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18725 67th Ave Ne_BLD5516_2026
i -• COMMERCIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223 •Phone(360)403-3551 The following information is required for Commercial, Multi-Family,and Mixed-Use Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents. Incomplete applications will not be accepted. SUBMIT ELECTRONIC FILES AND THE NUMBER COPIES REQUIRED FOR EACH OF THE FOLLOWING: EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. QTY REQUIRED DOCUMENTS Q1 1 City of Arlington Commercial Permit Application 1 City of Arlington Commercial Submittal Requirements Form ❑ 1 Building Design Requirements(detailed information regarding plan preparation) 2 Site Plan 2 Architectural Plans 2 Structural Plans 2 Structural Calculations ❑ 1 Project Specification Manuals(if applicable) ® 1 WSEC Compliance Forms hops:,f jwaenerevcodes.coW z 1 Special Inspection and Testing Agreement ® 1 Deferred Submittal Request 1 Airport Property Lease (if building is located within the Arlington Airport Property Boundary) 1 USB Flash Drive or email a link to ced@arlingtonwa.gov 1. Architectural and Structural Plans shall be bound separately and rolled together with the Site Plan in complete sets. 2. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 3. The City of Arlington does not review or inspect electrical systems. Contact Labor and Industries at Ini.wa.gov or 360-416-3000. Contact the Permit Center to verify if an intake appointment is required. City of Arlington Permit Center at (360) 403 3551 or by email to .-. "Warlingtonwa.g., . I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to he considered a complete submittal. REV 12/2021 Page 1 of4 - COMMERCIAL BUILDING PERMIT APPLICATION •' Community and Economic Development -#�,�,L City of Arlington•18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Type of Permit: ❑ Commercial ❑ Multi-Family [2 Mixed-Use Property Address: 18725 67th Ave N E Project Valuation: 10,500,000 Lot#: 2 Parcel ID No.: 31052300200500 Subdivision: Project Scope of Work: New Construction of 3 story mixed use building Primary Contact: ❑ Owner ❑ Architect ❑ Engineer Contractor Owner Name: Grandview North LLC Office No.: 360-435-7171 IEmail Address: gv@grandviewinc.net Cell No.: Mailing Address: PO Box 159 City: Arlington State: WA Zip: 98223 Architect Name: Glenn Wells Office No.: 360-239-5971 Email Address: glennwellsarchitect@gmail.com Cell No.: Mailing Address: 3423 29th Ave N E City: Olympia State: WA Zip: 98506 Professional License Number: 40324 Expiration Date: March 31, 2024 Engineer Name: Bradley Engineering Office No.: 360-752-5795 Email Address: david@ brad leyengineering inc.com Cell No.: 811 Yew St. Bellingham WA 98229 Mailing Address: City: State: Zip: Professional License Number: 026801 Expiration Date: July 31, 2021A Contractor Name: Grandview North LLC Office No.: 360-435-7171 IEmail Address: gv@grandviewinc.net Cell No.: IMailing Address: PO Box 159 City: Arlington State: WA Zip: 98223 IL&I Contractor License Number: FRAN DLO13KP Expiration Date: 07/2/2024 IBC Construction Type: VB IBC Occupancy'lope: R-2 / B IBuilding Square Footage: 70626 Number of Stories:3 ISquare Footage Per Floor: 1st22995 23790 Z�td 3rd 238414xL 5m 6tit I3 story mixed use building Description of Use: REV 12/2021 Page 2 of4 COMMERCIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 982 23 •Phone(360)403-3551 A. THE CITY OF ARLINGTON CURRENTLY ENFORCES THE FOLLOWING: International Codes 1. 2018 International Building Code(IBC) 2. 2018 International Residential Code (IRC) 3. 2018 International Mechanical Code (IMC) 4. 2018 International Fuel Gas Code (IFGC) 5. 2018 International Fire Code (IFC) 6. 2018 Uniform Plumbing Code(UPC) 7. 2018 International Property Maintenance Code(IPMC) 8. 2018 International Existing Property Code(IEBC) 9. 2018 Washington State Energy Code (WSEC) 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 B. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: Exposure C-Ultimate Design-98 miles per hour Exposure C-Nominal Design-72 miles per hour Ground Snow Load: 25 pounds per square foot Dead Snow Load: 10 pounds per square foot Seismic Zone: D1 Seismic category-D,E,or F,subject to soil,location,risk category and building characteristics. Climate Zone: 4-C 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) C. DEFERRED SUBMITTALS If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require separate applications,plans and plan review. 1. Mechanical Plans(if not included in the plan set) 2. Plumbing Plans(if not included in the plan set) 3. Fire Sprinkler 4. Fire Alarm 5. Signage D. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. Reinforced Concrete [1 Structural Steel and Welding Bolting in Concrete ❑ High-Strength Bolting ❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing ❑ Shotcrete ❑ Smoke-Control Systems ❑ Structural Masonry ❑ Other-Specify: REV 12/2021 Page 3 of A 0- - f COMMERCIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 982 23 •Phone(360)403-3551 E. INSTALLATION,MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECKALL THAT APPLY ❑ Automatic fire extinguishing systems ❑ Compressed gas systems Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc.) ❑ Standpipe systems ❑ Hazardous materials • Private fire hydrants ❑ Industrial ovens/furnace ❑ Fire alarm and detection systems ❑ Spraying or dipping operations ❑ High piled/rack storage ❑ Temporary membrane structure,tents(>200 sq.ft)o r canopies(>400 sq.ft.) Provide details on any of the above checked items: I hereby certify that I am the ❑Owner ❑Architect ❑Engineer [,�Contractor and authorized to sign this application and that the above information is correct and 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,and the City of Arlington. Signature Print Name Date FOR STAFF USE ONLY PERMIT# ACCEPTED BY: DATE STAMP I REV 12/2021 Page 4 of DEFERRED SUBMITTAL REQUEST Community and Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223 •Phone(360)403-3551 The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. 18725 67th Ave NE Property Address: 31052300200500 f ronwoori Parcel ID No.: Project Name: Project Description: New Construction of 3 story mixed use Primary Contact: 0 Owner ❑ Owner's Agent Owner Name: Grandview North LLC Office No.: 3 -4 5-7171 gv@grandviewinc.net Email Address: Cell No.: PO Box 159 Arlington WA 98223 Mailing Address: City: State: Zip: Owner's Agent: Office No.: - - Email Address: Cell No.: Mailing Address: City: State: Zi LIST ALL ITEMS PROPOSED TO BE DEFERRED ESTIMATED DATE OF SUBMITTAL ITEM:Fire Sprinkler DATE` October 16, 2023 ITEM:Fire Alarm DATE: October 16, 2023 ITEM: DATE: ITEM: DATE: ITEM: DATE: ITEM: DATE: 1, (2 Owner/❑Owner's Agent,hereby assumes all risk,financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that certain inspections will NOT be performed until the submissions are accepted,reviewed and issued.I understand additional fees will be required based on the additional time spent for plan review.All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. Signature Print Name Date REV03.2022 • - i SPECIAL INSPECTION AND TESTING AGREEMENT Community and EconomicDeMopment City of Arlington•18204 59th Ave NB•Arlington,WA 98223•Phone(360)403-3551 in accordance with international Building Code Chapter 17,where application is made for construction as described inthis section,the Owner or the License Design Professional responsible for,and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during constriction. Property Address: 18725 67th Ave NE Arlington. WA 98223 Lot#: 2 Parcel ID No.: 31052300200500 Subdivision: Project Description: Primary Contact: ❑ Owner ❑ Architect ❑ Engineer ❑ Contractor owner Name: Grandview North LLC Office No.: '16U-435=71711 Email Address: gv@grandviewinc.net cell No.: -Mailing Address: PO Box 159 City: Arlington State:WA ZiP:98223 Architect Name: Glenn Wells Office No: 360-239-5971 Email Address: glennwellsarchitecta gmail.com Cell No.: Mailing Address- 3423 29th Ave NE City: Olympia State: WA Zip: Professional License Number. 40,324 Expiration Date: March 31. 2024 Engineer Name: Bradley Engineering Office No.: 360-752-5795 Email Address: davidabradleyengineering.com Cell No.: Mailing Address: 811 Yew St _ City. Bellingham State: WA Zip: 98229 Professional License Number: Expiration Date: Contractor Name: Grandview North LLC Office No.: 360-435-7171 Email Address: gv@grandviewinc.net Cell No.: Mailing Address: PO Box 159 City: Arlington State: 'WA Zip: 98223 L&I Contractor license Number: GRANDLO13KP Expiration Date: 07/02/2024 Before a permit can be issued: The owner,Architect or Engineer of record acting as the owner`s agent, shalt complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Page 1 of 4-REW3.2022 SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2018 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1. Duties and ReshonsibiliOesof Special Inspector a. Observe Work: The Special Inspector shall observe the work for conformance with City of Arlington approved(stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/orpruject drawings maybe used only as an aidto inspection b. Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report"If any item is not resolved in a timely manner or is about to be incorporated in the wodc,the Special Inspector shall immediately notify the City of Arlington by telephone or in person,and notify the project Architect or Engineer. c. Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the,job site with the contractor for review bythe City of Arlington. d. Furnish Weekly Reports: The Special Inspector or agency shall furnish wff&reports of tests and inspections directly to the City of Arlington,project Architect/Engineer,and others as designated.These reports must include the following: i. Description of daily inspections and test made,with applicable locations. ii. Listing of all non-conforming items. iii. Report on how non-conforming items were resolved or unresolved,as applicable. iv. Itemize all changes authorized by the Architect/Engineerof Record and City of Arlington if not included in non-conformance items. e. Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported,and to the best of his/her knowledge,in conformance with the approved design drawings,specifications,approved change orders and the applicable worlananship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections,periodic inspections when inspection was required,etc.)shall be specifically itemized in this report. 2. Contractor Responsibilities a. Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records: The Contractor is also responsible for retaining atthe job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3. City ofArlingft a. Approve Special Inspector: The City of Arlington shall approve all Special Inspectors priorto performing any inspection. b. Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. P2ge2of4- R8V03.2022 4. O ng e o -a. Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5. Architect or Engineer of Record Rggpoasibilities a. Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b. Schedule Inspections: Provide a summary schedule of required inspections whichwould outline frequency of inspections foritems which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction,testing of backfili and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. 6. Indicate items requiring special inspection,structural testing,or structural observations by checldng the appropriate box ❑ STRUCTURAL STEEL ......................................................................... (IBC 1705.2.1&1705.12.1) ❑ STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL....... (IBC 1705.2.2) 19 CONCRETE CONSTRUCTION ............................................................. (IBC 1705.3) ❑ MASONRY CONSTRUCTION ............................................................... (IBC 1705.4) 0 WOOD CONSTRUCTION ..................................................................... (IBC 1705.5,1705.11.1&1705.17-2) M SOILS CONSTRUCTION....................................................................... (IBC 1705.6) ❑ DRIVEN DEEP FOUNDATIONS .......................................................... (IBC 1705.7) ❑ CAST-IN-PLACE DEEP FOUNDATIONS ............................................. (IBC 1705.0) ❑ HELICAL PILE FOUNDATIONS .......................................................... (IBC 1705.9) ►J' SPRAYED FIRE-RESISTANT MATERIALS ......................................... (IBC 1705.14) ❑ MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS ........... (IBG 1705.15) ❑ EXTERIOR INSULATION AND FINISH SYSTEMS(EIFS) .................. (IBC 1705.16) ❑ FIRE-RESISTANT PENETRATIONS AND JOINTS ..........................._ (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑ SMOKE CONTROL............................................................................... (IBC 1705.18) ❑ARCHITECTURAL COMPONENTS ..................................................... (IBC 1705.12.5) only required for buildings located within Seismic Design Category E,or ❑ PLUMBING,MECHANICAL&ELECTRICAL COMPONENTS ............. (IBC 1705.12.6) Oniy required for buildings located within Seismic Design Category C,D,E,or F ❑ SEISMICALLY ISOLATED SYSTEMS................................................... (IBC 1705.12.8) Material alternatives or unusual design applications ❑ SPECIAL CASES .................................................................................... (IBC 1705.1.1) ❑ MISCELLANEOUS AREA These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department Page 3 of4- REV03.2022 Adwowledeements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets forsonatnres if necessary) Owner Name: Grandview North.LLC Date: Signature: Contractor Name: Grandview North LLC I Date: Si Rnature: ❑Submit written statement of responsibility in accordance with IBC Section 1704.4 Spedal Inspector Name: Materials Testing and Consulting Inc. Date?-18-23 Signature: ❑ Submit WABO certification for special inspectia n agency and inspectors,(or) R1 Submit Special Inspection agency documentation for Building Official appmva). Names of Special Inspectors Scope of Work Submit copies of inspector certifications provided for each discipline. Inspector Name: Mike Currie Scope of Work! All Inspector Name: Ross Jorgensen Sam of Work: All Inspector Name: TB D Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Ambitect/EngineerofRecord Glenn Wells Date: Signature; Structural Observer I Date: Sienature• ❑ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. Page 4 a r4-PEV03.2022 ✓ APPLICATION STATUS SA F E bu l It"LLC M Initial Review ❑ 2 Review ❑ 311 Review WASHINGTON ❑ Approved With Conditions ❑ APPROVED PLAN REVIEW FROM SAFEBUILT APPLICANT: GRANDVIEW NORTH LLC EMAIL: GV@GRANDVIEWINC.NET PHONE # 360-435-7171 DATE: 10/9/23 FROM: Lou Tyler EMAIL: Ityler@safebuilt.com PROJECT: IRONWOOD APT PHONE # 206-503-5948 ADDRESS: 18725 67T" AVE NE PERMIT NUMBER: BLD-5516 BLDG 1 OCCUPANCY GROUP: R-2/13 CODES REVIEWED: TYPE OF CONSTRUCTION: V-B ❑ 2015 IRC ® 2018 IBC ® 2018 IMC NUMBER OF STORIES: 3 ® 2018 UPC ® 2018 IFGC ® 2018 WSEC For processing: Please re-submit in full the entire completed document sets with all revisions clouded or otherwise identified and respond in writing to each comment by marking the attached list or creating a separate response letter. Please send electronic revisions of review comment responses to the attention to the City of Arlington. Be sure to include on the resubmittals the engineer's or architect's "wet" stamp, signature, registration number and date on the cover page of any structural calculations, all details, and affected sheets of the plans. Please understand that other review agencies/divisions may have revision comments, which are not contained within this comment letter. Please contact the local jurisdiction for a list of these agencies. Sincerely, Lo-w Zm -7elem Sr. Plans Examiner Phone: 206-503-5948 1621 114th Ave SE, Ste 219 Bellevue WA 98004 ltyler(a,safebuilt.com 11Page COMMENTS ITEM SHEET COMMENT 1. CALCS ENGINEERING CLACULATIONS There is an inconsistency of design perameters between the adopted city ordinance and within the calculations itself. Below are the city design criteria B. ❑ STRUCTURAL REQUIREMENTS Design Wind Speed: Exposure C-Ultimate Design-98 miles per hour Exposure C-Nominal Design-72 miles per hour Ground Snow Load: 25 pounds per square foot Dead Snow Load: 10 pounds per square foot Seismic Zone: D1 Climate Zone: 4-C Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches minimum for decks and porches Soil Bearing 1,500 psf.unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC Capacity: R401.4.1) • Please explain the parameters shown in the calculations to satisfy the city design criteria as referenced in the calculations and structural plans. TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category B IBC 1613 Risk Category II IBC Table 1604.5 Wind Exposure Category B IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design %Vind Load psi ASCE 7-10 28.6-1 DESIGN CRITERIA J DESIGN PARAMETER VALUE SOURCE Seismic Design Category 'D' IBC 1613 lJ.l Risk Category 'll' IBC Table 1604.5 I.— Wind Exposure Category 'B' IBC 1609.4.3 JBasic Wind Speed(3-second gust) 110 MPH IBC Figure 1609.3(1) Design Wind Load 116 PSF ASCE 7-16 28.6-1 �e r•� r � r �r rr �e r•� r•�r n r-� �n r� 2 MISSING MISSING GEO TECH REPORT. • Please upload Geo Tech report for this review. 2 Page 3. CALCS FOUNDATION Provide calculations for foundations stem. 4. 1 MECHANICAL PLANS M0.0 The mechanical design submital is incomplete. Please clearly identfy all local exhaust fan locations for bathrooms, toilet rooms, and kitchen exhaust per the 2018 International Mechanical Code (IMC) Section 403.3.2.3. • Provide plans showing all mechanical for the residences as only the non- residential areas were addressed in the schedule on sheet 1 M0.0. • Show duct work does not interfere with firewall design. • Show exhaust fans to the exterior meeting clearance to window openings. • Provide product equipment information showing compliance with the Washington State Energy Code for both the residences and non-residential areas. 5. 1 PLUMBING PLANS P1.0 AND The plumbing plans are disjointed. 1 A14.1 • Please re-assign the plumbing plans on sheet 1 A14.1 showing all levels of plumbing/venting to the "P"pages to reduce confussion of disciplines. • Show how firewall design will be maintained. Reference details from Sheet 1 A8.2 on the plubming plans OR add these details to the plumbing plans. 6. MISSING WATER INTRUSION Per the Washington State Revised Code of Washington (RCW's) section 64.55, Water Intrusion plans are required to be submitted for multi-unit structures. The RCW states that the ... "Building enclosure design documents" means plans, details, and specifications for the building enclosure that have been stamped by a licensed engineer or architect. The building enclosure design documents shall include details and specifications that are appropriate for the building in the professional judgment of the architect or engineer which prepared the same to waterproof, weatherproof, and otherwise protect the building or its components from water or moisture intrusion, including details of flashing, intersections at roof, eaves or parapets, means of drainage, water-resistive membrane, and details around openings. Include the Water Intrusion inspections on the Special Inspection Schedule shown on Sheet S27. 7. ENERGY MISSING REPORT The energy report provided only shows the envelope insulation values. • Submit the lighting, mechanical, and heat sizing reports as a complete energy evaluation of the building as a wholes stem. 3 1 P a g e • Show energy credits in full and apply that information on the plans. SHOW 2018 TABLE IH FULL w,cc uxom- nT x swan uanxc vo.n+ro .v�coiT R ox-sR wvvir a ncacweii cxixc�.vca i.'n'cs�_ e vamu C406.1.1 Tenant spaces. Initial tenant improvement shall comply with sufficient packages from Table C406.1 to achieve a minimum number of six credits. In buildings with multiple tenant spaces, each tenant space is permitted to apply for different packages provided all areas in the building comply with the requirement for six credits. C406.3 Reduced lighting power.Interior lighting within the whole building,building addition or tenant space shall comply with Section C406.3.1 or C406.3.2.Dwelling units and sleeping units within the building shall comply with Section C406.3.3. C406.3.1 Reduced lighting power option 1.The total connected interior lighting power calculated in accordance with Section C405.4.1 shall be 90 percent or less of the lighting power values specified in Table C405.4.2(1)times the floor area for the building types,or by using 90 percent or less of the total interior lighting power allowance calculated in accordance with Section C405.4.2. C406.3.2 Reduced lighting power option 2.The total connected interior lighting power calculated in accordance with Section C405.4.1 shall be 80 percent or less of the lighting power values specified in Table C405.4.2(1)times the floor area for the building types,or by using 80 percent or less of the total interior lighting power allowance calculated in accordance with Section C405.4.2. C406.5 On-site renewable energy.A whole building,building addition or tenant space shall be provided with on-site renewable energy systems with an annual production per square foot of no less than the value specified in Table C406.5 based on the total conditioned floor area of the whole building.The on-site renewable used in this option shall be separate from on-site renewables used as part of Section C406.7 or used to qualify for any exception in this code. TABLE C406.5 ON-SITE RENEWABLE ENERGY SYSTEM RATING (PER SQUARE FOOT) g MISSING WAC 51-52-0403 -WHOLE HOUSE VENTILATION REQUIRED 403.4 Group R whole house mechanical ventilation system. Each dwelling unit or sleeping unit shall be equipped with a whole house mechanical ventilation system that complies with Sections 403.4.1 through 403.4.6. Each dwelling unit or sleeping unit shall be equipped with local exhaust complying with Section 403.4.7. All occupied spaces, including public corridors, other than the Group R dwelling units and/or sleeping units, that support these Group R occupancies shall meet the ventilation requirement of natural ventilation requirements of Section 402 or the mechanical ventilation requirements of Sections 403.1 through 403.3. 4 P a g c g. MISSING TRUSSES Truss information is missing. If this is a deferred submittal, please add this to the Deferred Submittal request on the cover page. DEFERRED SUBMITTALS ELECTRICAL FIRE ALARM SYSTEM FRE SPRINKLER SYSTEM FIRE CAULKING SYSTEM 10. 1 FIRE BLOCKING A6.0 • Show fire blocking per 2018 International Building Code (IBC) Section 718.2.2 and 718.2.3 Vertically at the ceiling and floor levels and horizontally at intervals not exceeding 10'. (To be addressed on main floor throughout.) • Verify the corridor ceiling is constructed properly as many trades people use this area to hide ducts, electrical, and communication wiring. Show how the trades will install their lines and maintain fire separation as required between floors. c m CORRIDOR ELETRICAL RRE EI AND RE EI.00ItNG COMMUNICA ELOCEINO TION RUNS IN CEILING TRAY REIE elOCluMi 3 u`u. u tlAWYILi ,„•, _ l 3 3 MLLWt �yy_. OBUILDING SECTION OgU1LDING SECTION OBUILDING SECTION OBUILDING SECTION 11. 1 TALL WALLS A6.0 • Please provide the studwall schedule as shown in the calculations in the plans for tall walls on main floor. This will aid the builder and inspectors in the field. 5 Page ,N•-0'2ND F.F. 0 s s 0 oc 5UL. TEE 9 0 0"15T FF. TALL WALL CALCULATIONS AND FIRE BLOCKING AT 10 18625 67tt1 A—NE,62672023 Structural Calculation,Pg.203 of 203 General guidelines for minimum number of 2X6 Jack and King Studs Required. Number of full height studs(Kings)-This table based off King height,size of opening,and exposure King Height H510' 10'<H 512' 12'<H<16' Wind Category Cat B Cat C Cat D Cat 0 Cat C Cat D Cat B Cat C Cat D 4'Header 1 1 1 1 1 1 2 2 2 6'Header 2 2 1 2 2 2 3 3 S'Header 2 2 1 2 2 3 3 30'Header 2 2 2 2 3 12'Header 2 2 3 2 3 14'Header 2 2 3 2 3 3 4 4 16'Header 1 2 2 3 2 4 4 3 NA NA 18'Header 1 2 1 2 3 2 4 3 NA NA H is the height of the King Stud(i.e.full height stud continuous from base plate to double top plate) This table is based off IRC 2018 Table R602.7.5 and adapted via rational analysis per IBC 1604.4 For walls over 16',additional analysis required(Use LVL studs U.N.0) Number of studs supporting header(lacks)-This table based off the vertical load and height of lack Jack Height 5'Jack 6'lack 7'lack 8'lack 9'Jack 10'Jack 11'Jack 12'Jack 13'Jack 2000 Ib point load 1 1 1 1 1 1 1 1 1 2000 lb point load 1 1 1 1 1 1 1 1 1 3000 Ib point load 1 1 1 1 1 1 2 2 4000 Ib point load 1 1 1 1 - 2 2 2 5000 Ib point load 2 2 2 2 7 2 2 6000 Ib point load 2 2 2 2 2 2 3 7000 Ib point load 2 2 2 2 3 3 3 8000 Ib point load 2 2 2 2 3 3 3 3 9000 Ib point load 1 3 1 3 3 3 3 3 3 10000 lb point load 1 3 1 3 3 3 3 3 These calculations were performed with Weyehauser Forte in Oct.2022 Point load is live plus dead load.e.g.3,000 Live+2,000 Dead=5,000lb point load Use the more conservative option if interpolating between values Diagram of typical window and door openings in exterior stud wall(typ.) TOP CRIPPLE STUDS DOUBLE TOP PLATE. TOP CRIPPLE STUDS OVERLAP HEADER w11DOW OPENING DOOR x1NG STUDS---' OPENING JACK STUDS--- KING STUDS-- SILL PLATE JACK STUDS RIPPLE STUDS RATE 6 � Page 12. 1 ADA PARKING A9.0 • Provide details for ADA parking. Show signage, length, width, and van parking. Cross reference these details with the site plan. 13 1 EXIT PLAN A13.0 • Include occupant loads for all floors and total occupant loads at the exits at main floor from the areas in which it serves. SILK. 0 13 1 1] 0 0 0 El ----- ---- -- -- LOAD WITH THE ESII LAN Vlfr8rgL66R EXITING PLAN 7 Page CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 18725 67TH AVE NE Permit#: 5516 PERMIT EXPIRES 180 DAYS AFTER Parcel#:31052300200500 DATE OF ISSUANCE. Scope of Work:New construction of a 3-story mixed use building Valuation: 10756649.53 OWNER APPLICANT CONTRACTOR GRANDVIEW NORTH LLC Grandview North LLC GRANDVIEW NORTH LLC 18705 67TH"ENE PO Box 159 PO BOX 159 ARLINGTON,WA 98223 Arlington,WA 98223 ARLINGTON,WA 98223 360-435-7171 360-435-7171 LIC:601 858 917 EXP:05/31/2024 LIC:GRANDNLO13KP EXP:07/14/2024 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2018 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 82 OCC GROUP: R-2;Residential BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 003/07/20 s 31 ` Imay s �� rn 03/06/2024 c h Applicant Signature Date Building Official Date CONDITIONS FOG abatement and a discharge agreement will be required for any future commercial tenants requiring such.Class 1 at the moment.Adhere to the approved plans.Approved job copy shall be onsite for inspections.Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 03/06/2024 Building Plan Review $40,314.74 03/06/2024 Process ing(fechnology $25.00 03/06/2024 Building Permit $62,022.67 03/06/2024 Park-Community MF $122,754.00 03/06/2024 Traffic Mitigation-C/MF $228,732.00 03/06/2024 State Surcharge-1st DU $6.50 03/06/2024 State Surcharge-add'I DU $162.00 03/06/2024 State Surcharge-Commercial $25.00 Total Due: $454,041.91 Total Payment: $40,314.74 Balance Due: $413,727.17 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/Fail GLENN WELLS , AIA January 10, 2024 Lou Tyler, Sr. Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 RE: BLD-5516 BLDG 1 Ironwood Apt. 18725 67th Ave NE Dear Lou, The following letter will serve as my response to your November 10th plan review letter for Building 1 Ironwood Apt project. Item 1: The WSEC energy credits have been modified to the current strategy. Item 2: The self-storage area calculations are correct per your email. Item 3: Advanced framing and raised heels are not proposed for this building. Item 4: The fire blocking details have been revised per your direction. Item 5: The ADA parking details have been added per your comments. The civil site plan has been enclosed. Item 6: The stairway vestibule at the main lobby has been designed and fully meets IBC 1028. Item 7: The stairway doors have been revised to 60 m fire ratings. Item 8: The special inspection report has been modified to include welding. Item 9: The Geotech report has been submitted. Enclosed is the Structural engineer's response. If you have any questions or comments regarding this matter, please do not hesitate to contact me. Sincerely, @tAXC_4 Glenn Wells, AIA Principal 324 WEST RAY DRIVE NW, STE 214, OLYMPIA, WA 98502 360-239-5971 glennwellsarchitect@gmail.com BRADLEY ENGINEERING,INC. 811 Yew St., Bellingham, WA 98229 January 10th, 2024 Safebuilt Washington 1621 114th Ave SE Suite 219, Bellevue, WA 98004 Re: Ironwood Apt Building 1 Plan Review 18725 6711 Ave. NE, Arlington, WA 98223 To Lou Tyler, Sr. Plans Examiner, This letter is a response to each comment provided in the Plan Review dated 11/10/23 that pertains directly to the engineering of Ironwood Apt Bld. 1. The Safebuilt comments are provided in red. Item 14: Special Inspections "Verify that welding is included on the special inspection schedule as it looks like "NO" for required inspections has been marked. Is this true?" The special inspection schedule on page S27 has been updated to include special inspection for structural steel. Special inspection for welding is required. Additionally, a geotechnical engineering report has been provided to Bradley Engineering for the proposed development. The recommendations of this report were incorporated into structural drawings S1, S2, S3, and S22 and calculations. The design soil capacity and site class `D' is acceptable. The calculations and drawings have been updated with revisions clouded. These are dated 1/10/2024. Sincerely, / i C. BR WASy D o N O David Bradley, P.E. O (360) 752-5795 °�F �F37964 cisTER�oo��`` SS/0NAL �� IRONWOOD APARTr-IMm. NM,..,i8,,JTr-15,w- pq BUILLDINGle I z z 19 18725 J J 9 r AVENUE NI-ER 2018 ,leZs��t�p1l.- BLD-5516 L Ir � WAHG& IONA,L]MNGlTNSRINT lr '� 1 � ) r�Je �..! � I J J 1/25/20 11 A Builtling Plan Review by SAFEbuilt z 0 Ix ARCHITECTURAL SYMBOLS PARTIAL ABBREVIATION LIST CODE INFORMATION DRAWING INDEX AS ANCHOR BOLT HOR HORIZONTAL GENERAL AD AREA DRAIN HB. HOSE BIB A.F.F. ABOVE FINISHED FLOOR CODE INFORMATION CODE ANALYSIS BUILDING SECTION SYMBOL ALUM. ALUMINUM IGL IN SULATED NSULATED GLASS A0.1 SIOTE PLAN DETAILS I ACT ACOUSTICAL CEILING TILE INSUL. NSULATION BA BRONZE ANODIZED LOC. LOCATION BUILDING AREA: 70,626 S.F. FRONTAGE PER 506.3 NOT NEEDED ARCHITECTURAL BM BEAM MAT. MATERIAL FIRST FLOOR R-2: 13,370 S.F. AREA CALCULATIONS: A1.0 FIRST FLOOR PLAN MB MACHINE BOLT FIRST FLOOR B: 9,625 S.F. VB B OCCUPANCY: ALLOWABLE = 36,000 S.F. A2.0 SECOND FLOOR PLAN WALL SECTION SYMBOL C CARPET MIT METAL SECOND FLOOR R-2: 23,790 S.F. 9,625<36,000 ON A3.0 THIRD FLOOR PLAN CEO CLOSET THIRD FLOOR R-2: 23,841 S.F. CMU CONCRETE MASONRY UNITS NS NEAR SIDE FIRST FLOOR R-2: 13,370 <28,000 OR A4.0 ROOF PLAN CONC. CONCRETE TOTAL AREA R-2: 61,001 S.F. VB R-2 OCCUPANCY: ALLOWABLE = 21,000 x 3= 63,000 S.F. A5.0 ELEVATIONS OC ON CENTER CONN. CONNECTION TOTAL AREA B. 8;-8"S.F. TOTAL R-2 = 61,001 <63,000 S.F. A5.1 ELEVATIONS N CONT. CONTINUOUS P PAINT TOTAL BUILDING HEIGHT 38'-8" A6.0 BUILDING SECTIONS NORTH ARROW CL CENTER LINE P.LAM. PLASTIC LAMINATE CODE: 2018 IBC CL'G CEILING PL. PLATE A6.1 BUILDING SECTIONS TYPE OF CONSTRUCTION: VB PS PANIC SWITCH A6.2 BUILDING SECTIONS DBL. DOUBLE PT PRESSURE TREATED OCCUPANCY: R-2/B A7.0 WALL SECTIONS&DETAILS DF DRINKING FOUNTAIN PWD PLYWOOD TOTAL BUILDING OCCUPANCY: 452 PERSONS A DET. DETAIL A8.0 FIRE RATED ASSEMBLIES S STAIN SPRINKLER SYSTEM: YES NFPA 13 A8.1 FIRE RATED ASSEMBLIES Y DeB INTERIOR ELEVATION SYMBOL SS STAINLESS STEEL FIRE ALARM: YES RESIDENTIAL ENERGY CREDITS: EA. EACH A8.2 FIRE STOPPING DETAILS c ELEV. ELEVATION S/S SERVICE SINK ADA TYPE A RESIDENTIAL UNITS: 5 UNITS A9.0 ADA TYPE-A NOTES&DETAILS SC SOLID CORE E.W. EACH WAY TOTAL RESIDENTIAL UNITS: 82 UNITS ITEM 4.: THE WSEC CREDITS HAVE BEEN MODIFIED TO THE ENCLOSED WHICH WILL e SIT T. SHEET A9.1 ADA TYPE-B NOTES &DETAILS EXT'R EXTERIOR FIRST FLOOR: 16 UNITS SEGREGATE THE RESIDENTIAL PORTION FROM THE COMMERCIAL SPACE,WHICH WILL REMAIN DETAIL SYMBOL SF SQUARE FOOT A10.0 PARTIAL FIRST FLOOR PLAN SECOND FLOOR: 33 UNITS AS STATED ON THE COVER SHEET.ALL OF THE COMMERCIAL SPACES HAVE BEEN REVISED TO FF FACTORY FINISH A10.1 PARTIAL FIRST FLOOR PLAN 'SHELL ONLY°.THE EXISTING MECHANICAL PLAN HAS BEEN DELETED AND WILL BE RESUBMITTED T TEMPERED GLASS THIRD FLOOR: 33 UNITS F.O.F FACE OF FOUNDATION A10.2 PARTIAL FIRST FLOOR PLAN AT THE TIME OF TENANT IMPROVEMENTS.SEPARATE WSEC LIGHTING AND MECHANICAL FORMS WINDOW NUMBER F.O.S. FACE OF STUD T&G TONGUE AND GROOVE ❑ TYP TYPICAL A11.0 PARTIAL SECOND AND THIRD FLOOR PLANS WILL BE SUBMITTED WITH THE TI PACKAGE. e F.H. FIRE HYDRANT TIGL TEMPERED INSULATED GLASS m FS FAR SIDE A11.1 PARTIAL SECOND AND THIRD FLOOR PLANS 201 DOOR NUMBER FD FLOOR DRAIN A11.2 PARTIAL SECOND AND THIRD FLOOR PLANS ENERGY CREDITS C406L M U.N.O. UNLESS NOTED OTHERWISE BUILDING OCCUPANCY A11.3 TYPICAL PLANS 3.HEATING OPTION: ELECTRIC HEAT ONLY: -1 POINT GA. GAUGE 21 AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: 1 POINT OFFIGE VERT. VERTICAL Al2.0 SCHEDULES 5.3 EFFICIENT WATER HEATING: POINT ROOM NAME&NUMBER SUB GLUE LAM BEAM 2 202 A13.0 EXITING PLANS 6.1 SOLAR ELECTRIC SYSTEM: 2 POINTS GWB GYPSUM WALL BOARD WD WOOD TOTAL BUILDING FOOTPRINT: 22,995 7.1 APPLIANCE PACKAGE: 1.5 POINTS WRB WEATHER RESISTANT BARRIER A14.0 TYPICAL VENTING PLAN HT HEIGHT OCCUPANT LOAD: A14.1 RISER DIAGRAM TOTAL 45 POINTS A WWF WELDED WIRE FABRIC HM HOLLOW METAL FIRST FLOOR TOTAL: 214 PERSONS MO.0 MECHANICAL SCHEDULES AND NOTES SECOND FLOOR RESIDENTIAL: 119 PERSONS THE FULL ENERGY CREDITS HAVE BEEN ADDED TO THE COVER SHEET.THE RESIDENTIAL UNITS z M1.0 FIRST FLOOR MECHANICAL PLAN WILL HAVE CADET HEATERS AND THERE WILL NOT BE ANY MECHANICAL EQUIPMENT,OTHER 3L THIRD FLOOR RESIDENTIAL: 119 PERSONS M2.0 SECOND FLOOR MECHANICAL PLAN THAN THE DUCTLESS SPLIT UNITS FOR THE CORRIDORS,WHICH WILL NOT HAVE ANY DUCTWORK VICINITY MAP M3.0 THIRD FLOOR MECHANICAL PLAN ASSOCIATED WITH IT. o TOTAL RESIDENTIAL UNITS: 82 UNITS �� o _ N THERE IS A TYPICAL UNIT VENTING DIAGRAM LOCATED ON SHEET A14.0 THAT SHOWS THE o m a P2.0 TYPICAL PLUMBING AND VENTING PLAN TOTAL OCCUPANT LOAD OF THE BUILDING: 452 PERSONS PATHWAY FOR THE UNIT VENTING AND ITS RELATIONSHIP TO THE OPERABLE PORTION OF THE O P3.0 RISER DIAGRAM WINDOW,Wl1EN APPLICABLE. f9t:�w NE hStN1m - gain ai Xc FCREDITSC406.1- BBIM1 SI XE �ITE NDEFERRED SUBMITTALSMMERCIAL ENERGY CODE NOTE: ELECTRICAL 6.1- 3 POINTSTHE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENTS FIRE ALARM SYSTEM D LIGHTING POWER OPTION 2 PER C406.3.2 3 POINTSTHAT IN MY PROFESSIONAL JUDGMENT ARE APPROPRIATE TO SATISFY FIRE SPRINKLER SYSTEM SUPPLY OF RENEWABLE ENERGY PER C406.5 TOTAL: 6 POINTS THE REQUIREMENTS OF ROW 64.55.005 THROUGH 64.55.090 ��^GB�Lf,C. YSTEM Q TRUSS DRAWINGS I CIVIL STRUCTURAL ARCHITECT OWNER GLENN C WELLS , A.I.A. GRANDVIEW NORTH LLC 811 YEW ST 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 P.O. BOX 159 $ BELLINGHAM, WA 98229 ARCHITECT TEL (360) 352-4553 ARLINGTON, WA 98223 (360) 752-5795 3 v MECHANICAL ELECTRICAL LANDSCAPE GENERAL CONTRACTOR 3 ROBISON ROBISON ENGINEERING, INC. ENGINEERING, INC. N.A. GRANDVIEW NORTH LLC v 19401 40TH AVENUE W, SUITE 302 19401 40TH AVENUE W, SUITE 302 P.O. BOX 159 LYNNWOOD, WASHINGTON 98036 LYNNWOOD, WASHINGTON 98036 ARLINGTON, WA 98223 E (206) 364-3343 (206) 364-3343 COMMERCIAL ENERGY CREDITS: RESIDENTIAL ENERGY CREDITS: o C7 3. REDUCED LIGHTING POWER: PRIMARY HEATING SOURCE OPTION 3: �°�JaYG ° Z Option 2 in accordance with Section C406.3.2a For heating system based on electric resistance only (either forced air or zonal) a 1/s2p/2024 w A a. Projects using this option may not use Item 2. EFFICIENT BUILDING ENVELOPE OPTION 1.7: a oo Advanced framing and raised heel trusses or rafters > w C406.3 Reduced lighting power. Interior lighting within the whole building, building addition or tenant space Vertical Glazing U-0.28 F shall comply with Section C406.3.1 or C406.3.2. Dwelling units and sleeping units within the building shall R-49 Advanced (U-0.020) as listed in Section A102.2.1, Ceilings below a vented attic E. 0 p comply with Section C406.3.3. and n A a I R-49 vaulted ceilings with full height of uncompressed insulation extending w a a W C406.3.2 Reduced lighting power option 2. The total connected interior lighting power calculated in over the wall top plate at the eaves. � coX cQ accordance with Section C405.4.1 shall be 80 percent or less of the lighting power values specified in Table n to 0 C405.4.2(1) times the floor area for the building types, or by using 80 percent or less of the total interior AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION OPTION 2.2: x lighting power allowance calculated in accordance with Section C405.4.2. Compliance based on Section R402.4.1.2: E Reduce the tested air leakage to 2.0 air changes per hour maximum at 50 Pascals T 1 co C406.3.3 Lamp fraction. No less than 95 percent of the permanently installed light fixtures in dwelling units or and sleeping units shall be provided by high efficacy lamps with a minimum efficacy of 65 lumens per watt. For R-2 Occupancies, optional compliance based on Section R402.4.1.2: W Reduce the tested air leakage to 0.25 cfm/ft2 maximum at 50 Pascals and (n 5. ON-SITE SUPPLY OF RENEWABLE: All whole house ventilation requirements as determined by Section M1507.3 a�y in accordance with Section C406.61b of the International Residential Code or Section 403.8 of the International Fly b. This option is not available to buildings subject to the prescriptive requirements of Section C403.3.5. Mechanical Code shall be met with a heat recovery ventilation system with 04 W C406.5 On-site renewable energy. A whole building, building addition or tenant space shall be provided with minimum sensible heat recovery efficiency of 0.65. 1�1 Fi1 on-site renewable energy systems with on annual production per square foot of no less than the value specified To qualify to claim this credit, the building permit drawings shall specify the in Table C406.5 based on the total conditioned floor area of the whole building. The on-site renewable used in option being selected and shall specify the maximum tested building air leakage this option shall be separate from on-site renewables used as part of Section C406.7 or used to qualify for any and shall show the heat recovery ventilation system. exception in this code. EFFICIENT WATER HEATING OPTION 5.4: ♦ ��.� Water heating system shall include one of the following: � ♦���•o Electric heat pump water heater meeting the standards for Tier I of NEEA's advanced water heating specification or 2 For R-2 Occupancy, electric heat pump water heater(s), meeting the standards for Tier I of NEEA's advanced water heating specification, shall supply domestic hot water to all units. If one water heater is serving more 1, 0 than one dwelling unit, all hot water supply and recirculation piping shall be insulated with R-8 minimum pipe insulation.To qualify to claim this credit, the building permit drawings shall specify the Assistance Bulletin option being selected and shall specify the water heater equipment type ACCESSIBLE and the minimum equipment efficiency. 1 APPLIANCE PACKAGE OPTION 7.1: PARKING 1 All of the following appliances shall be new and installed in the dwelling co City of Arlington unit and shall meet the following standards: clIN Community and Economic Dishwasher -Energy Star rated dim Development Refrigerator (if provided) -Energy Star rated j1O Accessible Parking Washing machine -Energy Star rated i �^ Dryer -EnergyStar rated, ventless dryer with a minimum CEF ratingof 5.2. �0 Office F ours: This Bulletin reflects code requirements ofthe 20181nternational Budding Code y y Monday-Friday (IBC)and ICC A117.1-2009 with Washington State Amendments. N 8:00am-12:00pm To qualify to claim this credit, the building permit drawings shall specify the 1:00pm-5:oopm option being selected and shall show the appliance type and provide z Sample of Accessible Parking documentation of Energy Star compliance. At the time of inspection, all appliances shall be installed and connected to utilities. Dryer ducts and a exterior dryer vent caps are not permitted to be installed in the dwelling unit. o A r� CQ I E-F Contact us: 2" BEV 360-403-3551 E l II cedraarlinemnwa.GG C r; a ,Q) it ii II I -- U 1B2045�9A-NE D I L o Arlington,WA 98223 II - 'd E n I� 41 Ih8 F RESERVE ESERVED CgARACTER5 514ALL BE W141TE PARKING PARKING Amew Nme ON BLUE BACKGROUND CHARACTERS TO BE 1a-1 E vau 8,1&m� IN PEIl PER van SmMsrag PER IBC WA AMENDMENTS IllI" ///��� z - - !i'-0'min,etentler! PER LATEST EDITION AN51 TABLE 103.2.4 .--) ►z-i AN51 SECTION 1033.12 E-4a This Assistance Bulletin only-� w T M applies to properties within AN ACCESSNILE STATE DISABLE PWMG STALE DISABLE PA NG Arlington City Limits PERMn REWDEED PERMIT KWDEED Z INTERNATIONAL 5YMBOL OF yy 1-4 C4 W w arlmetonwa eov ACCESSIBILITY PER LATEST Arm—mvaaeai rnae EDITION ANSI SECTION T03b3.1 w w a t-a A W a Q-i d p EW FW W �ZE 0 T GRADE IE-. �� A B N to ACCESSIBLE PARKING ft 17 ODISABLE PERSON PARKING SIGNAGE01 A. Provide a minimum44-Inch wide paved pathway continuous to the budding entrance.(ISC1301.2.1) SCALE: 3/4"=1'-0" .--1 3 B. The sign with the International Symbol of Accessibility(ISA)shall be 60 inches minimum to the bottom of the sign.At all van stalls,the sign shall include"Van Accessible"(see detail below).(IBC 1101.2.8) p C. ISA can be painted on paving but is not required. D. Provide a firm and stable(paved)surface not sloping more than 1:48.(ICC 302.1,502.5) E. An access aisle with walkway stripes shall be painted on the surface to discourage parking violations.The v aisle must be the full length of the parking space.(ICC 502.4.4;IBC 1301.2.8) y F. A vertical clearance on van accessible spaces shall 98 inches minimum.(ICC 502.6) E E u 231'-0" Z Z 40'-3" xaxeeipw"i cE abmwi."". W A 6' " 5' "-3 23-9 23-0 1/25/2024 � 4'-0" 6'-0" 19'-9" 4'-0"3'-0 3'-b" 6'-0" 3'-3"3'-3" 6'-0" T-0" 4'-0"3'-6" 4-0 4-0 4'-0" 3-( 4-0 4'-0" T-0" 6'-0" 3'-3"3'-3" 6'-0" 6'-b" 4'-O"Y-3"4'-5" 6-0 4-5 4'-9" 4'-5" b'-O" 5'-0" '-O'W-0"Y-0'3'-6" 6'-0" Y-3"3'-3" 6'-0" l'-9" 6'-0" 4'-b" snvsbwu I F 02 SI Sl 1 BI A2 _ _ A2 BI I�-3�� BI A2 _ _ A2 BI AI AI B A2 _ A2_ AI F c W ITTYPE BATH 2 BED LNIT TM BATH 2 BED LINIT TM BATH I BED LNIT TY/BATH I LNII"O wE DEN I 8 IT = BED LM TY 502 LNIT I 1 BED�BA�TH M [�/] O an 13 1 118 1220 BI B1 122 1 124 1 126 1 128 I 130 1 132 0 51 112 1 529 SF I lw SF. lw SF. I 5"6F 1 528 5F. 1 523 SF I 529 SF I let SF. 0 � xi ❑ b 13 1 ADA TYPE A I ADA TYPE B ADA TYPE B 1 ADA TYPE B 1 ADA TYPE B I ADA TYPE A I ADA TYPE A 1 ADA TYPE A - F a 03 i ❑ i ❑ -- i `eW sSlI R2 13 1 I --�I JIII I1I iI1I _ ❑ I r--JI rI'I ❑ -JiI1II s L ❑ I1L----�I a ❑ -J111I1 �- ❑ 4 LI o O -- =_ _ 1 w�`1/��/!1 co Co. 'L (3)SELF-STOR.UNT15 L r][] ELEC. I O r 113 4 4 4 4 1�_1I hit ® 1 2 4 - -1IIII 4I1,�--,—I 4 4 4 ----��-1IIIW1l g o g1g g1N r e S ELE✓ 24 114 rm_m= ♦�s�i%�:i.:�i:i 1 - �ZIP 9 SI UNISEX 0 1 ❑ I El ❑ I El ❑ I El :11 ❑ 29.2 PERSONS 1 WIT TYPE EE2 1 tali TYPE DOI 1 WIT TYPE EE3 1 WIT TYPE B64 1 UNIT TYPE CC3 1 WIT TYPE CC4 1 WIT TYPE mm 1 WIT TYPE HHI 0 SHELL ONLY 100E STAIRS 1 I BED w/DEN I STUDIO I I BED w/DEN 1 I BED/I BATH 1 5TUDIO w/DEN I STUDIO w/DEN 1 1 BED/I BATH 1 STUDIO w/DEN —I 0 mm 1 119 I 121 I 123 1 125 1 127 1 129 1 131 I 133 stAlRs e- 618 SF 50 6F 66B SF Sl0 SF. 1 528 SF. 560 5F. 1 5T0 SF 510 5F z _ / TYPE B I ADA TYPE A I ADA TYPE B I ADA TYPE B ADA TYPE B I ADA TYPE B ADA TYPE B I ADA TYPE B 3i 1 25 PERSONS 32 E5IDENTIAL A2 AZ AY AI AY UNI$EX 00A 3 55 J4NI -- ----IOOC 4' _6 -m _m' S'_S" 6'-m" 5'_9" ' '- m '_b" vi-0" 3'_3"3'_3" 0''0" 3'_6"3'_ '4'-m"3'_3"4'-9" 6'-m" 4'-6" 5'_m" 6'-m" 5'_m" '_m'4'-m" '_03'_b" 6'-m" 3'_3"3'_3" 6'-m" 3'_6" n A i CAD in 12 a RI 12'-6" I1'-6" 10'-0" 25'-6" 25'-6" I6'-0" 10'-0" 25'-6" 12'-9" CO .,0 2.5 PERSONS 0 0 82 R2 m cO OFFICEI woo I I A/V 00D 51 e e _ FILES I10 F— 10 2018 WSEG e RESIDENTIAL ENERGY GODS 0 51 RI e e 03 sl a e m z R2 RESIDENTIAL ~ ® S LOUNGE a O _n lOoE I r p U o I I CORRIDO 51 _° a � I P� o a II E4 �r < a M O ® O ❑ 6.2 PERSONS - 1 02 I Ry 0 SHELL ONLY 1 3 r 0 101 S1 1 O b a s, 2018 WSEG COMMERCIAL ENERGY CODE L— �> d o = CO is m 9 PERSONS V a a RESIDENTIAL 52 PITNE65 CENTER 115 I a s � - 3 v r 0 F� O Q M 22.8 PERSONS S E E S2 SHELL ONLY �--1 Z z I I � SHELL ONLY .a m 6 SHELL ONLY F x u Ill ST UN15EX ❑1I e Z d z m R2 120 22 PERSONS Ir a A a SHELL ONLY 51 Y E- $ L sl R2 uNlsex 1z us WALL LEGEND 0 E- 21 .+ = COMMON STAIRS 5 mm i ROOM NON-RATED IZI 1-HP,WALL ,y ig T9 ❑ I UP I S.V.R. a +' co'" I 24R I 122 58 0 BRICK VENEER I p Sl a L____ __ ❑D 0 �T FIRST FLOOR UNITS TOTAL RESIDENTIAL UNITS �" C I'-6" 9' 9" I 1�1 OCCUPANT LOAD: 214 PERSONS STUDIO 1 STUDIO 13 � 26310" IS'-9"L-----13'�" 22,995 S.F. GROSS ADA TYPE A UNITS STUDIO w/DEN 5 STUDIO w/DEN 23 d 2'-3" I'-9" FIRST FLOOR PLAN STUDIO(UNITS 121 &128) 2 1 BED/1 BATH 5 1 BED/1 BATH 21 12 bl'-0" 1 BED(UNITS 118&130) 2 1 BED/1 BATH w/DEN 2 1 BED/1 BATH w/DEN 12 W E SCALE: 3/32"=1'-0" 2 BED(UNIT 132) 1 2 BED/2 BATH 3 2 BED/2 BATH 13 0� u_ TOTAL ADA TYPE A UNITS 5 TOTAL FIRST FLOOR UNITS 16 TOTAL UNITS 82 3 B 114 4 A6.1 ,�jn..,...e ro, F1 1/25/2024 W 12Ob'-0" 3'_3"3'_3" b,-0" 3'_b"3'_b"4'-0��3'_b�� 4'-0" 4'-0" 3'_b"4'-0" �_b.1 � �� b, " 3'_3"3'_3" b,-0" 3'_b"3'-0"4'-0��3-_3"�4'-l" b'-0" 4'-1" 5'-0" b'-0" 5'-0" '_0'�4�-0"3'-0'3'-b" b,-0" 3'_b"�_0�� b'-0° 3�_b4-b d� W� p. �o a W B WIT TYPE AA3 WIT TYPE CC5 T TYPE W5 I WIT TYPE FF2 WIT TYPE FIR I WIT TYPE B64 LIN TYPE CC3 I wR TYPE CC6 rc TYPE Bd5 I wrc TTPE A42 � v 2 BED/2 BATH I STUDIO w/DEN I BED/I BATH 2 BED/2 BATH 2 BED/2 BATH I BED/I BATH I 5TUDIO w/DEN 5TUDIO w/DEN I BED/ BATH 2 BED/2 BATH 216 I 217 I 218 I 220 W7 BI BI 222 I 224 W2 1 226 I 228 I W7 230 I 232 A 849 SF I 5$5 51 I 554 SF I 816 SF A7 a $116 SF. I 510 SF A7.0 I 526 5F. I 5%SF I 554 5F I 8015F. 0 ADA TYPE B ADA TYPE B W4 ADA TYPE B I ADA TYPE B ADA TYPE B I ADA TYPE B Do JJ ADA TYPE B I ADA TYPE B A7.0 ADA TYPE B I ADA TYPE B ❑ I ❑ i A7.0 ❑ I ❑ -- I -- 1 ❑ I ❑ r ❑ I ❑ I ❑ I ❑ v co o a O s mac JI -JI4J_ W3 A7.0 1 r e el W7 O O 4 O 1 O a L- O I O - 4 O I O 4 4 O I O 4 4 O I O 4 = 04 a A7.0 a ICI a 4 ° 0 9 13 A6.0 1 3 B2 = wrc,YPE66, g 1 g O I O g 1 g 0 L --- O g 1 g O --- O g l g O e a e BED/ BATH BUILDING I 1 I I I I W3 I I I I B2 a2 215 ❑ STORAGE I ELE W5 1 I I I ] I A7.0 I I I z4� UP = ADA TYPE B I I A7.17 1 �I� I �I�L J �I� I �I� 1 IOR - r I ♦ ♦�1��.i �- I i ' I i I r- i W5 Al r sT71es I - _ ❑ El ❑ 1 ❑ ❑ 1 ❑ El1 ❑ A7.e BI I I I 1 WIT TYPE EE2 I WIT TYPE DD2 I 1 WIT TYPE EE4 I WIT TYPE EBM 1n12 WIT TTFE CC3 I WIT TYPE CC6 4 WIT T'PE am I Wrc TPE I BED w/DEN I STUDIO I w7 BED w/DEN I I BED/ BATH I 5TUD10 w/DEN I STUDIO w/DEN I I BED/I BATH I STUDIO w/DEN e W5 W7 I 219 I 221 I 7.0 223 225 n7.0I 227 1 229 I n7.0 231 I 233 stAlRs - s 4 A7.0 TIB SF 5435F. 6%SF 5%SF I 5285F. 5915F. I - 5%5F WIT TYPE CCI A7.0 TYPE B I ADA TYPE B I ADA TYPE B I ADA TYPE B ADA TYPE B I ADA TYPE B ADA TYPE B I ADA TYPE B 1 3i ,I STUDIO w/DEN AI 213 ❑ O ® s AZ BI 1 BI CAI BI I BI wo wIT TT'E EE5 ❑ ❑ ❑ b Al a2" ®" e w co: 0 ❑AD 214E B A2 AI A2 A2 a s -ADA TYPE B -J �I BED95DEN 4'-3"4'-0" 6" 0" 0' 5'-9" b'-0" 5'_'3 3'-0'4' 03'-b" b'-0" 3'3'3'-3" b❑0" 3'-b" -0'4'-0"3'-3"4'-9" b'-0" �*-I`[5'-0" -0" 5'0"3'-0'4'-0" -03'-b" b'-0" 3'-3'3'- b'-0" 3'_b"4'-b" El 12'-9 12'-9" 10'_3" 15'-3" 12'-9 12-9 v WIT TYPE CC9 0 I -- �-------- I,'-b" 10'-0" 25'-b" 25'-b" Ib'-0" 10'-0" 0 0 AI 11 STUDIO ❑ - cv CV o, m T 591 5F WIT TYPE BBB "� ADA TYPE B I BED/I BATH co - a ® O ❑ 212 FA 2] 0 1 1 rv, - w3 622 SF Z- A70 ADA TYPE B I e a W7 11 I 4 a T9 r, Al A7.0 L "' W4 m e m o a I I L A7.0 z I L_Z-- Wli 869 BED/1 BATH A2 209 0 O 4 O ADA TYPE B I STUDIO w/PE DEN IT J _�I I 0 ❑ 210 AI° _ cc]: IOo ADA 2TYPE B �n WIT E I BED w/DEN C e FA 2Q7 - ---------_--- - 0 I F r� v1 6.2 ADA TTYPE B \ `P 4 O WIT TYPE D03 STUDIO (� W2 - 0 ❑ 208 3 5615F. `9 - c vlll �� A7.0 I ® ADA TYPE W2 ^+1 � I a - I A7.0 d col m WRSTYNPDEIODD6 1. 0 OI 4 wrcST TYPE DDS� e ? 205 10 ❑ A7 m O ❑ 206 Al R = W SR ADA TYPE B 4 �g ADA TYPE B - - 25 0 "^ ------ --- -------- m U] O C7 WIT TYPE DD4 4 4 WIT TYPEDD3 " a -4 w Z STUDIO STUDIO .I Al _ F 203 ❑ I ❑ 204 AI-' �x ADA TYPE B 4.,I, 10 ADA TYPE B - - O y _ I F-�a W s J El I _ e W Adz -------- I - ---------- aAW WIT TYPE A44 O A2 e I"I O'J 2 BED/2 BATH WIT TYPE JJI ❑ A O Q' a 0 A2 201 ❑ 1 0 O O 0 ❑ ZOiE" 2 z a1 z x 80 ADA TYY PE B O O W5 ADA TY E e N WALL LEGEND �ir- 3 ° A7.0 NON-RATED v _ W7 AI �I I DN A7.0 m v ----- -HR WALL II 0 I 24R BI e e BRICK VENEER BI B2 I = _ E32 UP 1' 2-9"-0 4'_3"a -0" SECOND FLOOR UNITS C ' 9 T e 2 0 " 0' 4'0" 13'9" STAIRS OCCUPANT LOAD: 119 PERSONS STUDIO 6 �--I w SR 23,790 S.F. GROSS STUDIO w/DEN 9 �I SECOND FLOOR PLAN , )BED/1 BATH 8 , 12 ,I'-0" SCALE: 3/32"=1'-0" 1 BED/1 BATH w/DEN 5 m E 2 BED/2 BATH 5 u_ TOTAL SECOND FLOOR UNITS 33 3 B A -4 A6.1 A6.0 231'0" z e W-V' A 25/2024 W� e vi,a or,ev c es ►a-i 2'-0" snre C. 12'-9" 12'-9" 10'-3" 15'-3" 13'-0" 12'-b" e��n Fa 6'-0" 5'-0"3'-0"4'-0"3'-0 3'-b" 6'-0" 3'-3"3'-3" b'-0" 3'-6"3'-b"4'-0"3'-6" 4'-0" 4'-0" 3'-b"4'-0" -b"3'-b" b'-0" 3'-3"3'-3" 6'-0" 3'-1"3'-0"4'-0"3'-3"4'-9" b'-0" 4'-1" 5'-0" 6,'-0" 5'-0" -0"4'-0"3'-0'3'-b" b'-0" 3'-b" -0" b'-0" 3'-b"4'-3" b'-0" 4'-b" d d ' A W � ti W A AI A2 A2 BI BI A2 AZ BI AI AI ® A2 AI BI I I 51 I p. o a W B Wli TYPE AA3 Wli TYPE CC6 T TYPE 885 I Wli TYPE FP2 WIT TYPE it I WR TYPE B84 w1T TYPE CC3 I wR TYPE CCD R TYPE E'�i I wR TYPE A47 ,ra U�j d v 2 BED/2 BATH I STUDIO w/DEN I BED/ BATH 2 BED/2 BATH 2 BED/2 BATH BED/ BATH I STUDIO w/DEN STUDIO w/DEN 1 BED/ BATH 1 BED/1 BATH M U] O..an + 316 I 317 I 318 I 320 W7 BI BI 322 I 324 W2 I 326 I 328 I W7 330 I 332 A 849 SF I 555$F I -4 SF I 816 SF A7 0 816 SF. I 510 SF A7,0 I 528 5F. I 5%SF I 554 5F I 80l SF. 0 ADA TYPE B ADA TYPE B W4 ADA TYPE B I ADA TYPE B ADA TYPE B I ADA TYPE B JJ ADA TYPE B I ADA TYPE B A7.0 ADA TYPE B I ADA TYPE B I - r ` E_❑ i A7.0 ❑ I ❑ -- I -- I ❑ I ❑ r ❑ I ❑ I co ❑ I ❑ v co o a O I s m e JI1 -JI4J_ LJPQ ILLJ O ar e el AW77.0 O a 4 4 4 I a O I O 4 4 II O 4 a ICI a 13 A6.0 I 3 B2 = `° r--- 4 -------- 4 -- 4 -------- 4 - 4 -------- 4 --- 4 -------- 4 -- m wIT TYPE BBT c1l -- I O gIg O I O g I g O - O g I g O O g I g O e a e 15eD/I BATH BUILDING I I I I I W3 I I I I B2 a2 315 ❑ STORAGE ELE W5 I I I I I A7.ID I I I I DN = 64 5F S A I.N ADA TYPE B I I O I O I U e I --- -- I I I _�1 I r _ I I n �� iiA - T-- � JI I I I s � e B1 W4 f STAI<s I - N F01 ❑ I ❑ I ❑ I ❑ L ❑ I ❑ r ❑ I ❑ W5 - e I I I I I I I I A7.0 L I _ -- ---, WIT rYPE EE2 I WIT TYPE DD2 I Wli rYPE EE4 I WYPE IT T 100 1n12 UNIT TYPE GC3 I WR TYPE OC6 4 W WR HH2 IT TYPE WG I TYPE _ BED w/DEN I STUDIO I W7 BED w/DEN I I BED/I BATH I 5TUDIO w/DEN I STUDIO w/DEN I 1 BED/I BATH I STUDIO w/DEN e W5 W7 I 319 I 321 I 7.� 323 I 325 n7.0I 327 I 329 I n7.0 331 I 333 sTAIRs - s q A7.0 ,I6 SF 5635F. 6%5F 5%SF I 5285F. 5915F. I 5%SF 5%SF �z _ WIT TYPE OCT A7.0 TVPE B I ADA TYPE B I ADA TYPE B I ADA TYPE B ADA TYPE B I ADA TYPE B ADA TYPE B I AD TYPE B I 3i STUDIO w/DEN _ BI gl AI 31s3 ❑ O 4 s AZ BI I BI CAI BI I BI wo = i WR TYPE EE?i ❑ - ❑ - ❑ bAl A2" ®" e �F I O 0 ❑AD 314E B A2 AI A2 A2 a s -ADA TYPE B -J �I BED9 5 DEN 4'-3"4'-0" 6" 0" 0' 5'-9" b'-0" 5'-9" 3'-0'4' 03'-b" b'-0" 3'3'3'-3" 0" 3'-b" -0'4'-0"3'-3"4'-9" b'-0" 4'-b" 5'-0" -0" 5'0"k114'-0" -03'-b" b'-0" 3'-3'3'- b'-0" 3'-b"4'-b" 7 1Y-9 12'-9" 10'-Y 15'-3" 12'-9 12-9 2'-0" v WR TYPE OC9 1 0 I --—�-------- -0" 10'-0" 25'-b" 12'-9" 0 0 AI 5IDD311D�❑ O - [V CV o, m T 591 5F WIT TYPE BBB ADA TYPE B I BED/1 BATH - a ® O ❑ 312 A2 0 rv, - W3 622 9F Z- A7.0 ADA TYPE B I e n a W7 II I 4 . a 0 AI ATO L I --� o a m WIT 551 Q, I BED/I BATH❑ .o „may a2 309 0 O 4 v p ADA TYPE B I LIMIT DIYPE DEN N H m = _ J o�I IO 0 ❑ 3160 AI -------------- o a n CC]I Io ADA TYPE B _ r. WIT TYPE EEI ?' BED w/DEN I L C = 0 A2 - 307 ---------_-__ 0 F ram+ v 6.2 ADA OTYPE B \ 4 Q WIT TYPE D03 STUDIO ( - � ~ W2 — 0 ❑ 308 •d A7.0 I ® ADA 6TYPE W2 W lw a e J A7.0 _ y �r U o ---___�__❑-�I _____________ U m N WRST'PE OI 4 WRSTTYPE DDS� - 305 ❑ A7 m O ❑ 308 Al R = 4W SR ADA TYPE B 4 ADA TYPE B - z H r ______ -- ____---- m —� m � E e m WIT TYPE DD4 4 4 Wli TYPE DM STUDIO STUDIO .L ❑p M "�"'.,a 303 ❑ I ❑ 304 AI C'3 E ADA TYPE B E,� 10 ADA TYPE B - O v m J I e A�z ------------- --------------- J I �T, I m m 2NIT TYPE BED/22 BST IT TYPE JJI A2 _ O Q,' e A2 301 ❑ 0 O O 0 ❑ BED 302EN 2 A z x 50 SF. - ADA TYPE B ADA O O W5 ,56TY5 E E B WALL LEGEND �wxy �r- S `P ^ O 3 ° A_5 W7 - NON-RATED y � _ q1 I DN A7.0 m v ----' 1-HP,WALL CO m N 0 B I B2 ISR 11 gI e e BRICK VENEER 3 O g 2 9^ r-m" T THIRD FLOOR UNITS C p e 2,0„ 2'-9'4'-0"4'-3"4'-0' 4'-0" STAIRS OCCUPANT LOAD: 119 PERSONS STUDIO 6 �--I w 23,841 S.F. GROSS STUDIO w/DEN 9 �I E.-V. IS'-9" 15'-0" THIRD FLOOR PLAN 1 BED/1 BATH a �I SCALE: 3/32"=1'-0" 1 BED/1 BATH w/DEN 5 m E 2 BED/2 BATH 5Of u_ TOTAL THIRD FLOOR UNITS 33 3 U 1/25/2024 z _jimg m,. 1-nr W Q -FE-it �-, CV ey Hy CCH INUOUS GUTTER 0) pa L02 _ = 5/12 5/I2 `9t c r c - 1T W d I bA2 6112 1 l 11 bA2 6/I-2 I 11 11 11 y W Q. r� Z Q 5/I2 5/12 5/12 cli 5/12 5/12 5A2 j d� + Cp p p M o��n lu II III � � � III II II II II II � CRICKETJ I C E- }} W = L -1 L L -IL-I I u co _J --- cl ID -J --- -J --- L -JL--- W - �� -11 L�--IF'7 --L 1 11 Lr—� ��- �� --I� 7�-J �� �� AIL— - - u u u Js _ L zL u d u u _ -u-- J---J �J L EGUALLYF I I p r 4 7 F-- 11 11 (80)VENTS IJ r 1 II II COMPOSITION - Irll L--_ J SPACED ��---J_ FL SpINGLESSLASS��- I� �. �I ---- ---� --- --- ���---� 11��11 Il II ❑ 0 0 0 0 0 0 0 0 0 ❑ RIDGE ❑ ❑ 0 0 0 0 0 0 0 0 a T 1 ❑ 0 0 0 0 0 0 0 0 ❑ ❑ ❑ ❑ ❑ 0 0 0 0 0 0 0 _� r --7 F----r- -- F_ V i° ° � 5F OPENING,TYP. 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I1_ -_______-�_ wo■I 1 ---____-- ■ -___'■■■1��Y�1:■■■® _ --_' �--_'_-I __m__I �___■®_N� ■1®■_____.