR REPO RE 500 V3 PER ESR-3814RT AND MANUFACTURER'S PENETRATION. GLUE PLYWOOD TO SUPPORTS AND AT T & G JOINTS X I.B.C. 1705.12.3 SYSTEMS INCLUDING DIAPHRAM, SHEARWALLS, BRACES, INSTRUCTIONS. PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT. CMU CONCRETE MASONRY UNIT WITH ADHESIVE CONFORMING TO APA SPECIFICATION AFG-01. COLLECTORS (DRAG STRUTS) AND HOLD DOWNS. SUBSTITUTIONS ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED. COL. COLUMN 3.DESIGN LOADS SPACE NAILS AT 6" ON CENTER AT ALL EDGES AND 12" ON CENTER a.Ceiling Live Load 200 lb. point load SUBSTITUTIONS MUST BE SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION. PROVIDE CONC. CONCRETE REVISION PERMIT APPLICATION SET STAINLESS STEEL OR GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED. ANCHORS FIELD NAILING (BLOCK UNSUPPORTED EDGES WITH 2X FLAT) UNLESS b. Seismic Risk Category II C.S.J. CLOSURE STRIP JOINT RATED FOR DRY INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR NOTED OTHERWISE ON PLANS OR DIAPHRAGM SCHEDULE. # Ss = 1.07, S1 = 0.417, Ie = 1.0, Site Class â€œDâ€ and EA. EACH REPORT. no. SDS = 0.765, SD1 = 0.44. E.E. EACH END Seismic Design Category = â€œDâ€ LIGHT GAGE STEEL FRAMING AND DECKING (SEE DRAWINGS) E.F. EACH FACE Basic Seismic Force for Wood Mezzanine: SPECIAL INSPECTIONS E.J. EXPANSION JOINT Resisting System(s) = Light framed wood walls with wood sheathing FRAMING LUMBER INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN EL. OR ELEV. ELEVATION 2015 IBC TABLE 1705.3 INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING CS = 0.083, R = 6.5. Equivalent lateral force procedure was used. E.N.W. OR ENW ENGINEERS NORTHWEST GRADES & STRESSES SHALL CONFORM WITH LATEST EDITION OF â€œWESTERN LUMBER GRADING DEPT. AND THE ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY Basic Seismic Force for CFS structures. RULESâ€, WWPA OR â€œSTANDARD NO. 17 GRADING RULES FOR WEST COAST THE LOCAL BUILDING DEPARTMENT. EQ. EQUAL Resisting System - CFS walls with flat strap bracing. LUMBERâ€, WCLIB. ALL LUMBER S4S AND S-DRY UNLESS NOTED OTHERWISE. FOUNDATION: SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE E.S. EACH SIDE REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION 20046000 job no. D.T. drawn checked date Cs = 0.134, R = 4. Equivalent lateral force procedure was used. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: E.W. EACH WAY COMPACTION TESTS AS NOTED ABOVE. c. Load Combinations All Code required load combinations are to be used in the building CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND F.O.C. FACE OF CONCRETE CONTINUOUS PERIODIC design. TYPE REFRENCED IBC SPECIES GRADE BASE VALUE Fb STRENGTH. SPECIAL INSPECTION IS REQUIRED DURING THE TAKING OF F.O.S. FACE OF STUD SPECIAL SPECIAL REFRENCE STANDARD Í£ VISUALLY GRADED DIMENSION LUMBER TEST SPECIMENS AND PLACING OF ALL REINFORCED CONCRETE. F.O.W. FACE OF WALL INSPECTIONS INSPECTIONS OSHA STANDARDS (2â€ TO 4â€ THICK BY 2â€ & WIDER) REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH THESE FTG. FOOTING THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT 1. INSPECT REINFORCEMENT STEEL AND VERIFY ACI 318 Ch. 20, 25.2, 25.3, STUDS - TYPICAL DOUG FIR STANDARD 550 PSI DRAWINGS. CHECK FOR REQUIRED COVER, SIZE, SPACING, LAP AND GRADE. GA. GAGE ----- X 1908.4 OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL PLACEMENT. 26.6.1-26.6.3 DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE STUDS - WHERE NOTED DOUG FIR #2 900 PSI SPECIAL INSPECTION IS REQUIRED DURING THE PLACING OF REINFORCING GALV. HOT DIP GALVANIZED GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM JOISTS & RAFTERS - TYPICAL DOUG FIR #2 900 PSI STEEL. G..B. GYPSUM WALL BOARD 3. INSPECT ANCHORS CAST IN CONCRETE. ----- X ACI 318: 17.8.2 ----- ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR JOISTS & RAFTERS - WHERE NOTED DOUG FIR #1 1000 PSI H. OR HORIZ. HORIZONTAL TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND PLATES & LEDGERS DOUG FIR #2 900 PSI WELDING: SPECIAL INSPECTION IS REQUIRED DURING ALL STRUCTURAL WELDING. I.B.C. INTERNATIONAL BUILDING CODE 4. INSPECT ANCHORS POST INSTALLED IN METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. INSPECT ALL FIELD WELDING - VERIFY CERTIFICATION OF WELDERS. I.C.C. INTERNATIONAL CODE COUNCIL HARDENED CONCRETE MEMBERS.áµ‡ BEAMS & HEADERS - TYPICAL DOUG FIR #2 900 PSI CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF ALL a. ADHESIVE ANCHORS INSTALLED IN I.F INSIDE FACE CONCRETE WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL HORIZONTALLY OR UPWARDLY INCLINED ACI 318: 17.8.2.4 VISUALLY GRADED TIMBERS ENGINEER OF WELDS NOT MEETING SPECS. INC. INCLUDING X ----- ----- F'c=4000 PSI. @ 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL CONCRETE. ORIENTATIONS TO RESIST SUSTAINED USE TYPE I/II CEMENT. ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF (5â€X5â€ & LARGER) CONC. EXPANSION K KIP (1000 POUNDS) TENSION LOADS. ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE BEAMS & STRINGERS ANCHORS: COPY OF ICC REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED L.W. LONG WAY b. MECHANICAL ANCHORS AND ADHESIVE 318. PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE (WIDTH MORE THAN 2â€ OF THICKNESS DOUG FIR #1 1350 PSI MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE M.B.S. METAL BLDG SUPPLIER ANCHORS NOT DEFINED IN 4.a. ----- X ACI 318: 17.8.2 WORKABLE MIX WITH 4" MAXIMUM SLUMP (UNLESS SUPERPLASTICIZERS ARE USED) WHICH POSTS & TIMBERS SYSTEM INSTALLATION IN ACCORDANCE WITH REPORT. N.F. NEAR FACE CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR (WIDTH 2â€ OR MORE OF THICKNESS) DOUG FIR #1 1200 PSI STEEL: IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. N.T.S. NOT TO SCALE ADMIXTURES, SEE SPECIFICATIONS. MAXIMUM WATER/CEMENT RATIO = 0.49. 3/4" CHAMFER ACI 318: CH. 19 1904.1, 1904.2, CONTINUOUS INSPECTION: oc ON CENTER 5. VERIFY USE OF REQUIRED DESIGN MIX. ----- X ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. 26.4.3, 26.4.4 1908.2, 1908.3 WATER CURING SHALL BE USED. AIR ENTRAIN ALL HORIZONTAL CONCRETE EXPOSED TO EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS PARTIAL PENETRATION GROOVE WELDS. O.F. OUTSIDE FACE WEATHER WITH 3% TO 6% AIR BY VOLUME. DO NOT USE AIR ENTRAINMENT FOR INTERIOR AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL MULTIPASS FILLET WELDS. O.S. OUTSIDE SLABS ON GRADE. LIMIT WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT WHERE BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN SINGLE-PASS FILLET WELDS GREATER THAN 5/16-INCH. O.T.O. OUT TO OUT 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SOILS "WATER SOLUBLE SULFATE EXCEEDS 0.20 PERCENT BY WT. ADD NO WATER TO CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD SPECIMENS FOR STRENGTH TESTS, PERFORM ASTM C172, ASTM C31 PERIODIC INSPECTION: PL PLATE X ----- 1908.10 CONCRETE AT SITE. IF INCREASED WORKABILITY IS REQUIRED, CONTRACTOR IS TO SUBMIT A LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF-N-105B FOR ALL SLUMP AND AIR CONTENT TESTS, AND DETERMINE ACI 318: 26.4, 26.12 INSTALLATION OF BEARING-TYPE BOLTED CONNECTIONS. REINF. REINFORCING THE TEMPERATURE OF THE CONCRETE. MIX DESIGN THAT WILL ALLOW THE ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN REM. REMAINDER DIAPHRAGMS. SINGLE-PASS FILLET WELDS 5/16-INCH OR LESS. OR A FIXED AMOUNT OF SUPER-PLASTICIZER AT THE CONCRETE PLANT. COLD-FORMED STEEL FRAME WELDING. R.O. ROUGH OPENING 7. INSPECT CONCRETE AND SHOTCRETE 1908.6 ACI 306R IS TO BE FOLLOWED FOR COLD WEATHER CONCRETING. ACI 305R IS TO BE ALL FASTENERS, CONNECTORS, AND ANCHORS IN CONTACT WITH PRESSURE TREATED WOOD LIGHT GAGE STEEL SECT. SECTIONS PLACEMENT FOR PROPER APPLICATION X ----- ACI 318: 26.5 1908.7 FOLLOWED FOR HOT WEATHER CONCRETING. THE TESTING LAB MUST APPROVE THE SHALL BE STAINLESS STEEL, ZMAX (G185 HDG PER ASTM A653), HOT-DIP GALVANIZED FRAMING: VERIFY SIZE, GAGE AND SPACING. INSPECT WELDING. VERIFY CERTIFICATION OF SIM. SIMILAR TECHNIQUES. 