■®_i������■■____--_�1®Y����IIE___■ ___■_-■1® - ■ ■■I--- ------ ' �- • — ■•lE �_u____r J' �---r .--ur E----r .I__.I---r .---m-r �-■I--r �___r E__.-u - ■- _ ______■________________I ■-I _ . z II/2" II/2" 1 1 A m oa w W w d d CARPET y E- G. A NOTE: o W 3/4"T4G PLYWOOD 3.9"MAX OPENING WALL a d .i NOTE: 4 = EXTEND 70P 1 BOTTO ' WALL CONTRASTING NOSING RAIL 12"BEYOND END F F OF STAIR(1YPICAU 0 T , [CC A111.1-2009 504.5.1 co = FIRE BLOCKING v 3 - DBL W TREAD NOSING STE 2xI2 STRINGER IR FLOOR SYSTEM PLYWOOD RISER FLOOR SYSTEMM NON-RATED - •�71 x ® PER DETAIL SHEET AS.I SUSPENDED CEILING 12"O.C. U LAYER 5/8"GWB TYPE C a OVER RESILIENT CHANNEL �! Ot GUARDRAIL 2 GUARDRAIL INTERIOR STAIR DETAIL 4 TYPICAL STAIR RAILIN TYPICAL HALLWAY U, d SCALE: 1" 1' 0" O SCALE: 1"-1' O" O SCALE: 1"-1' O" O SCALE: 1"-1' O" O SCALE: 1„-1.-0" ♦ ��min CLASS C COMP ROOF p � OVER 30"BLDG.PAPER 1/25/2024 OVER 1/1"COX OR lAb"OSB Builtling Plen Ravlaw by _ '^ SHEATHING./5d's®6"/12"O.C. Ebu11 3 _ 0 O ROOF TRUSSES BY �3 MANUFACTURE o 24"O.G. - wo ?°n N 6 � 8"HOIST BEAM p NOTE: 12 CLASS C COMP ROOF 0 2"GAP d cv FIRE BLOCKING NOi i0 Q 4 z EXCEED 10'INTERVALS OVER 30"BLDG.PAPER [V CV OVER I/2"CDX OR l/Ib"OSB o _ w - SHEATHING./Sd's o b"l 12"O.C. woo a I I o � 3 ROOF?BUSSES BY °o W5 3 4 `" MANUFACTURE o 24"O.C. _ H A7.e AB.e A8.1 � ci d STAIRS �, g � v A7.0 m N innnnnnnnnnnnnnnnnnnnnnn a •~ P -24'-0"3RD FF. •U 3 -- -- ----- ----- ----- ---- A50 WALLS STAIRS STAIR _ I HOUR R-49 BLOLLN-IN INSUL. ROOF/CEILING e ELEVATOR 6PU FT NON-RATED 7. W5 3 4 HALLWAY SUSPENDED CEILING APARTMENT UNIT 5 3 4 n7.0 4 A7.0 Aa.e A8.1 F c A7.0 A8.0 A8.1 e 1 4 W3 TYP. @ 11/2"GYPCRETE OVER 2x6 STUDS o I6"O.C. O a _ w/ -21 aiT wsu. A8.0 A8.1 A7.0 CORRIDOR R e L U U e _ = C�2 i z - 3/4"TKs PLYWOOD STAIRS 2" NON-RATED a GLUED AND NAILED a NOTE: i C\2 SEE ELEVATOR i -24-0 3RD FF. L SHOP DRAWIN S ___ _a FOR REQUIRE ENTS _ -.____ ___ ___- -_- --14'-0"2ND FF. C.)5d 4'-3" i i �CONT.RAILING I HOURr FLOOR/CEILING a 'd C.)CL m ---- - R 0 NON-RATED al 6 // W5 3 4 HALLWAY SUSPENDED CEILING APARTMENT UNIT a A7.0 A8.0 A8.1 1 4 W3 TYP. ® 2x6 STUDS o I6"O.C. a I-HOUR 1 1/2"GYPCRETE OVER ELEV.SHAF 6 A8.0 A8.1 A7.0 CORRIDOR 3/4"itG PLYWOOD w/R-21 BATT INSUL. - Q W5 3 4 0 Y A7.0 i d GLUED AND NAILED NON-RATED e O i A7.0 A8.0 A8.1 -_ d4'-0"2ND FF. E E-F ST IRS m 3 i f Z z R-21 BaTT %� f = H INSULATION a G f - e � I HOUR = s W f _ � yy f - FLOOR/CEILING f a � f 4-3 NON - d' T Z i RAED IST FF. 3 S-y� CLR f SUSPENDED CEILING � na-A W E i a `Z O 9 Q 6 w A7 0 HALLWAY APARTMENT UNIT _ 1--1 p� e NOTE: m W5 3 4 1 4 W3 TYP. ® e A 3 SUMP PUMP PER ASME 2.2.2.5 IN ELEVATORS 4 9 A7.0 A8.0 A8.1 A8.0 A8.1 A7.0 CORRIDOR a �.E PROVIDED WITH FIREFIGHTERS'EMERGENCY N �.y O $ -a, OPERATION. A DRAIN OR SUMP PUMP SHALL A7.0 TYP.TOP - =r- BE PROVIDED -01 . THE SUMP FUMP/DRAIN SHALL <BOTTOM = 2x6 STUDS a 16"O.C. ryM� y POLYURETHANE HAVE THE CAPACITY TO REMOVE A MINIMUM OF 6 9 = w/R-21 BATT INSUL. U F+••I 0 ,..i 11.4 3,11(3000 CALM)PER ELEVATOR A7.0 0 � WEATHER PROOFING NON-RATED AROUND ELEVATOR PIT �.A 1 PROVIDE SUMP PUMP A5 IST FF. v REQUIRED 3 4"SLAB ON GRADE OVER S MIL VISQUEEN O 4 6"COMPACTED(9016)STRUCTURAL FILL Q SEE STRUCTURAL DWGS.4 SOILS REPORT OELEVATOR SECTION rl ® SCALE 1/4"-1' BUILDING SECTION Q C° A �A SCALE: 1/4"-1'-0" 12 E E u_ 3 m � z o z z ~ 1/2Pi-R-1 w q name wby SRFEFEbuib I�1 0) v W FLASHING m dy .o E., EXTERIOR GRADE VINYL FLOOR w/COVED BASE k7 tyl .d. 02 I2"05B E o W d p y H UA28 3/4"P.T.PLYWOOD M ca O M ` x SIDING 1/8"/FT - F SLOPE T , � EXTERIOR GRADE VINYL FLOORL v w/COVED BASE W ~ I _ I/8"/FT -- SLOPE D DECK DETAIL DECK •;:;;;; • SCALE: 3"=1'-0" SCALE: 3x 9 �3 MCLASS C COMP ROOF m OVER 30 BLDG.PAPER wo OVER I2"CDX OR VI6"OSB SHEATHING w/Sd's 0 6"/12"O.G. ROOF TRUSSES BY o, -- MANUFACTURE s 24 O.C. 12 "4 CLASS C COMP ROOF Q 4 OVER 30'BLDG.PAPER cv OVER I2"CDX OR 1/I6"05B o SHEATHING w/8d's®6"/12"O.C. u II ROOF TRUSSES BY j MANUFACTURE a 24"O.C. Or _ d �" Ov N 1/1 HOUR WALL 6 5 12 HOUR WALL I ~ N A8 1 NON-RATED I HOUR R-49 BLOWN-IN INSUL. U A7.0 ROOF/CEILING ROOF/CEILING 3 4 E HALLWAY A8.0 A8.1 A7.0 HALLWAY NON-RATED 6 APARTMENT UNIT SUSPENDED CEILING APARTMENT UNIT a TYP. ® W3 1 4 4 3-� TYP. @ W3 1 4 CORRIDOR A7.0 A8.0 A8.1 A6 0 CORRIDOR A7.0 A8.0 A8.116 UDS e 16"O.0 2x6 SNDS®I6"O.C.BATT INSUL. 1 I2"GYPCRETE OVER w/R-21 BATT INSUL. -3/4"T$G PLYWOOD C�2 ,p v E 12" NON-RATED NON-RATED - GLUED AND NAILED - .24'-0"3RD FF. a O 'd e y a I/2 HOUR WALL % 5 1 1/2 HOUR WALLco HOUR A8.1 I HOUR CO to 3 4 5 9 FLOOR/CEILING FLOOR/CEILING B •d ^d U a HALLWAY A8.0 A8.1 7.0 i� II" 6 HALLWAY e TYP. ® W3 1 4 0� f A7 0 APARTMENT UNIT TYP. ® W3 1 4 SUSPENDED CEILING APARTMENT UNIT a CORRIDOR A7.0 A8.0 A8.1 i CORRIDOR A7.0 A8.0 A8.1 f 2x STUDS e 16"O.C. 2x6 STUDS®I6"O.C. p 25 1 I2"GYPCRETE OVER i z w/R-21 BATT IN8UL. w/R-21 BATT INSUL. 3 = - E 3/4"T$G PLYWOOD z NON-RATED NON-RATED a Q _F 3 = GLUED AND NAILED - A6.0 d4'-0"2ND FF. O m / E-os m $ - - - - ------------yp W a DECK® 2 1 --_- --. I 0 U �E- A6.1 HOUR A8.1 HOUR W �.J I� 3 4 5 p� FLOOR/CEILING FLOOR/CEILING a Gil A8.0 A8.1 7.011 1,1 HOUR WALL f I/2 HOUR WALL NON-RATED A Z SUSPENDED CEILING a A W HALLWAY 0 A7 4 0 APARTMENT UNIT HALLWAY APARTMENT UNIT - TYP. ® W3 4 �O TYP. ® W3 1 4 A z x CORRIDOR .0 A8.1 - A7.0 A CORRIDOR E-i $ a A7.0 ti F TYP TOP 2x6 STUDS$I6"O.C. Imo+ e BOTTOM 2x6 STUDS a I&"O.C. _ 6 w/R-21 BATT INSUL. ry R-21 BATT IN5UL. - e -- A7.0 NON-RATED NON-RATED LLI - ,0'-0"16T FF. co . _... - .4 3LA4"SLAB ON GRADE OVER 8 MIL v16MEEN O e 6"GGMPA:TED(SO 0)STRUCTURAL FILL i� SEE STRUCTURAL DWGS.e SOILS REPORT BUILDING SECTION BUILDING SECTION Q -!!4 w O SCALE: 1/4"_1'_O„ O SCALE: 1/4"-1' 0" E E u_ 3 a,_.. z 1/g5/2024 � c� en a�mmSAFE-It r Fa m GLASS G COMP ROOF W 02 I OVER 30"BLDG.PAPER sc 3 A a OVER IR"GDX OR 1/16"OSB y,,E", c � w SHEATHING w/M's m 6"/12"O.G. M U] O 124 ROOF TRU55E6 BY �r MANUFACTURE®24"O.C. F W 2� WaU ]-HOUR STAIR 6 WALLS(TYP) A8.1 3 4 W5 A8.0 A8.1 A7.0 APARTMENT UNIT u si%i A6.0 1 1/2"GYPCRETE OVER •��IRA 3/4"T4G PLYWOOD v L 12° GLUED AND NAILED .24'-0"2ND FF. \\\111 3x m 3 4 5 M A8.0 A8.1 7.0 APARTMENT UNIT i F f GLA55 C COMP ROOF s / OVER 30"BLDG.PAPER f/ 1 IR"GYPCRETE OVER OVER IR"CD)'OR T/16"05B m T4G NAILED SHEATHING w/M's®6"/12"O.G. f / 3 GLULU ED ANDD NAILED Q 4 ROOF TRUSSES BY I N N z .14'-0"2ND FF. - S// I A6.0 _ MANUFACTURE®24"O.C. y.p1 a = cq Y 1 / \ R-30 BATT � - f 3 4 5 / wsuL. A8.0 A8.1 A7 v �f •N f / P r / J 0 'y ry -- -- -- ' .33'-0"TOP. U f / . - - - --- --- --- -- - - - - - - - - - - - -zi I TYP.TOP 5 I HOUR 1/2 HOUR WALL HOUR a BOTTOM 2 = 6 A7.0 ROOF/CEILING ROOF/CEILING - CO a A7.0 e NON-RATED v 6 APARTMENT UNIT W3 1 4 IHALLWA SUS ED c I APARTMENT UNIT a �O'-O"15T FF. A7 0 TYP. CAD 7 - O m o - - CORRIDOR 2x STUDS®I6"O.C. 5U5PENDED CEILING,TYP. I I/2"GYPCREIE OVERii w/R-21 GATT INSUL. 3/4"T4G PLYWOOD � 4"SLAB ON GRADE OVER 8 MIL VISQUEEN NON-RATED GLUED AND NAILED O "d a 6"COMPACTED(90%)STRUCTURAL FILL \\\111 m W 5EE STRUCTURAL DWG5.a 5011-5 REPORT O BUILDING SECTION SCALE: 1/4"=l'-O" m R-30 BATT 5 1/2 HOUR WALL U INSUL. A7 0 1 HOUR HOUR $ FLOOR/CEILING FLOOR/CEILING e q60 APARTMENT UNIT TYP. ® W3 4 NALLWA NON-RATED APARTMENT UNIT e SUS E ED C IN - 3 2x STUDS®I6"O.C. CORRIDOR A7.0 A8.0 A8.1 BLOCKING AT 5U5PENDED CEILING,TYP. 1 1/2"GYPCRETE OVER 9 Z" Q w/R-21 BATT INSUL. - O - NON-RATED �'I 3/U A PLYWOOD 0 A7 0 GLUED AND NAILED - O E-E C m .14'-0"2ND FF, m F FIRE BLOCKING I W d' I HOUR I HOUR R-30 BATT W FLOOR/CEILING FLOOR/CEILING NSUL. A Z y W 1/2 HOUR WALL NON-RATED I H �0 5U5 ED CE 1 A7.0 OFFICE FIRE I HALLWAY _ 5 5P'ENDED1 EILING,TYP. OFFICE S TYP. ® W3 1 4 m Lo 42�6 CORRIDOR A7.0 A8.0 A8.1 CO v a 6 UDS®I6"O.C.AZD1 BATT INSUL. e A7.0ATED - .y 3 .O'-0"16T FF. c C 4"SLAB ON GRADE OVER 6 MIL VISQUEEN a 6"COMPACTED(90%)STRUCTURAL FILLr7 rl 5EE STRUCTURAL DUGS.a SOILS REPORT 12 O BUILDING SECTION m v E SCALE: 1/4••-1'-0" u_ 3 In"OSB z o-z. 2"MIN.AIR GAP w [� WRB 1 at ens ►a-i LAP OVER FLASHING BAFFLE WRB LAP OVER FLASHING - WRB LAP OVER FLASHING \ >. CD CLA55 C COMP ROOF SIDING OVER 30"BLDG PAPER I V] OVER In'CDX F W SEALANT / c� I w02 i / a 0 A I / E. :%o a W Z-FLASHING CONT.GUTTER j/ 1� M 5 O 0 0 � STAPLE FORTI-FLASHING I STAPLE FORTI-FLASHING 5/4 TRIM TRUSSES BY 5/8"GWB F MANUFACTURE � I 5/8"GLUE 5/8"GLUE7 ®24"O.C. co INSUL.BEAM(TYP.) [� ~ R-49 INSUL. r^ SiL.LINTEL INSUL.BEAM(iYP.) STL.LINTEL INSUL.BEAM(TYP) HEAD FLASHING TUCK " UNDER BLDG PAPER VENTED HARD I SOFFIT PROVIDE DRIP EDGE FLASHING-LAP OVER FLASHING-LAP OVER INSULATED GLAZING 11��11 HYDROFLASH SELF ADHERED HYDROFLASH SELF ADHERED BACKER R°° �o WALL SECTION w a WEEP HOLES WEEP HOLES a SEALANT SCALE: 1"=1'-O" BACKER ROD a BACKER ROD d SILICONE SEALANT SILICONE SEALANT NON-RATED EXTERIOR WALL NON-RATED EXTERIOR WALL NON-RATED EXTERIOR WALL OWINDOW HEAD O WINDOW HEAD O WINDOW HEAD SIDING SCALE: 3"=l'-O" SCALE: 3"=l'-O" SCALE: 3"=l'-O" LAP WR OVER FLASHING MIN.U-VALUE_.29 MIN.U-VALUE_.29 MIN.U-VALUE=19 I In'GYPGRETE ♦ �j�iii VINYL INSULATED VINYL INSULATED VINYL INSULATED GLAZING(TYP.) GLAZING(TYP.) GLAZING(TYP.) FLASHING OIUdERS OPTION:USE OWNERS OPTION:USE WOOD SILL STOREFRONT WINDOWS STOREFRONT WINDOWS BACKER ROD ON STREET FRONTAGE ON STREET FRONTAGE a SEALANT SPLIT FACE BENJAMIN OBDYKE HYDROFLASHLE I I SOLDIER COURSE o SELF ADHERED OR EQUAL OVER WOOD SILL WOOD SILL WINDOW NAIL FLANGE- BACKER ROD a BACKER ROD a TYP.AROUND PERIMETER OF WINDOW SILICONE SEALANT SILICONE SEALANT "3 - 5/4 TRIM GMU VENEER wo MASONRY SILL MASONRY SILL �'--- WRB I-HR FLOOR/CEILING m Ja I In"055 2x6 STUDS®16"O.G.w/ TYP.AROUND PERIMETER n HYDROFLASH SELF ADHERED - _ R-21 BATT INSUL. 5/8"GL B. ��- HYDROFLASH SELF ADHERED TYP AROUND PERIMETER OF WINDOW ---- TYP AROUND PERIMETER OF WINDOW WRB ��_ In"O5B o LAY OVER WRB m BOTTOM a 51DE5 LAY OVER WRB o BOTTOM a SIDES - NON-RATED a.�...a,d d' 2x6 STUDS 2x6 STUDS m I"AIR GAP 0(",O.G.w/ I"AIR GAP B 16"O.G.w/ SIDING O WALL SECTION "",""""Qs""comc�ai„"• It. I e R-21 BATT INSUL. R-21 BATT INSUL. 9 "'�� woo M 5/8"GLIB SCALE. 1'=1'-O" A WRB WRB I e"nails b(2024 cy ._ -- snren.w I �+ 5/8"GWB ;- 5/8"GWB 1/2"OSB In"OSB - I"AIR GAP m ? BRICK VENEER BRICK VENEER TYP.AROUND PERIMETER 5/8"GWB y� m •.r 2x(STUDS®16"O.C. ❑ NON-RATED EXTERIOR WALL NON-RATED EXTERIOR WALL NON-RATED EXTERIOR WALL w/R-2I BATT INSUL. Cc) WEEP HOLES WINDOW DETAIL WINDOW DETAIL WINDOW SILL a O O O SCALE. 3-1 O SCALE. 3-1 0 SCALE: 3"-1'-O" In P.T.2x6 PLATE "BUCK-OUT 4"CONC.SLA OVER INFOR PLATE 8 MIL vISQUEEN v I SIDEWALK O U U NOTE: 02 TYP.WRB-TAPE ALL SEAMS OF SPLIT FACED cMu. 9[I I �^ BENJAMIN OBDYKE SLICKER MAX RAIN SCREEN a"TIGHT-LINE CM.U. p a OVER 3M AIR<VAPOR BARRIER 3015 OR EQUAL. FROM DOWNSPOUTS c I TYP.AROUND PERIMETER CONNECT TO STORM SYSTEM a I FILTER FABRIC � 8 MIL VISQUEEN BUILDING ENVELOPE t RAINSCREEN BARRIER OVER COMPACTED STRUCT.FILL y PER GEO-TECH REPORT o SHALL BE SPECIAL INSPECTED BY WABO CERTIFIED CLEAN WASHED �+ m FIRM<INSPECTOR WHO WILL SIGN-OFF ON THE SYSTEM STATING, DRAIN ROCK R-10 RIGID INSULATION c TYP.AROUND PERIMETER I "THE BUILDING ENVELOPE FULLY MEETS THE !MANUFACTURER'S 4"PE FOOTING DRAIN (TYP.AROUND PERIMETER) INSTALLATION RECOMMENDATIONS". CONNECT STORM SYSTEM (TYP.AROUNDILR METER a F�1 s5 NON-RATED 3 HYDRO FLASH NOTE: ® WALL DETAIL W �H PLYWOOD Sd Q SCALE: 1"-1'-O" ALL WOOD ADJACENT TO SOIL OR E-'0 0 FLASHING CONCRETE TO BE PRESSURE TREATED A z z TRIM SEALANT Z Zaz t A � SIDING g 5/8"GWB 5/8"GWB w/R-13 SOUND BATTS ;, 2x4 STAGGERED w/R-13 SOUND BAITS w/R-13 SOUND '-- FLASHING DETAIL 2x6 STUDS o I6"O.G 5ND5 ON 2x6 PLATES - _ 2x6 STUDS a 16"O.G. 2x STUDS s I6"O.G. 2x4-1UD5 ND O.G. W Z BATTS w/R-13 SOUND BATTS m ^' O SCALE: 6'-1'-O' In'OSB In"OSB OE $ - 05B PER In"OSB PER ;! 2x6 STUDS T I6 O.C. w/R-21 SOUND BATTS N w/ 21 BATT INSU. STRUCTURAL .:`. 7 "-' STRUCTURAL � r-i GO 3 WRB WRB R B L -- a TYP.AROUND PERIMETER I TYP.AROUND I 5/8"GWB U � �PERIMETER n 5/8"GWB TYPE X - RESILIENT CLIPS TYPE X5/6"GWB TYPE X 5/8"GIB TYPE X 5/8"O�.11B yam•,+ ���aa I"AIR GAP 5/8'GWB 5/8"GWB EA SIDE 2x6 STUDS 9 16'Or-, TYPE X (2)LAYERS RESILIENT CLIPS TYPE X +� NGMU VENEER R-21 BATT INSUL. RESILIENT CLIPS 5/8"GWB 5/8"GWB TYPE X ~ 3 TYPE X . O G v NON-RATED EXTERIOR NON-RATED EXTERIOR 1-HR. CORRIDOR WALL(1/2-HR. RED) 1-HR. RESIDENTIAL PARTY WALL 1-HR. INTERIOR ELEVATOR/STAIR WALL 1-HR. INTERIOR WALL INTERIOR WALL w� WALL TYPE O WALL TYPE 8WALL TYPE OWALL TYPE 8WALL TYPE W6 WALL TYPE W7 WALL TYPE 12 SCALE: 1 1/2"=l'-O" SCALE: 1 1/2"=V-O" SCALE: 1 1/2"=l'-O" SCALE: 1 1/2"=l'-O" SCALE: 1 1/2"=V-0' SCALE: 1 1/2"=l'-O" SCALE: 1 1/2"=V-0" E u_ 3 z w � A FIRE RATED A m WALL/FLOOR/CEILING d d w PENTRATIONS A • BLANK OPENINGS,SEE /A82 W 02 o q • OUTLET PENETRATIONS,SEE 2/A82 E ;4�� .ra � � • ABS PIPE PENETRATIONS,SEE 3/A8.2 M v, O F4 x - ` F v co 1/25 2024 [^I Eull<I"3 FI•"3•.I•.by 1�1 SAFEbulll 2 x Wo4u GLA55"C"ASPHALT SHINGLES CLASS"C"ASPHALT SHINGLES CLASS"C"ASPHALT SHINGLES ROOF TRUSSES s 24"O.C. OVER 30•BUILDING FELT a ROOF TRUSSES o 24"O.C. OVER 30"BUILDING FELT a ROOF TRUSSES®24"O.C. OVER 30•BUILDING FELT d BY MANUF. 1/2"CDX PLYWOOD SHEATHING BY MANUR 12"CDX PLYWOOD SHEATHING BY MANUF. 12"CDX PLYWOOD SHEATHING i R-49 BLOWN-IN INSUL. R-49 BLOWN-IN IN5UL. R-49 BLOWN-IN INSUL. NOTE: PENETRATIONS OF FIRE BARRIERS a PARTITIONS TO MEET E.C.I 114 - NOTE: 3 ALL ELECTRICAL BOXES IN FIRE PARTITION WALL SHALL BE SURFACE MOUNTED w/FIRE-RATED CAULK (U LAYER 5/8"GW$ m 111 LAYER 5/8"CID$. NON-RATED NON-RATED TYP.®STAIRWAY a OTHER SHAFTS 6 (1)LAYER 5/8"G.W$. I-HOUR(2)LAYER 12"TYPE C GID$. A8.1 DOUBLE TOP PLATE a NON-RATED DOUBLE TOP PLATE R-II SOUND BATT PER 113.12 Of ,c R-11 SOUND BATT m lU LAYER OF 5/8"TYPE"X"GWB o (U LAYER OF 5/8"TYPE"X"GWB R-II SOUND BATT EACH SIDE OVER 2x4 5TUD5 APARTMENT UNIT APARTMENT UNIT d' M EA.SIDE(I-HOUR REQ'D) APARTMENT UNIT HALLWAY 3 I6"O.C.STAGGERED (D LAYER OF 5/8"TYPE"X"CO11B cv •y OVER 2x4 STUDS a I6"O.G. (U LAYER OF 5/8"TYPE"X"Cs�AB (U LAYER OF 5/8"TYPE"X"CAB OVER 2x6 S1UD5 a 16"O.C. 00 OVER 2x4 STUDS o 16"O.G. 2x6 BOTTOM PLATE,TYP. OVER 1DE STUDS IPE O.C. cQo I 2 RESILIENT CHANNEL o, 4 RE5ILIENT CHANNEL A8.1 cJ4 1-6IDE FULL HEIGHT 1 TJI FLOOR JOISTS A8.1 I-51DE FULL HEIGHT -HOUR AS 1 112"GYPCRETE A8 1 PER PLAN,TYP. TJI FLOOR JOISTS MIN 3/4"T*FLOOR SHEATHING PER B.C.I 114.42-SEE SHEET A8.1 o PER PLAN,TYP. SEE STRUCNRAL FIRE BLOCKING a ..... -.:.,. ..,,..,...., m o , x m °o7 I e¢ d NOTE: U I-HOUR FLOOR ASSEMBLY FIRE BLOCKING NOT TO M EXCEED 10'INTERVALS v (U LAYER 5/8"TYPE C CID$,OVER PER I$.C,TII,TYP., (U LAYER 5/8"TYPE C CID$.OVER APARTMENT UNIT HALLWAY RE5ILIENT CHANNEL®CL'G APARTM NT UNIT APARTMENT UN SEE DETAIL I/A8.1 RESILIENT CHANNEL e CL'G c 2x6 DBL TOP PLATE.TYR A8.1 rn' Aa.1 m' ELEVATOR/ rlEI • E", �52x6 BoiicM PLATE,TYP. STAIRWAY m SIM vfU 02UUA8.1 112"GYPCRETE JFLOOR JOISTS30 R PLAN,TYP. C\2 c6 SEE 5TRICTURAL SHEATHING FIRE BLOCKING O c of U a NOTE: o SEE STRUCTURAL CALCULATIONS FOR m STUD WALL SCHEDULE AND TALL WALL DETAILS 'C 'd C.) 0 I-HOUR FLOOR ASSEMBLY 4 PER I$.C.TII,TYP., TYP.FULL HEIGHT A8.1 (U LAYER 5/8"TYPE C CID$.OVER (U LAYER 5/8"TYPE C CID$,OVER APARTMENT UNIT HALLWAY RE51L ENT CHANNEL®CL'G SEE DETAIL 1/A8.1 RESILIENT CHANNEL a CL'G RESILIENT CHANNEL APARTMENT UNIT APARTMENT UNIT CH z RESILIENT CHANNEL 1w-a z EA WALL TYF.,2x6 BLK'G OVER Q 4 I-SIDE FULL HEIGHT rJ P.T.2x6 SILL PLATE w/A.B.PER PLAN 1-5IDE FULL HEIGHT C)TYP.FULL HEIGHT TYP.FULL HEIGHT SEE FOUNDATION PLAN FOR A$. o 1.4� v]E-I o, A8.1 EACH WALL TYP.,2x4 BLK'G OVER A8.1 517E a SPACING REQUIREMENTS 9 rD EACH WALL TYP.,2x4 BLK'G OVER F+a E-I�• P.T.2x4 SILL PLATE w/A.B.PER PLAN a P.T.2x6 SILL PLATE w/A.B.PER PLAN z Z 4"GONG, SEE FOUNDATION PLAN FOR A.B. 4"GONG, 4"GONG, SEE FOUNDATION PLAN FOR A.B. —4 W,--I m SLAB ON GRADE SIZE d SPACING REQUIREMENTS SLAB ON GRADE SLAB ON GRADE - SIZE d SPACING REQUIREMENTS W '"., LF �< =� III=1 Y ' '• — — SEE STRUCTURAL DWG5. III I—III=1 ', • III—� — — SEE STRUCTURAL DWG5. III — — • — — SEE STRUCTURAL DIWS. E III—I —I III—III- -I a SOILS REPORT III III—III III—I III—I —I a SOILS REPORT III III I—III—I III—III- -I a SOILS REPORT W 1--10 11 I_I =1 —III=1 _ III _ —III— 11 -� III—III—III=1 III=1 =1 I_ 11 F, o -1 -1I III III—III 8 MIL.v15QUEEN,TYP. -1 -1I III IIIIIII 8 MIL.v15QUEEN,TYP. -1 -1 III—III III 8 MIL.v15QUEEN,TYP. III I 1 I_ THICKENED SLAB PER STRUCT. THICKENED SLAB PER STRUCT. THICKENED SLAB PER STRUCT. g ZQ Ex-I W O v U 22 CORRIDOR UNIT PARTY WALL ELEVATOR/ STAIRWAY C SIM. co 3 O1-HOUR FIRE PARTITION O1-HOUR REQ'D FIRE PARTITION O1-HOUR FIRE BARRIER SCALE: 3/4"-l'-B" SCALE: 3/4"=1'-O" SCALE: 3/4"=1'-O" p �i C i� n y rl co v d 12 m w E E u_ 3 Design No.L530 6.L.axain wauI...I-n-N.m1in.mirk,4R In.beg with wroth of butt O tl la-tenter spat,ng of otrq=nm, 1HOUR 50 to 54 STC a„�z,s01e pe,oe a<ilh,I It', dna�nlelseand with e�irPe re�e macsn,e,ieretlbo,furring hvi-�leiun,lm Iong almensf°n GA FILE NO.WP 3242 GENERIC FIRE SOUND U...ob-in-d Assembly Rating-111, THERMAFISER INC-111,11an 90 V Fmisb Raring-39 Mi. GYPSUM WALLBOARD,RESILIENT CHANNELS,MINERAL OR GLASS ---- .: z Title aeelgn was eyalpated using a loan design me[M1otl oMer Man Ne Limit States Dmipn MMM1otl(e.g.,Worklnq Stress Dmign - -(Op - ]A)-Glass fiber insulation,secured t.the FIBER INSULATION,WOOD STUDS W ,n A MMM1od).For jpaaaicdons employing we omit sratea Design wethod,vpoM1 as ean1.load reatrlction-toraballbeosea-see subfl o6 ngtwltn staples,or to she wp.d]oiseswlt�n o.090In�elam gal,steelwirez,orarapetl.verthe resgient Resilient channels 1fi"o attached at right angles to ONE SIDE Df2x4 wood T yY {/ /\y I-a GPIde aXuy or axuVT ne/gypsum pan ( embe¢/q,psum 17 1' brand Any uh ckne f glass Iber-wiltn studs 24"D c with 1-1/4"Type S drywall screws.One layer 5/8"type X gypsum \-/� /� /` �. �-' N bD I-y Inm®w sprn rng mI UL c,as:<at. rk I asgm smtate a„r',g c a au r a,a/sr Fre 1,11 clss° wallboard or gypsum veneer base applied at right angles to channels with 1 �" I0 products shall bar Me UL or cUL Cernflea[l.n Mark for 1pnstlrRrona employing[M1e UL or CUL CertlfleMlon(eacM1 ea bee - __ _ ______ A camas>,rmpe.tirelr• 68 m:plat or-wha FillM ( l. 7A) ing ahem[!mile, for 68hi Type S tlrywaN screws 8"e Co.with vertical!Dints located midway between r oD Anyb h. - k rr to anr�ng cnarattedsc ts,appl ea ,thin studs.3"mineral or glass(bar insulation 1n stud space. �-e � theco concealed spaces e[e es e t 0 rurr ng[Warne/,M pa a teelaFrthhrl Members/gypsum panel ce l ng membrene. OPPOSITE SIDE:One layer 5!8 type X gypsum wallboard or gypsum veneer Thickness', 5-318" '' d d A fit.rep atmn-aacn _ _ _ _ base applied parallel or at right angles to studs with 5tl cement coated nails,1- Approk.Weight:7 psf = d, 0 I f - -_ Min 1 in'tMck glass Flbe rineuianon beating lmetuL cllasslnczm°n Marking aztp Surface eurningeCha actenstks a�d%sr Fire long, s 15/64"heads,7°D.C. Fire Test: Based on UL R14196, E-' i 7/8"I 0,0915" hank _________.__.__.____ ______ L_.._.___ - Rassnnce era pad over the res rent channel/gypsum panel for steel r thing Members/gvpsnm panel)ra I ng memnrane. Vertical)Dints staggered 24"on opposite sides.(LOAD-BEARING) [\7 �702 /7 �7�� �... 7"7T/7T- ' m'k a rt 'a sn t r - 05NK05371,2.15-05, W �-1 y.Gypsum Roars*-1/2 or 5/3 n. c w e. ass o wallboard nsta led wtn ong dacha on perpendcu ar co UL Design U309 [YJ a' A - 3 airing channels antl fastened t.channels with 1 In.long wailbozra screws located 3/4 in,antl an.from wa-!board sitle �F-, ^ Gxi w \ Into antl 12 n.OC n me f eld At bueeee antl jo ins,two Ring rh.nne,s are uses wn th extend a m n of 6 n beyond Sound Teat: NRCC TL-93-098, y, �., each antl gf lone IRC-IR- -98 .7 M �G ALADIA DRYWALL SUPPLIES LTD M o AMERICAN GYPSUM CO 1 w Pe C CERTAINTEED GYPSUM INC,-Types FRPC,Type C,Type%2 - CON R TAL ILDIN O 1 HOUR WALL F CONTINENTAL BUILDING PRODUCTS OPERATING CO,L L C Type LGFC-C/A A nnnonAL GrvsumG osUNvaas e rvpes s Dapc,rGFc -. CO r .a DaW=A 3 XP C,FSk G,Fsw G Sk C,Fsw c L T PABCO BUILDING PRODUCTS L L L,DBA PABCO GYPSUM Types C,PG-C GYPSUM PRODUCTS UNITED STATES GYPSUM COL Type CLt x2 USGTHAIBORAL DRYWALL S-LLC type CP --- --- R - --- --- ✓ "X USG MEXICO S A DE C V Tvpe C lA Gypsum.-.d rttI.r r hu.,thick, f tl heaets of wallboak;cz[[Ile V,th long Sams pit perpbentl"tular IF{ _ ( / T�,./ faring channels antl fastened mcham st board screws hexcentla inn al are stle Sst sieuc[tUry r2 PTtwry icST'REeOncs �!""p""! 12'n CC 1.the f"eltl.At butt a , t p rurr ng channe s are U m.f 6'n beyondWill ' /Z) .yy✓! each end gf Idn[ I'I'�(si0 N CENTAINTEED GYPSUM INC Tvpe FFPC,T-C Tvpe X 2 ry eEN U Sys-WPEl 2 FIRE NBC<f2mw a R 7B G mB.-(As an alter-rhil t.Item 7)-Fl-web'rem 3A.Nom 518'n tM1ck,ae'n vi gyp m 52 1 u 159mm Pl.")Ce T d X bye, Table A-9.10.3.1A bpardyPns[alled and secures as Oesckbee n teem T w kh max srrew spec ng 9 n c yp p ducts 1 la i sde olstaygered Seam tie su Se4"!IfrtQA Xs] PUIIR D x69mm(2x 4)w d d Oh Je 2 layers Cedanieel,iustanable Wall weal VUNITED STATES GYPSUM CO UUM I Insuia,i N9m (3 ) Ji ry 1.Floor Systems The .. 1,cons st of one of me st lPw ng. F„r 4Pom,nzlQs)•1 L Fasten base Ia II hor aonfall 41 min III,')ttrews s d SOUND,BCC(E010) _g,stem sna 1 leis vemra yw re ny Pace tableA9.10.3.1A System no] g Syat m-I- v n,l,dry r x d o . antl,a s and sc - 87m"'O a5") bo I12")o. or 30mm(1`loll nails spaced E(21 (nl,p.Fasten race layer wall WBa wide wm)eddetl st lay ecuimhih I her all tom¢.As an.11.. .mt3/3211.trick eight aI kg/m'(9.]IblfN) aside vert Cully pr hor Ontally using 6lmm(2"7 is sspaad 300mm(12") S-1.orinq-Min 314 in.thick plywood with exterior glue,conforming to PS 5-83,min grade"Standard".Face grain of r Plaster may be op,Ned"'hi,entire surface of gypsium b a�tl, o nor Simm(2")nails spared 2GOmm(8")o.c!.inns mart be other.Tape and ,,,wood to be pe,p-thu,Mr in the trusses with Joints staggered. dve`ee t UL ULC rtf finish outer layer!Dints with Cerla-ld products. zucM1 products sM1all bear the UL orou...tC....)Mark tor juristlictions emq.y g e ort a r,ca[,o Vapor aarr,er-(Optional)-Commercial asphalt sa[uratetl felt,0.03o in.Feick, n rra es (surn as Canada),respe rve FInIaM1 Fl.arinA-Floor Topping HlxWre*-Mtn3/411-ehlcknass nlIt-,tapping mixture having aminlmum ®�♦�•I��a comp ess,ve strength or 1500 psi.M411 in manufacturer's instructions accompanying the material fnr specific!nix design. MAXXONCORD_Ile�ciiGC,GC2D00.L-1,T-F,CT,99 O1-HOUR PARTY WALL ••: RAPID FLOOR SYSTEMS IF,RFP,RFU,tine""," I-J• IST Flo.[M.t Materials*-(Optlona0-Flnor It mahe,lIt Iota Isla over the subnoor.Rafe,1.manufacturer's Ins[ructlons F N-T.S- egartling[he minimum thickness of floor topping over each I..,mat material, 3,Alct,,N MaFR3 HP Alt-1--Mat LPfAl-I Mtl-P-R,AcoustLMat GD.P,Enkazonic 9130,Enkas.nlc 9110 HP,Acpus[i-Mat -(Op[lonan-Referto manufacturer's Ins[ructf.ns regarding--it-thickness of flop t pl n9 t~j "`f°Irnm°^tmac^al'°r'm°°,'a,dI-f°r°aka °',,,°^ra,°r°ems ONE-HOUR FLOOR/CEILING,ROOF/CEILING ASSEMBLIES J� - Ill Sound Ailing - mr.......,.n .t(CSM).r Maxx.n Ramm,tament(MR) Nm sdn( NGcsGl2os) th _ 3� Natal OLatlr oiblpnal-F.Suse with.r as an alternate t.Crack Suppression Mat(CSM)or Max...Reinforcement(MR))- (mrtlw RHE IMI 9911364 U3 3M1a In,ex d,,tl galvanized steel tlsi-mesh,3.41bs/sq yd love laid over the floor not materla,.Floor tppping I((fSRP254) ICC-ES 1.1fl21tanpue-sna-plmue,FpFn-rrlea eheF71 ny(Fapnun 1), 5/e' I- yrrA 59 e1r 10419911963 glad with FY6110af1aAelNe sna nailed, kh ahau bI min 1-uz im I¢fsar11s3 ESN-1159 Ammhq R wo Ildml Oi nit; (wiandy 5311r NGf]m2109 1 riw..a Members*-Min9-t/zm.asap°I^shaped wandminaspate.atamax-12 m.nd anon uhan ulferal3u1)1 2.Tw'gwell N0114 iill haerEaampying with ASTA1 C19g6 ES mp and b (lords mmlm.m 14I in,asap it zit/z in,wltla and Imt R A of lw9l r1aiN C um nacre, CeltherSMlcrollam laminate0tveneer lumber(LVL)or Tlmber5[rantl laminated Rrantl lumber(LSL).Webs van all HP Nm 615R N6c5U1NJ1 ��ry� m 3/E in.wick Pen.rm.nte Npa ose,Psz Fxpaaare 1.munllatmn shall be in.rr.raanre with wmrwn+naL s9w NRroln4s IN' FCA 50-01 J.Tllg tale[ mm�ua��,ers puElshed Ntaremm. WNR FCA 60-03 4.5111 leN glass fiber insulation-{aptionaa j h tl h nab:-Nam 718 In deep,formed of min 0.019 fit.[hick',I gauge)Rol,,steer Installed p IP,rdn,onor m 5851( R96RS0 Q rFurgring channels spatetl 1-1/2 m.from antl pit eacM1 sitle.f gypsum board antl joints antl 261n.Oc awav from antl No (apd4Pod 1011( INUdd PFS 5.Reellend dhA1111.(Ieq.1had i Inaction IS ueea,apt a..I If [e.Channels secured to]ois[s with support clips(Item a)at eacM1'o1s[loca[lon.At channel splices,adjacent pieces insulation 1sail ) m cF wN n9mL 3sa9a FA•1 Fdit.Cl�im,snanee wdha.nme strandpffi 1a Sw4 galstee'iwbeatearn snaiovedap' 'See ESR-11530l PFSIlatinghrather Insulation aptlFne. .-. FUrring manna,.-For use.,in Item IB.Nom 7/8 In deep,farmed of min O.cna in.think its gouge)crIV steel off se As 3/r AR¢fl m (maNlk 49 HE Steel. 8 8 ! 4 P9 M stall P,pendltular Io lis.F.:H,g charmers spaced1-1/2In.from antl-each sitle of gypsum board end joints and 09m0 rfrAryk 49 HE 31 IS10 Nuts:Far Information an llC Ina STC rail nits for AFssmh N g, Chl(hl ..ed t.jmsn with sppp.rt wipe(Item 4)at each fate[111--.At channel ISt, was SWIIdPYANmallae al ipn,blsP ill�JalNFNe RabdFiow splices,atljacen[pieces.ver,app,d S I,.and tied with double stand.f NO.1s SwG gale steel wire at ear,r,,,1 of oved., Nm Y"a 2d1e ,10 MS02 AeeemMk4 Tl-0CJb. 2W.1/7" MveUAlNlI lw 53Hr 21414 MS0S Wco supporter[„-steel Framing Nembe.s*-One support cIPt.be used L.suppon furring channels at the a5/E' I[f Eus I141 '� ersec ion wi cacti!Dist Support clips nalletl[O sitle oflols[botlum rl.,m•.wuh one i-t/21n.long no.It gauge(0.11E Qr13v yid Perk enr 2e113 I[[ESRAlIS3 of let dlamtsnank)naL Idml M 4 I[L ESRA254) t m SIMPSON STRONG-nE LO INC-I—6C Aroa09all lw WN Al2)OS0694 52 HE 4ea6b5 bilRA34D4' 1-HOUR ROOF-CEILING - Qtm) PRY d3462 lJ 5.Stabilizer 6tm -(Not SM1.wn)-Nom 3/9 in.wide by 6 in.long by min!- n,thick 11 gauge)gal steel straps Fdmrz lw 56 f41( 16461 Z usetl[o prevent rotation of the support r (Item 4)at gypsum board antl joints antl along walls.At gypsum board Intl I'• O `ointz(31n.OL sparing of fur lnM1<hannels111p locbatlon Ssa gsrvo.aa sell-repo ne steer screwseon furring channels nee 11. II? Inr6MnS 1w 59 Ftlf 1e461 Y and parallel wkh wall�oneteno of the ztabllizer s['zF is screw-attachetl[o the furring channel,adjacent[o eacM1 support clip 36 nth) 5e FEE 411 .N V ,.cation,using Np.a see-tapping steel screws.The free end of the stab Nicer strap is twisted 90 degree,bent upward,antl n re-or Ned nal-attached inthe.fre oIthe structural w.Otl member bittomnange-the side of the support clip nearest the Al NM,UU'ramddormgevdaNan Ntgs,mivtlHavnrrt 9a+gMZWvnpnpltbrbdl®mvrA'Il,.mi,uSOMo,e rmmOlmdMmooy,oun6lmRne M1we oo Rh.PIt.reh,kWlolma,00 It, lJ wallW :mmdntgde.famdso id9hidravm,od UlFwnSgb Fep"p.ram,w 4'm.rpsdkpmHmdgUw 356)Be1. on wB...e,,r-/mgianor f NOTE: 1/25/2024 C) O 1-HOUR FLOOR/ CEILING N0 STORAGE 15 ALLOWED IN THE Bp,l S P1m Re" y HOUR WaLKwars,OR UNDER d'n3AFFbp1, N 1 N.T.S. THE INTERIOR STAIRWAYS v N I2 E4 O� N N o Fd 5/V"GWB TYPE X 2x4 STAGGERED 1W C) STUDS ON 2x&PLATES RESILIENT CLIP5 IN w/R-21 SOUND BATTS TOP d 0 3 Fd FC7 �cJ f° (2)LAYERSB GIB.. c 5/81,GW TYPE X RESILIENT CHANNEL INSTALL w/CONNECT CHANNEL It/SCREW HOLE Is BOTTOM TYPICAL EXCEPT G BOTTOM PLATE WHICH 15 REVERSED w BOTTOM 1/4 GAP TOP AND BOTTOM - FOR CAULKING M E or F+F z" W T-1 w.4 SOUND BATTS F-I�W 1-HOUR FIRE ASSEMBLY (1)LAYER 5/8"TYPE C G.W5. A A Z SEE DETAIL I/THIS 5NEEi OVER RESILIENT CHANNEL c 2x4 STUDS G 16"OC. .-.... ........, ,...._. E�-iFI O d1 I-HOUR FIRE ASSEMBLY STAGGERED w/ RESILIENT CHANNELS �NL4 Z inset $ SEE DETAIL l/THIS SHEET SOUND BATTS INSTALL IN SAME DIRECTION F+i E-: CORRIDOR WALL Off� O ASSEMBLY DETAIL O SOUNDWALL DETAIL wCC SCALE: 1 1/2"=1'-0" SCALE: 1 1/2"=1'_0" �y tfJ t--t 712 00 ro 3 O L� CO V Q 12 n w s E to 3 4.Physical Properties en Ina o ,r clot: R.a „w�naVaD2240ahnmA); 45 5.Performance&Typical Physical Properties z Z Faro IXDelnlm NedTYae/Crytb TaucATlme I--I POfl drTmp eM eeyr F0„In,Fl,,m!�, rr Hb� apepJe w1 Was Fire Barrier Rated Foam Cclom AVWleble: Mama Nsr 111p 1-eMD bmperaWee 1/2512024 NNCIus, vnoesbdvk IAsrecnirna 2ev° Aragonite l'e.pe nisei 51a 12VF(10°1on 49'C) G Service Temperature avnee: .1-1-sand) WCW WoatlrmeslWrse NIm1 - Building Plan Review by N mD 3Mr"Fire Barrier Sealant GP 25WB+ �, NwMnea eSfCJ Nd FIP 1-Step e.eaBX dnS(Ar NONi: PWr BpnXd ® ti 8TC{AHTble90aaA3TN H411p MIYYprWaWmWWrtxr17r1WrmWflamtlB,ril�r HtKYelkvalC11L.Sfl ' SAFEbullt p(•j walawnas w.Nrrnra.rrXruream.aw.nmm�aeser. Product Data Sheet © are Aeanme earner s7 all nead is srcn rood Q m o Product Data Sheet 114 il PP onL�a daenmrne!As 1E r. roeo.ma ommpmmnP �R.�sa.r k.mewypeF4r..,.issel' r. ® (ASTaEco.ndASTME413): -11."Hall 0 is 1.Product vaawxmm 2.s3nm.NaddNpbbmL) 1; a w w 1.Product Description Rxl0.lnmuminlLSM .mluk°7.An wyAMLMarIIawepllrafm�iNYPaepJait9e�bFDBWIHa )M"Fi"BuriaRaldFstoDIMISep).uaunvke,wvd.endfimmppnyfo®frael �� y VOCLastlH20adexemplSorveMa:a506'1 (p d rJ Jk"F&mksamP 'e1dYl: d Nn+".edp hcaLwd.amemeWm swxoemm Wfloorpenevadom Pmaum twoyuh emyao Wrdk fonnWa'n.PxpmNa urmfive G1u Wxmbemmeudear Isasm mfeaa Pullrnmdnpeda 'd, I R arRa,a I AIuwP E. »mramareXt33rnmemr �iis/y 5.PadiagingFStOragBFShalfl.lte hmuam'rtaimunuaandborMsmmatcaamrc bnaa baudny,bmarltmad exessam 0.1F yerindIe:semal;amawwtYmeafbiMXtyPipampeNVFd4�) � MI�- aam acW woos,plricemmblejeckniog D maflmibkmlid Duringafim, i Fppm ossibIlesup a w x . . N x . d BeWa'P2\13 N W k t.Y Y Imt+ rLMrsRrmparma lessonpr Pena ,ratpdmamndp pall 1orhH0PephW scorer,erNupdyeam aumbm4flwaY, m a ❑ ❑ e e e.m m m w LV M IIW'nxxnd A 1 A NM+ L I:nA13 pmducl maalmoxandlrsmmp egaiostemokcadflemc. 957 LI All lackey,ad.1479 Swoon 6): <I CFM'Sq Ft ew..� L1r Z A m y,SSrfE Shoup: Np F ens SaXm CP sae k u saki.'. inayrrr�ombmo ear ndpYri-Txx'C lesigea m'grl ]Mal; Up llbcuNFlmhw 'BLit SeaSamaawv Mae sPxrnamNawvvo w JN F Sr a,W c`S B P rib_k ,,aana P: htLa$f fro, aY p Posts kA dNa"4ana.rrM1 Af"FlnaaerlmcPn B Fa .aandon r, IrwelmmurrmYnhW nmrua „E",I-i � �' W amrwuy 11 a a d1 1LIFinarnF 11 ATTENTION: OFFICIALS Leea Mea°me mm�r orLEEovoc poplons-5o&tvoc me.mara d' �-I p0 d :X-t aNl anc al .trill BaaM9 coati JW .p rdr lab ma i h.'pznsndanwl VL soli Llfal M P m { cr & f:F I] MI IyNW uepned .}Prose f kMY tat«mrbow Lwaw PMes unw@@ scrota p-Hein and axon,,solaenal of ram- a firs+ r pnrwrvc .Ton 0 ).-1.suaLr us'surPna.asarnt.0 11se.4ualen nFiF a „1,9rLpr M fin o bon Er Pao c, FlP1-Step v rv.v nogdarrnrvpdw.1-sedpwwm NPmiin seasm. w v a artl nl.S-1 by - ax mi.aiavnphma�Werer ® he Rai Firamp Pam a non-c Lim 8.Installation Techniques �y Prd)tluet FBBlur98 g`LLn wo v C #I A F f rMr R @ F 'fM 'S.WltwraN.} a -ASTMEa14a GNrL'LCSI IS C6W1V0319Ar[Moth-EAFIM➢Mn-iln+yPr„i..DI(Ifa .3% Ary - I I'rip/a'levA/odmulAga9Addebhk. W .trim m, 4rou.1n WwMocnexpr 6.Installation Techniques .. ,I f d rr E. .r, "s _ p , rcpwx plc •Appl wasu,. a ® Mzh1NlaWoaaaoalBuildiogCun,6spudvchmpaaaou raAsspwmaves E• c.vWroe-M1ASTMy114 ulklsoaslo < Prusursr'wrrtr Tfausersarseasny id hldN ak:f.hpP ohm vfMiM'Pq.Heaele40 PnpeeWorw Rork TI Rx.:aiMa ap.inPatd an,PLlvimf r>o tenx ehald tasseled error oPthe n V raaasn PPpoopwnusmr 14N d:C. Cfi11, IWr Ik met gLC 1!w'Bi braes his to Inn cos 4 xi anw,to renlTh o nm4Xd ow"Nsisseae cTmE-Bvrkr I Fa ll(FlP(-Swo E e, M rtive ofrha mbma m era not trot and em tP Flom "I b n rid hr'.� k ih el, dw a-h -d tivu.Fnar1 Can al pushed Ilh I A h oval erbnnm xtvd dl ks. enmx p n st huW so P R«rmable%rryailable 3M N rco y a'Imr!xam lr Sap van unPBup, IXImIMnla all 7'all an..pPavuri:s Gudv'nha FIPI-tP d I.d'A1IlaiI-Saableli non I' d PI m(amaea -� °mama xhA ASThrE IPdE •Nvlupn ila � Inaall°Ne Onaa: I:me pPl bl daC:hMat 'I hmal a a Nd M' xprrmN I 1.FN t dl perryliNHglm. Sa8 Wamf Wien •i •UL ynM •l5axnmal 0.t w IA?M fl B bat. P WB nbF P' e. '46v dh Ann ail ,a Ildt,dowLdepO FIPI-Drop intro! Gard 7 a hC' IF a 'I ThCFgaI sxp coca bCM d o uR'nroba • E II eAlmta !3A'/I Bad 3 mCPS B lro rpA I.Ib dw m b der hh Xa Pp'xar imtlw,xam, dwAwldl sham fin I'. kl fl wlMsea if waPa •0.e,mMa:,,pah loc-pe huPhbX mbla VWh.91 dTIm f CI an al d d :IA (to,out lexaer Lfmgmbu Ce naocply FlPl Sap h- AvM1H rcper Is!roes HFIYCI de my Y mmrHN �fA •� mnu:aplra"odm wb'dma uL umWLmr n cIYJM FI Bnrrhrbw am CPlwO Min -d Yanram 'k h,axPF(4•C ens to �srslimyhu CNnc�me&elWlrnea mevrea fwmiovel wool said mdk pdhPppep-ill [flu ui aPFIY FIP I-$Y}ubulld ny aa1aN rMi bleedohp oraYl Ym �� FM Pa N. pny'ntaln lP!ma Mandl IX.__pr MF 9 AI CP rwB al 1.wennlukl Wad jYy,Ilnpreynawd 1,lkad tn,Myroan at5lrnblh b drotbe)Dawlaiafy FlP l-Hinpm Lions 2 Membrane penetrations. Membrane paoeim- LNe rm ey.µmyowawoMol hood rsmm Ili 1 balm -.non iay`M F.eerav a'muaw-coxed 4 ,"Ili enl uonp damper ntranNm nmr.Thhprodatiouweep„ble [ions shall comply with Section 714.3.1.Where walls or a N w APPROVED 2.Applications a by slap N. SmW'P 3.N's.ty rdafla.r voMmAama. m hwuama vu ul,osr"Ho druabnww 1 tun,:blaN gar nbleccable mr inswhr paamiamdwu8hnarrea &r'ua wor,ilndaetni Pe)rim eh are(CPkC ppa. partitions are required to have a fire-Pesissurne varying, Fi) Pexhacal.,lsaa! x.'mavn i,c"a NDato Tkh Protluahnormapab WauwMrhbrin.r NAvbYktynMrlth'C)pipe. syrven aPr icaamn'oc opening, Ppe, pipe,ambimaa w r.,Xn +'t'w<'eax+w...x+Srz w. naww,ll®dyam®weunmram�llis recessed fixtures shall be installed such that the)squired r ` 7.Maintenance J,„sea.p 'rre,a„„I s. 7.Maintenance fire resistance will not be reduced. v 2.n„ IlCetlons 3.SpeclflcatiOnS ,x„;x. Ho No m Xa X e�pnmwha Nxl as X Xo o am as n m roarwan baWlaXPa;aeraeL oM man lea irFX NY m o ma _I "!sp -IN baemuha+hn WlW In pmsrdanw Nkda afrlWllo aL,[meak.FAivNur L,IMpan)I,:adpaant,@ra lnmLlah,„aAy axioa Pa'1- FIPI-H Is dam the ydbw will dninall ihed rrlon In mmrdumwlal lAaa Ifaace Exceptions: I'mI nlyAgr nimme3hP•nrv[evil«Swe"cP.!•v'b.hxleel@ruJlni nnylammcO.Pl:ho-,PA pene:muuv0 �� veltnJN•FlneeMxbmlenCPaWB.h SRp°hae tie elpalIda mlu. -NAUTCrmgnde,alum man tam. Seumo]Nw-Airls piiq mP en 1xHP" a@PIS" "won Pd W w n%wavomo-mwr.;M'Fo-r sass.-Scam;cPlSan.nnpWbuwa mia><eumve:aavac:leN Placbiny ;l=1•• °Om d"naYd,'M RIm^MHPmndl'"w11l+PNy'naparthraeh aadamayd re:aun L:rnrrCar«V aaA deripuew FIPI-Slap ahe116e rmbd tomecnlcriaarGNULC S1155raWrd Tesl ssmnml7a-Aa9vrm PIP lamp i7.Llnad'YUm. 1.Membrane penetrations of maximum 2-hour fire- app:buivm tv 9mem vPmbPxmntl:rydXfaaonvypmmromb MnW pvar..araoitayia+slh:nml'u IluFtlrppmwhlamLlmx In kit(It.immlmmhPomvrMa4asnrrmtarL MclM1ad for Fim Tears of PrnMlia FimmpSperm,ASTM ENrUL 7JJ rP'H piPA➢la+dst$eiesaloa.�yCPt'Cl.auNv:.pamrrmmurhwaeuaer.IJanrr,bony.vn'wr,inw':tnA F7taek Intehk r SundaN Test MelM1ad for as' lasona CTmulnisrimalat ildieg Mansials, Rd"'d5^tl'e trsistance-rated walls and partitions by steel else- V y we viol; v.k, SmaaNNa-Smite Soh -.-d.)a.,psmaadpns)M"nabarN NaNnCP]1wH.ns vgv wa"Arexpblydcpnlr Br Avelleblllty ASTM E9nsou.trotf-drarlabmary Masnrelant ofAirbome S.Avadabdlty trice!boxes[flat do not exceed 16 square inches m.xraikw ale. """•^^"'°"" Sonnd Transmission LossorB.ilain PanihmaWElemenrs,sual-fE4IJ s¢avnNna-SlakeCooubnlmtBmive FIPI-Hen a anilidgual2.H3M1ocaFmsline FmodtlitioaWceoAnitu and puMuiny infumuion ropNinHdrsaMalAerlM'"Piro P-An 1M"Pin BarMSWrnCPi!w'BriF avabXNaam?MAvmdmtF'm Pmveadr P:oam Uambv,.n nk Dxlpn.?M"Piro&m«9mhnWiJ9;'eeb gaae5aaa fro RaaogsmmdlmW ova P@laap aWgmee[laregoEemmuof saustla. in'towsoun Prouau.pleaR rl:l-600a2&16P7arvirit n'wwJMaomwmsw. (0.0103 mz)in area,provided the aggregate area asMaLa Ar lO.Idaaadp(n!pr121.B fl,u rmargm(:aaek 31.01,vie auuuymldameAJ�lka pai:Fil�Casa)udS yelWnpiX{I;mu}.FerNdverol Baas E2aa-plwiline of the openings throu the membrane does not tmHrtedmdmuokaayfmLmWonrpmdfrH 4h+nddlwr)N^pkv lwgmka Picdurz Has Wt.I5d63JalAy'mvleA uww,)\tNpmmtmmP, tin IBC,IRC,IFC,IPC,IMC,NFPA 3000,NEC(NFPA]0).\FPA 101 sed NBC'C. ymaazbaa-Elomul 3.Specifications exceed 100 square inches(0.0645 m2)in any 100 BM"Pm aw'.xHWenl CPnwBa rAHlh:ae vwrpwav,iwi.m.uu.❑�wada, uivk° kprdraa d,m. g,Safe Handling Information c.»„Muna+.r!r:aa.ISP/ g.Sofa Handling Information square feet(9.29 me)of wall area..The annular o®: buses,b.nm eA.Par.onrmnen•:mnallemlf aoibasdmm g q"wkm,raoupkmwaxmanum.l, 4.Storage&Shelf Life sawn➢dxcxMir Son,apepas,4WSgkprmrmhawsra,,sidha➢mnt MaaNrolurle+'hen 1uso r"mrx°b;ramr`&(53b°Ci,me rawly aaw.:.m uu-wa.rona showFIP Ion ahalaxaatm indpatF in au Mwxt40°F codes°Fts°lam Jac)a.oid space between the wall membrane and the box ® ♦1��� avP p a9 dryaa cos � 1�Ani MLr,ivn sluanan"waltit n:tle,LL laaeko eWN'A NgSspqwati tin mmm enleYtle a3nwre®e: nmwx'aawimNmme hose,w'w sab000fdn FlP l-Slop an,all mare pekg4 lrposts,forms,pas psions >Qa �' b, shall not exceed/y inch(3.2 min).Such boxes on �1•Iji�rprn'Im a Soule ally and bmuts m ideal splissonerryamaeplmm me(See 3afon n rasa adm Pr•r,o-d r.xe opposite sides of the wall or partition shall be �♦ San'It o 11.111.31'B `talk - dal ATTM setup• Joan, mar ra ham PP P /Ir HBa L1IN,Snn 1 it lhT is Pao W P1aw^'r, eam'.m w .r`m 'r,p -A -wke vi irns'P shalt Lee FIPIaXpandflikbnrmnrhin aXBdoelwgnmd onWaa,6mm dmeofpaWyiogwhm small s rip t� m rearatedb one of the following: ea.wpr aanm yFe mnw�mpnmD em uv a m P Y A1TMa v3d 1lILS6apthadeATor M,vhall-Pm1 rw,efnr Syaa and IrW:p], Ve„e .41 fe�tlaw ebax 6a°Ft2a`L7and be1nu 90`FIJE.ET). CAN'LLC el IJ 9wdmd Meeod of Re Teu at Fhaa'T 9!xana.JM'PhaBmM 4W:.nm m 11"„ m nA 1A ^'Im�l¢I Nyye.. 'aeodxtlo �. 1n a 1.1.By a horizontal distance of not less than HxImaCPbN'BamastMmryiammeefaa IBC,10.C,IPC,IPC,INC,\CPA erv>:u 1AIMNaWAdhelvN oy n map gvyy vLanda LmwaMnq Fwtmfamnd8i Hate or Pmdumia lYYMM) sisal n .w roio-nn4 wm.p" w anxw w.vaewwq,a..re nmm. NAMC(NTPA70)rNEPA101, tea:.Mufti y.,n°n aTepNBlwr Pfltiaig aroma scour room t..m4 roe en..row 24 inches(610 min)where the wall or tx usloo-ca w 8nlmaem'rrm tau m.,, amrann rotrin S dSy bd eANhISlAdailsmend'faeBWMm erw- m ttdcsa wm.:w a_ ''" allaa"" v s faro n) YMOwaN DNmmtl petition is constructed with individual For18CMIa NPandoor nO mJM F'n FrogdmP aCn d9yer evall:t-N132F'�] -fits aiB attic pµure p aX kA0 BN9016,plaropposs 1AI xHaeh eaccrpokaNxlMres „ p a rl'°dmannd6e) I., bN 313F Ir ur nOneommurnicating Stud cavities; o For men'nlwmaaglon JM"Fire PruprSa Pmduan.vae smvtu3B.amY'reaW r+r+aHeumNIT tares rae.4HL^)+A d-0 Fieme axossum„set sure anes.oee NIAAM yslemn ci lie 1-Ban-32B-168r asse Nap] Oa wllNi nlPAh PxrvN MCMiWJM1I-0mlpa�Vuaralmrx nGmR y Jz 1.2.B a horizontal distance of not less than _ ,y�a°,nra,s�ramWpm.balMhrxPmtvrewnm, the depth of the wall cavity where the on _ 3x wall cavity is filled with cellulose loose- �3 fill,rockwool or slag mineral wool mauls- w o O BLANK PENETRATIONS O PIPE PENETRATIONS tine` lI 1.3.By solid fireblocking in accordance with II Section 718.2.1; 1.4.By protecting both outlet boxes with listed putty pads;or 1.5.By other listed materials and methods. m714.4 Horizontal assemblies.Penetrations of afire-resis- tance-rated floor,noon/ceiling assembly or the ceiling mem- CS brane of a roof/ceiling assembly not required to be enclosed in a shaft.by Section 712.1 shall be protected in accordance with Sections 714.4.1 through 714.4.4. 2 714.4.1 Through penetrations.Though penetrations of a horizontal assemblies shall comply with Section 714.4.1.1 or 714.4.1.2. CD ealdl!!Illllp SERIES SSP PUTTY&PUTTY PADS FS-ONE ay Exceptions: High Performance Intumescent .. .ill 1 Penetrations by steel,ferrous of coppol con ' i l Flrestop Sealant dots, pipes,tubes or vents or concrete or APPLICATIONS PRODUCT DESCRIPTION ,-„ +1 - - - - - - -'•=7 ,t s masonry items through a single hie resis •ti SpecSeal®Sates SSP Putty and Putty Pads SpeS ®S III P Putty rooming,rig ntume tcompounddes goad to seal through- Product description o lance-rated floor assembly where the annular u,,dtosealthroughpenehationsas well penetration,Aswll ,enter membrane penetrations against the spread of fire smoke and toxic ■In-.....t(expends when exposed io ire)fresmp seal anrthaannular O as construction gaps and blank openings gasses SpecSeal®Putty expands note sued-tsoignslsze when exposed to high temperatures helps protect combust ble and non combustible penetrat one for , space is protected with materials that prevent SpecSeal®Putty Pads aneusedtuseala a nd or home, up to 4 IT,....fnratng the passage of flame and hot gases sufficient a eludaral boxes to reduce sound transmission, Requnng no tools SpecSeal®Series SSP Putty's soft andpl'bl k'g it easy to install by hand Product features to ignite Cotton waste when sublecled to (see Technical Update)and ncreas¢fr, Testing into openings,kkagg-vadachoson rakes[suitable for use with all common construction ■Smoke gas and wateroastant after material has cured '' ASTM E 119 or 1JL 263 timetempetattnre tire es stance.These pads also provide amelemd materials as well astable jacketing and pips,SpecSeal®Putty romans sort and easy mreuse or ■contains no Halogen sonenls or asbestos conditions under a minimum positive pleasure method of application when sealing through retrofit. ■High fire rating properties I differential of 0.01 inch(2.49 Pa)of water at vpenetration and n eapplcations are SpecSeal®Series SSP Putty Pads provide thssame level fprotection cel ease lined pad for easy ■water bases,easy to class the Location of the penetration fail the rime I E. used to provide a cushion to allow movement application to electrical boxes or other penetrants The creac enrysnd to fit a typical l-1/2' ■Protects most typical uncertain p-shown applications O N propand contracto sung due to Technical Data` •`Fs ONE period equivalent t0 the fire resislan <sett ing eans on n or 138 m)deep 45b with cutting p g q d.F d both'd will, ■Pa[poly enable -' sp SpecSeal®Patty P d easily applied with o m d ■Single component bonuses ave Iab1e ahem sal la.- .tr ease aa.m aary a of the construction penetrated. Penetrating ly vibration. ■Meets LEEDTM requ mmenls for indoor enmmnmentai quality real °p n items with a maximum 6-inch(152 radin nom- T 41 Low Emttng Meter ohs,Sealants and Adhes ves and 4.2 Pants Color Petl oral diameter shall not be limited t0 the 3 pene- and Coatings O Non Harden rig Easy retrofit! Apphca on ternperawre F1.le- In 4o'•CI b tration of a angle fire resistance rated floor NTwo Stage Intumescence features aggressive expansion. Areas of application skin atoning ume nppro 2 zo-3o min. assembly,provided thea Ile area of the Endothermic Fillbot ch,orb heat&release water. ■Sleet,co d Exact so-o oat APprox.2Ts.5% ys s t assembly �a I��F peer an pipes b11iy Appmx.sin openings through the assembly does not U Q Highly Adhesive formula Stays put Allows movement ■Insulated steel and copper pipes ace h-sx coed) on to a-5 Imes original volume exceed 144 square millions(92 goo mn12)in any ■Cable bundles Ta a ono,m con louraal -40°F t 212°F(-40-C t 10o-c) NOTE: +� CZ d o soft&Pliable fro easy neahation. suds.burnt .matsiri-s m s CONTRACTOR TO CONTACT A 100 square feet(9.3 mz)of floor area. Cd id r�r ® ■Closed or vented plastic pipes a greed.a No Water-Soluble Expansion Ingredients means better water resistance) ■HVAC penetrations (perm E as-saj ch evalppment s 3hl CONSULTANT BEFOG 2.PenenadOnS in a Slagle concrete[loci by Steel, �r Sound Oeadenin Excellent sound atlenUatiO dies.Reduces noise transmission. sound transmission a.ssimcation 66(ok-w t Canswou saTearuatian gl npnope For use with tosTME90.991 ) F'RODUGi INSTALLATION. ferrous or copper conduits,pipes, robes or c ■Concrete,masonry,drywall and woos Boor assemblies Approved. vents with a maximum Cinch(152 tan)nom- PERFORMANCE ■Well and fluor assembllesnaed up to 4 hours •Cabmmla Stare Era se-I-Mai.4485-1200,106 inal diameter,provided the concrete,grout Or N Cityof New Vprk-MEA 32696M Vol.IV - SpecSealeSeres Sestedfy'stheba f yt ih 1 eion andmostcon fASTMEs w(oratings Examples Tenmd In ncc.mares with mortar r5 installed the full thickness of the Tn qq ll $ystemshave beentestedfprallcommonlprmspf constructonandmpst commonpene0aniswth ratings ■Sealing...ad combustible pipe paretmhom in fire rated -UL 1479 •ASTM E814 •ASTM E84 floor Or the thuCkRess required to maintain the 3 J up to 3 hours Sound attenuation properties have also been tested as per ASTM G919 and E90 constmcton Va xn1so°c1.ns.1 r.1-ar, fire-resistance rating.The penetrating items t� QAddtonally,SpecSeal®Seres SSP Putty Pads have been tested to UL263(ASTM E119 NFPA 251) ■Seal ng %and non-combui penetr'aaons n the rated �� shall not be limited to the penetration of a sin- and are clossf ed for up to 2 hours as a Wall Opening Protective Material for use with bath metallic cons r0A a p gle concrete floor,provided the area of the and nonmetallic prier or switch boxes-installedin gypsum wallboard assemblies(steel and wood stud a L asset urn tie nee aims m © °"°"'n" H '" opening through each floor does not exceed (~ assemblies).Boxes ended with SpecSeal®Putty Pads have been successfully tested box sparing 'I rV redapedm Ieaa tnno is(use may. 144 square inches(92 900 nal WW1 Z Z 3.Penetrations by listed electrical boxes of any lon•l W.�j sNxpe menw.nmeuenanmaa taenmwrarveavw°L material, provided such boxes have beenI(1: PHYSICAL PROPERTIES °r FM tested for use in fire-resistance-rated assem- r A Q'1,11 mL us °" pnenomupmulalsacmmov°aanwiam°rnaeswl+aemrmm' APPhDVED es and installed in accordance with the �l-�•J f PHYSICAL PROPERTIES m instructions included in the listing. F-1 Z flu W ` PreductNama 'in Pink714A.1.1 Installation.Through penetrations shall be r�H~ A� SPECIFICATIONS installed as tested in the approved fire-resistance-rated '• Calm: Red aThanlibi top"gp tty h Il be as p t t t get tumescent non herd g p ntl.Th parry, pp r.a assembly. IJ.p > m Ode: None when exposed r high h t or flu h II- capable of expanding a 3 f y shah Range J of remaining p ha idoxibe and shall not contain any le>53hC)Theputty shall spa 714.4.1.2 Through-penetration firesto s stem. sdids:usuallv: 1.45 kg4 A2.m It00% and pliable hall aggressive adhedanand shallystemaippro waterndteste In to the requnemenenls, P Y � 0•Q1 � Sdids: t00% The putty shall be UL Classified andror FM Systems Approved and tested to the requirements of Through penetrations shall be protected by an EI M r� ASTM E814(UL)479). approved through-penetration firesto,system installed EglaAam aegrnr 230°F InIYC) SPECIFIED DIVISIONS and tested in accordance with ASTM E 814 or UL O E" ,y Volume Expansion: >5o0%posexpa ken) 1479,with a minimum positive pressure differential of Q'i cc oIV. 7 07940 Through Penetration Flrsteoppingcc hSerdceTemp: _lo'F(-23-G)_120`F(g9-G) 0.01 inch of water(2.49 Pa).The system shah have an W y DIV 13 logos Speolal Constm,ton HmSuppression&Supervisory Systems F rating/T rating of not less than 1 hour but not less shags Temp: Less than 1201FI491C) 1�4 do c SFCRWin9: fin DIV. 15 15250 Mechanical Insulation-Rm Protean than the required rating of the floor penetrated. Ey Cd r YOCContmY': O.mlbsgaltO.Ogt1 OIV. is 16050 Basic Electrical MatelnlsB Methods Exceptions: 4••] h+l 00 Shetute, Noaimt 1.Floor penetrations contained and located .--I within the cavity of a wall above the floor 3 or below the floor do not require a T rating. 2.Floor penetrations by floor drains, tubL drains or shower drains contained andOUTLETlocated within the concealed space Of a hor- P E N E T R A T I O N SEALANTS Floor pe etrati do not rmaxi a T rating. 3.Floor penetrations of maximum 4-inch (102 min) nominal diameter penetrating do directly into metal-enclosed electrical Epower switchgear do not require a T rating, u_ 3 GENERAL NOTES TYPE A ADA NOTES EIJI b. o -4 I. ALL INTERIOR BEARIfJG WALLS,MEMBRANE PENETRATIONS,DECKS,FLOORS,4 38. I-HOUR PARTY WALLS,FIRE-RESISTANCE-RATED WALLS AND PARTITIONS 1003.9 Operable Parts. Lighting controls, electrical 1003.12.3.1 Clear Floor Space. A clear floor 1003.12.5.4 Cooktop.Cooktops shall comply with 308 Reach Ranges z '" 'ZANY OTHER FRAMED SURFACE TO BE I-HR.(TYP.ALL UNITS) REQUIRE STEEL OR OTHER LISTED MATERIAL ELECTRICAL BOXES THAT DO NOT panel boards,electrical switches and receptacle outlets, space,positioned for a forward approach to the Section 1003.12.5.4.environmental Controls,appliance controls, operating work surface,shall be provided. Knee and toe 306.1 General.Reach ranges shall comply with Section EXCEED I6 SOUARE INCHES IN AAA. THESE ARE ALLOWED,PROVIDED THE 1003.12.5.4.1 Approach.A clear floor space8 2. CONSTRUCTION CONSULTANTS OF WASHINGTON,LLC OR EQUAL SHALL PERFORM hardware for operable windows,plumbing fixture con- clearance Complying with Section 306 shall be SPECIAL INSPECTION OF THE EXTERIOR ENVELOPE PER ENGROSSED HB 1846, AGGREGATE AREA OF THE OPENINGS THROUGH THE MEMBRANE DOES NOT trols,and user controls for securit or intercoms stems positioned for a parallel or forward approach to r EXCEED Imo SQUARE FEET OF WALL AREA. THE ANNULAR SPACE BETWEEN THE shall comply I with Section 309. y y provided.The clear floor space shall be Centered the cookto shall be provided. Fq co ° W UNLESS OWNER SIGNS AN AFFIDAVIT THAT HE WILL OWN THE BUILDING FOR A MIN. p y P, P 308.2 Forward Reach. O y WALL MEMBRANE AND THE BOX SHALL NOT EXCEED 1/8". SUCH BOXES ON on the work surface. p.. I OF 5 YEARS AFTER UST OCCUPANCY. EXCEPTIONS: clear Y.5.4.2 Forward approach.Where the unobstructed, Unobstructed.Where a forward reach is d W �' W OPPOSITE SIDES OF THE WALL OR PARTITION SHALL BE SEPARATED BY ONE EXCEPTION: Cabinetry shall be permitted 4A d rn o 1. Receptacle outlets sewing a dedicated use. under the work surface, clear floor space is positioned for a forward unobstructed,the high forward reach shall be 48 I 3. IN ALL OCCUPANCIES,ACCE550RIE5 SUCH AS GRAB BARS,TOWEL BARS, OF THE FOLLOWING(11431). p 9 provided the following 9 g approach,knee and toe clearance complying inches 1220 min maximum and the low forward E+ W .�- PAPER DISPENSERS AND SOAP DISHES,ETC.PROVIDED ON OR WITHIN WALLS, A. BY A HORIZONTAL DISTANCE OF NOT LESS THAN 24"WHERE THE WALL 2. Where two or more rece tacle outlets are ro- criteria are met: ( ) P P with Section 306 shall shall provided.The under- reach shall be 15 inches(380 ram)minimum above d 02 I SHALL BE INSTALLED AND SEALED TO PROTECT STRUCTURAL ELEMENTS FROM OR PARTITION IS CONSTRUCTED WITH INDIVIDUAL vided in a kitchen above a length of counter (a)The cabinet can be removed without side of the ceokto shall be insulated or other- W cabinetry P the floor. y W (% Is A MOISTURE. NON-COMMUNICATING STUD CAVITIES. top that is uninterrupted by a sink or appliance, removal or replacement of the work sur- wise Configured to protect from burns, 8. BY PROTECTING OUTLET BOXES WITH LISTED PUTTY PADS OR EQUAL. one receptacle outlet shall not be required to face, abrasions,or electrical shock. d'5 � 0 d 4. SHOWERS IN ALL OCCUPANCIES TO BE FINISHED A5 SPECIFIED ABOVE TO A BE TYP. I w .a cemply with Section 309. eO .. HEIGHT OF 12"ABOVE DRAIN INLET. MATERIAL$OTHER THAN STRUCTURAL 3S EXITING AND DOORS: (b)The floor finish extends under the cab?- 1003.12.5.4.3 Parallel approach.Where the BEDROOM M rn O.. as 2i ELEMENTS USED IN SUCH WALLS TO BE OF A TYPE WHICH IS NOT ADVERSELY 3. Floor receptacle outlets. retry,and clear floor space is positioned for a parallel WINDOW SI A. FOR PURP05ES OF INFORMATION,ALL MEANS OF EGRE66 DOORS 4. HVAC diffusers. c 4. AFFECTED BY MOISTURE. SHALL BE READILY OPENABLE FROM THE SIDE FROM WHICH EGRE65 O The walls behind and surrounding the approach,the clear floor space shall be Can- SHALL ` x �r 5. ALL TOILET ROOMS TO BE PROVIDED WITH A MECHANICALLY OPERATED 15 TO BE MADE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE 5. Controls mounted on ceiling fans. cabinetry are finished. tered on the appliance. E• OR EFFORT.1010.1.9 8. Where redundant controls other than light 1003.12.3.2 Height.The work surface shall be 34 1003.12.5.4.4 Controls.The location of con- EXHAUST 5Y5TEM CAPABLE OF PROVIDIfJG A COMPLETE CHANGE OF AIR inches(865 mm)maximum above the floor. trols shall not re EVERY 15 MINUTES. SUCH 5Y5TEM5 TO BE CONNECTED DIRECTLY TO THE B. ALL LIGHTED EXIT SIGNS WILL REQUIRE CONTINUOUS ILLUMINATION switches are provided for a single element, quire reaching across burners ,.y WITH BACK-UP DURATION CAPABILITY OF eO MINUTES IN CASE OFSec- PRIMARYo W OUTSIDE,AND THE POINT OF DISCHARGE TO BE AT LEAST 5'FROM ANY one control in each space shall not be required EXCEPTION:A counter that is adjustable to 1003.12.5.5 Oven.Ovens shall Comply with E m POWER LOSS. 1013b3 to be accessible. provide a work surface at variable heights 29 ,o ro OPERABLE WINDOW. tion 1003.12S.5.Ovens shall have controls on C. EXIT ILLUMINATION POWER SUPPLY SHALL INCLUDE BACK-UP 7. Reset buttons and shut-offs sewing a li- inches(735 ram)minimum and 38 inches(915 a c ^! 9 PP front panels,on either side of the door. 6. EVERY UNIT TO HAVE A SMOKE DETECTOR IN EACH BEDROOM AND ONE IN THE ances, in and plumbing fixtures. ram)maximum above the floor,or that can be CAPABILITY IN THE EVENT OF A POWER FAILURE. THE EMERGENCY piping 9 9 v` HALL. SMOKE DETECTORS W RECEIVE THEIR PRIMARY POWER FROM THE POWER SYSTEM SHALL PROVIDE POWER FOR DURATION OF NOT LESS 8. Electrical anelboards shall not be required to relocated within that range without cutting the space shall b Clear floor space.A clear floor Pcounter or damaging adjacent cabinets,walls, space shall be provided.The oven door in the '/ x BUILDING WIRING WHEN SUCH WIRING I$SERVED FROM A COMMERCIAL SOURCE. THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES,UNIT comply with Section 309.4. doors,and structural elements,shall be permit- P FFF••--111 WIRING TO BE PERMANENT AND WITHOUT A DISCONNECTING SWITCH OTHER THAN EQUIFYIENT,OR AN ON-SITE GENERATOR THIS REQUIREMENT APPLIES 1003.10 LaundryEquipment,Washin machines and ted. p open position shall not obstruct the clear floor - THOSE REQUIRED FOR OVER CURRENT PROTECTION,SMOKE DETECTORS AS 9 space for the oven. FIG.3FOR V TO THE BUILDING A$WELL A$FOR EVERY ROOM THAT REQUIRES TWO clothes dryers shall comply with Section fill. 1003.12.3.3 Exposed Surfaces.There shall be UNOBSTRUCTED FORWARD REACH SHOWN ON PLANS SHALL BE INTERCONNECTED w/BATTERY BACK-UP.9012.112 EXITS.10083 1003-12.5.5.2 Side-Hinged Door Ovens.Side- � A/ no sharp or abrasive surfaces under me exposed w D. TACTILE EXIT SIGNS PER All1.1-2009 ARE REQUIRED AT THE 1003.11.2.2 Lavatory. Lavatories shall comply hinged door ovens shall have a countertop element, the high side reach shall be 48 inches 1. EXTEND THE FIRE-RESISTIVE WALL PROTECTION TO THE SOLE PLATE BEHIND with Section 606. portions of work surface counters. positioned adjacent to the latch side of the oven (1220 mm)maximum and the low side reach shall be THE TU55 OR SHOWER UNITS WHICH ABUT A REQUIRED FIRE-RATED WALL. REQUIRED EXIT DISCHARGE DOORS TO THE EXTERIOR 1013.4 EXCEPTION: Cabinetry shall be permitted 1003.12.4.1 Clear Floor Space. A clear floor door, 15 inches(380 mm)minimum above the floor. 