1908.8 CONTRACTORS METHOD OF COMPLIANCE AND CERTIFY THEIR APPROVAL WITH EACH (HDG) PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS, OR MECHANICALLY WELDERS. S.J SHRINKAGE JOINT 8. VERIFY MAINTENANCE OF SPECIFIED CURING CONCRETE TEST CYLINDER THEY CAST. TESTING LAB TO NOTIFY THE ARCHITECT STL. STEEL ----- X ACI 318: 26.5.3 - 26.5.5 1908.9 GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. TEMPERATURE AND TECHNIQUES. IMMEDIATELY BY FAX AND PHONE OF ANY NONCOMPLIANCE. SW SHEARWALL SYMM. SYMMETRICAL REINFORCING STEEL PROVIDE MIN. NAILING PER IBC TABLE 2304.10.1 UNLESS NOTED OTHERWISE. ALL HANGERS, 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND TIES AND CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICC-ES APPROVED SHOP DRAWINGS T. TOP DIMENSIONS OF THE CONCRETE MEMBER BEING ----- X ACI 318: 26.11.1.2(b) ----- ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 60 LOAD CAPACITIES EQUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL SUBMIT ELECTRONIC PDF FILES, OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER T..B. TOP OF BEAM FORMED. (fy=60,000 psi) LAP CONTINUOUS REINFORCING BARS 44 BAR DIAMETERS, 1'-10" MINIMUM HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: T..F. TOP OF FOOTING UNLESS NOTED OTHERWISE. CORNER BARS (1'-10" BEND) TO BE PROVIDED FOR ALL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1-INCH DIAMETER HOLES MAY BE STRUCTURAL STEEL, MISCELLANEOUS STEEL AND REINFORCING STEEL. WHEN SHOP T..S. TOP OF STEEL a. WHERE APPLICABLE, SEE ALSO SECTIONS 1705.12 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE DRILLED IN 2X STUDS AND PLATES --NO MORE THAN ONE HOLE EVERY 6-INCHES. DRAWING SUPPLIER MAKES A CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED TOP OF SLAB b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS T..W. TOP OF WALL IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL FABRIC (WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW INSPECTIONS REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL STANDARD ACI HOOKS. GLU-LAMINATED WOOD MEMBERS TYP. TYPICAL AT ALL SIMILAR PLACES PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE PRIOR TO THE COMMENCEMENT OT THE WORK. COVER TO MAIN REINFORCEMENT TO BE: GLU-LAMINATED WOOD BEAMS, COAST REGION DOUGLAS FIR CONFORMING WITH ANSI U.N.O. UNLESS NOTED OTHERWISE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE BOTTOM OF FOOTINGS 3 INCHES A190.1-12 AND AITC 117-10 OF APA-EWS Y117. USE COMBINATION EWS 24F-V4 (DF/DF) Fb=2400, OWNER AT E.N.W.'S OPTION. â€œSHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL V.E.F. VERTICAL EACH FACE FORMED SURFACES WEATHER & EARTH FACE 1-1/2 INCHES Fvx = 190 PSI FOR SIMPLE SPAN BEAMS AND COMBINATION EWS 24F-V8 (DF/DF) Fb=2400, Fvx = DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...â€. VERT. VERTICAL FORMED SURFACES INTERIOR FACE 3/4 INCHES 190 PSI FOR CANTILEVERED BEAMS. BOTTOM LAM TO BE FREE OF UNSOUND KNOTS LARGER V.F.F. VERTICAL FAR FACE THAN 1/2" DIAMETER. MATERIAL MUST BE OBTAINED FROM AN APPROVED FABRICATOR. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL SPECIAL CONDITIONS VFY VERIFY GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND BEARING AS INDICATED. PROVIDE AITC OR APA-EWS STAMP ON EACH MEMBER AND SUBMIT CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE V.I.F. VERTICAL INSIDE FACE ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE". AITC OR APA-EWS CERTIFICATE. ADHESIVE TO BE "WET USE". INDUSTRIAL APPEARANCE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. V.N.F. VERTICAL NEAR FACE 2015 IBC TABLE 1705.6 STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: GRADE. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. V.N.F. VERTICAL OUTSIDE FACE WIDE FLANGE SHAPES ASTM A-992 (Fy=50,000 PSI) W.A.B.O. WASHINGTON ASSOC. OF BUILDING OFFICIALS OTHER SHAPES AND PLATES ASTM A-36 (Fy=36,000 PSI) ENGINEERED WOOD PRODUCTS (EWP): NOTE TO MECHANICAL AND ELECTRICAL TRADES w/ WITH TUBE COLUMNS ASTM A-500, GRADE B (Fy=46,000 PSI) REQUIRED SPECIAL INSPECTION AND TESTS OF SOILS w/o WITH OUT WELDHEAD STUDS ASTM A-108 (Fy=55,000 PSI) THE FOLLOWING MATERIALS ARE BASED ON LUMBER MANUFACTURED BY REDBUILT. REDBUILT WAS CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL ALL-THREAD ASTM F1554, GRADE 36 (Fy=36,000 PSI) USED AS THE BASIS OF DESIGN FOR THIS PROJECT. ALTERNATIVE PRODUCTS BY OTHER HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN W.H.S. WELD HEAD STUD MACHINE BOLTS ASTM A-307 MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC-ESR/IAPMO-ER EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE @ AT TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION HIGH STRENGTH BOLTS ASTM A-325N (U.N.O.) APPROVAL FOR EQUIVALENT OR GREATER LOAD AND STIFFNESS PROPERTIES AND ARE REVIEWED AND PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO CONNECTIONS ARE NON-SLIP CRITICAL AND BOLTS NEED TO BE TIGHTENED â€œSNUG APPROVED BY THE EOR. ENGINEERS NORTHWEST FOR REVIEW PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. 1. VERIFY MATERIALS BELOW SHALLOW TIGHTâ€ ONLY EXCEPT AT FRAMES. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED SEE DETAILS ON DRAWING S5.1 FOR SUPPORTING LOADS FROM ROOF JOISTS. ALL DETAILS OF FOUNDATIONS ARE ADEQUATE TO ACHIEVE ----- X HOLES. INSTALL A-325 BOLTS IN ACCORDANCE WITH â€œSPECIFICATION FOR STRUCTURAL A) LAMINATED VENEER LUMBER (LVL): CONFORM TO ICC ES REPORT NO. ESR-2993. CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT THE DESIGN BEARING CAPACITY. JOINTS USING ASTM A325 OR A490 BOLTSâ€ (11/13/85). PROVIDE MINIMUM EMBEDMENT FOR B) I-JOISTS: CONFORM TO ICC ES REPORT NO. ESR-2994. PRODUCTS SHALL BE TESTED AND EQUIPMENT. THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL FOR PLAN CHECK ANCHOR BOLTS AS NOTED ON DRAWINGS. ALL WELDING TO CONFORM WITH AWS D1.1 "CODE EVALUATED IN ACCORDANCE WITH ASTM D5055. THE MANUFACTURER SHALL DESIGN THE REGARDING THE DESIGN OF THESE DETAILS, IT IS THE RESPONSIBILITY OF THE EQUIPMENT 2. VERIFY EXCAVATIONS ARE EXTENDED FOR WELDING IN BUILDING CONSTRUCTION". WELDS NOT SPECIFIED SHALL BE 1/4", JOISTS FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. JOISTS SHALL HAVE SUPPLIER TO PROVIDE THIS SUBMITTAL. TO PROPER DEPTH AND HAVE REACHED ----- X CONTINUOUS FILLET MINIMUM. ALL WELDS BY CERTIFIED WELDERS. USE FRESH 70XX WOOD CHORDS AND SOLID WOOD WEBS. PROPER MATERIAL. ELECTRODES FOR MANUAL SHIELDED METAL-ARC WELDING OR EQUAL ELECTRODES. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT. SEE 3. PERFORM CLASSIFICATION AND TESTING ----- X SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. OF COMPACTED FILL MATERIALS. 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES X DURING PLACEMENT AND COMPACTION OF ----- COMPACTED FILL. 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY ----- X THAT SITE HAS BEEN PREPARED PROPERLY. 2015 IBC WOOD CONSTRUCTION SPECIAL INSPECTION OF WOOD CONSTRUCTION VERIFICATION & INSPECTION TASK FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA CONTINUOUS PERIODIC IBC DURING TASK DURING TASK SECTION Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington 1. PREFABRICATED WOOD STRUCTURAL ELEMENTS 1704.2.5 ----- X SHALL BE IN ACCORDANCE WITH SECTION 1704.2.5 1705.5 2. HIGH LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH SECTION 2306.2 TABLE 2306.2(2), THE INSPECTOR SHALL VERIFY: a. WOOD STRUCTURAL SHEATHING TO VERIFY THE GRADE AND THICKNESS SHOWN ON APPROVED ----- X 1705.5.1 BUILDING DRAWINGS. b. THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES, NAIL OR STAPLE LENGTH, NUMBER OF ----- X 1705.5.1 FASTENER LINES, AND SPACING OF FASTENERS IN EACH LINE AND AT EDGE MARGING AGREES WITH APPROVED BUILDING DRAWINGS STRUCTURAL OBSERVATION PROGRAM MONITORED BY ITEM/PORTION STAGE OF WORK AOR EOR WOOD WALL FRAMING WALLS X LIGHT GAGE METAL FRAMING X NOTES: 1. THE STRUCTURAL OBSERVER WILL SUBMIT A FIELD REPORT TO THE BUILDING DEPARTMENT CORRESPONDING TO EACH ITEM/PORTION LISTED. 2. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE REQUIREMENT FOR SPECIAL INSPECTION, OR OTHER INSPECTIONS REQUIRED BY THE BUILDING CODE. 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 3. STRUCTURAL OBSERVATION MUST BE PROVIDED BY THE ENGINEER OR ARCHITECT OF RECORD RESPONSIBLE FOR THE STRUCTURAL DESIGN, OR ANOTHER LICENSED ENGINEER DESIGNATED BY THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, AS OUTLINED IN THE sheet STRUCTURAL OBSERVATION PROGRAM. ALL OBSERVED DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER'S REPRESENTATIVE, SPECIAL INSPECTOR, CONTRACTOR AND THE BUILDING OFFICIAL. THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFYING ANY REPORTED DEFICIENCIES THAT, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. S0.1 4. AOR DENOTES ARCHITECT OF RECORD. L:\2020files\20046000\Wesmar Marine Electronics Company-S0.1-General Notes & Special Inspections-16-20046000.dwg, 06-15-20, 9:29am, davet, 16 5. EOR DENOTES ENGINEER OF RECORD. GENERAL NOTES AND SPECIAL INSPECTIONS date DATE revision REVISION PERMIT APPLICATION SET # no. 20046000 job no. D.T. drawn J. BAYUGA checked 06-12-2020 date DATE SIGN 06-15-2020 A1 A2 A3 A4 A5 A6 A7 A8 A9 397'-6" 50'-0" 49'-5" 49'-8" 49'-8" 49'-8" 49'-8" 49'-5" 50'-0" AREA OF WORK SEE SHTS. S1.1 AND S1.2 FOR MEZZANINE FRAMING PLANS AA AA 58'-6" 58'-6" AB AB 4 4 S2.0 S2.0 @ ROOF @ ROOF 147'-0" 147'-0" TYPICAL FULL HEIGHT NON-LOAD BEARING CFS WALL PER SCHEDULE 6 TYPICAL FULL HEIGHT NON-LOAD BEARING CFS WALL PER SCHEDULE 6 58'-6" 58'-6" H.S.S. 6x6x1/4 H.S.S. 6x6x1/4 AC AC 30'-0" 30'-0" AD AD 50'-0" 49'-5" 49'-8" 49'-8" 49'-8" 49'-8" 49'-5" 50'-0" 397'-6" A1 A2 A3 A4 A5 A6 A7 A8 A9 Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington OVERALL PLAN 1/16" = 1'-0" 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 sheet S1.0 PLOT AREA BORDER L:\2020files\20046000\Wesmar Marine Electronics Company-S1.0-Overall Plan-192-20046000.dwg, 06-15-20, 9:29am, davet, 192 OVERALL PLAN A8 A9 date DATE revision AA REVISION PERMIT APPLICATION SET # no. 1 TYP. S2.0 20046000 job no. D.T. drawn J. BAYUGA checked 06-12-2020 date 4x4 w/ ABU44Z POST BASE F2.0 1 S3.0 DATE SIGN 06-15-2020 4x4 w/ ABU44Z 4x4 w/ ABU44Z DTT2Z HOLDOWN POST BASE POST BASE DTT2Z HOLDOWN SCHEDULE ON S2.0 SCHEDULE ON S2.0 F2.0 1 S3.0 4x4 w/ ABU44Z POST BASE 2- DTT2Z HOLDOWN SCHEDULE ON S2.0 2 2 TYP. 2 TYP. S3.0 S3.0 4x4 w/ ABU44Z POST BASE 1 TYP. AB S2.0 4x4 w/ ABU44Z POST BASE Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington MEZZANINE FOUNDATION PLAN 1 1/4" = 1'-0" NOTES: 1.) REFERENCE FLOOR ELEVATION AT 0'-0" 2.) VERIFY LOCATION AND ALL DIMENSIONS w/ ARCHITECT. 3.) WALLS DENOTED AS ARE 2x6 @ 16"oc WOOD WALLS. REFER TO SHEET. SX.X FOR WOOD DETAILS. 4.) WALLS DENOTED AS ARE 3 5/8" COLD FORMED STEEL NON-LOAD BEARING WALLS. REFER TO SHEET SX.X FOR WOOD DETAILS. 5.) DENOTES WOOD WALL TYPE. ALL WOOD WALLS ARE TYPE , U.N.O. REFER TO WOOD SCHEDULE FOR WALL ASSEMBLY INFO. 6.) BALANCE OF PLAN NOTES "TYPICAL CFS FRAMING NOTES." 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 sheet S1.1 PLOT AREA BORDER L:\2020files\20046000\Wesmar Marine Electronics Company-S1.1-Enlarged Mezzanine Foundation Plan-48-20046000.dwg, 06-15-20, 9:29am, davet, 48 ENLARGED MEZZANINE FOUNDATION PLAN TYPICAL COLD FORMED STEEL NOTES: 1.) SEE DETAIL 1/S2.0 FOR TYP. FRAMING DETAILS (U.N.O.) 2.) DO NOT HAVE STORAGE OF ANY KIND ON DECKING OVER MACHINE SHOP OFFICE, A6 A7 MANFR. OFFICE, OR BREAK ROOM.\ 3.) WALLS DENOTED AS ARE 2x6 @ 16"oc WOOD WALLS. REFER TO SHEET date SX.X FOR WOOD DETAILS. DATE 4.) WALLS DENOTED AS ARE 3 5/8" COLD FORMED STEEL WALLS. REFER TO SHEET SX.X FOR WOOD DETAILS. 5.) WHERE "HILTI" BRAND ADHESIVE ANCHORS ARE CALLED OUT DO NOT SUBSTITUTE OTHER BRAND ANCHORS WITHOUT WRITTEN APPROVAL OF E.N.W. NOTE: ONLY 10 SIM. ANCHORS WITH CURRENT CODE APPROVED VALUES WILL BE CONSIDERED. S3.1 6.) WHERE BEARING WALLS SUPPORT JOISTS @ 16"oc SPACE THE STUDS @ 16"oc DIRECTLY BELOW JOISTS. WHERE WALLS ARE PARALLEL TO JOISTS SPACE THE STUDS @ 24"oc SEAT STUD WEBS TIGHT TO WEB OF TOP & BOT. TRACKS, TYP. AA 6"x2"x12GA. TRACK LEDGER 7.) PROVIDE JOIST BLOCKING / BRACING PER DETAIL 1/S2.0 SEE "JOIST BRACING SCHEDULE" THIS SHT. 10 SIM. JOIST 8.) X-BRACES SHOWN THUS: & NOTES AS ARE PER ELEVATION 2/S2.0 & WALL BRACING PER S3.1 BRACING SCHEDULE. revision SCHEDULE 9.) CEILING STRAPS SHOWN THUS: & NOTED AS SEE "CEILING BRACING SCHEDULE" FOR SIZE THIS SHT. 10.) DENOTES STUD WALL PER SHCEDULE ON SHEET 6 S2.0 1 6"x1 5/8"x18GA. @ 16"oc 11.) "HDR." DENOTES TYPICAL HEADER PER SCHEDULE ON SHEET S2.0 REVISION PERMIT APPLICATION SET 1 S2.0 1 # no. JOIST S2.0 BRACING FULL HEIGHT WALL TYPICALWOOD FRAMING NOTES: TYPE A 6"x1 5/8"x18GA. @ 16"oc 1.) SEE WOOD DETAIL ON S3.0 FOR STUD SIZES, GRADES AND SPACING 1 1 2 1 AT INTERIOR AND EXTERIOR BEARING WALLS. ALIGN ALL FLOOR FRAMING OVER HDR. HDR. STUDS. NON-BEARING WALLS SHALL BE DOUG FIR STANDARD GRADE AT 16"oc MINIMUM. JOIST 2.) PROVIDE DOUBLE JOISTS (MINIMUM) UNDER ALL PARALLEL PARTITIONS THAT ARE BRACING LONGER THAN OR EQUAL TO 1/2 TIMES THE LENGTH OF THE JOIST. TYPE 3.) PROVIDE SOLID BLOCKING AT 16"oc UNDER ALL PARTITION WALLS THAT RUN 20046000 job no. D.T. drawn J. BAYUGA checked 06-12-2020 date A 2 PARALLEL AND IN-BETWEEN JOISTS. 1 4.) PROVIDE SOLID BLOCKING UNDER ALL PARTITIONS PERPENDICULAR TO JOISTS. S2.0 HDR. HDR. HDR. 5.) MINIMUM POST SIZE SUPPORTING BEAMS AND HEADERS SHALL BE AS FOLLOWS U.N.O. BUILT-UP 2x MEMBERS - PROVIDE SAME NUMBER OF 2x STUDS EACH END AS NUMBER OF 2x MEMBERS 1 1 4x MEMBERS - PROVIDE 2- 2x STUDS EACH END GLULAM - PROVIDE 4x4 POST EACH END 1 POSTS ARE TO RUN CONTINUOUS DOWN TO FOUNDATION 6 UNLESS SUPPORTED BY AN INTERMEDIATE BEAM. S2.0 6.) 2x STUDS SHALL BE SAME WIDTH AS WALL IN WHICH THEY ARE LOCATED. MINIMUM STUD SHALL BE 2x6. NAIL BUILT-UP STUDS WITH 2 ROWS 10d AT 24"oc, STAGGERED 12" U.N.O. DATE SIGN 06-15-2020 8.) USE SIMPSON "CC" TYPE COLUMN CAPS AT ALL LVL BEAM TO POST CONNECTIONS. 11.) CONTRACTOR TO COORDINATE w/ ALL SUB-TRADES & FINISHERS FOR 3/8" MOVEMENT @ EA. FLOOR DUE TO POST-CONSTRUCTION SETTLEMENT OR SHRINKAGE. MEZZNINE SHOP OFFICE MANUFACTURER OFFICE CEILING FRAMING PLAN CEILING FRAMING PLAN 1 1/4" = 1'-0" 2 1/4" = 1'-0" NOTES: NOTES: 1.) TOP OF FRAMING ELEVATION 10'-0", U.N.O. 1.) TOP OF FRAMING ELEVATION 10'-0", U.N.O. 2.) BALANCE OF NOTES PER "TYPICAL CFS FRAMING NOTES" 2.) BALANCE OF NOTES PER "TYPICAL CFS FRAMING NOTES" A8 A9 A8 A9 10 9 9 S3.1 S3.1 (E) CONCRETE 7 1/4" TILT-UP PANELS S3.1 AA 4x6 P.T. WOOD LEDGER JOIST BRACING TYPE A 6 1 6"x1 5/8"x18GA. S3.1 S2.0 18" RED-I90HS @ 16"oc 6"x1 5/8"x18GA. @ 16"oc INTERIOR NON-LOAD 2 BEARING PARTITION WALLS. SEE ARCH PLANS FOR LAYOUT [10'-0"] 6x8 HDR. HDR. 4 7 [10'-0"] LVL 2.0 S3.1 S3.2 3 1/2"x9 1/2" 1 1 JOIST [22'-0"] [15'-6"] 6x8 3 1/2"x9 1/2" 18" RED-I65 ALIGN w/ LVL BEAM BRACING 1 LVL 2.0 TYPE A S2.0 1 1 4 3 S3.1 S2.0 @ CEILING 6x8 STRINGER STRINGER STRINGER STRINGER 2x8 LEDGER 2x8 LEDGER 2x8 LEDGER PER 7/S3.2, TYP 2x8 LEDGER 6"x1 5/8"x18GA. @ 16"oc 1 1 5 JOIST 18" RED-I90HS @ 16"oc BRACING S3.2 TYPE A 4 3 1/2"x11 7/8" LVL 2.0 4 S3.2 S2.0 [22'-0"] [15'-6"] 3 @ ROOF S3.2 TYP. 1 2x8 LEDGER 2x8 LEDGER 2x8 LEDGER 2- 18" RED-I65 ALIGN w/ WALL ABOVE [22'-0"] [15'-6"] 7 S3.1 9 1/2" RED-I45 6 @ 16"oc S3.2 1 S3.1 C12x20.7 LEDGER Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington 18" RED-I90HS @ 16"oc NOTE: 1 1/8" STURD-I-FLOOR T. & G. 48/24 PLYWOOD (UNBLOCKED). LAY STRONG AXIS OF PLYWOOD PERPENDICULAR TO JOISTS. NAIL w/ 10D COMMON (0.148"Ã˜ x 3" @ 6"oc EDGES AND 12"oc FIELD 3 S3.2 [FULL HEIGHT] AB 2x8 6x8 1 3/4"x16" LVL 6x8 6x8 4 2X8 LEDGER LEDGER [FULL HEIGHT] S3.2 3 2 STRINGER S3.1 S3.1 7 PER 7/S3.2, TYP 2x8 S3.2 9 LVL 2.0 LEDGER 2X8 LEDGER S3.2 3 1/2"x11 7/8" 2x8 LEDGER 9 1/2" RED-I45 @ 16"oc MEZZANINE 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 MEZZANINE FRAMING PLAN CEILING FRAMING PLAN sheet 3 1/4" = 1'-0" 4 1/4" = 1'-0" NOTES: NOTES: 1.) TOP OF FRAMING [ELEV. 12'-0"], U.N.O. 1.) TOP OF FRAMING [ELEV. 22'-0"], U.N.O. 2.) WALLS SHOWN ARE WALL BEARING ON FIRST FLOOR SPANNING TO MEZZANING FRAMING. 2.) WALLS SHOWN ARE WALL BEARING ON FIRST FLOOR SPANNING TO MEZZANING FRAMING. S1.2 3.) BALANCE OF NOTES PER "TYP. CFS FRAMING NOTES". 