40, AIR LEAKAGE CONTROL: space,positioned for a forward approach to the 8. ALL GLAZING i0 BE CLASS 60 MINIMUM. under the lavatory,provided the following write- 1003.12.5.5.3 Bottom-Hinged Door Ovens. EXCEPTION: Existing elements that are not THE THERMAL BUILDING ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR is are met: sink,shall it provided.Knee and toe clearance g altered shall be ermined at 54 inches 1370 ram) 9. INSTALL ONE 2A,10-B:C PORTABLE FIRE EXTINGUISHER AT THE BOTTOM complying with Section 306 shall be provided. Bottom-hinged door ovens shall have a ceun- P LEAKAGE IN ACCORDANCE WITH THE REQUIREMENT$DI SECTION MATERIALS (a)The cabinetry can be removed without tertop positioned adjacent to one side of the maximum above the floor. MORE JG OF EACH 0VE THE RECOMMEND SECURITY CABINETS,FIIOUNT NO THROUGH R402.4.4, THE SEALING METHODS BETWEEN DISSIMILAR MATERIALS EXCEPTIONS: x removal or re lacement of the lavatory; door. MORE THAN 54"ABOVE THE FLOOR LEVEL.INSTALL ADDITIONAL FIRE EXT, SHALL ALLOW FOR DIFFERENTIAL EXPANSION AND CONTRACTION. THE P ry' E 1. The requirement for knee and toe clear- y ♦°'� • A5 NEEDED SO ONE 15 LOCATED WITHIN A MAX.TRAVEL DUST.OF 15'FROM ALL (b)The floor finish extends under the cab?- 1003.12.5.5.4 Controls.The location of con- COMPONENT$OF S BUILDING THERMAL ENVELOPE AS LISTED IN TABLE bowl shall not apply to more than one ® ♦�q PORTIONS OF THE BUILDING. netry;and troll shall not require reaching across burners. ♦ ��Aq R4024.1-R402.4.5 SHALL BE INSTALLED IN ACCORDANCE WITH THE bowl of a multi-bowl sink. MANUFACTURER'S INSTRUCTIONS AND THE CRITERIA LISTED IN TABLE R4024.1.1, (c)The walls behind and surrounding the 1003.12.5.6 Refri erator/Freezer. Combination 1 •�� i 10. STREET ADDRESS NUMBERS SHALL BE VISIBLE AND LEGIBLE FROM THE cabinetry are finished. 2. Cabinetry shall be permitted to be added 9 i STREET. AS APPLICABLE TO THE METHOD OF CONSTRUCTION.THE BUILDING SHALL HAVE under the sink,provided the following cri- refrigerators and freezers shall have at least 50 (a) AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR 1003.12 Kitchens and kitchenettes. Kitchens and teria are met: percent of the freezer compartment shelves, 20 max 11. CLOTHES DRYERS SHALL BE CONNECTED TO A DUCT DIRECTLY TO THE kitchenettes shall comply with Section 1003.12. including the bottom of the freezer 54 inches 510 41. ALL HVAC DUCTING SHALL COMPLY WITH THE LATEST 5MACNA REQUIREMENTS (a) The cabinetry can be removed 1370 min maximum above the floor when the "o EXTERIOR. 1003.12.1 Clearance. Clearance complying with ( ) AND CHAPTER I6 OF THE 2015 IBC STANDARDS FOR 6EI5MIC BRACING. p y 9 without removal or replacement shelves are installed at the maximum heights pos- '•� E E L°f. Section 1003.12.1 shall be provided. of the sink, 12. EVERY UNIT TO HAVE COMFORT HEATING FACILITIES. Bible in the compartment.A clear floor space, a _ 42. ALL WOW IS SUBJECT TO INSPECTION AND APPROVAL UNDER 2015 1003.12.1.1 Minimum Clearance. Clearance (b) The Floor finish extends under the positioned for a parallel approach to the refriger- �" _ 13. FLASHIfJG SHALL BE PROVIDED FOR ALL EXTERIOR OPENINGS. INTERJATIONAL MECHANICAL CODE AND THE WASNINGiON STATE AMENDMENTS between all opposing base cabinets,counter tops, cabinetry,and atonfireezer,shall be provided.The centerline of 3 s ADOPTED BY THE CITY, appliances, or walls within kitchen work areas the clear floors ace shall be offset 24 inches 610 14. ALL llNli$WILL BE SEPARATED WITH 5/8"GWB TYPE X DRAFT STOPS IN THE shall be 40 inches 1015mm minimum. (c) The walls behind and surround- p ( >< "3 ( ) ram)maximum from the centerline of the appik ATTIC. 43. PRIOR TO INSULATING ANY DUCTWORK,INSPECTION AND APPROVAL 15 ing the cabinetry are finished. REQUIRED. 1003.12.1.E U-Shaped Kitchens.In kitchens with ante. E wo 15. ROOF SHEATHING WILL HAVE EXTERIOR OR INTERMEDIATE GLUE. counters,appliances,or cabinets on three config- 1003.12.4.2 Height.The front of the sink shall be 10 max uous sides,clearance between all opposing base 34 inches(865 mm)maximum above the floor, 1003.13 Windows.Windows shall Comply with Section 16. THE STEP FROM THE LANDING i0 THE UNIT E THE THRESHOLD OF EVERY 4saLn.ulnmrp oasLyn4m•dswalln.vOrserrarroeavnvmwaPk• cabinets,countertops,appliances,or walls within measured to the higher of the rim or counter sur- 1003.13. 255 OPENING SHALL NOT EXCEED/2",WITH BEVELED EDDGE.GE. kitchen work areas shall be 60 inches(1525 mm) face. 1003.13.1 Natural ventilation. Operable windows (6) FIG.308.3.1 o d minimum. required to provide natural ventilation shall comply >20-25 UNOBSTRUCTED SIDE REACH IT. ALL STAIR RISERS TO BE A MAXIMUM 1"HIGH AND TREADS TO BE 11"MINIMUM. ® EXCEPTION:A sink and counter that is adjust- with Sections provide and 309.3. >510-e35 `a THE HANDRAILS TO BE MOUNTED 1 1/2"FROM THE WALL AND 1 1/2"DIAMETER Lifeb Good 1003.12.2 Clear Floor Space.Clear floor spaces able to variable heights 29 inches(735 ram) on PIPE. LOCATE 34"ABOVE THE NOSING OF THE TREAD AND EXTEND 12"PAST required by Sections 1003,12.3 through 1003.12.5 minimum and 36 inches(915 mm)maximum 1003.13.2 Emergency escape.Operable windows FIG.308.2.2 308.3.2 Obstructed High Reach.Where a clear � MTHE LAST RISER AT THE TOP AND BOTTOM OF THE STAIRS. COMBINATION OF shall comply with Section 305. above the floor,or that Can be relocated within required to provide an emergency escape and res- OBSTRUCTED HIGH FORWARD REACH floor space complying with Section 305 allows a par- I8. NON-BEARING WALLS i0 BE HELD DOWN FROM THE BOTTOM CHORD OF THE VERSATILITY AND EFFICIENCY 1003.12.3 Work Surface.At least one section of that range without cutting the counter or dam- cue opening shall Comply with Section 309.2. allel approach to an element and the high side reach ay counter shall provide a work surface 30 inches(780 aging adjacent cabinets,walls,doors and struc- 308.3 Side Reach. is over an obstruction,the height of the obstruction ROOF TRUSSES WITH SIMPSON STC CLIPS TO ENSURE THAT THE TRUSS CHORD Although its a space saving solutionth's 27 inch wide washer/ mm) minimum in length complyingwith Section tural elements, provided rough-in plumbing shall be 34 inches(865 ram)maximum above the WILL NOT BEAR ON THE WALL. 1003.12.3. permits connections of supply and drain pipes complying Unobstructed.Where a clear floor space floor and the depth of the obstruction shall be 24 ,� dryer mmbinadon doesnY mmpmmiseon capacity,with an for sinks mounted at the height of 29 inches complying with Section 305 allows a parallel inches(610 mm)maximum.The high side reach 1 19. BATHROOMS AND LAUNDRY ROOMS TO HAVE SEPARATE AID INDIVIDUAL Acre large 43 cubic foot tub.Itcemes egLlpped with the (735 ram),shall be permitted. approach to an element and the edge of the clear shall be 48 inches(e220 ram)maximum above the EXHAUST 5Y5TEM5. TmeBalamn-And-Vibration System,minlmicing noisy tub ••° ;Q ' ® floor space is 10 inches(255 mm)maximum from the floor for a reach depth of 10 Inches(255 ram)maxi- movement,movement,along with TurboWmh technology swing you 20 Faucets.Faucets shall comply with Bonn Section 1003.12.4.3.4.3 z 20. USE DENSGLAS$GOLD AT ALL EXTERIOR LOCATIONS AND USE GWB APPROVED minutes larger loads•,It also features an Incemsl heating a _ C) FOR WET LOC.IN ALL BATHROOMS AND UNHEATED STORAGE ROOMS. COVER elemerd with a NSF-certified Sanitary cycle Jot a few mom 1003.12.4.4 Exposed Pipes and Surfaces. is INSIDE COMBUSTION CONSTRUCTION,SUCH AS STORAGE UNITS WITH 5/8"GWB. reasons this small washer/dryer mmbo comes with huge ro� Water supply and drain pipes under sinks shall be ,Fray cleaning and space-saving benefits. 30 min* insulated or otherwise configured to protect 0 21. MECHANICAL/ELECTRICAL INSTALLER TO TOTAL ALL PROPOSED HEATING 760 against contact.There shall be no sharp or abra- o EQUIPMENT AND SHOW EQUIPMENT WILL COMPLY WITH W5EC. SPECIFICATIONS INNOVATIONS sive surfaces under sinks. +1 •A3cu.R Live 4NV Cµeclty wwitl �CEETwt •~ ~ 22. NO AIR ADMITTANCE VALVES ARE ALLOWED, DISHWASHER WILL NEED AN AIR a lib ce Appliances. Where provided, kitchen N-il.R eW^le.rSbel Orvm •VFrtNR CPMan.In9 Doi^9 E E n a GAP. (TYF.ALL UNITS) .or.m wn.wmw'wnn •sew^nd.^.Icsy appliances shall comply with Section 1003.12.5. x N M lorwumlue wm.ncy •u•Ee vunw s.nluncnu 1003.12.5.7 Operable Parts.All appliance con- E 23. TEP LINES WILL NEED TO BE RUN TO THE EXTERIOR OR AN APPROVED DRAIN. ,"MI'M ,WCracow U. Cy.4 E m trots shall comply with Section 1003.9. > THI5 APPLIES TO THE DRAIN PAN AS WELL(5EPERATE LINES). AL50 YOU WILL . Ve.ear Pmsr m •Ccw+.m�OPnP^ EXCEPTIONS: NEED EXPANSION TANKS BECAUSE IT I5 A CL06ED WATER SYSTEM. •5"M.P. r.WO, •ENNbm-mti 6m N (AsOMIr.) •s^woas^wN•' 1. Appliance doors and door latching (� 0 24. PROVIDE EMERGENCY(BACK-UP POWER)TO EXTERIOR LIGHTING THRU 10 .o„�.w.,�Mn-vie.cw^zrw„ devices shall not be required to comply PARKING LOT. MUSH 001ON •N.4^w w^Pr.eu^ with Section 309.4. I E. •uPNmxn.Pvarc Wntrol Panavmfi •Lou."Ie.I-c"i.c oP.,.cm^ *36 min.(915)if part of T-shaped turning 10 max >10-24 0 j O 25. WATER HEATER TO BE INSTALLED AND THE INSULATED PAD TO COMPLY WITH o..IuoaeW.Iw oIr4A-cr<m- •s...cL.^- space per Sections 304.3.2 and 1003.3.2 2. Bottom-hinged appliance doors,when in 255 255-610 W5EC SECTION 420.ALL WATER HEATERS SHALL HAVE SEISMIC TIE DOWNS. •ax.m.s4.R.amrm.a au.o.P..rcn •Iarmc- the open position,shall not be required Q„I+ FIG.1003.12.4 ALL WATER HEATERS WILL REQUIRE SEISMIC STRAPPING AT THE 10P ANDT� KITCHEN SINK FOR TYPE A UNITS to Comply with Section 309.3. (a) (b) .acnwe.De.rOp.nl,q o` BOTTOM THIRD OF THE BOILER,2015 UPC SECTION 5012 ••• - -• w FIG.308.3.2 0 "d a FEDESTAL AS REQUIRED�` R OBSTRUCTED HIGH SIDE REACH 0 a ALL WATER HEATERS SHALL BE EQUIPED WITH AN EXPANSION TANK PER 2015 FOR ADA ACCESS TO VENT O MC SECTION 1009. TYP. KITCHEN SINK CLR o ° mum.Where the reach depth exceeds 10 inches 0 11- U 3 ( c� 26. CARBON MONOXIDE DETECTORS ARE REQUIRED OUTSIDE OF EACH SLEEPING SCALE: N.T.S. TYPE A ADA 5'-0 I/4" 255 mm),the high side reach shall be 46 inches W (0 depth ram)maximum above the floor for a reach o AREA IN ALL UNITS AS WELL AS EACH FLOOR LEVEL.915.1.1(TYP.ALL UNITS) TYP. WASHER/ DRYER 30"MIN. CLR. depth of 24 inches(610 ram)maximum. Fly b U f° 21. ALL HOODS TO VENT TO EXTERIOR '� EXCEPTION:At washing machines and clothes c SCALE: N.T.S. TYPE A ADA dryers,the height of the obstruction shall be per- CITY OF ARLINGTON REQUIREMENTS.COMPLETE NFPA 13 SPRINKLER COVERAGE the floor. IS REQUIRED.. PROVIDE REINFORCING FOR GRAB BARS 4 SEAT 3139 Operable Parts 3 29. ALL WEATHER EXPOSED DECKS AND 5TAIRWAYS SHALL BE CONSTRUCTED OF O PER 601 2TREATED WOOD OR OTHER APPROVED SPECIES NOT SUBJECT TO a 309.1 General.Operable parts required to be accessi- Z DETERIORATION. z - W/D AD.A.TUB ble shall comply with Section 309. U)0E- 1. 309.2 Clear Floor Space.A clear floor space comply- 1.4 E- .G 30. PROVIDE CLASS FLAME SPREAD FINISH MATERIAL SUCH AS SIDING AND U' CEILING LOCATED IN THE COVERED STAIRWAY, ing with Section 305 shall be provided. �I I--I Z Z -T--1 309.3 Height.Operable parts shall be placed within one <11co NOTE: or more of the reach ranges specified in Section 308. % x30"MIN, COUNTERS IN ADA KNEE SPACE A E-a 31. CONTRACTOR TO PROVIDE CLASS CFIR=RETARDANT ROOFING PER 2015 IBC. PROVIDE LISTING INFORMATION. 30"x 60" 309.4 Operation.Operable parts shall be operable with W��s P4 TYPE A UNITS _ CLIP AREA V G-' � 32. CONTRACTOR TO PROVIDE TRUSS ENGINEERING AT SITE FOR FIELD INSPECTOR �T" - � 30"x 48" one hand and shall not require tight grasping,pinching, A � i0 BE 34"AFF. ° T LR AREA I�--------- or twisting of the wrist.The force required to activate yr-� VERIFICATION BEFORE INSTALLATION OF TRUSSES. - u 9F-r III Be �I operable pads shall be 5.0 pounds(22.2 N)maximum. m 33, ANCHOR BOLTS SET IN PLACE,DRILLED IN PLACE,OR OTHERWISE INSTALLED MOVABLE ISP PLAN VIEW QUARTZ COUNTERTOP ---- @ ----------1" a0 A z AFTER THE CONCRETE HAS SET UP SHALL ONLY BE DONE UNDER THE @ ,,, CLR ARE EXCEPTION: Gas pump nozzles shall not be pW (EXTEND A MIN.OF 9" IL--� J required to provide operable parts that have an acti- IMMEDIATE OBSERVATION OF AN APPROVED SPECIAL INSPECTOR PER 2015 2 / aZ' OVER CABINET.) A vating force of 5.0 pounds(22.2 N)maximum. W Hy O IBC. I/-'+- 30"MIN. 30.68 f`�I W r--n p 34. 6110WER5 IN APARTMENTS MUST CONPORM TO IBC CHAPTER It 4 ANSI,WHICH _ jrl r--/ STATES A MINIMUM OF 1024 SQUARE INCHES AND A MINIMUM 30"CIRCLE CLEAR, KITCHEN /Ea IS F~E~ O Z $ WITH NO PROTRUSIONS INTO IT. /s o 0 r- 35. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED AND SHALL BE NOT LE55 -tjft 0 cc y THAN U VALUE 34. / 34"HIGH -_-_-__ ILD 36. FIRE CAULK ALL PENETRATIONS THROUGH I HR ASSEMBLIES. / 4'-0" COUNTER i MOVABLE .�.r to 31. -Hit cEILINGS: CEILINGS SHALL FORM CONTINUOUS RESISTIVE MEMBRANES BUT 36"HIGH X ISLAND u H"1 rb MAY HAVE OPENINGS FOR PLUMBING PIPES,DUCTS,AND ELECTRICAL OUTLETS I +42 COUNTER IB" 18" 3 PROVIDED THE FOLLOWING CONDITIONS ARE MAINTAINED 114.4.12). O = LAV.COUNTER OBSTRUCTION ALLOWED A. APPROVED FIRE DAMPERS SHALL PROTECT DUCT OPENINGS, RE FRIG 0 JI PER 1003.11.2.4,4 EXCEPTION 0 B. INDIVIDUAL ELECTRICAL OUTLET BOXES SHALL BE OF STEEL OR +24 O OTHER APPROVED MATERIALS AND SHALL NOT BE GREATER THAN 16 0 SQUARE INCHES IN AREA. PROVIDE BLOCKING FOR FUTURE �c C. RECESSED LIGHTING MUST BE FIRE RATED FOR ONE-HOUR FIRE ELEVATION GRAB BARS PER DETAILS SHEET Ali v RESISTIVE FLOOR/CEILING OR CEILING/ATTIC ASSEMBLIES OR yQi( - "TENTED"w/FIRE RE515TIVE MATERIALS TESTED FOR FIRE RESISTANCE. TYPE A ADA KITCHEN @ADA WORK SURFACE TYPE A ADA RESTROOM rn E SCALE:3/8"=l'-O" SCALE: 3/4-l'-O" SCALE: 1/2"-l'-O" E A.D.A. TUB/SHOWER 3 /� TYPE B ADA NOTES LG (a LG 1004.9 Operable Parts. Lighting controls, electrical 5.At water closets where a side wall is not 10o4.1 L3.1.i Lavatory.A clear floor space or REFRIGERATIONLG uava»e urvaood switches and receptacle outlets, environmental con- available for a 42-inch(1065 mm)grab bar complying with Section 305.3,positioned for a Z .� H 4 4 20Strots,electrical panelboards,and user controls for secu- complying with Section 604.5,1 reinforce- Parallel approach,shall be provided at a lava- WLTCS2 A rity or intercom systems shall comply with Sections ment fora swing-up grab bar complying with tory.The clear floor space shall be centered on cvt °a ►-i Top Mount Refrigerator IMAM. J J �. 309.2 and 309.3. Section 1004.11.1.1 shall be permitted. the lavatory. A EXCEPTIONS: 6.At water closets where a side wall is not EXCEPTION: A lavatory complying with y W available for a 42-inch(1065 mm)grab bar Section 606 shall be permitted.Cabinetry L.rq.[,gamr3c wh, Receptacle outlets sewing a dedicated use. Pro- 1. d W ;q s+vmrinl+o°°r 1Bn0':PraacHvr{v"'-w„rr"' p g complying with Section 604.5.1 reinforce- shall be permitted under the lavatory W d c W a.3 cwh wqe Gprc:y 2. Where two or more receptacle outlets are pro- ment for two swing-up grab bars complying vided the following criteria are met: I V] wamlum r®Mmgrrn.ugha vided in a kitchen above a length of counter with Section 10D4.11.1.1 shall be permitted F m .�- Iwnl+kaogxlm+l-Lksq[ two g"Wal FNmmn k to be installed in lieu of reinforcement for (a) removal or replacement be removed of t without top that is uninterrupted al a sink or appliance, removal or replacement of the lava- W N senor",t xwi eoytivrt* one receptacle outlet shall not be required to rear wall and side wall grab bars. tory;and y W n• 3 A ilnnev4ndow com with Section 309. 7. In shower compartments larger than 36 E o d W ply P 9 I The floor finish extends under the cab- y, �., d 3. Floor receptacle outlets. inches(915 mm)in width and 36 inches inet yl and N . a n (915 mm) in depth reinforcement for a M M O Z) 4. HVAC diffusers. shower seat is not required (c)The walls behind and surrounding the 5. Controls mounted on ceiling fans. 1004.11.1.1 Swing-up Grab Bars.A clearance of cabinetry are finished. Ell 18 inches(455 mm)minimum from the centerline 1004.11.3.1.2 Water Closet.The water closet E• 6. Controls or switches mounted on appliances. of the water closet to any side wall or obstruction co shall be provided where reinforcement for swing- shall comply with Section on.T 1.3.1.2. 7. Plumbing fixture controls. P 9- c0 I:n)oy n.w wry.to control yn„r the grab bars a provided.When the approach to the w1ercl se Location.The centerline of � ,y hone with Le rm+ue will S. Reset buttons and shut-offs Serving app i- the water closet is from the side,the 18 inches the water closet shall be 16 inches(405 mm) LCi ThIOQ .op "°`°`,xnar antes,piping and plumbing fixtures. (455 mm)minimum shall be on the side opposite minimum and 18 inches(455 mm)maximum •°•°u�°"'�•^�°�dA - - 9. Where redundant controls other than light the direction of a from one side of the a °" approach Reinforcement shall required clearance. accommodate aswing-up grab bar centered 15'/a 1004.11.3.1.2.2 Clearance. Clearance switches are provided for a single element, inches 400 mm from the centerline of the water one control in each space shall not be required ( ) around the water closet shall comply with W air •....... to be accessible. closet and 28 inches all t mm)he minimum in length, Sections 1004.11.3.1.2.2.1 through ^T a.,<o..e,.; .s �,�m,w„r, a,e, �I�.a+i.o measured from the wall to the end of the horizon- 1004.11.3.1.2 2.3. uw.ry nw 10.Within kitchens and bathrooms,li htin con- tal portion of the grab bar.Reinforcement shall a r _ rn _ g 9 EXCEPTION: Clearance complying with `/ troll,electrical switches and reCe facie outlets accommodate aswing-up grab bar with a height in .n..,w1 ....:"<,,, P Sections 1003.1124.2 through [„„RM =n^r° are permitted to be located over cabinets with the down position of 33 inches(840 mm)minimum rt P 1003.11244 uun. counter tops 36 inches(915 mm)maximum in and 36 Inches adequate mm)maximum. in Reinforce- ment" _ wwn„w` height and 25'/2 inches(650 mm)maximum in ment shall be adequate to resist forces in actor- 1004.11.3.1.2.2.1 Clearance Width. ,a.E, v." °" u' depth. dance with Section 609.5. Clearance around the water closet shall V be 48 inches (1220 mm) minimum in ��11 ...-e+� ,°o.,„ra• » .w ,., EXCEPTION:Where a water closet is posi- width,measured• 1004.10 Laundry Equipment.Washing machines and perpendicular from the �+.. m.,pv":M,w»a m ... +w,i.:r•w clothes dryers shall comply with Section 1004.10. boned with a wall to the rear and to one side, side of[he clearance that is 16 inches �w�.,,"`.., ",,, ,e rwnm :,+•- - ux; the centerline of the water closet shall be 16 (405 mm)minimum and 18 inches(455 1004.10.1 Clear Floor Space.A clear floor space inches(405 mm)minimum and 18 inches(455 mm)maximum from the water closet can- " complying with Section 305.3,Shall be provided.A mm)maximum from the sidewall terline. o®:: parallel approach shall be rovided for a to loading ♦ ♦�♦ • PER 1004.11 PP P P 9 1004.11.2 Clear Floor Space.Clear floor spaces 1004.11.3.1.2.2.2 Clearance Depth. ® ♦♦♦�pj machine.Aforwand or parallel approach shall be ro- "'»"' PROVIDE REINFORCING FOR P e. P required .2 Section 1shall c.3.1 (Option A) or Clearance around the water closet shall ♦ Ursa .,row.» .,",m.•.,,: •- .."w,w», ,v,«-�, ti. GRAB BARS 4 SEAT vided for a front loading machine. 1004.11.3.2(Option B)shall comply with Sections be 56 inches (1420 mm) minimum in ♦♦I j j g'-g" 1004,11.2 and 305.3.1004.11 Toilet and Bathing Facilities.Toilet and bath- depth,measured perpendicular from the ranx..rw Mir.".<m� nr, w.n "'^'•»"�"'r °m''+^"r CLR, ing fixtures shall comply with Section 1004.11_ 1004.11.2.1 Doors.Doors shall not swing into the rear wall. 5'-0 1/4" clear floor space or clearance for any fixture. EXCEPTION:Fixtures on levels not required to be 1004.11.3.1.2,2.3 Increased Clearance ,rw,rax.a».,,:ew, arnw»m accessible. EXCEPTION:Where a clear floor space com- Depth at Forward Approach.Where a plying with Section 305.3,excluding knee and 1004.11.1 Grab Bar and Shower Seat Reinforce- toe clearances under elements, is provided forward approach is provided,the clear- +�»» ment.Reinforcement shall be provided for the future within the room beyond the arc of the door ante shall be 66 inches(1675 mm)mini- �o installation of grab bars and shower seats at water swing. mum in depth,measured perpendicular �� - closets,bathtubs and shower compartments.Where from the rear wall. _ 34 a"w,emw,,,..r..,,,,.,,,,,•,,,,,,,,,,,,,,,,,=m,r,,,,,,..,,,... „A,+....,.,�,w.,w.,..°,.+w,,,a..v,<,.». .,w.,.,:.,°....,..w„"++��.,,,,,,,..,.r..m.,,,,o.w„:•®a".•,,.,.,,...ew,.,,..,,,,<:.,,.,w,.:r`:»$�'° walls are located to permit the installation of grab 1004.11.2.2 Knee and Toe Clearance.Clear floor bars and seats complying with Section 604.5 at water space at fixtures shall be permitted to include 1004.11.3.1.2.2.4 Clearance Overlap.A �3 NB Oil knee and toe Gearances com in with Section vanity or other obstruction 24 inches(610 closets;grab bars complying with Section 607.4 at PY g wo bathtubs;and for grab bars and shower seats com- 306. mm)maximum in depth,measured per- pendicular from the rear,wall,shall be P. LGaazwxa manewwco�-e»- W/D plying with Sections,608.3,808 21.3,608.2.2.3 and 1004.11.3 Toilet and Bathing Areas.Either all toilet milted to overlap the required clearance, \7 608.2.3.2 at shower compartments;reinforcement and bathin areas provided shall com with Section uh• r' ' Lp o.. shall be provided for the future installation of rob g P Y provided the width of the remaining clear- : 1004.11.3.1 (Option A),or one toilet and bathing ante at the water closet is 33 inches(840 oDeck bars and seats complying with those requirements. area shall comply with Section 1004.11.3.2(Option mm)minimum. EXCEPTIONS: S. 1004.11.3.1.3 Bathing Fixtures.Where pro- m LG Top Control Dishwasher with QuadWashTra and ponmw0ar3mw 210x ba 1 In a room containing only a lavatory and a 1omply with Option 1 Each 31.fixtu provided shall vided, a bathtub shall comply with Section o, Tm _ water closet,reinforcement is not required comply with Section 1004.11.3,1. 1004,11.3.1 3.1 or 1004.11.3.1.3.2 and a N� EasyRack Plus onemr.lrrom 30"x 48" 4 provided the room does not contain the only EXCEPTIONS: shower compartment shall comply with Section • u eo u - lavatory or water closet on the accessible 1. Where multiple lavatories are provided in 1004.11.3.1.3,3. to rp 1.7 c,.fL 0-Cgmty ;p CLR AREA level of the unit. a single toilet and bathing area such that 1004.11.3.1.3.1 Parallel Approach Bath- .� euy[lean®Ire rl^r - 2.At water closets reinforcement for the side travel between fixtures does not require tubs.A clearance 60 inches(1525 mm)min- '� ix.7"Ill-i Dlamebr ^� wall vertical grab bar component required by travel through other parts of the unit,not imum in length and 30 inches(760 mm) 1 1 coo wrm, TIP cmo-ol Duhwamm:Min owdwa»TM a^d 6i aiu+ L - Section 604.5 is not required. more than one lavatory is required to minimum in width shall be provided in front of comply with Section 1004.11.3.1, bathtubs with a parallel approach.Lavatories 101bwM lavala Ma4el:Lpaa34a:r 3.At water closets where walls ace will no[ p` _ _ p 2. A lavatory and a water closet in a room complying with Section 606 shall be permit - :Autocook0 permit a grab bar complying with Section fed in the clearance.A lavatorycom in Peons containing only a lavalor and water PY g Z 604.5.2,reinforcement for a fear wall grab g y y with Section 1004.11.3.1 1 shall ba ermit- a 300 CHI Erhamt fir. 4 closet,provided the room does not con- p m `Li I bar 24 inches(610 mm)minimum in length tetl at one end of the bathtub if a clearance Y I I II fain the only lavatory or water closet on „y m,. centered on the water closet shall be pro- the accessible level of the unit. I�LJ IJ IJ P 48 inches(1220 mm)minimum in length and O - ❑®❑Eli] _-- vided. 30 inches(780 min)minimum in width is pro- 8 0 4.At water closets where a side wall is not vided in front of the bathtub. r available fora 42-inch(1065 min)grab bar 1004.11.3.1.3,2 Forward Approach each- 'V a v»a M complying with Section 604.5.1,reinforce- tubs.A clearance 50 inches(1525 mm)min- e~ _ ment for a sidewall grab bar,24 inches(610 imum in length and 48 inches(1220 min) mm)minimum in length,located 12 inches minimum in width shall be provided in front of bathtubs with a forward approach 24"LAV.COUNTER OBSTRUCTION (305 min)maximum from the rear wall,shall .A water wr`.ra w�w� +�orM+ • � ALLOWED PER 1004.113.122.4 be provided. closet and a lavatory shall be permitted in ,no11",w.aar .venr d+w^q�, the clearance at one end of the bathtub. � c `° ,vr aw.+ww „uen.w,a r,aaa>" PROVIDE BLOCKING FOR FUTURE 'a""iYNi1m"""'"�"`�"`� <w,ro�<.x�.n:,.,,v,.o+."i+,u<o.w.w.•�,x,n.•.. „r.r r.nwo..nvr,rrrwru.s+xu,,,,.n^ GRAB BARS PER DETAILS SHEET AIO.1 EE •r°°°• "' � ��'° TYPE B ADA RESTROOM LEGEND v..aa U SCALE: 1/2„-1,-0„ rwL»mngailho.wirq A1, • no.e..re,+.«,< . .wcee.a,,,,w,.w..w�,raiwm.nraa,n.,Anro.«.+».. 1.1' DUPLEX OUTLET GABLE iv G "C c a.+m.w w"e rwtiu�°wn.P°,inwaewn"" re°»d.wa,.rww»." .r. DEDICATED OUTLET Qw.H. WHOLE HOUSE FAN s„w,w»w»aiwr> r a eoe „em„"rw,n.wwH+r wrmrm n+..,..a»o,».v<.w.mraH.xrw TYP. SWITCHED OUTLET Q EXHAUST FAN y.x W SM SURFACE MOUNTED OUTLET SA(i SMOKE DETECTOR o..rtsr..w 4-kWP oo warn;weal O y.r WEATHER PROOF OUTLET SOB DOOR BELL �°•++ '°i^Oenbp1 cys, REFRIG I I FOUR FLEX OUTLET DOOR BELL CHIME are„rx �a q,mamere cwany - O - 3 dimm,am.ac,remy +a" O226 220 V OUTLET +HB HOSE BIB worn:is aa- Z Q +omws ii 4'-0" I I $ SWITCH CM. CADET HEATER O .. 30"x 45" / F F .., ,.+,.,,,,.,,s..m,..,.s.,,+.. ,.,.,m"„•,. ...,..,»,,.,..,,,,,,.,.,<..,,mna ,•,"w"",<x" mc,:�noanww»Lwm,mina,wwioml,mw.nenr+xwLcaar,me.weeerrvanwaxuartoner +rs = b $ FAN SWITCH o CLR AREA _/ 3 E� DUCTLESS SPLIT ,I f,--r4I Z Z $ 3-WAY 5WITCH �Lr�V-4 W ®SP ----- H.L. O 14EATLAMP a b I KITCHEN / $ HEAT LAMP SWITCH A W TYPICAL KITCHEN APPLIANCES - - PHONE ¢ L1DET(RMINE/fBPETOBE AZd � I DETERMINED 6Y OWNER/ 86 ISLAND / C CARPET ARCHITECT) _y A d Z, SCALE: N.T.S. dW oU a A +a„_ WF WOOD FLOOR FLOUR.LIGHT W 1-1 C,, msP O VP VINYL PLANK a W p LOCATE OUTLETS AT 15"AFF.UNLESS OTHERWISE NOTED. E 4 E-I Z,x $ ADA TYPE A 24"OBSTRUCTED SIDE REACH-34" Q O E- uIORC SURFACE UNOBSTRUCTED FORWARD 4 SIDE REACH<15"MIN.-46"MAX. '�' �'cc c O TYPICAL KITCHEN ALL OPERABLE PARTS TO BE PLACED ESE RANGES. PL. PRIVACY LOCK ITYP.ALL BEDROOMS 4 BATHS) N SCALE: 3/8"=V-0" SM.