3.) BALANCE OF NOTES PER "TYP. CFS FRAMING NOTES". PLOT AREA BORDER L:\2020files\20046000\Wesmar Marine Electronics Company-S1.2-Enlarged Mezzanine Framing Plans-48-20046000.dwg, 06-15-20, 9:29am, davet, 48 ENLARGED MEZZANINE FRAMING PLANS RIM JOIST OR TRACK @ CL OF STRAP TO 16GA. GUSSET PL SIZE CEILING JOIST LEVEL SEE CLIP FLANGES OFF & LAP TOP INTERSECTION OF DETERMINED BY NUMBER OF 1/S2.0. STOP TRACKS TYP. 4 SCREWS MIN. DOUBLE STUD & SCREWS SEE SCHEDULE X-BRACE/STRAP @ TOP OF CEILING JOIST OR @ TOP OF TOP TRACK TYP. EXTEND TO ADJACENT WALL TRACK OF WALL AS SHOWN (2) SCREWS @ T. & B. date 16"oc TOP & LENGTH IS PER PLAN (U.N.O.) HERE. WALL BRACING SCHEDULE DATE BOT. @ HEADER STRAP NUMBER OF SCREWS MARK HOLDOWN GUSSET TO T. & B. GUSSET TO DBL. DOUBLE STUD (50 k.s.i.) GUSSET TO STRAP BEARING HEADER TOP TRACK TRACK STUDS PER SCHEDULE HOLD 16" TYP. EA. END DOUBLE STUDS CL SYMM. OF WALL TYP. @ HOLD 1/2" G.W.B. LAP HEADER 16GA. TRACK (U.N.O.) TYP CEILING JOIST EA. END (U.N.O.) 1 (NO STRAP NONE UNBLOCKED SCREW @ 7"oc EDGES & 7"oc FIELD DOWN BLOCKING REQUIRED AT & SPACING PER SIMPSON HOLDOWN, REQUIRED) OVER 2 JAMB CONT. JOISTS. PROVIDE PLAN ANCHORS & SCREWS STUDS w/4 CL STUD SCREWS TO 2" x 2" ANGLE E.E. w/3 DIAG. STRAPS 1/2" MIN. G.W.B. PER SCHEDULE 2 2" x 16GA. S/LTT20 8 18 10 EA. STUD EA. SCREWS PER LEG PER SCHEDULE UNBLOCKED SIDE (8 TOTAL) (DO NOT SPLICE) SCREW PER NOTE: revision SCHEDULE (U.N.O.) 1.) SCREWS MUST BE PLACED AT LEAST 3/4" APART AND MUST BE 3/4" FROM EDGE OR END OF ALL METAL HOLDOWN PIECES. ROUGH SEE TYP. BLOCKING PER SCHED. OPNG. DETAIL FOR ANGLES EA. END SEE REVISION PERMIT APPLICATION SET DTL. "2a" 3 5/8" STUD 20GA. CLOSURE WALL TYP. # TRACK AS no. REQUIRED SINGLE WINDOW SILL TRACK 16GA. DRIVE PINS @ 24"oc HOLDOWN SCHEDULE @ SHEARWALLS TYP. 3 SCREWS 2 SCREWS @ 48"oc TYP. STUD TO STUD TOP TRACK TYP. CONTINUOUS TYP. "X" BRACED SHEAR WALL HOLDOWN ANCHORS SCREWS 20046000 job no. D.T. drawn J. BAYUGA checked 06-12-2020 date BETWEEN ADJACENT PERPENDICULAR WALLS 1/2"Ã˜ SIMPSON TITEN HD (EMBED 3 1/4") SIMPSON S/LTT20 8 #10 ELEV. / TYP. G.W.B. SHEAR WALL ELEV. SEE SCHEDULE INSPECTED INSTALLATION I.C.C. ESR 2713 NOTES: NON LOAD BEARING HEADER LOAD BEARING HEADER 1.) BRACES MUST BE TIGHT & STRAIGHT. NO SLACK ALLOWED BTWN. STUDS. TYPICAL WALL HEADER DETAIL TYPICAL JOIST OVER INTERIOR WALL 2.) G.W.B. MUST RUN FULL HEIGHT TO CEILING JOIST WHERE NOTED AS 1A 1B SHEAR WALL. HEADERS NOTED ON THE PLAN AS "HDR." ARE BEARING HEADERS & ARE NOTED IN THE PARTS SCHEDULE BELOW. HEADERS RUNNING PARALLEL TO THE JOISTS ARE NON-BEARING (U.N.O.) ELEVATION DETAIL 2a DATE SIGN 06-15-2020 2 N.T.S. SEE SCHEDULE FOR LOCATIONS 1 1/2" = 1'-0" BLOCKING PER TYPICAL DETAIL 10 x 10 x 16GA. GUSSET @ LOCATE PER STRAP w/4 SCREWS EA. PLAN MEMBER (MIN.) THIS GUSSET TYP. WHERE STRAPS END SCREWS @ 16"oc TO ALL WALL TRACKS SOLID BLOCKING #10 SCREW TOP & BOT. TYP. 2"x2" ANGLE CEILING JOIST DEPTH LESS 1" STOP WALL CEILING JOIST PER SCREWS @ 3"oc TO ALL w/(3) SCREWS EA. X-BRACE STRAP PLAN ALIGN w/STUDS. BLOCKING PANELS THRU FACE TYP. (U.N.O.) SPACING @ TOP OF TOP & BOT. STRAPS CEILING X-BRACE SCREWS @ 16"oc CEILING JOIST. NO PER PLANS CLIP PER PLAN @ JOIST OVER X-BRACE ABOVE FLANGES CONT. STRAPS TOP & BOT. OF WALL (SEE PLANS & LAP TOP [PER PLAN] CEILING JOISTS @ LOCATIONS FOR LOCATIONS) TRACKS PER "JOIST BRACING TYP. 16GA. UNPUNCHED SCHEDULE", LAP STRAPS 24" G.W.B. PER @ TRACK w/4 #10 MIN. w/2 ROWS SCREWS @ 4"oc ARCH. SCREWS @ EA. STUD EA. ROW (6 PER LAP) SEE NOTE BELOW NOTE: STUDS NOT DIAGONAL BRACING SOLID BLOCKING @ END SHEATHING PER ARCH. SHOWN FOR STRAP/G.W.B. PER TWO CEILING JOIST CLARITY PLAN & SCHEDULE SPACES @ EA. STRAP OPEN RUN, SAME GAGE & SIZE AS CEILING JOISTS. PROVIDE TWO SPACES 16GA. TRACK CONT. (U.N.O.). PROVIDE SHEATHING OF SOLID BLOCKING @ 2" x 2" x 20GA. ANGLE E.E. w/3 SCREWS EA. SIDE EA. END OF JOIST RUN & PER LEG @ EACH JOIST SPACING @ 20'-0"oc MAX. SCREWS @ EA. CEILING PER PLANS CONT. DIAGONAL BRACING STRAPS OR CRC PER BETWEEN JOIST T. & B. TYP. "CEILING BRACING SCHEDULE" WHERE SHOWN ON PLANS. TAKE ALL SLACK OUT OF STRAPS. NOTE: REMAINDER PER SECT. 1/S2.0 RIM JOIST SPLICES USE 3" x 8" x 16GA. w/6 SCREWS E.S. NOTE: DO NOT SPLICE RIM JOIST OVER ANY HEADER. TYPICAL JOIST BLOCKING & STRAP DETAIL TYPICAL JOIST TO RIM JOIST w/DIAGONAL STRAPS 1C 1D CEILING JOIST BLOCKING WHERE NOTED ON PLANS. THE TOP STRAP NOT CEILING DIAGONAL STRAP BRACING NOT REQUIRED WHERE DECKING OCCURS. REQUIRED IF DECKING IS APPLIED TO TOP OF JOIST. THE BOTTOM STRAP IS NOT SECTION REQUIRED IF G.W.B. IS APPLIED TO BOTTOM OF JOIST. 3 3/4" = 1'-0" BOX HEADER NOTE: BOX HEADER 4" MIN. MAY OCCUR w/TOP & BOT. TRACK SEE PLANS TRACK BLOCKING TO MATCH STUDS, PLACE @ 10'-0"oc 2" x 2" x 0'-7" ANGLE 1 EA. DOUBLE JOIST OR MAX. ALONG WALL & @ EACH SIDE w/5 SCREWS EA. LEG 16GA. DEFLECTION CHANNEL SCREW TO TOP CHORD w/ 3- #8 SCREWS. CUT STRAP PER END OF WALL BEND UP 4" @ AS NEED AROUND WEB SCHEDULE EA. END. 4 SCREWS TO TYPICAL CEILING HEADER TO HEADER CONNECTION GAP STRAP EA. BLOCK 1F 2" MIN. DEFLECTION SHEATHING PER ARCH. JOIST SPACING PER PLAN (24"oc MAX.) STUDS @ 16"oc OR 24"oc PLACE ONE STUD MIN. AROUND HOOD DUCT SHAFT FASTENERS 2" LIGHT GAGE & MISC. PARTS SCHEDULE DIRECTLY BELOW EACH JOIST. SINGLE JOIST NOT INDICATED 4'-0"oc SEE SCHEDULE ANGLE 2"x2"x0'-7" ON SHT. S2.0 8"MIN. 12" MIN. T. & B. BOT. TRACK PER SCHEDULE MINIMUM PROPERTIES * APPROVED SUPPLIERS & THEIR (TYP.) w/ 5 SCREWS EA. CALLOUT FOR THESE ITEMS WAY (6 PLACES) ITEM CALLOUT LAP SPLICE Fy 4 3 2 I(in. ) S(in. ) A(in. ) ry SSMA I.C.C. ESR-3064P DOUBLE JOISTS (K.S.i.) w/4 SCREWS CL SYMM. RIM. JOIST HEADER EA. C12 HEADERS ** DRIVE PINS @ 24"oc (2) 12" x 1 5/8" x 14GA. 50 36.80 5.29 2.24 1.44 (2)1200S162 - 68 (50ksi) USE (1) SCREWS FROM EACH SIDE OF DUCT. (22'-8" MAX. SPAN) MAX. & 6" MAX. FROM TRACK FLANGE TO STUD EA. END OF TRACK, FLANGES TYP. TOP & BOT. C8 HEADERS ** (TYP. U.N.0.) (U.N.O.) PROVIDE (2) TRACK BLOCKING EA. (2) 8" x 1 5/8" x 16GA. 50 11.20 2.46 1.34 1.39 (2)800S162 - 54 (50ksi) EA. SIDE (SEE SCHEDULE). (12'-0" MAX. SPAN) @ EA. JAMB NOTE: JOISTS SIDE OF HOOD DUCT w/1 CONDITION AT DUCTS NOTE: SEAT STUD WEB ARE NOT TO BE 2"x2"x0'-7" ANGLE EA. END LARGER THAN JOIST SPACING FINISH PER ARCH TIGHT TO TRACK WEB @ TOP CUT FOR w/4 SCREWS EA. LEG INTO RIM JOISTS & BLKG. ** 8" x 1 1/4" x 16GA. 50 4.75 1.16 0.59 0.31 800T125 - 54 (50ksi) & BOT. OF STUDS INSTALLING BLOCKING & JOISTS. DUCT WORK WALL TOP TRACK ** (U.N.O.) 3 5/8" x 1 1/4" x 16GA. 50 0.72 0.38 0.35 0.37 362T125 - 54 (50ksi) TYPICAL WALL, BLOCKING & STRAP DETAIL TYPICAL DUCT PENETRATION THRU CEILING FRAMING 1E STRAP BLOCKING IS REQUIRED ONLY IF STUDS ARE SHEATHED ONE SIDE ONLY. 1G NOTE: SEE ARCH. FOR LOCATIONS WALL BOT. TRACK ** 3 5/8" x 1 1/4" x 16GA. 50 0.72 0.38 0.35 0.37 362T125 - 54 (50ksi) Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington TYPICAL LIGHT GAGE FRAMING DETAILS SECTION WALL STUDS TYP. (U.N.O.) 3 5/8" x 1 5/8" x 20GA. 33 0.55 0.30 0.26 0.61 362S162 - 33 1 3/4" = 1'-0" 4 3/4" = 1'-0" WALL TOP TRACK ** 6" x 1 1/4" x 16GA. 50 2.34 0.76 0.48 0.34 600T125 - 54 (50ksi) WALL BOT. TRACK ** 6" x 1 1/4" x 16GA. 50 2.34 0.76 0.48 0.34 600T125 - 54 (50ksi) THICKNESS OF STEEL JOIST BRACING CEILING BRACING WALL STUD WIDTH WALL STUDS 6" x 1 5/8" x18GA. 33 2.32 0.77 0.45 0.58 600S162 - 43 1 16GA STRAPS WIDE x 16GA. FLAT STRAP ALT. 50 --- --- --- --- SEE CEILING BRACING SCHEDULE COMPONENTS SCHEDULE SCHEDULE SCHEDULE (IN CEILING) 1 1/2" x 16GA. C.R.C. GAGE DESIGN THICKNESS MINIMUM THICKNESS 2 TOP AND BOTTOM FLANGE MARK STUD WIDTH 1 1/2" x 20GA. BRACING 1 1/2" WIDE x 20GA. FLAT STRAP ALT. 33 --- --- --- --- --- JOIST SPAN NUMBER OF SCREWS STRAPS (HORIZ. IN WALLS) 1 1/2" x 16GA. C.R.C. BRACING 22 .0283 .0269 MARK STRAP/CRC 6 6" (50 k.s.i.) GUSSET TO GUSSET TO GAGE TO MATCH SUPPORTED UP TO AND INCLUDING 10' NONE STRAP SPLICE 2" x 2" ANGLE 33 --- --- --- --- --- 20 .0346 .0329 TRACK STRAP 8 8" MEMBER 10' UP TO AND INCLUDING 14' ONE ROW AT MID-SPAN 18 .0451 .0428 A 1 1/2" x 16GA. 2 2 2 NOTES: SCREWS #10-16 x 1" HWH #3 OR PPH #3 HILTI 1.) ALL WALLS ARE 3 5/8" UNLESS NOTED THUS: (MTL. TO MTL.) 14' UP TO AND INCLUDING 18' TWO ROWS AT THIRD SPANS 16 .0566 .0538 B 2" x 16GA. 3 3 3 2.) SEE LIGHT GAGE PARTS SCHEDULE FOR GAGE AND MINIMUM PROPERTIES. SCREWS (G.W.B. TO MTL.) #10-24 x 1 1/2" PWH #3 HILTI 14 .0713 .0677 18' UP TO AND INCLUDING 21' THREE ROWS AT QUARTERS SPANS NOTES: 1.) SCREWS MUST BE PLACED AT LEAST 3/4" APART AND MUST BE 3/4" FROM 12 .1017 .0966 NOTES: EDGE OR END OF ALL METAL PIECES. SCREWS (PLYWOOD TO #10-18 x 1 1/2" PWH #3 HILTI 6"oc EDGES & 1.) USE 1 1/2" x 16GA. FLAT STRAP ON TOP & BOT. OF JOIST. OMIT 2.) SEE SECTION 1/S2.0FOR BALANCE OF INFO. MTL.) 12"oc FIELD 10 .1240 .1265 TOP STRAP IF DECK OCCURS. OR 1 1/2" CRC ON TOP OF JOIST. FASTEN TO EA. JOIST w/2 SCREWS. WALL & BOTTOM TRACK #DS37P10 (0.177"Ã˜ X 1 1/2" LOW HILTI I.C.C. ESR-1663 NOTES: 2.) SPACE BRACING AS NOTED ABOVE EXCEPT WHEN NOTED ANCHORS VELOCITY DRIVE PINS 1.) UNCOATED STEEL THICKNESS. THICKNESS IS FOR CARBON OTHERWISE ON PLANS. SHEET STEEL. 3.) SEE SECT. 1/S2.0 FOR DETAILS AND EXCEPTIONS. NOTES: 2.) MINIMUM THICKNESS REPRESENTS 95% OF DESIGN THICKNESS 1.) * SUBSTITUTION OF OTHER SUPPLIERS FOR THESE ITEMS NOT ALLOWED. AND IS THE MINIMUM ACCEPTABLE THICKNESS DELIVERED TO ** THESE JOIST & TRACK MEMBERS TO BE UNPUNCHED. 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 THE JOB SITE BASED ON SECTION A2.4 OF THE 2007 A.I.S.I. CODE. 2.) SINGLE FRAMING MEMBER SHOWN THUS: 3.) DOUBLE FRAMING MEMBER SHOWN THUS: (U.N.O.) sheet S2.0 PLOT AREA BORDER L:\2020files\20046000\Wesmar Marine Electronics Company-S2.0-Office Sections-16-20046000.dwg, 06-15-20, 9:29am, davet, 16L:\2020files\20046000\Wesmar Marine Electronics Company-S2.0-Office Sections-16-20046000.dwg, 06-14-20, 1:40pm, davet, 16 OFFICE SECTIONS CENTERLINE POST & CENTERLINE POST & FULL DEPTH BLOCKING SHEARWALL SCHEDULE date FOOTING, TYPICAL FOOTING, TYPICAL AT PANEL EDGES DATE WHERE REQUIRED PER SCHED TYPE SHEATHING CAPACITY BLOCKING REQ'D NAILING SHEATHING EA SIDE 10d COMMON @ 8"oc PER ARCH. (EACH SIDE) 10d COMMON @ 6"oc EDGE 1 15/32" PLYWOOD ONE FACE 285 PLF NO 12"o/c FIELD 2x BOT. P.T. PLATE w/ 5/8" Ã˜ POST PER PLAN 10d COMMON @ 6"oc EDGE SIMPSON TITEN HD CONC. 2 15/32" PLYWOOD ONE FACE 475 PLF YES SCREW SPACING PER PLYWOOD & NAILING PER 12"oc FIELD SHEARWALL SCHEDULE. SHEARWALL SCHEDULE SIMPSON ABU POST 2- #4x1'-6" EA. SIDE OF NOTES: FOR NON-SHEAR WALLS HOLDOWN AND BASE w/ 5/8"Ã˜ SIMPSON NEW FOOTING @ 12"oc w/ SCREW SPACING @ 48"oc VALUES ABOVE ARE FOR DOUGLAS-FIR WOOD. TITEN HD CONC. SCREW ANCHOR PER revision HILTI RE 500 SD (EMBED 4 1/2") BUNDLED STUDS OR EMBED. 4 1/2" MIN. ADHESIVE. EMBED. 4" w/ (E) SLAB SCHEDULE POST PER PLAN SPECIAL INSPECTION (E) CONC. SLAB EQ. 0'-0" 0'-0" 0'-0" HOLD DOWN SCHEDULE REVISION PERMIT APPLICATION SET ANCHOR* HOLD DOWN HOLD DOWN TYPE SIMPSON CONCRETE ANCHOR MIN STUD # CAPACITY CAPACITY no. (PER PLAN) HOLD DOWN ANCHOR END DISTANCE FASTENERS (SEE NOTE 1,2) (SEE NOTE 2) EQ. 1/2" TITEN HD."Ã˜ (8) 1/3" X 1 1/2" SDS DTT2Z DTT2Z 1000# 12" INTO (1) 2X STUD MIN. 1825# EMBED 3.25" TYPICAL HOLDOWN DETAIL HOLD 3" CLR. (6) 1/4"x2 1/2" SDS INTO HD 2 HDU2-SDS2.5 5/8"Ã˜ 8" EMBED 3312# 12" (2) 2x STUDS MIN. 3075# 3- #5 EA. WAY BOT. 1 1/2" TYPICAL 20046000 job no. D.T. drawn J. BAYUGA checked 06-12-2020 date FTG SIZE PER PLAN NOTES: 1.) CAPACITIES SHOWN ARE ALLOWABLE LOADS. 2.) ANCHOR CAPACITIES ARE FOR HOLD DOWNS ANCHORED TO FOOTINGS. EXCEPTION: HD2 ANCHOR CAPACITY SECTION SECTION SECTION BASED ON ANCHORAGE TO 8" STEM WALLS. CAPACITIES SHOWN ARE FOR WIND LOAD CAPACITIES. 1 3 DATE SIGN 06-15-2020 3/4" = 1'-0" 2 3/4" = 1'-0" NOTE: NOTE: 3/4" = 1'-0" 1.) BOTTOM OF NEW FOOTING TO MATCH BOTTOM OF EXISTING FOOTING. AT SIM. CONDITION HOLDDOWN OCCURS @ NEW FTG. ANCHORS AS (MIN. FOOTING THICKNESS 2'-2") SHOWN ABOVE REMAIN THE SAME EDGE SAW CUT CIRCULAR NOTCH BORED HOLES ARE TO STUD WIDTH BE SPACED AT LEAST A STUD WIDTH FROM A CUT OR NOTCH MAX Ã˜ OF BORE HOLES V NOTCH EXTERIOR / BEARING / EXTERIOR / BEARING / MAX DEPTH EQ. SHEAR WALL STUDS SHEAR WALL STUDS MIN DEPTH MAX DEPTH OF MAX DEPTH OF MIN DIM FROM MIN STUD DEPTH EQ. STUD SIZE EDGE CUT OR STUD SIZE EDGE CUT OR EDGE OF HOLE REMAINING BORED HOLES ARE TO BE NOTCH NOTCH TO EDGE OF STUD EQ. SPACED AT LEAST TWICE 2x4 7/8" 2 5/8" 2x4 7/8" 5/8" EA. SIDE OF HOLE THE DIAMETER OF THE 2x6 1 3/8" 4 1/8" 2x6 2 1/8" 5/8" EA. SIDE OF HOLE MAX DEPTH LARGEST HOLE 2x8 7/8" 6 3/8" 2x8 2 7/8" 5/8" EA. SIDE OF HOLE NOTES: NOTES: LET-IN NOTCH 1.) NO CUTTING OR NOTCHING IS ALLOWED IN 1.) BORINGS SHALL NOT BE MADE AT THE SAME SECTION SILL PLATES TO FOLLOW SAME SHEAR WALL COMPRESSION STUDS. WHERE CUT OR NOTCHES HAS BEEN MADE. SPACING & SIZE AS NOTED IN 2.) NO CUTTING OR NOTCHING IS ALLOWED IN 2.) NO HOLES ARE ALLOWED IN SHEAR WALL COMPRESSION STUDS. VERTICAL STUDS, TYP. SHEAR WALL PLATES. 3.) NO HOLES ARE ALLOWED IN SHEAR WALL PLATES. STUD WIDTH TYPICAL HOLES & NOTCHES IN WOOD STUDS SECTION 4 1 1/2" = 1'-0" Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 sheet S3.0 PLOT AREA BORDER L:\2020files\20046000\Wesmar Marine Electronics Company-S3.0-Foundation Sections-16-20046000.dwg, 06-15-20, 9:29am, davet, 16 FOUNDATION SECTIONS date DATE SHEATHING EACH SIDE PER ARCH WALL ABOVE PER SCHED ON S2.0 EQ. EQ. DIAPHRAGM EDGE NAILING PER PLAN DIAPHRAGM EDGE NAILING PER PLAN 2x4 ONE SIDE w/ revision 3- 10d AT BLKG. BALANCE PER 2/S3.1 PROVIDE EDGE CONT. 1 1/4" "TIMBERSTRAND" WEB & JOIST WEB NAILING OF PLYWOOD LSL RIM BOARD FLOOR TO TOP OF 4- 10d, TYP. BEAM AND WALL SIMPSON A35 SPACING PER SHEARWALL SCHEDULE. RIM A35 EA. SIMPSON MST37 REVISION PERMIT APPLICATION SET SIMPSON IUS HANGER BOARD TO PLATE CONNECT. BLKG. BEAM PER PLAN STRAP. CENTER @ SPLICE # F.F. F.F. no. PER ARCH. PER ARCH. SIMPSON A35 @ 16"oc BEAM (U.N.O. ON SHEARWALL PER PLAN SCHEDULE)FOR FULL LENGTH OF WALL TJI PER PLAN TJI PER PLAN TIGHT AGAINST TJI BLOCKING @ 32"oc 20046000 job no. D.T. drawn J. BAYUGA checked 06-12-2020 date 10d COMMON NAILS. SPACING PER RIM. PROVIDE STIFFENERS BOTH TJI BLK'G. @ 32"oc IN END BAY END BAY PER 2/S3.1 SIDES PER MFR. REQUIREMENT SHEARWALL SCHEDULE CONT. 1 1/4" "TIMBERSTRAND" SIMPSON ACE TYP. U.N.O. PROVIDE 2x VERT. SOLID BLKG. LSL RIM BOARD @ EACH POST & MULTIPLE STUD HEADER PER PLAN NAIL (MATCH POST & NO. OF STUDS, TYP.) TOP & BOT. PLATES TO HDR. w/ 16d @ 6"oc TYP. NOTE: PLYWOOD & NAILING BALANCE PER 1/S3.1 PER SHEARWALL STUDS PER PLAN SCHEDULE DATE SIGN 06-15-2020 SECTION SECTION SECTION SECTION 1 3/4" = 1'-0" 2 3/4" = 1'-0" 3 3/4" = 1'-0" 4 3/4" = 1'-0" 4'-0" MIN. LAP w/ 18- 16d NAILS MEZZ. WALL FINISH PER ARCH. MEZZ. WALL PER FINISH PER ARCH. SCHED ON S2.0 SCHED ON S2.0 SPACED EVENLY 2x WALL STUDS TOP OF MEZZ. TOP OF MEZZ. LOCATE JOINTS OVER STUD TYP. TJI BLOCKING UNDER MEZZANINE FLOOR JOIST EXTRA JOIST UNDER WALL MEZZANINE FLOOR JOIST 2x WALL STUDS WALL ATTACH BLOCKING TO JOIST PER 2/S3.1 NOTE: 1.) WHEN MEZZANINE WALL IS SUPPORTING MEZZANINE CEILING JOISTS AND WALL IS PARALLEL TO MEZZANINE FLOOR JOIST, ADD AN ADDITIONAL JOISTS UNDER THE WALL. TYPICAL TOP PLATE SPLICE DETIAL MEZZANINE WALL PERPENDICULAR TO JOISTS CONDITION MEZZANINE WALL PARALLEL TO JOISTS CONDITION SECTION SECTION SECTION 5 NOTES: 3/4" = 1'-0" 6 3/4" = 1'-0" 7 3/4" = 1'-0" 1.) TOP PLATE SPLICE TO OCCUR AT ALL EXTERIOR, PARTY, PLUMBING WALLS & SHEARWALLS AT ALL LEVELS. TRACK LEDGER PER PLAN W/ #DS37P10 (0.177" X 1 1/2") LOAD TRACK TO LEDGER: VELOCITY DRIVE PINS @ 8" OC. 10d @ 3"oc STAGGERED. #10 SCREW TOP AND BOT SIMPSON LTT20B @ 4'-0"oc. FLANGE @ EA JOIST. STAGGER ANCHOR LOCATION WITH LEDGE ANCHOR LOCATION RED-I WEB BLK'G TOP OF MEZZ. 10'-0" Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington (E) TILT-UP PANEL (E) TILT-UP PANEL I-JOISTS PER PLAN I-JOISTS PER PLAN 4X6 BLK'G @48"oc IN 2 END BAYS 4X6 BLK'G @48"oc IN 2 END BAYS 4X6 CONT P.T. LEDGER W/ 5/8" Ã˜ EPOXY ANCHORS @ 48"oc. 4X6 CONT P.T. LEDGER W/ 5/8" Ã˜ EMBED 4". EPOXY ANCHORS @ 48"oc. EMBED 4". INSULATION 350S162-43 METAL STUD INSULATION 350S162-43 METAL STUD PER ARCH FURRING WALL @ 16" oc. PER ARCH FURRING WALL @ 16" oc. SECTION SECTION 9 3/4" = 1'-0" 10 3/4" = 1'-0" 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 sheet S3.1 PLOT AREA BORDER L:\2020files\20046000\Wesmar Marine Electronics Company-S3.1-Mezzanine Framing Sections-16-20046000.dwg, 06-15-20, 9:29am, davet, 16 MEZZANINE FRAMING SECTIONS date DATE PER P.T. 2x12 SILL w/ 5/8"Ã˜ ARCH. GALV. ANCHOR ROD EMBED 3", @ 16"oc, LVL STRINGER FLUSH BEAM PER PLAN STAGGERED 6" PER SCHEDULE 4 S3.2 2x BLKG. LVL BLOCKING 2 BAYS TOP OF SLAB revision 2- LAYERS 10# BLDG. PAPER B'TWN. WOOD PER SIMPSON A35 CLIP ARCH. & CONCRETE (STRINGER TO SILL PLATE) 3- 10d EACH BLOCKING REVISION PERMIT APPLICATION SET HUS HANGER # STRINGER & no. 0'-0" HANGER PER 7/S3.2 SHEAR WALL PER PLAN. FINISH PER ARCH. INTERIOR STAIR LANDING 20046000 job no. D.T. drawn J. BAYUGA checked 06-12-2020 date SECTION SECTION JOIST PARALLEL 7 3/4" = 1'-0" 9 3/4" = 1'-0" 3 3/4" = 1'-0" STAIR LANDING BEAM SUPPORT 4 3/4" = 1'-0" DATE SIGN 06-15-2020 SHEAR WALL PER PLAN. STRINGER AND HANGER 7/S3.2 PER 7/S3.2 7/S3.2 FINISH PER ARCH. UP TO 18'-0" LVL 1 3/4X14 LVL 1 3/4X14 1'-0" oc HHUS48 UP TO 9'-0" LVL 1 3/4X14 2X6 1'-0" oc HU26-2 STAIR CONN/STRINGER STAIR LANDING @ DETAIL NON-BEARING WALL STRINGER SCHEDULE 5 3/4" = 1'-0" 6 3/4" = 1'-0" 7 NTS Tenant Improvement for Wesmar Marine Electronics Co. Developed by Smartcap 188th Street Industrial Park, Building A Arlington, Washington 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 sheet S3.2 PLOT AREA BORDER L:\2020files\20046000\Wesmar Marine Electronics Company-S3.2-Foundation Sections-16-20046000.dwg, 06-15-20, 9:30am, davet, 16 STAIR DETAILS 625 Fourth Avenue PH 425 827-3324 Suite 202 FAX 425 827-6252 Kirkland, WA 98033 natalie@franklineng.com June 12, 2020 ENVELOPE SUMMARY RE: Wesmar Marine Electronics TI 188th St Industrial Park, Bldg. A Arlington, WA Conversion of existing semi-heated warehouse