=SURFACE MOUNTED OUTLET �erc�gLv a •--I 3 1/25/2024 emiei°a ai„R,iP.by 0 t7 a rl l'! w V W E E u_ 3 P1AM.WAINSCOT TYP. 54"MIN. AROUND PERIMETER z .; z 12" 42"MIN, RESTROOM IALL UAL 1 — —— —— —— — „" """^•_'°•,IL" W m A M X MIN.4'ABOVE FLOOR ►a 50AP DISPENSER 1/25/2024 Fa m 24"x36"5.5.MIRROR BuiltlinB�YFEbullt iewM d Fi' 36"MIN. 39"-41^ RESIDENTIAL o, y P.T.DISPENSER MATCH LINE SEE SHEET A10.1 LOUNGE d w 2'-m 12 — —— —— —— —— MIN MI _ LEVER HANDLE 1OOE FAUCET nar acc.�s _ I W d 02 d I z _ e - iP x Q SI r m d m e m 0 53 FLOOR TO 24"MIN. WRAP PIPES IN = x E EXTEND UPWARDS I6"MIN. 42"MAX. RIGID IN5UL.TO co ON WALL 6" PREVENT BURNS 18"MAX. _ I W •.-I 0 B A B 1 TYPICAL RESTROOM ELEVATIONS ® Tax O SCALE: 1/4" l'-O" T R2 SHELL ONLY a - w1 IOI nze 09 0 SII e 51 � I ♦ �j min e - - ---- - - -- - GOOSENECK w/ _ I - ADA LEVER I FALSE BASE FOR �o _ ADA.ACCESS - RESIDENTIAL 3 52 FITNESS CENTER u w7 5 _ � 55 o wo I A7.0 PREFOPo'1ED RIGID IN5UL. ON PIPES TO PREVENT BUR45 T A a = 9 SHELL ONLY 0 M CABINET ELEVATION o � I 2 e 52 wi P 1 A7.0 � I �? SHELL ONLY A y a ° 6 O m u e SWELL ONLY = 111 °oo II I ti U SI - T � I e o t E-i � � ram+ C� C� 51 a o - R2 T 9 'd a O �U e SI U r U SWELL ONLY _ d ❑ R2 IIS COMMON a L 2 IT ROOM N A F 199 TYP.1 c UNISEX 7 " Z Z c Q Y s Qi E E- r ---------------� =TJn zz 51 4'-II I!2 6'-O" II'-9 I/4" m I - K UP T O 24RI ® - 1141�n7.e ca OQy Z a KEY PLAN 8.6 1 �A 0a��oQwzW+ O $ o '-4" 12'-10" ,'-4' S'-," rl- GO 1-4" 3'-2" " 2'-10 3'-2" +� � 10'-b" 9'-m" 15'-9" IS'-9" 13'-0" co c 0 PARTIAL FIRST FLOOR PLAN 12 SCALE: 3/16"=1'-B" E E u_ 3 .ti 12'-9" 23'-9" 6'-0" 19'-9�� L. 6'-0" 1�-0' 3'-0" 4'-0" 3'-0" 3.-6„ "6'-0" Y-3 Y-3„ "b'-0 T.-0" 4'-0" 3'-l" 1'-0" 4'-0" 1'3' W A �. c� eE3 ►a. 51 �----- - A2 A2 � BI F d � � m •�- IT'-11 co 10-10" 0 0 BI 1 y W q A e W1 p.0 UNIT TYPE 865 1 UNIT TYPE FF2 N1 ol� A7 a T $1 1 I BED/I BATH HADA 2 BED/2 BATH A7 r, Fn o H.W.H. 13 1 118 120 529 5F. 1w SF. BEDROOM 112 1 BE ROOM ADA TYPE A TYPE B C ❑ F 51 1 r C 23'-0" 23'-9 BI c0 STANDARD MOUNTING HEIGHTS & NOTES CED 3 1 W4 LIVING 1 LIVINGIN „ BACK WALL @ W1 1 A7.0 E7qw 1 W ❑ s R30xb - 15" 15" CONTROL BACK A7. 0 1 PR 3 x 6a 30 x 68 1 q - _ - PANTRY a WALL 15"MAX. WALL 2T" X. F- 1 BI-P 55 KITCHEN 1 �{ a m MAX.MAX. = FULL HEIGHT KITCHEN Im 6 13 1 = LVP 1- PANTRY w/ 2 xb a r i T n N SHELVES LVP I 1 --- - m 1 , FULL HE BEDROOM _ 36° CON -1 = -- -7 .o E@I J 1 L ® ® SHELVES C m .o WALL 48"MIN. m IAI 1 -63 10 ° e - m 2' " 4'-3" 9 N N 1 s a e L TRANSFER-TYPE CONTROL IN LOCATION OF 1 30x68 BATH 1 BATH a 210x68 BATH ®v♦�.��' g.y LVP 1 LVP g.b^ m 0 s LVP ♦ �j��n SHOWER COMPARTMENT TRANSFER-TYPE SHOWER SHOWER SPRAY UNIT m t " 6" 39"-41" 0 O C ELEC. e IN. OR 1 CLR.O SIN. eX -WGC-- O ••,'•, 54"MIN. 36"MIN. 5 cO ____ ____ _ -- N 361NCHE5 MINIMUM - r, _ --- - --- m - -------- PARTITION 12"MAX 42"MIN. WHEN WALL SPACE FMI, s13'0" 5'0"PERYMITS 1 CLR CLR 6"MIN TRANSFER r T SECTION ❑ CLR - Jo _ 609.4 - SIDE - 48�.3" 1 l'-0" 8'-3" b'-9" 5'-0" 9'-3" 8'-0" u 3 GLR "3 O 1 1 r— ---- ----- N wo ELEVATION W6 -- ----- 1 ----- ---- _ iO.o I'-6" O6 g ' ATO 1 1 m a e MIN. TOILET COMPARTMENT SIDE WALL GRAB BAR REAR WALL GRAB BAR PRS 6 cLR TOE CLEARANCE FOR WATER CLOSET FOR WATER CLOSET e 51 EM.R 1 1 = BI-Pass 10 8 BAPH ❑ 1 ELEVATOR 1 EN 2 xb u s 114 u 1 1 - PULLTHEIGHT W/D Lu M d' ron sll l/4" II/2" ® ; W5 L SHELVES LLI � I 1 1 A7.0 1 _ 00 ---21'1" 6 1 5-1 3" ■ = g s UP CLR. Lu ba I n a3 24R 1 1 KITCHEN Z °� 1 1 PR3 x6a 210x 68 LVP b: 0 1 5TA 5 1 el-P 5 L m a e _ ❑ Z 5 dW •.r p BELOW GRAB BAR = DISPENSER LOCATION PASS-THRU 1 _ J -- - --- - N B DROOM LVF L U 1 123'-0" 0i 1 e 12"MIN. 12"MIN N 12"MI vEst. W1 WIT TYPE EE2 V A7.m 1 x 1 A7 I BED w/DEN ~ cII"MIN j 1 1 119 Q ❑❑❑ ISEX 1 e 628 5F. cj Fes+ mO 1 ° BI ADA TYPE B O 2 1 1010 MAX. Cl2 ai 52 RESIDENTIAL -m^ 3 a2 o T R2 G SNEL�LY 3" 4' .. -d aLOBBY 1 T g-y�� 12'-6�� U TREADS AND RISERS TOP AND BOTTOM TOP HANDRAIL FOR ACCESSIBLE STAIRWAYS HANDRAIL EXTENSIONS AT RAMPS EXTENSIONS AT STAIRS 100A _ 3 o 0 SS a .d 'd U m 0 9 T " 31/2"MAX. 5"MAX. 15"MIN. T WALL LEGEND I 9 - � 3 _ 12 RI NON-RATED Z � O X —_ I-HR.WALL Z p � F� T ❑ I N15 m �M BRICK VENEER a_4 ZZ W1 i -4 W.-� A7.8 [A)PARALLEL APPROACH RI FORWARD APPROACH LEA5ING DRINKING FOUNTAIN SPOUT LOCATION O OFFICE �1�� s o mmD 0 e 1�4 c)Z SI s M E-4 C) 4 AN KEY PLAN fx a A z Q. s E L A70 W7 0- W7 I dG=I�o> 0 A7.m _ f11 o T zz $ 0 0 cE- 3 Q, 51 RI - rj c0 RESIDENTIAL c t ` _ 0 LOUNGE 51 ° 1 0 r 4-) co IO0E e e =1122� PARTIAL FIRST FLOG PLAN m IN SEE SHEET A10.0 scALe s/Is"=r-e" o c� z z 134'-6" 2'-m" 1/25/2024 —1-9 P-R-W y Fa m SAFEb.ilt 40'-3" w � W 2 23'-S" 23--0" 15'-b" 15'-g" 12'-S" 21'-b" E+ .�i W m W c� d � -, I 1'-3" 4'-0" 1'-0' 3'-b" 4'-0" 1'-m" b'-m" 3'-3" 3'-3" 6'-m" b'b" 4'.0" 3'-3" 4'-g" 6' .. -m�� 4'-g" 4'-g" 6'-m" 5'-m" 3'-m" 4'-m" 3'-m" 3'-b" b'-m" 3'-3" 3'-3" 6'-m" 1'-g" 6'-m" 4'-b" E Q.,c q W m w o x BI � A2 A2 � BI AI AI - A2 A2 � v r, co UNIT TYPE FF2 1 UNIT TYPE BU Wl 1 UNIT TYPE CC3 1 UNIT TYPE CC5 UNIT TYPE 555 1 UNIT TYPE AA2 BI C 1 w/DEN 1 BED/ BATH 1 2 BED/2 BATH G ADA TYPE B 1 W4 ADA TYPE B BEDROOM A7.0 ADA TYPE 128 ; 130 ; 1S2 BEDROOM w BED'n/nB 1 BED'n/ wB 1 DIO w/D 1 D O BEDROOM ISO 122 1 A7.0 5``� 1 52�SF 1 5235F. ❑ - PE B 1 ADA TYPE A 1 '_" BEDROOM ADA TYPE A 1 ADA TYPE A C a W a U FULL HEIGHT 1 1IVIN C 23'-m" 2l'-b" v 15-b" 0 [7] PR 3mxba LIVING LIVING PANTRY w/ LIVING LIVING 1 W4 LIVINF7G LIVINGW-l" r w/55 LVP 1 LVP LVP 1A7.0 L EIGHTlmaSHELVES 1 1 PANTRY w/ 1 1 SqW1qWqW I q FULL HEIGHT 1qW 1 qWmo SHELvESRY w/ 0 1 m 1:d = BI-PA5565 3mx65PANTRb:1: LL BATHp° sKITGNEN KITCHEN 1 KITGNEN KITGNEs vPIm a KITGNEN KITGNEN FULL HEIGHT WIC 1 x 2fl FULL HEIGHT 2 xb PANTRY w/ 1 C0 `.i� ' 1 _ LVP1 LVP (/��C LW LVP SHELVES s n G 1 e a� LVP LVP 1 SHELVES o BEDROOM FULL HEIGHT SHELVES 1 1 1 m 1 1 1® ® L OO EER am r��-- OoO OoO J 1 L �� m 5 a 1 �aQ sa F81 J L "o 0 a� 56 �m 1BI-P o6�O - CLR. 2'-g�� 6-2" 1 3-lm�� W/D W/D mo 3'-Im" b'-1" BI e 0 ILL Fa o o_ 4'-0" b,-m�� 2'-g�� 4�- �� W/D 1 1 s Im a u m a GLR 1 r-5^ m a 1 m a BATH 1 BATH u m a 7�-r DROOM Jo _ BAPH e 8'-b u 1 5'-b" x 8'b" J 1 g'b" 3mxba 0 1 3 xb 3 xb 2 xb _ _ 1 = 1 3 b - j BATH 1 BATH � 2 xb = BATH 1 BATH m LVP LVP m a LVP LVP m m LVP LVP m_ 41)EN 5'-b" 1 CLR CLR 1 A70 = CLR CLR. = 1 CLR 1 CLR. „ .0 MIN. MIN 9 9 MIN. MIN. e 2'o o o o o s o o � o o wo M a 9'-&" 5'-m" 9'-3" 9'-3" 5'm" 5'-m" 9'-3" 9'-3" 5'-m" 15'-3" a �+ CLR CLR q�� CLR CLR q�� CLR CLR 2 - M 2'g�� a�_ 5�_m„ g�_3„ g�_3„ 5�_m„ 9'_a° 5�_m„ g�_3„ g�_3„ 5�_m�� 9'_9" 5�_m„ g�_3„ g�_3„ 5�_m„ 13'_3„ - v m o G R CLR ___ _ CLR CL C R _ CLR CLR s N N 1 W3 1 — DEN _ — — ----- -- — 0 � I 1 — ---- X 8 b — 1 --- e'-b" x 1 a a,-b„ 1 5'-b„ 1 1 STAIRS n s — -- �� r-------- s --- r--- Q - — = 1 = W3 = s' 0 8'-O 1'b A7.0 v �° I'-b' O o o O 1'b - p_b O o o O A7.0 1'b�� ° o o W BATH = m 8 °1 xN 1 u+ LVP 21mx b8 LW ; LVP 21mx b8 q,-m„ - LVP ,n CL� 1 Tfl R Im 8 - x eLVP 4 mMIN. CLR J LVP ; LVP CLR MIFJ. 0 1UP s 1 Im 8 LVP 1 LVP _ r b" CLR c m u _ 0 _ 0 MIN, m u m u MIN. 0 0 MIN, m u m u MIN. 0 m b 0 1 5 1 BATH BATH 1 LVP B b-'R 3 xb 0�Q 1 DEN f m CLs BATH 1 BATH R CLR 1 5 b'-m" 2'-9" 4'-b"� 2 xb BATH BATH - 2 xb 4'-b" 2'-9" D " 210xba ro u m i� plmx 68 s mN 1 4R 6 _ ^ 1 0 Y "'d 1 1-3" 2-5 4-I" W/D 1 W/D PR 26 x ba W/D 1 W/D PR 26 x ba CLR W/D 1 W/D d 1 Is W/D 1 I'-4" 1 BI-PA55 1 BI-PASS L J 1 W' PR3mxb 1 �� 1 � 1 o W co 1 ® ® L---- ® ® 1 ® ® _J ® ® 1 F- ® ® e Q 1 s PANTRY w/ "U5 FULL HEIGHTsN u WIC a s KITCHEN KITCHEN 1 N a KITGNEN KITCHEN 0 1 S m W KITCHEN �°' 1 1 0- SHELVES �1. e N WIC a Q . 1, a WIC x"T KITCHEN KITCHEN — ro C LVP LVP ¢ m 1 p_:n LVP LVP 2n ma 1 G m B Q LVP LVP Z LVP 1 Im 5 �m b;l:� s G b;l:� s 0- b:l:d 1 .. 2 xb d'- 1 D-m o-m 1 �- PANTRY w/ 1 J PANTRY w/ POCKET ❑ 1 ❑ o-m e ❑ 1 ❑ e% w-m ❑ 1 ❑ dW o FULL HEIGHT 1 dW 1 dW DEW 1 121W FULSHELVES 1 CN2 C = SHELVES 1 21mx68 1 21mx68 PANTRY w/ 1 1 1 PANTRY w/ 21mx65 1 1 K I E4 U 1 1 FULL HEIGHT 1 1 1 FULL HEIGHT 1 A 1 4'-b" 4'-b"c d UNIT TYPE DD2 1 UNIT TYPE EE4 1 UNIT TYPE BBIO SHELVES 1 UNIT TYM CO 1 UNIT TYPE CCb 1 6WELVE5 LNIT TYPE BBb 1 UNIT TYPE NH2 = CLR. CLR I C 7 STUDIO 1 1 BED w/DEN 1 BED/I BATH 1 STUDIO w/DEN 1 STUDIO W DEN 1 1 BED/1 BATH 1 STUDIO w/DEN ——————— o Q 121 - 1 N BEDROOM 123 1 W4 125 BEDROOM 1 = 127 1 129 = 1 BEDROOM 131 1 133 0 .d ¢ IT Y m 23'-m" 23'-m" 15'-b 1 15'TYPE m 1 C 5lm SF. 1 5lT SF. ..¢ 505 SF. 1 2 C bba Sr. 1 A7'0 5lm Sr. G 1 - 525 SF 1 56m 6f. o ADA TYPE A 1 ADA TYPE B 1 ADA TYPE B W� 1 ADA TYPE B 1 ADA TYPE B 1 W4 ADA TYPE B 1 ADA TYPE B DEN a, ry � 1 1 A7.0 1 A7.0 23,0" 1 Y5,_b LVP Q V W o LVP m LIVING LIVING 1 LIVING LIVING LIVING 1 LIVING e LVP LVP 1 LVP LVP LVP 1 LVP a $ - , I 61 - ------- Al ------- -- A2 - ------ - A2 -- -- ------ AI ---- c Fn E. q�-O- I"I" 3--b" b,-01, 3-3 3-3 b-m 3-b �-m� -g� q�- 1.-m�� b-m �-m�� �-m� �-m� �-m� ,-m�� �-m� Qa^Ic3-m4 5 3 3-b q-b q ZzF 12'-5" Im'3" 12'-5" W P4 L� H C)4 86 KEY PLAN 1-4 N a �o� ✓r k! ( I'( �zx $ PARTIAL FIRST FLOOR PLAN 0-4cc v SCALE: 3/16"=1'-0" rX4 LO C12 4j I v rn w s E u_ 3 = e A,$ zz zBEDROOM 11/25/2024 m .4 - -lding Pl-ft—by 2PANTRY w/FULL HEISHELVES _ 1 W3 e s e 4A dy 0 30x68 a' 02 A7.0 s nd s E+ d' W m 0 K V C7 y LIVING BI-Pass a u 6 s u 1 5'-p am wy w a ¢ A LVP 1 & cli 1 L I � IF m cn 0� + BED B B A J�QTCHEN 0 PR3 x68PANTHEIGHT 209- - 16° BI-PA55 s a%0 1 a 6-' _ SHELVESSF.ADA TYPE aR. 1 °' E UNIT TYPE GCS coSTUDIO w/DENBAPH 1 9 210LIVING t x Cu,1 ; e I� 622 SF. 0 K ADA TYPE B q® KITCHEN l a x LIVING --� WD BATH�1 CLR CoLvf' W`] LVP LVP r^ UNIT TYPE EE ®� s''6 1 1 BATH KITCHEN 1 LVP w D a ICI m a �o CLRsK BED w/Dfi� LVP Wi 0 1 A2 207m � � � u 1 1 __ __ dl ADA TTYPE� e 1 10 B w D r-- 1 BIR-PA556 Y-5" FULL HEIGHT - 8'-6" �® vP PANTRY w/ a - 1 K CLR d® KI LCHEN L 5 a, u 1 0 ° UNIT TYPE DD3 SHELVES 30xb8 1 s ILL STUDIO - a ---- 1 e ❑ 208 b LIVING AI e mo- - 56l SF. - e Al BEDROOM ry e s ADA TYPE B r C '^ DyP 1 IE N `o u 30 x 68 PR 30 x 68 PR 30 x 68 PANTRY w/ _ _ W3 1 BI-PASS BI-PASS FULL HEIGHT W4 ii A7.0 Q, SHELVES _ am wo T 1 BI-PA55- _ B�AS�____ SHELVES ______ _ 1 = _ 0 8 m 8 e W1 -- W D BATH 1 1 PANTRY w/ 4_m„ A7.0 LVP 1 FULL HEIGHT = M KITCHEN ®b CLR.s K 1 6"30 x 68 1 e a e ql 10 UNIT TYPE DDb ❑ � O 0 j u s z UNIT TYPE DD5 ov d a STUDIO FYI s 1 STUDIO - LIVING a 205 206 AI s LVP - cq 533 SF. ry z - 1 e 498 SF. ADA TYPE B - 1 ❑ ADA TYPE B I a u m 1 u8'-b" q0 KITCHEN LIVING Qj p - PR30x68 PR30 x68 30x68 °' 1 GLR 00 LW LVP = a w PANTRY w/ gl-PASS 5I-PA55 FULL HEIGHT 1 BATH o SHELVES ------ 1 a+ 1 LVP w� L-- •Im+ 1 ------------ ------ a _ a 83m xb8 123m xb8-- 1 1 -PB 30vc,8- 23m xb8 •P+�y PANTRY w/ BI-PA55 BI-PASS - BI-PASS BI-PASS PANTRY w/ W1 U N � n FULL HEIGHT = FULL HEIGHT 2n e ql SHELVES 0 8 0 8 SHELVES A7.0 Il'-5" 6'-5" b'-5" 3 xb I'-b" 2�F67 I'-b"3 xb b'-5" b'-5" e UNIT TYPE DD4 z a K a z UNIT TYPE DD3 LIVING LVP STUDIO = s u s u = € STUDIO 203 204 LIVING AI I E4 -30, v 520 SF. [:] �I 1 1 a I� 1:1 56l 5F. LW r ADA TYPE B 1 1 02 ADA TYPE B r I� N s Toll 1 KITCHEN ®� 8-b m 1 us'-b" q® KITCHEN � DECK CLR. o G 'd a a e W4 L�' ®r 1 aR col® Ln' W4 W 2'-m" BATH CI 1 1 BATH WID A7.0 ° 1 LVP L-- -�a 0 BBB1 1 BATH W D r x PANTRY w/ U •n 1 1LVP s FULL HEIGHT 2 BIEDn2 B KITCHEN KITCHEN ®� CLR 1 m a+ 1 :o K CLR CC�® a e LIVING VP a u 1 1 u LVP UNIT TYPE JJI LIVING = 3 - LVP 20 - 0 1 1 0 ❑ BED w/DEN LVP Q - ADA 81TYPE B e 1 1 e 202 F E- PANTRY w/ z 9 z ADA TYPE B z C7 :o FULL HEIGHT = F I'-6" = F6'-10" 10'-5" 15..0.. s - z m - SHELVES PR 26 x 8 a K e e A .--I w a - BI-PAS 2n u a, u "' "Q'.. coo = 30 x68 30xb8 FR30x6 cO - L) 6' BI-PASS t.t. 4'_0" _ i v� 1 W3 DEN W5 U O Z a w W3 1 1 AZ0 A7.0 DECK A d Z a���W KEYLAN e All BEDROOM 2,S a d 7 1 O� _ �_ BEDROOM = = 3 1 BEDROOM $ 210x 68 d m C 1 _ DN s K 1 C W1 1 24R u l -�4 c EMEE" •" A7.0 26x68 BATH 1 STAIRS _ BI e a s _ LVP 1 1 1 1 �°N W 1 UP 0 0 ❑ ❑ 6'-0"112 8R -4� 4'-3�� - e +A coBI B2 CLR. CLR. - `~ = Y'-l.. 4'-0" 4'-3" 4 4'-0�� 13'_9" �i C I\T a'-g `w 11'_ID" d rl 12 PARTIAL SECOND FLOOR PLAN v E SCALE: 3/16"=1'-O" THIRD FLOOR SIM. u_ 3 1/25/2024 Z � Iz-I Builtling Fbn -by z'-9" z'-9" a SAFEbullt C I1 I6'-9„ b'-0„ 3'-011 5'-0„ b'-0, 5'-0„ 3'-0„ 4'-0„ 3'-0„ 3'-b„ b'-m„ 3'-3„ 3'-311 6'-0„ -b„ 4'-0" 3'-b„ L-0„ 4'-0" 1--3, m pa A AI A2 Az p� 02 BI W .d. I - B 210x ba 1 _ E r m 0ol W mUD o.m.an �i a UNIT TYPE AA3 1 UNIT TYPE CC5 Q UNIT TYPE 555 1 UNIT TYPE FF2 W1 x 2 BED/2 BATH STUDIO w/DEN I BED/I BATH 1 2 BED/2 BATH F 216 217 W4 1 218 220 A7.0 a co 849 5F. 1 555 SF. 554 5F. 1 V&SF. BEDROOM °' W co IQ ° 2'-5„ -„ Im ADA TYPE B I ADA TYPE B 1 ADA TYPE B A O BEDROADA TYPE B1P3�- ��LIVING LIVING LIVING LIVINGLVP PANTRY w/ LVP LVP 2 FULL HEIGHT 1 r, Tqw 1 qw SHELVES I qw qw ❑ 3mx6VImx 68 PR 30 x ba 10 81 Iq'A55--- nFULLT EIGHT KITCHEN RY w/ b^1: I = BI-PASS 2 xbPANTe I e LVP 1 KITCHEN FULL EIGHT KITCHEN �I2lmxbaSHELVES PANTRY w/LW SHELVES LVP LVP BEDROOM C I � I � � FULL HEIGHT� SHELVES EBIL ® ®1 am 1 ATO R-3p- 1 �5 1 �a--- ATH :o CLR86�A66 1s �g w s K ; W/D W/D 1 W/D 0♦♦����n I'-3' 16 I � ♦ �� FIR 3mxba ,p u B 10 8 10 a Im 8 m ♦�/�� FIRPA55 210x ba g-b„ LVP I BATH u 2 lox 0 DEN I 2 lox u BATH 1 BATH ij 2 lox s s BATH 8'-b„ co Q, LVP m g-b�� LVP I LVP g'-b„ a e .n i R � .I'-6" s _ 3 1 s 1'-6" I'-b" .o WIC r. s LVP = --- ' � "o �INe � exslN oR � � � "o �IN A7.0 1 BI ---- -- _ - -- --- ----12'-11" l'_9" - ' " ' " 5'-0" 9'-&„ 5'-0" 9'-3" '-Y 5'-0.. W4 CLR 4�� u s CLR 4�� CLR CLR s w� ci3 O �a d �n A7.m 30xba I" ---- - - - -------1- CLR CLR CLR --Iu 6A�iN�; r 13 r------ 1 ----- - s �b of 0 � ^ M 0� 8'-6" ' t- ®� cLR 1 BUILDING X BIED BT TYPE ASH KITCHEN I W3 MIN. CLR. BATH Q e� a a LIVING LVP 1 STORAGE A70 DEN a m a LVP �� A2 LVP 215 O I W7 I ELEVATOR ? 1 LVP = 2 xb u I I 5a45F. LL Aze 1 1 woo ADA TYPE a A7 ; 9,17 5 ; w D W I I I z FULL TRY WHEIGHT PR 30 xba v C. I'_b�� r--- 1 I A7.0 1 PR 3m xba 2'_5" ° �� .. e SHELVES a ----- - --- -� -----J BI-PASS ® ® y n m BI-PASS 0 8 u 4, 4'-3" e m 3 x6 - 1 CLR UP R I - f2oxba W - o a ---- - --- I 16R 1 _ KITCHEN N I STAIRS ' WIG PANTRY w/ 2lmxba LVP p v d LLB e a DECK BEDROOM 2lmxba 1 o c FULL HEIGHT Lu BI C 1 1 m m DLW a DN - SHELVES ❑ bui Z 'V Im'-II" 5'-b" 1 1 2'5" s Q.o 8'-II° a+ 5'-b"ry 24R v u I J N O DETAIL a --- I cLR I 2lmxba BEDROOM LIVING N SCALE: 1/2"-1'-0„ 1 --- ---- �m 1 -- -- --- - - --- C = LVP ti q-l^ la,_3„ 10�_0„ 23'0„ wi IT a _ --PANTRY w/ m a J ' W3 DEN a s WIG�n a I q 0 I�BEm�EE2 F FULL HEIGHT PR3 xb N 30x6a I A7.8 LVP o_ c - �' 1 219 ^? BI-PASS 5'-5�� SHELVES 125 5F. N - I'-6" "' I ADA TYPE B LIVING UNIT 21S N w ° s _ 5m4 a Vt�== BEDR00 BI 0 4'3" 4'B0'6 ❑ p ,b z M o ❑ W o r O I m e 01.411 = FULLNHE GHT BI-PA556 3 6 6 m 3 m •• r•I U a 582 SF. I 3 x 6 m a _ d ADA TYPE B I2'-b" m KITCHEN 00 8'-b'°o u ; 9 z SHELVES 3" W4 ®� CLR 1 = A20 d d v N - BATH��{ 1 1 V ❑ LNIT TYPE EE5 s - LVP J 1 1 ° 1 BED w/DEN LIVING r ----- - -------------w/D -- -- I0� 214 LVP 3 BATH I I qo KITCHEN 6695F. A z T Ed LVP al I aR. �® LVP ADA TYPE B Z z p I = I T BATH C7 DO W/D L-- z UNIT TYPE GC9 KI�vPEN ®� cLR a 1 1 LVP .--I Z m' STUDIO w/DEN -- ---------------------- --- 211 �01 a AI LIVING s 591 SF. 0x I ; BATH W/D Wl s u m w I LVP A7.0 O�Z-'GL W ADA TYPE IY_11.. 5'-b" 2"1" a'-r' I'61 KITCHEN UNIT TYPE BBS W C) --I d z LVP I BED/I BATH_ LIVING KEY PLAN (/�a A PANTRY w/ m g s N u t o"' 212 n LVP A2 e a A W FULL HEIGHT BIR--PASSE 3mxba 1 �-p_. 622 6F. - 1.4 1--1 p d' SHELVES , 1 e ❑ADA TYPE PANTRY w/ W = - FULL HEIGHT A2' p a _ SHELVES e PR 3m x 68 v e a DEN 1 _ " 3mxba - el-PA55 aE--1 LUP W3 1 m = A7.m I = +' co v � 1 0x 6a BEDROOM MATCH LINE SEE SHEET A11N mLR v PARTIAL SECOND FLOOR PLAN E SCALE: 3/16"=1'-0" THIRD FLOOR SIM. u_ 3 EU v25/2024 z ~ o-z. aunama P- ..,e , w q —E-It w '�- m � pa W F 12'-9" 10' E+ .. y 4'-0" 1'-0� 3'-6" 4'-0" 3'-b" 3'-6" 6'-0" I.-Y. 3'-3" 6'-0" 3'-b" 3'-��� 4'-0" 3'-3" 4'-9" 6'0" 4'-b" 5'-0" 6'-0" 5'-011 3'-0" 4'-l�� 3'-011 3'-6" 6'-0" 3'-3° 3'3" � 6'-0�� 3'-b° 4--Y 6'-0" 4'-b" EW-, p^ q W 0 M En O ® A2 AI A2 A2 x DECK r `BI AI A 210xb8 ; v c0 I UNIT TYPE FF2 1 UNIT TYPE 554 1 UNIT TYPE CC3 1 UNIT TYPE CC5 UNIT TYPE 555 1 UNIT TYPE AA2 - 2 BED/2 BATH 1 W4 I BED/I BATH A 0 1 STUDIO w/DEN 1 STUDIO w/DEN I BED/I BATH 1 2 BED/2 BATH 0 p 1 1 G 9 ADA TYPE B 1 ADA TYPE B -ADA TYPE 5 TYPE 1 _T 55a SF 1 ami SF, BEDROOM 232 BEDROOM 1 1 alb SF. 1 A70 5l0 SF. 1 528 S 1 55 BEDROOM PE B 1 ADA TYPE B ADA TYPE B 1 ADA TYPE B a BI c 1 1 BEDROOM 23'- 15'- 15'-b" 0 C 23'-0" 0 6 LIVING 1 LIVING PANTRY w/ LIVING LIVING 1 W4 LIVING LIVING PANTRY w/ - PR 3 6 FULL HEIGHT 1 LVP 1 LVP LVP 1 LVP FULL HEIGHT ` 61-PASS 10 8 PANTRY w/ A70 10 8 a 1 [�Ry 2 xb SHELVES 1 1 1 2 xb SHELVESwoFULSHewEs o 1 PR 30x $ 210x68PANTRo w/ 0 s - av1d 1 = BI-PASS aeld mN 0 s LVP - m b KITCHEN KITCHEN FULL HEIGHT WIC 1 x KIT KITCHEN FULL HEIGHT KITGHEN KITCHEN WI 2 x b PANTRY w/ "1 w `,� 1" 1' C LW LVP SHELVES s,w --G 1 e a� LVP LVP 1 ---- SHELVES LVP LVP BEDROOM FULL HEIGHT 1 �_ ♦• SHELVES 1 1 e a 1 1 1 s s N 1 0_m ®��� m ® ® J 1 L OO EEz am r---- m_ OoO OoO J 1 L ® ® EER a = m 8 ERI O /oO J 1 L � � ��iii� �o 1 70 1 ---- " 6� 1 �� �_ - 1 �m 6� 1 �� 21 x68 BI-PASS 6-� _ - W/D W/D -4 1 PR 26 xb8. 2'-g" H ��-2" 3 1 63'-IO" 1 10 2 5 5 5 EDROOM T 61 e 0 - a'-0 �o m 10 8 10 8 CLR 1-5" IO 8 1 8'-6 10 8 LVP 10 8 10 8 C 0 - BAiH s 9 mu mu 1 x mu wu - w -� s � � � x 20 u m u _ a DEN 1 - CLR � 1 s cLR� W1 2 lox -' BATH 1 BATH -' 2 xb 2 xb BATH 1 BATH -' 2 xb 2 xb BATH 1 BATH -' 2 xb LVP s e WIC 8'-b" LVP 1 LVP g-b" m a g'-b" LVP LVP m - m g�LP LVP LVP � , W3 s I'6" I'-b" m W3 1 s I'b" I ' CLR CLR 1 A7.0 = CLR CLR. A7.0 1 2,1 "e d A7.0 ui "3 C 0 MIN. MIN. 9 0 MIN. MIN. 9 9 MIN. MIN. e oo ----J o � � o _o_ o o � o o s _ o o � o o -- _ --- --- -------- _ - - m 8'_0" ------15 9 -- - 5 m- --9 3 --- ---9_3" ---- '^ CLR CLR 4" CLR CLR 4" CLR CLR e m _ 4" 4" B2 0 8-_ . 13--3" r _ C R _ CLR O _O _ CLR CL _ ___ _ 1 C R CLR CLR O - cQ N o ~ CLR ,LMIN. 0 1 M A7.0 v 0 MIN. CLR. --1 -- CLR ,LMIN. e 1 -- DE N 0 MIN.r oR. 1 CLo DEN MIN.r-- CLR 1 CLR. I'_6" 1 STD 0 82 IN - ---- --- - --- o W3 = oo W3 00 LVP 6 0 A7.0 1 b e W 210x b$ s ; 2 xb 1 210x b$ 4�-0" 1 5 6'-0" 2'-g" 4'-6"� 2 xb S mf K BATH 1 BATH �b"2 xb MI =4'6" 2-g" LW" 1 4'-m" 210x 68 :o K s lox'a To 1 �R u W BATH = 1 DEN BATH BATH _ p _ N 5" 1 0 BATH BATH _ M1N' e 1 LVP 10 8 LVP 1 LVP 10 8 LVP 1 LVP _ 10 8 LVP 1 LVP u .o 1 ,ate N -3" 2'-5" 4'-I" CLR FR 26 x b$ W/D 1 W/D FR 26 x b$ CLR W/D 1 W/D d 1 UP _ U1 0 1 I-4 1 BI-PASS 1 BI-PASS 1 I'-4" 1 1 ]SIR m •.r f 0 W� 9 1 ® ® ® 1 BrPA5 5 ® ® 1 ---- ® ® 1 ® ® ----J FR1 ® ® 1 1 + N N N xN I U e Q 1 s PANTRY w/ 1 m 1 1 a s I FULL HEIGHT r--- m In W KITCHEN �m WIC a a KITCHEN KITCHEN x I WIC 1 Na KITCHEN KITCHEN N 1 WIC KITCHEN KITCHEN �m 1 N ro 1 I� C a SHELVES b;1`� ea s G aQ , b;1`� a �� b: :d 1 Z °d LVP LVP LVP Q 1 o_N LW LVP n p_ 1 G LVP LVP 10 S �m 1° T- 'lox a- 1 o-m o-m 1 �- PANTRY w/ 1 PANTRY w/ POCKET 1 1 1 N J dW ❑ FULL HEIGHT 1 ❑ dW 1 dW ❑ o-m 171 dW 1 dW ❑ �� �m 171 l�W 1 l�W ❑ FULL HELVES 1 SHELVES 10 8 IO 8 1 1 1 IO 8 1 SHELVES 1 I E 1 2 x b 1 2 x b PANTRY w/ PANTRY w/ 2 x 6 ;n K U 1 1 FULL HELVES 1 1 1 FULL HEIGHT 1 A B 1 4'-b" 4'-b"c U U " H 02 UNIT TYPE DD2 1 UNIT TYPE EE4 1 UNIT TYPE BBIO SHELVES 1 UNIT TYPE CC3 1 UNIT TYPE CCb 1 SHELVES WIT TYPE 5ft 1 UNIT TYPE NH2 _ I NQ STUDIO 1 1 BED w/DEN 1 I BED/I BATH 1 STUDIO w/DEN 1 STUDIO w/DEN 1 1 BED/1 BATH 1 STUDIO w/DEN L_-L=. __�L-. C\2 1 n BEDROOM 223 1 W4 225 BEDROOM 1 227 1 229 1 BEDROOM 2'.31 1 233 0 g 221 - _ _ = b 543 Sr. 1 693 P 1 595 SF. A7 0 1 528 SF. 1 592 SF. m 595 SF. 1 596 5F. C A7.0 G 1 - 1 C � 3„ ADA TYPE � 1 ADA TYPE B 1 ADA TYPE B Kwf I ADA TYPE B 1 ADA TYPE B 1 W4 ADA TYPE B 1 ADA TYPE B DEN 23'0" 1 23'0" oLVP� 1 15'_6" A7.0 23'0" 1 28'_6�� LVP To +, C� d m LIVING 1 LIVING 1 LIVING LIVING 1 LIVING 1 LIVING c LVP B1 e LVP ; LVP BI AI e LVP BI LVP ; LVP 61 0 .. 210x ba 1 _ _ 210x18 1 DECK LDECK al a2 A2 al a2 a2 � A� Z N = ZZ v�E- 6'-0" 3-3" 3-3�� 6'-0" 3-b" 3-0° 4--0" 3-3" 4--g" Z m' 12'-9" 12'-9" 10'Y 15'-3" 12'-9" 12'-9" W rl 1z z m E. 25.-1" 25'4" 16'-0" 10'-0" 2y-b" I2'-9° p WpA�z KEY PLAN 1.4 N o E-4 PARTIAL SECOND FLOOR PLAN x �� v SCALE: 3/16"=1'-O" THIRD FLOOR SIM. N a E-1 c u o co 3 I v rn w E E u_ 3 `111-31- z z 1/25/2024 Building Ple.—1—by .4 ALL 0) v W � W E+ W V d 02 E o q W 0 Ey x V F W 2� w4u ® ♦ :A 4 mo 1 ♦ ��min LEGEND DUPLEX OUTLET --7TV CABLE Tv "3 M DEDICATED OUTLET Qw.H. WHOLE HOUSE FAN wo SWITCHED OUTLET Q EXHAUST FAN o S.M. o SURFACE MOUNTED OUTLET s� SMOKE DETECTOR M QP WEATHER PROOF OUTLET sae DOOR BELL > FOUR PI-Ex OUTLET -+i DOOR BELL CHIME N N 220 0 220 V CUTLET +HB HOSE BIB cq $ SWITCH C.H. CADET HEATER zO $F FAN SWITCH U O DUCTLESS SPLIT y $3 3-WAY SWITCH Q H.L. 'jo HEATLAMP o $ HEAT LAMP SWITCH � v PHONE �} LED LIGHT(STYLE/TYPE TO BE d DETERMINED BY OWNER/ M C CARPET ARCHITECT) .ti U n U.F WOOD FLOOR FLOUR.LIGHT LVP LUXURY VINYL PLANK LOCATE OUTLETS AT 15"AFF.UNLESS OTHERWISE NOTED. 24"055TRJCTED SIDE REACH=34" 1 F OO UNOBSTRUCTED FORWARD i SIDE REACH=15"MIN.-48"MAX. G ALL OPERABLE PARTS TO BE PLACED IN THESE RANGES. C�2 N PL.=PRIVACY LOCK(TYP.ALL BEDROOMS a BATHS) �+ SM.=SUR=AGE MOUNTED OUTLET Lit, U cd d5'-m 114" 'b U CLR. zi 2x6 < I 220 - O UQ - -RE FRIG I Imo+ 3 TUB Q W/D O KITCHEN s I Z v � BATH 2 xbul 7FH ®[sP .a L. \ \ z GLASS BARN DOORF-INBATHTUB a +4 OWNER'S OPTION --1 N W8.6 MOVABLE A F ISLAND 1-�A W H.L. ois O� �zx $ 2x6 2x6 OF 15 3/4" II E"I � 1'-b" PANTRY w/FULL HEIGHT SHELVES (SEE FLOOR PLANS FOR KITCHENS CLR. CLR.MIN. w/THIS PANTRY) y co O TYPICAL BATH O TYPICAL BATH O TYPICAL KITCHEN O DEN (OWNER'S OPTION) NOTE: ALL BI-PASS DOORS i0 HAVE A I"MIN. `m SCALE: 3/8"=1'-0" SCALE: 3/8"=1'-0" SCALE: 3/8"=1'-O" SCALE: 1/4"=1'-O" OVERLAP Oco ADA TYPE B SHOWN, ADA TYPE A SIM. SECOND BATH NON ADA d rl v 12 U2 w E E u_ 3 STOREFRONT AND WINDOW SCHEDULE DOOR SCHEDULE z WINDOW WIDTH HEIGHT MATERIAL U VALUE NOTES DOOR DOORS FRAME DOOR KICK m A TYPE NO. WIDTH HEIGHT THICKNESS TYPE MAT FIN MAT FIN HDW TYPE PLATE REMARKS S1 6'-0" 8'-0" ALUMINUM U=0.38 STOREFRONT F1 1 S-0" 7'-0" 1 3/4, A ALUM BA ALUM BA STOREFRONT cov Q] S2 8'-0" 8'-0" ALUMINUM U=0.38 STOREFRONT 2 3'-0" 7'-0" 1 3/4" B SC S WD S i 2 O W Y S3 6'-4" 0'-0" ALUMINUM U=0.38 STOREFRONT 3 S-0" 7'-0" 1 3/4" B SC S WD S 3 60 MIN.FIRE LABEL m ti DO S4 6'-0" 10'-0" ALUMINUM U=0.38 STOREFRONT 4 3'-0" 7'-0" 1 3/4" B FG P WD P 4 E+ W m S5 10'-0' 10'-0" ALUMINUM U=0.38 STOREFRONT 5 3'-0" 7'-0" 1 3/4" B SC S WD S 2 W w d S5 5'-0" 0'-0" ALUMINUM U=0.38 STOREFRONT 6 3'-0" T-0" 3 4" B SC S WD S 4 y G] G 3 A S7 6'-0" 10'-0" ALUMINUM U=0.38 STOREFRONT 7 IPR 3'-0" 7'-0" 1 3/4- C SC S WD S 5 45 MIN.FIRE LABEL E 0 ;4 8 1 3'-6" 7'-0" 1 3/4" B SC S WD S 6 60 MIN.FIRE LABEL Al 6'-0" 5'-0" FIBERGLASS U=0.29 OPERABLE - SEE NOTE 9 3'-e" T-0" 1 3/a" B SC S WD S 8 " " A2 6'-0" 5'-0" FIBERGLASS U=0.29 - 19 3'-0" 7'-0 1 3/4 B SC S WD S 8 F 11 3'-0" T-0" 1 3/4" B SC S WD S 8 B1 4'-0" 5'-0" FIBERGLASS U=0.29 OPERABLE - SEE NOTE 12 3'-0" 7'-0" 1 3/4" B SC S WD S 6 B2 4'-0" 5'-0" FIBERGLASS U=0.29 - 13 3'-0" 7'-0" 1 3/4" B SC S WD S 7 u Co. C 2'-0" 3'-0" FIBERGLASS U=0.29 - r 1 D 1'-4" 5'-6" FIBERGLASS U=0.29 - Ri 1'- " 4'-0" - AA=ANODIZED ALUMINUM R2 2'-0" 4'-0" - BA=BRONZED ANODIZED FG=FIBERGLASS HARDWARE TYPE a 1 THRESHOLD, 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w/LOCK,CLOSER,WEATHER SEAL,STOP 2 THRESHOLD, 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w/LOCK,WEATHER SEAL,STOP V NOTE: NOTE: 3 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET,SMOKE SEAL,CLOSER,STOP. OPERABLE SLIDER EMERGENCY EGRESS WINDOW OWNER'S OPTION:MAY SUBSTITUTE 4 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w LOCK,CLOSER,DRAFT SEAL,STOP. 20"MIN WIDTH x 24"MIN.HEIGHT WITH MIN NET VINYL WINDOWS FOR FIBERGLASS 5 3 PAIR BALL-BEARING HINGES,LEVER LATCH SET W LOCK,PANIC HARDWARE,CLOSER,STOP. CLEAR OPENING OF 5.1 5F, 8 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w/PRIVACY LOCK,CLOSER,STOP. 7 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w/STORE LOCK,STOP. 8 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET W/LOCK,STOP. 9 2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w/LOCK,CLOSER,WEATHER SEAL,STOP •/IIr CLOSURE NOTES: 1. THRESHOLDS TO BE 1/2"BEVELED EDGE MAX,PROVIDE SWEEPS®ALL THRESHOLDS 12.6 51=.CLEAR 8.0 5F.CLEAR 2.ALL CLOSERS TO HAVE SILENCERS,5g's MAX INTERIOR OPENING OPENING 3. THE ACTUATING PORTION OF RELEASING DEVICE SHALL EXTEND AT LEAST ONE-HALF OF THE DOOR LEAF WIDTH 4. THE MAXIMUM UNLATCHING FORCE SHALL NOT EXCEED 15 POUNDS. 3x SAFETY GLAZING �a u3 9 2.. 2 PASS HUMAN IMPACT 2" 2" 2" wo M G IGL IGL IGL IGL b" 24" b" TEST 062408.1 b" 24" b�Ib" 24" b" m SAFETY GLAZING a _ PASS HUMAN IMPACT 0 0 0 0 TEST 062408.1 O T 0 0 O T T d •' = I I cq m ® BI B2 © ❑O WINDOW TYPES A B c D �`- SCALE: 1/4"=1'-O" DOOR TYPES SCALE: 1/4"=1'-O" a ti o U 0 f a 2 3 0 1 2„ 2„ 2„ 2„ 21, 2„ 2„ 21, 2„ 2„ 2,N N 2„ 2„ :-i r , 2„ 2„ 2„ 2„ 2„ 2„ 2„ 2„ 2�� 2„ 2„ 2„ •• 2'-9" 2'-S" 3'-9" 3'-9" 2'-II" 2'-II" 2-b" 3'-0" 3'- 3'-2" I'-b" 3'-0" 3'-0" 2'-b" 2'-9" 2'-9" � F r� v U U N FL IIGL _° - IGL IGL `_° - e IGL IGL - m IGL IGL e IGL IGL IGL m - - `_° IGL IGL 9 e IGL IGL _° _ ❑❑ c 0 co U 0 IGL IGL e IGL IGL e 9 TIGL 0 9 TILL TIGL TILL e e TIGL 0 S 5 m e TIGL TIGL TIGL e e TIGL TIGL 9 0 TIGL b b U v c 9 0 ="J TIGL TIGL TIGL 0 r = 9 TIGL TIGL H 0 STOREFRONT TYPES �44 m SCALE: 1/4"-1'-0" W F� ra A Z�z W AAw O Q' �zx $ off 9 T T cc v ai In a e co 1/25/2024 0 ` RI R2 .......9 Z.-1-by �y 0 ❑ 9RFEbuilt RELITE TYPES SCALE: 1/4"=1'-O" rn w E E u_ 3 z w � A C,2 m �, A 0 co pa COMMON PATH 36'<125'OK d W TOTAL TRAVEL DISTANCE 136<250 OK I LEGEND E � W � `02 �F �o w / tXl l l LIGHTED EXIT SIGN/EMERGENCY LIGHTcli ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ C©M 4 EMERGENCY LIGHTco ` F T� 8 r7 °M ° 71 7s 7171 7171 PORTABLE FIRE EXTINGUISHER V CO 0 0 0 0 o I o 0 0 0 0 o O 15 WATT LED EMERGENCY LIGHT 102'TO EXIT 110_TO EXIT 1 34 R ONS w/BATTERY BACK-UP O O 0 O O O o 0 [El LlLl LlLl LlLl LlLi WaU a ❑ 0� al ❑ NA ❑ 0 El Oi y — ci3 COMMON PATH 39'<125'OK 1 wi ❑ \\ TOTAL TRAVEL DISTANCE 123'<250'OKEl E ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ O rl In In 71 0 �I I m ❑ I I I�, I 95'i0 EXIT_ II6_TO EXIT I 33 PERSONSWco 0 m r z ° ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ .mr / V 0 11 —— COMMON PATH 34'<125'OK —— El TOTAL TRAVEL DISTANCE In'<250'OK ❑ ° ❑ F E Co�2 o .d 0 o N m 32 v OCCUPANT LOAD: 119 PERSONS PERSONS SECOND FLOOR EXITING PLAN SCALE: 1/16"=1'-0" THIRD FLOOR SIM. I 3 I z o E w a F86 A z Z aGaW I ��� off .�co v 1 33 y~j C 2 c L` OCCUPANT LOAD: 214 PERSONS y r1 FIRST FLOOR EXITING PLAN SCALE: 1/16-1'-0" E u_ 3 z R-II RIGID INSUL. a A as CO O uO W W E. d I n wa ¢ A TABLE403.8.1 E+ O W - ( VENTILATION RATES FOR ALL GROUP R N .7 007 .. - - PRIVATE DWELLINGS,SINGLE AND MULTIPLE Cl)W O (Continuously Operating Systems) O O 2 LAYERS G.W.B.TYPE X Floor Area Bedrooms' 1/2..1/2..G.W.B. UNPENETRATED (1)LAYER LAYER 5/8"GWB TYPE G WRAPPED A5 SHOWN (k') 0�1 za a-s as >7 C F v �2 M FLOOR SYSTEM OVER RESILIENT CHANNEL 1500 30 1 40 45 1 55 60 00 2x86 PER DETAIL I SWEET A8.1 Co -'--- - (U LAYER S/8"GWB TYPE G FIRE CAULK NOT REQ V 500-1000 45 55 60 70 75 r, .-I (1)b"DIA.t(2)4"DIA. OVER RESILIENT CHANNEL ALTERNATE FOR THESE PENETRATIONS 1001-1500 60 70 75 85 90 w w/I"CLEARANCE IN BETWEEN 1501-2000 75 ss N 100 ]OS OHORIZ. CHASE DETAIL OHORIZ. CHASE DETAIL 3001-2500 90 130 105 115 120 F+y 2501-3000 105 115 120 130 135 145 SCN C: 1 1 2-1'-0" SCA.2- 1 1 2 .,-0 3001-3500 120 130 l35 "li I50 >3500 ]35 145 150 160 IGS .a.Ventilation rates in table are minimum outdoor airflow W rates measured in cfm. TABLE 403.85.1 V INTERMITTENT WHOLE HOUSE MECHANICAL VENTILATION RATE FACTORS''° Ron-Time %in Eaeh 4-boor Se ant 9 41 1st Pactora 4 3 2 1.5 1.3 1.0 r•®5. .0 a For vevtilelion systemrvv-time values between those given,the factors arepemdttad to be detarmived by interpolation. b. Exirapolndon beyond the table is prohibited. 