to conditioned Office and Manufacturing space. Project complies with 2015 WSEC, Commercial Provisions, using the Component Performance approach and is within 110% of the Target UA per exception listed under section C505.1 Roof: Existing, R-38 minimum rigid insulation above roof deck. U=0.027, default Table A102.2.6(3) Wall (Mass, Opaque, Exterior, Floor to 22 ft at 2 story Office and Floor to 10 ft AFF elsewhere, except as noted below): Concrete, min 6â€ thick, air gap, 3-1/2â€ metal studs, 24" oc with R-15 batt insulation, U=0.102, default Table A103.3.6.1(1) per footnote (c) to Table A103.3.7.1(4) Wall (Mass, Opaque, Exterior, Above furring and bare concrete): Concrete, min. 6â€ thick, with continuous R-25 batt insulation on stickpins, U=0.038, default Table A103.3.7.1(4) Wall (Mass, Opaque, Exterior, Floor to 20 ft at Fire Sprinkler Room AND at East Loading Door wall, ~140 ft length, Floor to 14 ft plus additional 4 ft above the 14 ft OH doors): Concrete, min. 6â€ thick, no insulation, U=0.740, default Table A103.3.7.1(4) Floor Over (Entry Soffits): Existing, 2x6 wood joist with R-21 batt insulation, U=0.057, default Table A105.1(3) Slab on Grade: Existing, No Insulation, F=0.73, default Table A106.1 Doors (Swinging, Opaque): Insulated metal, U=0.37, default Table A107.1(1) Wesmar Marine Electronics TI Envelope Summary June 12, 2020 Page 2 Doors (Roll-up, Opaque): Existing, Insulated metal, R-10, U=0.17, default Table A107.1(4) Vertical Glazing (Fixed): Existing, NFRC certified assembly, U=0.38, SHGC=0.40 Vertical Glazing (Entrances): Existing, NFRC certified assembly, U=0.60, SHGC=0.40 Skylights: Existing, NFRC certified assembly, U=0.50, SHGC=0.35, VT=0.60 Please note that these values are minimum insulation requirements for code compliance. Higher insulation values may be installed. SHGC = Solar Heat Gain Coefficient Project Summary, pg 1 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: Wesmar Marine Electronics Date 6/12/2020 PROJ-SUM form Project Street Address: 188th St Industrial Park - Bldg A For Building Department Use shall be provided as Project City, County, Zip: Arlington, WA a cover sheet for all compliance form Project Owner or Rep: submittals. Project Title shall match Jurisdiction: project plans title block. Project Description New Construction and Additions Select all that apply to the New Building Building Addition scope of project. Select Addition + Existing Existing Building Retrofit or Alteration + Existing if the existing building will be Alteration Change of Occupancy Change in Space Conditioning combined with the addition or alteration to demonstrate compliance per Section Historic Building C502.1 or C503.1. Building Elements Scope - Select all that apply All Building Envelope Mechanical Systems Service Hot Water Systems Lighting Systems Electrical Systems All Commercial Group R - R2, R3, & R4 Mixed Use over 3 stories and all R1 Mixed Use - Building is greater than three stories above grade and it has both Commercial and Group Occupancy Type R occupancies. Mixed Occupancy - Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies. Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Select all that apply to the scope of project Fully Conditioned Semi-heated2 Refrigerated Spaces (Warehouse and/or Walk-in1) Low Energy Space Category3 Space Conditioning Categories Eligible Low Energy Spaces Unconditioned Low energy heating/cooling capacity Wireless service Greenhouse4 Equipment building equipment shelter Floors Above Floor Area and Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area Grade Stories 1 49,508 24,368 Compliance Method 1 - General Compliance Method 2 - Total Building Performance Compliance Method 1 - Projects shall demonstrate compliance with all applicable mandatory and prescriptive requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to General Compliance include with a Prescriptive submittal: All applicable ENV, LTG, and MECH. Path Compliance Method 2 - Projects complying via total building performance (TBP) shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2, Item 2 for more information. Compliance forms to include with a TBP submittal: PROJ-SUM, ENV-CHK, LTG-EXT, LTG-CHK, and all MECH forms except MECH-ECONO and MECH-VENT (pending). Note 1 - Refrigerated Spaces - They shall comply with the envelope and refrigeration equipment requirements in Section C410. Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2 - Semi-heated Spaces - If heated with equipment other than electric resistance may take an exemption for wall insulation. All other envelope assemblies shall comply with the thermal envelope provisions. Note 3 - Exemptions For Low Energy Spaces - Low Energy spaces are exempt from all provisions in WSEC Section C402 Building Envelope, however all other applicable provisions in the Code do apply including lighting, mechanical, service water heating, etc. Note 4 - Eligible Space Conditioning For Low Energy Greenhouses - Greenhouses are defined as spaces that maintain a specialized sunlit environment that is used exclusively for cultivation, protection and maintenance of plants. Cooling with outside air and/or evaporative cooling, and any form of heating equipment, are allowed under the Low Energy Greenhouse category. Greenhouses with cooling equipment that requires a condensing unit are NOT eligible. Project Summary, pg 2 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: Wesmar Marine Electronics Date 6/12/2020 C406 Additional Building level efficiency options: Current Scope Previous Projects Efficiency Package C406.8 Enhanced envelope performance Options Summary C406.9 Reduced air infiltration A minimum of two Options are C406.5 On-site renewable energy required for new construction, and change in space Building area level efficiency options conditioning or occupancy projects. C406.2 More efficient HVAC equipment Select all Options included in the current project scope. C406.6 Dedicated outside air systems (DOAS) Also select Options complied with under previous projects C406.7 Reduced energy use in service water heating (shell and core, other tenant spaces in building, etc) C406.3 Reduced lighting power Buildings with multiple tenant spaces may comply with C406.4 Enhanced digital lighting controls different options (mix & match). C406 Comments: Options are required for all space conditioning categories. Include discipline specific information for C406 options in ENV-SUM, LTG-SUM and Refer to SBCC website for official interpretations regarding C406 provisions. Envelope Summary ENV-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Info Project Title: Wesmar Marine Electronics Date 06/12/2020 Company Name: Lance Mueller & Associates For Building Department Use Applicant Info. Provide contact Company Address: 130 Lakeside Ave Ste 250 - Seattle, WA 98122 information for individual who can Applicant Name: Harold Christensen respond to inquiries about information Applicant Phone: 206-325-2553 provided. Applicant Email: haroldc@lmueller.com Project Description New Building Addition Alteration No Envelope Scope Envelope Project Scope All Commercial Group R - Commercial Mixed Use - Commercial + Group R Select all that apply. Semi-heated Refrigerated Cooler Refrigerated Freezer Equipment Building Envelope Description Convert existing semi-heated warehouse into Conditioned Office/Manufacturing space. Provide brief description of the project and relevant supporting documentation. If project includes multiple Target Insulation Allowance areas, and/or is demonstrating compliance as an Addition + Existing, Alteration + Existing, or Addition + Alteration + Existing project, provide a brief summary of the approach to Air Barrier Testing Air barrier testing per Section C402.5.1.2 included in project scope Air barrier testing is required for all new construction projects. Testing criteria is 0.40 Additional Efficiency Package Option - C406.9 Reduced Air Infiltration cfm/ft2 under test pressure of 0.3 inch w.g. To comply with C406.9, demonstrate that Testing not required. Explanation: measured air leakage of building envelope Compliance Documentation Scope and Method Scope of This Calculation New Building Addition Alteration No Envelope Scope Target Insulation Allowance Fully Conditioned - Commercial, Group R, Mixed Use Sets the title and calculations in the compliance forms. Selection required Semi-heated Refrigerated