3i — NOTE: mU3 ALL VENTS TO BE NO CLOSER W THAN V-011 TO OPERABLE PART 9 OF WINDOW a VENTED m WINDOW WHEN OPERABLE yt M ow itwoo � Cv I I I I I o LIVING LIVING N 0 m a BEDROOM b"SEPARATE BEDROOM DUCT FOR RANGE °p 4"SEPARATE DUCT FOR DRYER U a c OA OR B 4"DUCT CID o N I E-I C U U I P= C7 P° L RANGE FAN KITCHEN KITCHEN ----- i O 'C a I I c o f° WHOLE HOUSE U 1 I c � FAN 100 CFMPIP'O 1BATH EXHAUSTDEN BATHROOM E--E�•�wa f START OF ABS CAST IRON DRAIN PIPE TYPICAL PLUMBING AND VENTING PLAN HEt�I�o> SCALE: 1/4"=1'-m" Z w zx x� -� C\2 v NOTE: ig Each dwelling unit or sleeping unit shall be equipped with a whole house I yi mechanical ventilation system that complies with Sections 403.4.1 through 403.46. .or e% ce _ Each dwelling unit or sleeping unit shall be equipped with local exhaust complying 3 with Section 403.4.1.All occupied spaces,including public corridors,other than O� the Group R dwelling its and/or sleeping units,that support these 1/25/2024 O Q Group R occupancies shall meet the Ventilation requirement of natural ventilation eonampi+i.o 8am.w sy �y requirements of Section 402 or the mechanical Ventilation requirements or „r y j9 Sections 403.1 through 403.3. d 12 as E E u_ 3 z z w � A 4"VTR 4"V1R �4"VTR �4"VTR �4"VTR �4"VTR �4"VTR I � I1i i � IZ .a" 1 I lia" 1/ W w a 02� I �1 �1 l I v =a A z C z„vI z v z„y1�l 2 1 1 1 1 I � 1 1 z„y 1 1 1 I I I I I l I I I I I I I I I I I I I I I I I I I I I I I v l I I I I I I I I I I I I I I 3 4 5 I 3 4 51 I 3 4 5 1 1 I 3 4 5 I 2 3 4 5 1 I 2 3 4 5 I 2 3 4 5 1 I 2 3 4 1 I 2 3 4 1 I I 2 3 4 1 I 2 3 4 1 I I 2 3 4 51 I 3 4 5 1 I 3 4 51 I 3 4 5 1 M Ul O.M. I i I I I I I I I I i I i I x I 3.1 v 4"ABS 3„y I 1 g„y 4"AB5 g„y 1 1 3„v 4"ABS 3 y 1 1 3 y 4"ABS 3 y 1 I 3 v 4"ABS g„y 1 I 3 y 4"ABS 3„y 1 1 g„y 4"ABS 3„y I F i��-)-7 r7r7�� ���-��� r7��rJ ���-��� r7��rJ ���-��� r7��rJ ���-��� r7��rJ ���-��� rT TrJ U w Iz v I I 131 41 51 I 131 41 5 I I 131 41 5 Iz yi I I 131 41 5 I I zl 31 41 5 ilz v I II z1 31 41 5 I II z1 31 41 5 12 v 1 11 z1 31 41 5 1 11 z1 31 41 12 v 1 11 z1 31 41 1 11 z1 31 4 I 2„v I II 131 41 5 I II 131 41 5 Ila" Iz v I LC. 3 4 5 3 4 5 i i i i i i T i [�] 4"A55 1 4"A55 4"ABS 4"ABS 4"ABS 4"AB5 4"ABS 1�1 Ila" I 2"V 1 2 1 2 6"A55 6"A55 6"ABS ®�♦������ 6"ABS SLOPE I/5"/FT.TO TF 1/25/2024 3� - BuilEingPlenReviewby � to In2 x SAFEb.nt w� ci3 W tta 4"VTR �4"VTR �4"VTR �4"VTR �4"VTR �4"VTR wo rF rF m I �,�1 1 1 1 „ 1 y I ��1 I 1 2 I � � � 2„y 1 22, I ���1 I I n^� I n^� I ur'✓I I I 11n I 11n"A I 1 1 v 2„vl �1 I I 1 11 1 I 1 2 vl I 1 11 1 I I 2" 1 I 1 I I 1 11 I I I y y I 1_I 1 I I 1 l I 1 I I I M I 2 3 4 51 2 3 4 5 I I 2 31 2 3 4 5 I I 3 4 51 3 4 5 1 I 2 3 4 51 2 3 4 5 I 1 2 3 4 5 2 3 4 5 3 4 51 3 4 5 1 cv I /k;I I fk;I I T I I I6 I /mI T I B A. y y 4"ABS 3„y I Y y 4"ABS 3�y I g�y 4"AB5 V.y I y y 4"ABS g�� I 4"ABS 4"ABS V 3"V 3'v 3"V 3'V k,_ J J J L J J J r7 r7r I —�1 r7 r7r 1 ��—��� r7 r7 r I ��-1�� r7 r7r I ��—��� r7r�r 1 ��—��� r7 r7r I 1 1/2 I I/2" I I In" 1 In" 1112 I U a I I I I I I I I I I I I I 2 v1 I I I I I I I I I I 2 vl I I I I I I I I 2 v I I I I I I I I I I 1 2 v I I I I I I I I I I 2 vl 2 v I I I I I I I I I I I m 4 5 12 3 4 5 I 1 2 3 12 3 4 5 I 3 4 5 I 3 4 5 1 12 3 4 5 12 3 4 5 1 12 3 4 5 1 2 3 4 5 I 3 4 5 I 3 4 5 I �~ ^ 1 1 I I T I U pQ T T 3��v 4"ABS 3,�y 4"ABS 4"ABS 4"ABS I 4"ABS 4"ABS a ----�� �T�-��� rT r7"rJ ���-��� r7rT Cam! 11/2"✓ I l Iln"V�� 11/2" 11n^ 11n" 11/2„ 2„v 2„v 21,v 2„v 2„y 21,v I I M E cl 1 2 1 2 3 4 5 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 3 4 5 3 4 5 T 02 U U -30 6"ABS 6"A55 6"ABS 1 O 'd a y a 4j r U m •d 'd v 0 4"VTR �4"VTR �4"VTR �4"VTR I In" ✓I I ���I I � I O 1 ur'✓I I 11n"� I — d I — 1 11/ 1 1, 1 1 1 �F 2"v l ,1 11 I I 11 I 1 I I I 2„y I �1 I I 1 1 I 1 I I I 2„y I �1 4 ,1 C I I I I I I I I I I I I I I I I I Z m 3 4 51 3 4 5 1 I 2 3 4 51 2 3 4 5 1 1 2 3 4 5 2 3 4 5 3 4 51 3 4 5 3 I W'Zi--I' N I I y!I T I 5 3„y 4"AB5 T 3„y 3��v 4"ABS 3„y 4"ABS — 3��v y�y 4"AB5 3„y w V Q'Q' w z� ur'86 1, 1 1 1n^ 1 1 In" 1 1 ur' 1 I I I I I I I I 1 1 I E 2"v 2'v Y'v 2"v I--I O,'� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ¢` 3 4 5 3 4 5 I 12 3 4 5 1 2 3 4 5 1 1 2 3 4 5 1 2 3 4 5 3 4 5 3 4 5 3 1 �r� I g T I T O E- 1 4„ABS I I 4"ABS I I 4"ABS 4"ABs I al r7"rT rJ ���-��� r7 r7"rco J PI WATER CLOSET 3 DFU 2"v 1 1 1 1I I 2„v I 1 2„y 2"v P2 LAVATORY I DFU/I DFU COMMERCIAL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 3 P3 TUB/SHOWER 2 DFU I 3 4 5 I 3 4 5 I 2 3 4 5 I 2 3 4 5 I 2 3 4 5 I 2 3 4 5 I 3 4 5 I 2 3 4 5 I 2 3 P4 KITCHEN SINK 2 DFU T T Ssa RP5 WASHING MACHINE 3 DFU .--I 6"ABS 6"ABS 6"ABS VTR VENT THRU ROOF VTR PLUMBING RISER DIAGRAM COTF CLEAN OUT THRU FLOOR COTF O N.T.S. COTW CLEAN OUT THRU WALL COTW DFU DRAINAGE FIXTURE UNIT DFU E u_ 3 EQUIPMENT SCHEDULE o LEGEND GENERAL NOTES SYMBOL DESCRIPTION Z FAN COIL UNIT I CONTRACTOR 15 RESPONSIBLE FOR PROVIDING ALL MATERIALS AND LABOR A p AN COIL UNIT NECE55ARY TO CONSTRUCT COMPLETE AND OPERATIONAL 5Y5rEM5. N FAN COOLING HEATING ELECTRICAL OUTDOOR FILTER WT. Op CONDENSER UNIT co .. MARK AREA SERVED FILTER BOX BASIS OF DESIGN REMARKS 2. CONTRACTOR suALL VERIFY ExlsrwG CONDITIONS PRIOR TO CONSTRucTION a CFM ESP MBH SENS MBH TOTAL MBH TOTAL VOLTS PH AMPS UNIT NO. RATING LBS AND CORRECT ANY DISCREPANCIES BETWEEN EXISTING WORK SHOWN ON FC-1 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 DRAWINGS AND ACTUAL CONDITIONS ON SITE,A$REQUIRED To MEET ALL a ob W CODES AND REGULATIONS. C I FC-2 E.M.R. 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 E. o, p FC-3 LOBBY 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 s. COORDINATION WITH ALL TRADES 15 REQUIRED r0 AVOID CONFua5 AND V) a DELAY5.NO ALLOWANCES WILL BE MADE FOR RELIORD DUE TO POOR FC-4 OFFICE 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 COORDINATION BETWEEN INVOLVED tRaDES. w a a W FC-5 LOUNGE 270 - 7.2 9 1 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 4. CONTRACTOR 644LL MAKE THE REQUIRED ARRANGEMENTS FOR TRANSPORTING �. ALL MECHANICAL EQUIPMENT INTO THE BUILDING AND TO ITS FINAL FC-7 FITNESS CNETER 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 INSrALLATIONLOCATION. ` x FC-8 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 a. CONTRACTOR SHALL BE RE5PON51BLE FOR CHECKING AND VERIFYING L^ FIRE CAULK DIMENSIONS PRIOR TO ORDERING MATERIAL AND INSTALLING EQUIPMENT.THE T ' co PG 9 AROUND EDGES DRAWINGS REPRESENT THE GENERAL ARRANGEMENT OF MECHANICAL AND v Co. ELECTRICAL 5Y5TEM5 AND OTHER WORK CONTRACTOR SHALL MAKE [� .•- 45"a WALL REASONABLE MODIFICATIONS TO LAYOUT AND COMPONENr5 TO AVOID PG 11 PENETRATION CONFLICT5 WITH OTHER rRADE5.SIGNIFICANT MODIFICATIONS TO LAYOUr5 AND COMPONENTS SHALL BE REVIEWED AND APPROVED BY THE ARCHITECT/ FC-13 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 ENGINEER PRIOR To OVAL uMPN.SUCHMOOCOTRASSHALLNOTBE GROUNDS FOR ADDITIONAL COMPENSATIONS i0 CONTRACTOR. 6, CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING FIRE AND/OR SMOKE a PIS q5 RATING OF ALL PENETRATIONS,FIRE STOP ALL PENETRATIONS TROUGH FIRE RATED WALLS,FLOORS,AND CEILINGS.ALL FIRE RATED PENETRATIONS SHALL N BE TEMPORARILY FIRE STOPPED AT THE END OF EACH WORK DAY AND GA5 VENT PERMANENTLY FIRE STOPPED AT THE COMPLETION OF THE PROJECT. Tv17 1, INSULATION U5ED IN THIS PROJECT SHALL MEET CRIERIA DE51-RIBED BY LOCALLY ACCEPTED CODES. FC-20 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 a. ALL EQUIPMENT 544LL BE NSTALLED,PIPED,AND WIRED PER MANUFACTURERS FC-21 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 NSTRucno s. ®ems FC-22 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 +®mo FC-23 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 O GAS VENT DETAIL FC-24 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 FC-25 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 scac s"=�'-W" FC-26 CORRIDOR 270 - 7.2 9 10.9 1 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 REMARKS z 1. INCLUDE BUILT-IN CONDENSATE OVERFLOW SHUTDOWN SWITCH AND CONDENSATE PUMP. - 3 2. PROVIDE 24" LONG FULL SIZE PLENUM ON SUPPLY/ RETURN SIDE OF FAN COIL. CONDENSING UNIT NOMINAL OOLING CAPACITYHEATING CAPACITY ELECTRICAL WT. MARK LOCATION AREA SERVED EER/SEER BASIS OF DESIGN REMARKS TON MBH MBH VOLTS PH MCA MOCP LBS Q cad CU-1 OUTSIDE CORRIDOR 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 I jT 1 CU-2 OUTSIDE CORRIDOR 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 co CU-3 OUTSIDE OFFICE LOUNGE 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 �� o eu -.o CU-5 OUTSIDE FITNESS 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 Qj CU-6 OUTSIDE CORRIDOR 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 o z 0 U N o U 0 CU-12 OUTSIDE 1 E.M.R. 2 10.7 17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 CU-13 OUTSIDE CORRIDOR 2 10.7 17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 co 66 REMARKS 1. MOUNT ON 4" CONCRETE PAD MINIMUM 6° WIDER IN EACH DIRECTION THAN CONDENSING UNIT. 0 U 2. DISCONNECT BY ELECTRICAL CONTRACTOR. I C7 3 0 » DOMESTIC WATER HEATER p FUEL MBH CAPACITY GALLON FLUE SIZE EWT LWT EFF ELECTRICAL WEIGHT o MARK LOCATION AREA SERVED TYPE CFM ESP CAPACITY DIA. IN F F % VOLTS PH AMPS LBS BASIS OF DESIGN REMARKS WH-1 HOT WATER S.V.R. RESIDENTIAL UNITS NG 300 288 119 4 40 140 96 120 1 5 855 AO SMITH BTH-300(A) 1,2 WH-2 HOT WATER S.V.R. RESIDENTIAL UNITS NG 300 288 119 4 40 140 96 120 1 5 855 AO SMITH BTH-300(A 1,2 REMARKS N 1. PROVIDE COMPLETE SYSTEM WITH FAVTORY MOUNTED CONTROLS 8 2. 1 1/2" GAS CONNECTION ZO E- C7 o zz z 'tea z ��d � z�W ul AQW �Od A �zx x OE- L) co co 3 op, eu a1/25/2024 nme Pl- wby W s z w � A CU-14 CU-15 CU-i6 GABFMF£ Fa C) Y CU-12 CU-13 •8'-6'AFF. 1 ----1 04 w OOOOO ---- rL-----------r r------------ r------- -----------r W .7 e•CWI IW w w d I w W cli ro� c� � u Ana ❑ ❑, ❑ ❑ ❑ ❑ ❑ ❑ l� E--F PBSUTM VALVE co V copFmm FleMGASAS -I- �0 Z I O O O O O O O O O O I a 7 w M� -I O O O O O Ri O O STAIRS El El ❑ El [Ell [Ell L I IEll CU- e I T� -___________- _______ -___________- i 3x w CQw co I � FC-3 wo I I � I U w I I I I FC-4 I I � © I � I m z .r z 66 U 0 0 � FC-13 d I M F o UO2 U I U o I •d d U m I I a � I -I I I I � a z e I H� 'iP;486 r o x � Zaw W ~dz E I I � Aow g I I �OE- Da o �� 3 I E-I v � � I V] N a STAIR � ••, ��p +' � � 1/25/2024 cemtlInSAF i zrl--mny (`U_6 -itsa Qy M O FIRST FLOOR MECHANICAL PLAN SCALE: 3/32"=1'-0" E u_ 3 o z i0 A cQ CO .'�. O � w n y w w .F. Eo ❑ ❑ ❑ ❑ El ❑ ❑ ❑° co L J _J L_ —J L J LO M M � rl �O O O O O O O O O O 2 2 O �Jax FC-21 F]11���1111 J El O O O O O O O O ^ I 7T' 7 ❑ O LL 2 2 22 El El Ljl ❑ 0 30 J 0 ❑ wo El 0 L 0 ❑ �ni I!,m CQ o I I 70 jz m o ❑ 0 J ❑ '" s 0 ° JILI CA ❑ ° � � CQ E- o ❑ o � � It � C7 9 ❑ I 0 ce s. ,�.." ❑ 'd 'd U 0 iL � s a z Eo• E"c7 z ❑ ° ° ❑ J El L =� El Elw Aaw ❑ 0 0 ❑ x dow o �o� pq fa zo E--i A �m U z o c1l COD 1 251202 Ri c Builtling Plan wwby 0 /O� N F�Mi V cu SECOND FLOOR MECHANICAL PLAN e SCALE: 3/32"=1'-B" E u o z i0 A cQ CO .'�. O � w n y w W � m H M w O s. ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ E--� 4L- _J L_ _J co L_ J L_ O O O O O O O O O O O O O �Jax FC-24 F]11���1111 LEE J O O O P li NO O O O ^ 17 El LL ID � El El El El El El ED] rEl ❑ ° 30 J ° ❑ U3 J I I � ° � L ❑ ❑ o ❑ �C12 co CD �o � I 0 ..o oEl ° U I +� J � ❑ .. � ° 66 ❑ 0 r c\2 I E-F �r 0 ❑ 02 U �j It C7 0 I EI s 3 a z �o E z ❑ 0 0 ❑ z � z r Ll w APL�z o ❑ 0 0 ❑ ao W �o> 14 H a� cQ 1/25/2024 co tlinSAFEbuilt w ✓•1 O cQ THIRD FLOOR MECHANICAL PLAN 2 E SCALE: 3/32"=1'-B" E u z z w � A C,2 m �, A 0 o n y D a 0 W r w o ❑ u ❑ ❑ ❑ ❑ ❑ r�, Ex ' I II II II v co I CoTtu) `J GOTIUJ 1 6' 57 0 AB$ I/8"/Pi.SLOPE HIN i 1� 6"0 ABS d �`——_ 6 4,GB$� C /Pi.B— MIN.�S f j— 1..0 AB$ 6" I ---- 0 AB b 0�iB5�--�}�--- 0 AB �}� 0 COTUI OCOTW C7 _—�`--O CC",L I COiW I I I I I I I I I I u ♦"°.. I � I I I I I I ® ♦i♦i��� ♦ ♦ �A 6"0 AB$ / I w m x & 8 0 A ra u3 ----� — 1— L----J L J w0 Iol Icv a I I I I I I I I I z I - u II i i U I O b"0 ABS a I I I � 3 I I I CW 1/2" CW M N I 1/2„ HW 1 2'CW 3/4„ HW --- I F ram+ / I 1 2 HW cQ U U 3/4 CW �y 3/4" CWlw Li g I -i-) (Z d m I 1/2„ CW 1/2., CW •d 'd U 1/2" HW 3/4° CW 1/2"HW a I 5 I I TYPICAL UNIT PLUMBING PLAN Z F m SCALE: 1/8"=1' B" W►Z. a EVU � j � Zaw I I Z A�z a i J FIRST FLOOR PLUMBING PLAN SCALE: 3/32"-1'-0" CV .� c L 1/25/2024 O B.ilaine rien a—br O L J a v E u_ 3 z z R-II RIGID INSUL. as ►a. '0 pa w W 0 0 F �J �J TABLE 403.8.1 E O ;4( VENTILATION RATES FOR ALL GROUP R 01 PRIVATE DWELLINGS,SINGLE AND MULTIPLE n to 0— as (Continuously Operating Systems) F. O O 2 LAYERS AS G.W.B.TYPE X Floor Area Bedrooms' �.1 E_ IR"G.W.B. ��2 UNPENETRATED (U LAYER 5/8"GWB TYPE G WRAPPED AS SHOWN (k') 01 za 4-5 5aF165 �` W v M FLOOR SYSTEM OVER RESILIENT CHANNEL 1500 30 40 45 55 2x86 PER DETAIL S SHEET AI0.0 Co. -'--- - (U LAYER S/S"GWB TYPE G FIRE CAULK NOT REQD Soo-1000 45 5s 60 70 I, . (U b"DIA.t(2)4"DIA. OVER RESILIENT CHANNEL FOR THESE PENETRATIONS 1001-1500 60 70 75 85 w w/I"CLEARANCE IN BETWEEN -9 ALTERNATE 2001-2500 75 0 90 115 OHORIZ. CHASE DETAIL OHORIZ. CHASE DETAIL 3001-2500 90 130 135 145 2501-3000 105 115 120 130 �r SGN2: 1 1 2 l'-0" SCALE: 1 1 2"=l'-0" 3001-3500 120 130 135 145 / >3500 ]35 145 I50 160 .a.Ventilation rates in table are minimum outdoor airflow w rates measured in cfm. TABLE 403.8.5.1 V INTERMITTENT WHOLE HOUSE MECHANICAL VENTILATION RATE FACTORS" Ron-Time %in Eaeh 4-hour Se ant a Y Factors 4 3 a For ventilation systemrvv-time valves between those ������� given,the factors arepemdttad to be delarmimd by �I%j� interpolation. b. Exhapolndon beyond the table is prohibited. 3i — NOTE: mU3 ALL VENTS TO BE NO CLOSER W THAN V-011 TO OPERABLE PART OF WINDOW VENTED WINDOW WHEN OPERABLE yr ow ito Cv I I m I I I 2 a LIVINGS LIVINGS v2 m BEDROOM e"SEPARATE BEDROOM DUCT FOR RANGE a 4"SEPARATE ti o DUCT FOR DRYER U OA OR B 4"DUCT f m CN2 I F � < Lj 3 P° L RANGE FAN KITC E\ f o) KITCHEN —————� O ti c 100 CFM 8 I m I •d 'd U WHOLE HOUSE c � FAN 100 CFM -- I , � I I � BATH EXHAUST FAN 50 CFM e DEN Z Z BATHROOM I I BATHROOM I Z H E v I I f�f11.-I w a f START OF ABS= CAST IRON Z z W DRAINPIPE h+y86 z TYPICAL PLUMBING AND VENTING PLAN aPQ> SCALE: 1/4"=1"-m" I--I o Cx— ly(z m ai E"' ,n NOTE: ig Each dwelling unit or sleeping unit shall be equipped with a whole house I o ...oar.. +1 00 1 mechanical ventilation system that complies with Sections 403.4.1 through 403.4b. Each dwelling unit or sleeping unit shall be equipped with local exhaust complying 3 with Section 403.4.1.All occupied spaces,including public corridors,other than 1/25/2024 the Group R dwelling units and/or sleeping units,that support these Builtling Plen Review by O Group R occupancies shall meet the Ventilation requirement of natural ventilation s4Pebmm requirements of Section 402 or the mechanical ventilation requirements or j0 Sections 403.1 through 403.3. rl CQ a m >_ E u_ 3 z z w � A 4"VTR 4"V2R �4"VTR �4"VTR �4"VTR �4"VTR �4"VTR ,�,��� ��,� I I �1 �1 z2 y I �l ,—1 I I I 11/ �I ,�1 � � 1 1 I z y �I ,�1 � � 1 1 I Z I ���, I ,�, I W 02 = I a" 1L�I I I I I I I I ,�I I I I I 1 2 v l III I 1 1j l l II2 vLIIlea"�I11a 11a .L I I �L I I I I w a a A I I 2 v v l I I I I I I I I I I I I I I I I I I I I I I I v I 3 4 5 � I I 3 4 5 I 2 3 4 5 I I 2 3 4 5 I 2 3 4 5 I I 2 3 4 , I 2 3 4 I � I 2 3 4 , I 2 3 4 I � I 2 3 4 5, I 3 4 5 � I 3 4 5, I 3 4 5 � M Ul O.M. 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COTW GLEAN OUT THRU WALL COTW m E DFU DRAINAGE FIXTURE UNIT DFU tlnSAFEbuilt wb u_ 3 Geotechnical Engineering Report Proposed 67t" Avenue Development Arlington, WA Reviewed by SAFEbuilt 01/26/2024 Prepared For: Grandview North, LLC PO Box 159 Arlington, WA 98223 Attn.: Mr. Scott Wammack T ,�� ,MWm G097T 1.888 251.5276 Bellingham Arlington i Oak Harbor www.geotest-inc.com June 7, 2021 Project No. 21-0553 Grandview North, LLC PO Box 159 Arlington, WA 98223 Attention: Mr. Scott Wammack Regarding: Geotechnical Engineering Report Proposed 67th Avenue Development 18705 & 18625 67th Avenue NE, Arlington, WA 98223 Arlington, WA 98223 (Parcel Nos. 31052300200500, 00738500103100) Dear Mr. Wammack: As requested, GeoTest Services, Inc. [GeoTest] is pleased to submit the following report summarizing the results of our geotechnical engineering evaluation for the proposed multi-use development, located on the two lots at 18705 and 18625 on 67th Avenue NE in Arlington, WA(see Vicinity Map, Figure 1).This report has been prepared in general accordance with the terms and conditions established in our services agreement dated May 11, 2021 and authorized by yourself. GeoTest appreciates the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. Should you have any further questions regarding the information contained within the report, or if we may be of service in other regards, please contact the undersigned. Respectfully, GeoTest Services, Inc. oow" r7 531, G��fy. s-oNAL 1-71202 Tristan A. Coragiulo, G.I.T. Gerry D. Bautista, Jr., P.E. Staff Geologist Project Geotechnical Engineer Enclosure: Geotechnical Engineering Report 51.5276 GEOT E S T I Oak Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com TABLE OF CONTENTS PURPOSE AND SCOPE OF SERVICES ........................................................................................1 PROJECT DESCRIPTION...........................................................................................................1 SITECONDITIONS...................................................................................................................2 SurfaceConditions...................................................................................................................... 2 Subsurface Soil Conditions.......................................................................................................... 3 General Geologic Conditions ...................................................................................................... 4 Groundwater...............................................................................................................................4 GEOLOGICHAZARDS..............................................................................................................4 Seismic and Liquefaction Hazards ..............................................................................................4 CONCLUSIONS AND RECOMMENDATIONS..............................................................................6 Site Preparation and Earthwork ................................................................................................. 6 Filland Compaction .................................................................................................................... 7 Reuseof On-Site Soil............................................................................................................... 7 ImportedStructural Fill........................................................................................................... 7 Backfilland Compaction .........................................................................................................8 WetWeather Earthwork.............................................................................................................8 Seismic Design Considerations ................................................................................................... 9 FoundationSupport.................................................................................................................... 9 AllowableBearing Capacity .................................................................................................... 9 FoundationSettlement......................................................................................................... 10 FloorSupport............................................................................................................................ 10 Foundation and Site Drainage .................................................................................................. 10 Resistance to Lateral Loads ...................................................................................................... 11 Temporary and Permanent Slopes........................................................................................... 12 Utilities...................................................................................................................................... 13 Pavement Subgrade Preparation.............................................................................................. 14 Stormwater Infiltration Potential ............................................................................................. 14 Design Infiltration Rates........................................................................................................ 15 Stormwater Treatment......................................................................................................... 16 Geotechnical Consultation and Construction Monitoring........................................................ 17 USEOF THIS REPORT............................................................................................................18 REFERENCES.........................................................................................................................19 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 PURPOSE AND SCOPE OF SERVICES The purpose of this evaluation is to establish general subsurface conditions beneath the site from which conclusions and recommendations pertaining to the project design can be formulated. Our scope of services includes the following tasks: • Explore soil and groundwater conditions underlying the site by excavating seven exploratory test pits with a Client-provided rubber tire backhoe. • Perform one Pilot Infiltration Test (PIT) in accordance with the Stormwater Management Manual for Western Washington (SMMWW). The SMMWW is the stormwater manual currently adopted by the City of Arlington. • Perform laboratory testing on representative samples to classify and evaluate the engineering characteristics of the soils encountered and to assess on-site infiltration capability. • Provide a written report containing a description of subsurface conditions and exploration logs. The findings and recommendations in this report pertain to site preparation and earthwork, fill and compaction, seismic design, foundation recommendations, concrete slab-on-grade construction, foundation and site drainage, infiltration feasibility, utilities, temporary and permanent slopes, pavement structures, geotechnical consultation, and construction monitoring. • Assess Geologically Hazardous Areas (if present) per Arlington Municipal Code. PROJECT DESCRIPTION The project site contains two parcels totaling approximately 2.5-acres with a one-story residential building currently located on the northern lot. The property has been largely cleared of vegetation, with only short grass and some landscaping shrubs remaining. The property borders 67th Avenue NE to the west and Woodlands Way to the south.A series of single-family residences exist to the north of the property. The property is partially fenced and is in the process of being sold. GeoTest understands that a new mixed-use development is planned for the property. GeoTest was provided an initial development concept that included two new, three-story buildings with associated drive paths and vehicle parking. GeoTest anticipates that the lower portion of the building fronting 67th Avenue will include retail buildings, with the remainder of the building consisting of multi-family housing. It is expected that the second building will consist almost entirely of multi-family housing. GeoTest anticipates that new construction will utilize wood frame construction in conjunction with slab-on-grade floors and shallow conventional 1 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 foundations. GeoTest has not been provided with a formalized development plan, but it is expected that structural loads will be light to moderate. GeoTest anticipates that infiltration facilities will be constructed on the property as part of stormwater design services performed by others. GeoTest was not provided with a plan sheet showing stormwater design concepts. It was, however, discussed with the Civil Engineer that the most likely location of infiltration facilities would be in the northern portion of the planned development. SITE CONDITIONS This section includes a description of the general surface and subsurface conditions observed at the project site during the time of our field investigation. Interpretations of site conditions are based on the results and review of available information, site reconnaissance, subsurface explorations, laboratory testing, and previous experience in the project vicinity. Surface Conditions The flag-shaped subject property is mostly undeveloped and contains two parcels (Parcel Nos. 31052300200500 and 00738500103100) totaling approximately 2.5 acres. Both parcels combined occupy approximately 285 feet of frontage along the eastern side of 67th Avenue NE in Arlington, WA.There is also an approximate 30-foot-wide road that provides access from 188th Street NE from between residential properties located at 6800 and 6804 188th Street NE. There is a single-family residence in the central section of the west side of parcel 31052300200500. In general, the topography across the subject property is relatively flat with an approximate elevation of 148 feet above mean sea level. A large majority of the site is stripped of groundcover and consists of gravelly sand material.The southern and eastern margins are covered with weeds, blackberry brambles, scotch broom, alders and conifers. No signs of surface water were observed on the proposed development at the time of our site visit in mid-May. r h . ��✓r` xiC-r�at r,,.�w"x�°„'^� f�Mn E'c`�<<.`as.� Image 1: Existing surface conditions at the subject property.View of the subject property looking south. Exploration of TP-3 in progress. (Image taken on May 19,2021.) 2 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 Subsurface Soil Conditions Subsurface conditions were explored by advancing seven exploratory test pits (TP-1 through TP- 6 and PIT-1) on May 19, 2021. The explorations were advanced to an approximate depth of 9 to 11.5 feet below ground surface (BGS) using a backhoe. Approximate locations of these explorations have been plotted on the Site and Exploration Plan (Figure 2). All seven test pits encountered similar subsurface conditions. In general, explorations consisted of 1 to 2 feet of medium dense, slightly silty, gravelly sand with some rootlets (undocumented fill) at the surface. Underlying the fill was a thin bed that varies in thickness and consists of dark brown medium dense, silty sand with trace gravels and rootlets interpreted to be relict topsoil. At approximately 1.5 to 2.5 feet BGS, a dense sand with varying amounts of gravel (unweathered recessional outwash) was encountered. The upper 1 to 2 feet of this lower unit was weathered. The unweathered recessional outwash commonly contained deposits of cobbles and was encountered to the maximum explored depth of the test pits. More detailed logs of the subsurface conditions encountered within our explorations are presented in the enclosed Test Pit Logs attached to the end of this report. 