Cooler Refrigerated Freezer to enable forms. If project includes more than one Target Insulation Allowance area, and/or if project includes addition and alteration areas complying independently, for each area complete an ENV-SUM form Rows 16-46 and either an ENV-PRESCRIPTIVE form, or ENV-UA + ENV-SHGC forms if demonstrating compliance via component performance. Envelope Compliance Path Prescriptive Component Performance Selection required to enable forms. Component Performance Change of Occupancy (C503.2) / Conditioning (C505) - 10% higher UA allowed Calculation Adjustments Additional Efficiency Package Option - C406.8 Enhanced Envelope - 15% lower UA required Additions Addition stand alone Addition + Existing Addition stand alone - Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing-to-remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total addition envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C502.2.1 and C502.2.2 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for addition stand alone projects. Addition + existing - Complete ENV-UA per instructions for addtion + existing projects. Alterations - Replacement windows only, or resulting Total building WWR increased by alteration total building WWR â‰¤ original WWR Fenestration and Skylight Replacement skylights only, or resulting Total building SRR increased by alteration total building SRR â‰¤ original SRR WWR and SRR not increased - Vertical Fenestration and Skylight Area Calculation not required. WWR and/or SRR increased - Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing-to-remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total altered envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C503.3.2 and C503.3.3 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for alteration + existing projects. Envelope Summary, pg. 2 ENV-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Wesmar Marine Electronics Date 06/12/2020 Vertical Fenestration and Total Vertical NET Exterior Fenestration Area Above Grade Total Skylight Area NET Exterior Roof Skylight Area Calculation (rough opening) Wall Area (rough opening) Area Prescriptive Path - Enter envelope sf values New 1,659 14,574 288 24,378 directly into this section of ENV-SUM for vertical fenestration, skylights, net walls and Existing 0 0 0 0 roof. For Additions and Alterations, refer to these sections in ENV-SUM for further instructions. Total 1,659 14,574 288 24,378 Component Performance - When this Envelope Compliance Path is selected, write- protection of this section is enabled. Enter Vertical Skylight-to-Roof envelope sf values for all assemblies into the Fenestration-to- 10.2% 1.2% ENV-UA form. Envelope information from Ratio (SRR) Wall Ratio (WWR) ENV-UA will auto-fill into this section of ENV- Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance SKYLIGHT AREA COMPLIES WITH MAXIMUM ALLOWANCE Vertical Fenestration High performance fenestration U-factors and SHGC per C402.4.1.3 Alternates Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone In buildings â‰¥ 3 stories, 25% or more of NET floor area is in DLZ per C402.4.1.1 (DLZ) areas and ft2 on project plans. In buildings < 3 stories, 50% or more of CONDITIONED floor area is within DLZ per C402.4.1.1 For Daylight Zone Area Calculations - Daylight Zone Calculations a) Sidelight areas include primary + secondary daylight zone areas. Daylight Zone Fenestration Alternate Sidelight Daylight Toplight Daylight Percent Daylight b) Include overlapping toplight and sidelight Not Selected. No Calculations Required Zone Area Zone Area Zone Area daylight zone areas under Toplight. c) Net floor area definition in Chapter 2. Spaces in Single Story List all enclosed spaces that exceed 2,500 ft2, have ceiling height greater than 15 ft, and are space Building Requiring Skylights types required to comply with this provision. Indicate aperture with "AP" prefix (AP 1.1%) In these spaces a minimum of 50% of the Space Space Area (ft2) DLZ Area (ft2) SRR or Aperture Exception floor area shall be within a skylight daylight zone (DLZ). Refer to C402.4.2 for Production 14,569 7,285 A 1.25% requirements. Machine Shop 5,444 2,722 A 1.16% SRR = Skylight to roof ratio Envelope Exemptions Low Energy and Semi-heated Low energy spaces per C402.1.1 Item 1 are exempt from the thermal envelope provisions. Semi- heated spaces heated by systems other than electric resistance are exempt from wall insulation Spaces provision only per C402.1.1.1. Complete Low Energy and Semi-Heated Spaces table in MECH-SUM to verify eligibility based on installed peak heating and cooling capacity per sf. Equipment Buildings Wall Insulation Roof Insulation Overall Average R-Value R-Value U-Factor Equipment buildings are exempt from the Equipment Building Envelope thermal envelope provisions per C402.1.2. The following shall be met to be eligible: Electronic equipment power (watts/sf) building size â‰¤ 500 sf, average wall/roof U- Heating system output capacity (Btu/hr) factor â‰¤ U-0.20, electronic equipment load â‰¥ 7 watts/sf, heating system output capacity â‰¤ Cooling capacity (Yes/No) 17,000 btu/h. Cooling system capacity not Component Performance Path, pg. 1 ENV-UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Wesmar Marine Electronics Date 06/12/2020 Target Insulation Allowance For Building Department Use Fully Conditioned Space - Commercial, Group R, Mixed Use Calculation Adjustments Proposed UA is allowed to be 10% higher than Target UA Fenestration Area as % gross above-grade wall area 10.2% Max. Target: 30.0% Skylight Area as % gross roof area 1.2% Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV-SUM For Stand-alone Projects13,14 Vertical Fenestration Net Wall User Note Existing-to-remain Areas Skylights Net Roof Building Component Proposed UA Target UA Cavity+CI Plan/Detail # U-factor Source & Table # 2 U-factor x Area (A) = UA (U x A) U-factor x Area (A) = UA (U x A) R=38 Rigid above deck 0.027 24378 658.2 0.027 24378 658.2 R= Above Deck Insulation U-0.027 Deck R= R= 0.031 R= Metal Building U-0.031 Mtl BldR= RoofsR= 0.027 R= Joist/single rafter U-0.027 Joist/RftrR= R= 0.021 R= Single raft, attic, other U-0.021 Attic/OthR= R= 0.055 R= Steel/metal frame U-0.055 Steel R= 4,6 R= 0.052 R= Metal Building U-0.052 Mtl Bld.R= R= 0.054 R= Wood Frame, other U-0.054 Wood/OthR= 3 R=15 Mtl studs; 24"oc, batt insulation 0.102 3790 386.6 0.104 13464 1400.3 R=25 Stickpins 0.038 8231 312.8 Mass Wall U-0.104 MassR= Bare concrete @ OH doors & F/S 0.740 1443 1067.8 Opaque Walls - Above Grade 5 R= 0.200 R= Mass Transfer Deck U-0.20 TransferR= 7 R= 0.078 R= Group R Mass Wall U-0.078 Mass Group RR= 4,6 R= 0.104 R= Assumed to be Mass Wall U-0.104 Comm R= R= 0.078 R= Assumed to be Mass Wall U-0.078 Below Grade WallsGroup RR= R= 0.031 R= Mass Floor U-0.031 Mass R= FloorsR=21 2x6 Wood at entry soffits 0.057 298 17.0 0.029 298 8.6 R= Joist/Framing U-0.029 FramedR= Area1 UA Area1 UA Page 1 Subtotal 38140 2442 38140 2067 Component Performance Compliance (UA) UA COMPLIES W/ EXISTING SPACE EXEMPTION Component Performance Path, pg. 2 ENV-UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Wesmar Marine Electronics Date 06/12/2020 Fenestration Area For Building Department Use as % gross above-grade wall area 10.2% Max. Target: 30.0% Skylight Area as % gross roof area 1.2% Max. Target: 5.0% Building Component Proposed UA Target UA Ins. R Plan/Detail # F-factor Source & Table # 8 F-factor x Perimeter = FP(F x P) F-factor x Perimeter = UA (U x A) R= No insulation 0.730 594 433.6 0.540 594 320.8 R= Slab-On-Grade F-0.54 UnheatedR= R= 0.550 R= Heated Slab-On-Grade F-0.55 Slab-on-grade HeatedR= Schedule ID U-factor Source9,10 U-factor x Area (A) = UA (U x A) U-factor x Area (A) = UA (U x A) Insulated metal 0.37 126 46.6 0.370 126 46.6 Opaque Swing Doors U-0.37 6,9 R-10 OH doors 0.17 984 167.3 0.340 984 334.6 Doors Opaque rollup & sliding U-0.34 Other 0.30 Non-Metal Frame U-0.30 Non-Metal NFRC 0.38 1575 598.5 0.38 1575 598.5 6,10 Metal Frame, Fixed U-0.38 Metal, fixed Swinging 0.40 Metal Frame, Operable U-0.40 Vertical FenestrationMetal, op. NFRC 0.60 84 50.4 0.60 84 50.4 Metal Entrance Door U-0.60 Mtl entrance 10 NFRC 0.5 288 144.0 0.50 288 144.0 All types U-0.50 SkylightsAll Types Refrigerated Space Freezer Floors Proposed UA Target UA CI Plan/Detail # U-factor Source & Table # 2 U-factor x Area (A) = UA (U x A) U-factor x Area (A) = UA (U x A) R= R= Freezer Floor Floor Freezer R= Area1 UA Area1 UA Page 2 Subtotal 3651 1440 3651 1495 Page 1 Subtotal 38140 2442 38140 2067 TO COMPLY - The Proposed Total UA shall not exceed the Target Total UA. Project Total 41791 3883 41791 3562 Component Performance Compliance (UA) UA COMPLIES W/ EXISTING SPACE EXEMPTION Refrigerated Space Windows In Doors 11, 12 Cooler / Double Pane Triple Pane Inert Gas Heat Reflective Plan/Detail # Description Freezer Glass Glass Filled Treated Glass In Door Glazing in Doors Reach in Note 1 - If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2 - Opaque assembly U-factors shall come from Appendix A or be calculated per approved method as specified in C402.1.5.1. Note 3 - Proposed CMU mass wall in non-Group R that meet Table C402.1.4 Footnote D requirements can enter the target U-value of 0.104. Note 4 - Semi-heated spaces - For spaces eligible for this wall insulation exception, the UA calculation excludes all wall assemblies. However, wall area values are required to run the window-to-wall ratio calculation. Enter into form all wall types in the semi-heated space. Enter the sf area of each wall type and enter "1" for the U-factor. Note 5 - Mass transfer slab edges must be covered with an assembly having an overall U-factor of 0.2. Note 6 - Demising walls, doors, and vertical fenestration separating spaces with different degrees of space conditioning (unconditioned, semi-heated, fully conditioned) shall be included only on the ENV-UA form for the space with the greatest degree of space conditioning. Note 7 - List Group R above grade mass walls here. List all other above grade walls, Commercial and Group R, in the Opaque Walls - Above Grade section. Note 8 - Slab-on-grade F-Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 9 - Opaque door U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. A door is defined as opaque if less than 50% of the door area has glazing. Note 10 - Fenestration assembly U-Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. Note 11 - Refrigerated Coolers - Target U-factors for cooler roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target F-factors for slab-on-grade floors are per C402. Target U-factors for floors that separate a cooler from a non-cooler space (unconditioned and conditioned) are per C402. Target U-factors for vertical fenestration (not within cooler doors) are per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach-in display case doors shall comply with C410 prescriptive requirements. Note 12 - Refrigerated Freezers - Target U-factors for freezer roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target U-factor for insulated freezer floors is per C410. Insulation is required under the entire freezer floor. Enter proposed information in the Freezer Floor section. If the freezer floor assembly rests on top of a standard floor, the vertical edge of the freezer floor shall be entered as a section of freezer wall. If freezer floor insulation is installed as integral to or applied underneath a slab-on-grade or exposed floor, this floor area shall be thermally broken from the surrounding floor. Enter proposed thermal break information in the Freezer Floor section and note it as In-Floor Thermal Break. Enter only the opaque portion of freezer doors. Windows within doors and reach-in display case doors shall comply with C410 prescriptive requirements. Note 13 - Stand alone projects - Enter total existing-to-remain sf areas for net above grade walls (including opaque doors), net roof, vertical fenestration and skylights in section provided at top of ENV-UA form. Enter UA information for new envelope assemblies in Building Components section. Note 14 - Addition + Existing, Alteration + Existing, Addition + Alteration + Existing projects - Enter sf areas and estimated U-factors for all existing-to- remain envelope assemblies in Building Components section. Identify these assemblies as EXISTING in U-factor Source & Table # column. Enter UA information for new addition and altered envelope assemblies in Building Components section. Existing and new information will autofill into the Vertical Fenestration and Skylight Area Calculation section of ENV-SUM as all NEW. Does not affect calculation results. Vertical Fenestration Target Area Adjustment Calculations Project Title: Wesmar Marine Electronics Date 06/12/2020 If vertical fenestration area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV-UA and ENV-SHGC worksheets. Information shown in this worksheet is for reference only and is write-protected. Submit this Target Area Adjustment form with ENV-UA and ENV-SHGC forms. VF = Vertical fenestration NW = Net above grade wall (excludes fenestration and doors.) DR = Opaque doors Gross Exterior Above-Grade Wall Area= VF + NW + DR AG = Above-grade Proposed Areas Vertical Fenestration Net Above Grade Wall Opaque Door Project Areas -> VF= 1659.0 NW= 13464.0 DR= 1110.0 Existing Non-project Areas -> VF= NW= Gross Exterior Max Vert. Fen. % Maximum Target AG Wall Area (C402.3.1) Vert. Fen. Area 16233.0 x 30.0% Ã· 100 = 4869.9 Total Vertical Delta Vertical Excess Vertical 0 Fenestration Maximum Target Fenestration Fenestration 1659.0 âˆ’ 4869.9 = -3210.9 ïƒ´ greater = -3210.9 Multiplier applied to all Project Vertical Excess Vertical Target Vertical Total Vertical Proposed Vertical Fenestration Areas to Fenestration Fenestration Fenestration Fenestration Target VF Multiplier calculate Target Vertical 1659.0 âˆ’ = 1659.0 Ã· 1659.0 = 1.00 Fenestration Area Net AG Wall Area Excess Fenestration Target Net Wall Area Net Wall Target Net Wall Mult. Multiplier applied to all 13464.0 + = 13464.0 Ã· 13464.0 = 1.00 Proposed Opaque Above- Grade Wall Areas to Target Areas - UA calculate Target Above- Grade Wall Area Commercial Vertical Fenestration Proposed Area Target VF Mult. Target Area Non-metal frame x = Metal frame, fixed 1575.0 x 1.00 = 1575.0 Metal frame, operable x = Metal frame, entrance door 84.0 x 1.00 = 84.0 Target areas in shaded Above-grade Wall Proposed Area Target Net Wall Mult. Target Area boxes are applied to target areas on ENV-UA Steel Frame x = Metal Building x = Wood / Other frame x = Mass 13464.0 x 1.00 = 13464.0 Mass Transfer Deck x = Group R Mass x = Sum of target above-grade Sum of ProposedSum of Proposed 15123.0 Sum of Target 15123.0 wall and vertical fenestration areas are Target Areas - SHGC x A calculated to equal the sum of proposed Non-North Vertical Fenestration Proposed Area Target VF Mult. Target Area PF < 0.2 x = 0.2 â‰¤ PF < 0.5 x = PF â‰¥ 0.5 x = SHGC target areas in shaded boxes are applied North Vertical Fenestration to target areas on ENV- PF < 0.2 x = SHGC 0.2 â‰¤ PF < 0.5 x = PF â‰¥ 0.5 x = Skylight Target Area Adjustment Calculations Project Title: Wesmar Marine Electronics Date 06/12/2020 If skylight area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV-UA and ENV-SHGC worksheets. Information shown in this worksheet is for reference only and is write-protected. Submit this Target Area Adjustment form with ENV-UA and ENV-SHGC forms. SKY= Skylight NR - Net roof (excludes skylight) Gross Exterior Roof Area = SKY + NR Proposed Areas Skylight Net Opaque Roof Project Areas -> SKY= 288.0 NR= 24378.0 Existing Non-project Areas -> SKY= NR= Gross Exterior Max Skylight % Maximum Skylight Roof Area (C402.3.1) Fenestration Area 24666.0 x 5.0% Ã· 100 = 1233.3 Total Skylight Area Maximum Target Delta Skylight Area 0 Excess Skylight 288.0 âˆ’ 1233.3 = -945.3 ïƒ´ greater = -945.3 Project Multiplier applied to all Skylight Area Excess Skylight Target Skylight Area Total Skylight Area Target SKY Multiplier Proposed Skylight Areas 288.0 âˆ’ = 288.0 Ã· 288.0 = 1.00 to calculate Target Skylight Area Net Project Roof Area Excess Skylight Target Net Roof Area Net Roof Target Net Roof Mult. Multiplier applied to all 24378.0 + = 24378.0 Ã· 24378.0 = 1.00 Proposed Opaque Roof Areas to calculate Target Roof Area Target Areas - UA and SHGC x A Skylight Proposed Area Target SKY Mult. Target Area All 288.0 x 1.00 = 288.0 Roof Proposed Area Target Net Roof Mult. Target Area 1.00 = 24378.0 Target areas in shaded Insulation Above Deck 24378.0 x boxes are applied to target Metal Building x areas on ENV-UA Joist / Single Rafter x = Attic / All Others x = Sum of target roof and Sum of Proposed 24666.0 Sum of Target 24666.0 skylight areas are calculated to equal the sum of proposed