40 Ok • ., �-�,' :� •" '"f.*v.!° �• spy\ '+ �" � -rr F1, a` F a<, ggtrg�gd sgrd 9nd,N\\r a�Jg\ .�; fig¢ t>� � {� ► �� ;u1F';t .+ � ✓ ' v% ti = �d u S, Y ,..;. �`�.• ,' _ ��` ��`�`-� ark r zN Image 2: Subsurface soil conditions within TP-3,in which fill overlies a relict topsoil and sand with gravels(Image taken on May 19,2021.) 3 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 General Geologic Conditions Geologic information for the project site was obtained from the Geologic map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington (Minard, 1985) published by the U.S. Geological Survey. This map indicates that the project site is underlain by Vashon Drift Recessional Outwash consisting of the Marysville Sand Member (map unit Qvrm). The Marysville Sand Member consists of mostly well-drained, outwash sand with minor amounts of gravel. Sediment was deposited as valley fill by meltwater flowing south from the stagnating and receding Vashon glacier during the Pleistocene Era. Our on-site explorations indicate that the encountered subsurface soil conditions are generally in accordance with the mapped Recessional Outwash (Marysville Sand Member). For the purposes of this geotechnical report, we have referred to the native soils as 'recessional outwash'. Groundwater At the time of our investigation on May 19, 2021, groundwater was not encountered in any of our explorations. Based on a review of publicly available well data from the Washington Department Ecology Well Log Viewer, the regional water table in the recessional outwash appears to be at depths of generally 50 feet BGS in the vicinity of the site. The groundwater conditions reported on the exploration logs are for the specific locations and dates indicated, and therefore may not be indicative of other locations and/or times. Groundwater levels are variable and groundwater conditions will fluctuate depending on local subsurface conditions, precipitation, and changes in on-site and off-site use. GEOLOGIC HAZARDS As the subject property is located within the City of Arlington, GeoTest reviewed Chapter 20.93.600 (Geologically Hazardous Areas) of the Arlington Municipal Code. As the subject property is flat with relatively no discernible elevation change, it is GeoTest's opinion that the subject property does not contain hazards pertaining to erosion or sliding (i.e., not an Erosion Hazard or Steep Slope Hazard). However, the subject property is mapped as having a low to moderate susceptibility to liquefaction. This is addressed in the next section. Seismic and Liquefaction Hazards Based on a review of information obtained from the Washington State Department of Natural Resources Geologic Information Portal, the subject site is classified as having a low to moderate liquefaction susceptibility. However,this map only provides an estimate of the likelihood that soil 4 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 will liquefy as a result of an earthquake and is meant as a general guide to delineate areas prone to liquefaction. Liquefaction is defined as a significant rise in porewater pressure within a soil mass caused by earthquake-induced cyclic shaking.The shear strength of liquefiable soils is reduced during large and/or long duration earthquakes as the soil consistency approaches that of semi-solid slurry. Liquefaction can result in significant and widespread structural damage if not properly mitigated. Deposits of loose,granular soil below the groundwater table are most susceptible to liquefaction. Damage caused by foundation rotation, lateral spreading, and other ground movements can result from soil liquefaction. Based on our subsurface explorations, the site is underlain by native medium dense, gravelly, sandy soils. GeoTest did not encounter the regional groundwater table during our explorations and a review of local well log data suggest it is typically encountered at approximately 50 feet BGS in the vicinity of the site. Due to these factors, it is GeoTest's opinion that the potential for liquefaction underlying the subject property is low.Thus, it is also our opinion that no mitigations are required to address liquefaction for the proposed development. �L I Map Legend Ground Response Lquofactior.Susceptibilily High Ninderale to hgh Mxfaale Subject Property Lm to moderate ' Low vinj Iva/r low flow .Bedrock ■Peaf Ice _ *Mr Image 3: Map showing liquefaction hazard susceptibility.Yellow depicts"low to moderate"susceptibility in the vicinity of subject property. Data source:Washington Geologic Information Portal. 5 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 CONCLUSIONS AND RECOMMENDATIONS Based on the evaluation of the data collected during this investigation, it is GeoTest's opinion that the subsurface conditions at the site are suitable for the proposed development, provided the recommendations contained herein are incorporated into the project design. Subsurface explorations encountered in this study encountered approximately 1 to 2 feet of undocumented fill before encountering native recessional outwash composed of sand with varying amounts of gravel. GeoTest recommends that the undocumented fill soils and relict topsoil (if present) be removed from the building footprint down to the native, recessional outwash soil. GeoTest generally anticipates that about 1 to 2 feet of stripping will be needed in order to remove near-surface, undocumented fill soils and the relict topsoil (if present) and to expose the native weathered/unweathered soils. Once competent native soils have been exposed, GeoTest recommends that the subgrade surface be compacted to a firm and unyielding condition with an appropriate piece of construction equipment. The foundations can bear directly on the prepared native subgrade or on compacted structural fill placed atop these soils. Further recommendations regarding the placement and compaction of structural fill can be found in the Fill and Compaction section of this report. Based on the native soils encountered during our subsurface investigation, in which include medium dense to dense recessional outwash sands, it appears that the subject property is suitable for stormwater infiltration. We have also conducted a Pilot Infiltration Test to determine the initial saturated hydraulic conductivity rate of the soil. This report constitutes a stormwater infiltration evaluation for preliminary design purposes. The below recommended rates are intended to inform the stormwater facility engineer of feasibility and potential design rates. GeoTest recommends that we review and confirm soil types at the base of the infiltration facility location during construction. Additional infiltration tests may be required at the final infiltration facility locations in order to finalize design infiltration rates. Site Preparation and Earthwork The portions of the site proposed for foundations and floor slabs should be prepared by removing existing undocumented fill (if present), deleterious material, and organics. Prior to placement of any foundation elements or structural fill, the exposed subgrade under all areas to be occupied by soil-supported floor slabs, spread foundations, or continuous foundations should be recompacted to a firm and unyielding condition.Verification of compaction should be performed by qualified geotechnical personnel. The purpose of this effort is to identify loose or soft soil deposits so that, if feasible, the soil disturbed during site work can be recompacted. 6 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 Proof rolling should be carefully observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or over-saturation that cannot be readily compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular material placed in accordance with subsequent recommendations for structural fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. Fill and Compaction Structural fill used to obtain final elevations for footings and soil-supported floor slabs must be properly placed and compacted. In most cases, suitable, non-organic, predominantly granular soil may be used for fill material provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. Material containing topsoil, wood, trash, organic material, or construction debris is not suitable for reuse as structural fill and should be properly disposed offsite or placed in nonstructural areas. Soils containing more than approximately five percent fines are considered moisture sensitive and are difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately two percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. Reuse of On-Site Soil The near-surface fill soils encountered in our test pit explorations appeared to be non-organic and thus may potentially be suitable for reuse as structural fill when placed at or near optimum moisture contents, as determined as ASTM D1557 and if allowed for in the project plans and specifications. The on-site, weathered and unweathered recessional outwash soils are suitable for reuse as structural fill when placed at or near optimum moisture contents, as determined by ASTM D1557 and if allowed for in the project plans and specifications. The near-surface, weathered soils may contain elevated silt contents and may be difficult to use during periods of wet weather. The Contractor and Owner should be prepared to manage over-optimum moisture content soils. Moisture content of the site soils may be difficult to control during periods of wet weather. Imported Structural Fill GeoTest recommends that imported structural fill consist of clean, well-graded sandy gravel, gravelly sand, or other approved naturally occurring granular material (pit run) with at least 30 percent retained on the No. 4 sieve, or a well-graded crushed rock. Structural fill for dry weather 7 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 construction may contain up to 10 percent fines (that portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4 sieve. The use of an imported fill having more than 10 percent fines may be feasible, but the use of these soils should generally be reviewed by the design team prior to the start of construction. Imported structural fill with less than five percent fines should be used during wet weather conditions. Due to wet site conditions, soil moisture contents could be high enough that it may be difficult to compact even clean imported select granular fill to a firm and unyielding condition. Soils with an over-optimum moisture content should be scarified and dried back to a suitable moisture content during periods of dry weather or removed and replaced with drier structural fill. Backfill and Compaction Structural fill should be placed in horizontal lifts. The structural fill must measure 8 to 10 inches in loose thickness and be thoroughly compacted.All structural fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D1557. The top of the compacted structural fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested after placement of each lift in the fill pad. Wet Weather Earthwork If construction takes place during wet weather, GeoTest recommends that structural fill consist of imported, clean, well-graded sand or sand and gravel as described above. If fill is to be placed or earthwork is to be performed in wet conditions, the contractor may reduce soil disturbance by: • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel 'working mats' over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber- tired roller at the end of each working day • Providing up-gradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades 8 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 Seismic Design Considerations The Pacific Northwest is seismically active, and the site could be subject to movement from a moderate or major earthquake. Consequently, moderate levels of seismic shaking should be accounted for during the design life of the project, and the proposed structure should be designed to resist earthquake loading using appropriate design methodology. For structures designed using the seismic design provisions of the 2018 International Building Code, the loose to medium-dense recessional outwash within the upper 100 feet is classified as Site Class D, according to ASCE 7-16.The structural engineer should select the appropriate design response spectrum based on Site Class D soil and the geographical location of the proposed construction. Foundation Support Continuous or isolated spread footings founded on firm and unyielding, native recessional outwash soils, or on properly compacted structural fill placed directly over undisturbed native soil can provide foundation support for the proposed improvements. GeoTest recommends that qualified geotechnical personnel confirm that suitable bearing conditions have been reached prior to placement of structural fill or foundation formwork.To provide proper support, GeoTest recommends that existing topsoil, existing fill (if present), and/or loose upper portions of the native soil be removed from beneath the building foundation area. Continuous and isolated spread footings should be founded 18 inches, minimum, below the lowest adjacent final grade for freeze/thaw protection. The footings should be sized in accordance with the structural engineer's prescribed design criteria and seismic considerations. Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous or isolated spread footings founded directly on native, firm and unyielding, recessional outwash soils or on compacted structural fill placed directly over undisturbed native soils may be proportioned using a net allowable soil bearing pressure of 2,500 pounds per square foot (psf). The 'net allowable bearing pressure' refers to the pressure that can be imposed on the soil at foundation level. This pressure includes all dead loads, live loads, the weight of the footing, and any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. 9 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. If construction is accomplished as recommended and at the maximum allowable soil bearing pressure, GeoTest estimates the total settlement of building foundations under static conditions to be less than one inch. Differential settlement between two adjacent load-bearing components supported on competent soil is estimated to be less than one half the total settlement. Floor Support Conventional slab-on-grade floor construction is feasible for the planned site improvements. Floor slabs may be supported on properly prepared native subgrade or on properly placed and compacted structural fill placed over properly prepared native soil. Prior to placement of the structural fill, the native soil should be proof rolled as recommended in the Site Preparation and Earthwork section of this report. GeoTest recommends that interior concrete slab-on-grade floors be underlain with at least 6 inches of clean, compacted, free-draining gravel. The gravel should contain less than 3 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The purpose of this gravel layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer.To help reduce the potential for water vapor migration through floor slabs, a continuous 10-mil minimum thick polyethylene sheet with tape-sealed joints should be installed below the slab to serve as an impermeable vapor barrier. The vapor barrier should be installed and sealed in accordance with the manufacturer's instructions. Foundation and Site Drainage Positive surface gradients should be provided adjacent to the proposed building to direct surface water away from the building and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains but should be separately discharged directly to the stormwater collection system or similar municipality-approved outlet. Pavement and sidewalk areas, if present,should be sloped and drainage gradients should be maintained to carry surface water away from the building towards an approved stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to sumps where water from seepage, rainfall, and runoff can be collected and pumped to a suitable discharge facility. To reduce the potential for groundwater and surface water to seep into interior spaces, GeoTest recommends that an exterior footing drain system be constructed around the perimeter of new building foundations as shown in the Typical Footing Drain Section (Figure 3) of this report. The 10 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 drain should consist of a perforated pipe measuring 4 inches in diameter at minimum, surrounded by at least 12 inches of filtering media. The pipe should be sloped to carry water to an approved collection system. The filtering media may consist of open-graded drain rock wrapped in a nonwoven geotextile fabric such as Mirafi 140N (or equivalent) or wrapped with a graded sand and gravel filter. For foundations supporting retaining walls, drainage backfill should be carried up the back of the wall and be at least 12 inches wide. The drainage backfill should extend from the foundation drain to within approximately 1 foot of the finished grade and consist of open-graded drain rock containing less than 3 percent fines by weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The invert of the footing drainpipe should be placed at approximately the same elevation as the bottom of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will be contained. This process prevents water from seeping through walls or floor slabs. The drain system should include cleanouts to allow for periodic maintenance and inspection. Please understand that the above recommendations are intended to assist the design engineer and/or architect in development of foundation and site drainage parameters and are based on our experience with similar projects in the area. The final foundation and site drainage plan that will be incorporated into the project plans is to be determined by the design team. Resistance to Lateral Loads The lateral earth pressures that develop against retaining walls will depend on the method of backfill placement, degree of compaction, slope of backfill, type of backfill material, provisions for drainage, magnitude and location of any adjacent surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0.001 to 0.002 times its height (a yielding wall), the soil pressure exerted comprises the active soil pressure. When a wall is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted comprises the at rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling or if the wall is inherently stiff. GeoTest recommends that yielding walls under drained conditions be designed for an equivalent fluid density of 35 pounds per cubic foot (pcf), for structural fill in active soil conditions. Nonyielding walls under drained conditions should be designed for an equivalent fluid density of 55 pcf, for structural fill in at-rest conditions. Design of walls should include appropriate lateral pressures caused by surcharge loads located within a horizontal distance equal to or less than the height of the wall. For uniform surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and 50 percent of the vertical surcharge pressure should be added to the lateral soil pressures for yielding and nonyielding walls, respectively. 11 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 For structures designed using the seismic design provisions of the International Building Code, GeoTest recommends that retaining walls include a seismic surcharge in addition to the equivalent fluid densities presented above. We recommend that a seismic surcharge of approximately 8H (where H is the height of the wall) be used for design purposes. This surcharge assumes that the wall is allowed to rotate or yield. If the wall is restrained, GeoTest should be contacted so that we can provide a revised seismic surcharge pressure. Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade, will resist lateral loads transmitted from the structure to its foundation. For design purposes, the passive resistance of well-compacted fill placed against the sides of foundations is equivalent to a fluid with a density of 350 pcf. The recommended value includes a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. Retaining walls should include a drain system constructed in general accordance with the recommendations presented in the Foundation and Site Drainage section of this report. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resistance should not be considered. An allowable coefficient of base friction of 0.35, applied to vertical dead loads only, may be used between the underlying imported granular structural fill and the base of the footing. If foundations will bear directly on the native recessional outwash soils, an allowable coefficient of 0.30 should be used. If passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction design value. GeoTest does not recommend increasing the coefficient of friction to resist seismic or wind loads. Temporary and Permanent Slopes The contractor is responsible for construction slope configurations and maintaining safe working conditions, including temporary excavation stability.All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 feet should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155-66403. 12 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 Temporary unsupported excavations in the recessional outwash, encountered at the project site are classified as a Type B soil according to WAC 296-155-66401 and may be sloped as steep as 1H: 1V (Horizontal: Vertical). All soils encountered are classified as Type C soil in the presence of groundwater seepage and may be sloped as steep as 1.5:1. Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop. Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. GeoTest recommends that permanent cut or fill slopes be designed for inclinations of 2H: 1V or flatter. All permanent slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Utilities Utility trenches must be properly backfilled and compacted to reduce cracking or localized loss of foundation, slab, or pavement support. Excavations for new shallow underground utilities are expected to be placed within native recessional outwash. Trench backfill in improved areas (beneath structures, pavements, sidewalks, etc.) should consist of structural fill as defined in the Fill and Compaction section of this report. Outside of improved areas, trench backfill may consist of reused native material provided the backfill can be compacted to the project specifications. Trench backfill should be placed and compacted in general accordance with the recommendations presented in the Fill and Compaction section of this report and Typical Utility Trench Section (Figure 4). Surcharge loads on trench support systems due to construction equipment, stockpiled material, and vehicle traffic should be included in the design of any anticipated shoring system. The contractor should implement measures to prevent surface water runoff from entering trenches and excavations. In addition, vibration as a result of construction activity and traffic may cause caving of the trench walls. The contractor is responsible for trench configurations. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by the contractor during excavation for any evidence of instability. If instability is detected,the contractor should flatten the side slopes or install temporary shoring. If groundwater or groundwater seepage is present, and the trench is not properly dewatered, the soil within the trench zone may be prone to caving, channeling, and running. Trench widths may be substantially wider than under dewatered conditions. 13 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 Pavement Subgrade Preparation Selection of a pavement section is typically a choice relative to its higher initial cost and lower long-term maintenance, or lower initial cost with more frequent maintenance. For this reason, we recommend that the owner participate in the selection of proposed pavement improvements planned for the site. Site grading plans should include provisions for sloping of the subgrade soils in proposed pavement areas, so that passive drainage of the pavement section(s) can proceed uninterrupted during the life of the project. The proposed pavement areas should be prepared as indicated in the Site Preparation and Earthwork section of this report. We anticipate that asphalt pavement will be used for new passenger car drive paths and parking areas. We recommend a standard, or 'light duty', pavement section consist of 2.5 inches of %- inch HMA asphalt above 8 inches of crushed surfacing base course (CSBC) meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9- 03.9[3]. Main drive areas that will be accessed by more heavily loaded vehicles, semi and garbage trucks, etc. will require a thicker asphalt section and should be designed using a paving section consisting of 4 inches of Class %-inch HMA asphalt surfacing above 8 inches of CSBC meeting criteria set forth in WSDOT Standard Specification 9-03.9[3]. GeoTest is available to further consult, review and or/modify our pavement section recommendations based on further discussion and/or analysis with the project team/owner.The above pavement sections should be considered initial recommendations and may be accepted and/or modified by the site civil engineer based on the actual finished site grading elevations and/or the owner's preferences. Stormwater Infiltration Potential Based on the presence of predominantly granular materials and the lack of a restriction layer that would otherwise impact infiltration facilities, it is our opinion that the on-site infiltration of stormwater is feasible for this project site. GeoTest was not provided with any conceptual drawings of proposed stormwater infiltration facilities for this report. Pilot Infiltration Test Results GeoTest performed one small-scale PIT test on May 19, 2021, per the SMMWW in order to determine the initial saturated hydraulic conductivity rate (Ksat initial) in inches per hour. The base of the PIT was excavated to the dimensions of approximately 3.8 feet by 4.5 feet with a depth of 4 feet BGS. The PIT was conducted at a depth of 4 feet BGS in order to evaluate the infiltration potential at a minimum 3-foot separation between the bottom of a planned infiltration facility and the regional groundwater table. The bottom of the PIT extended through the existing undocumented fill, relict topsoil, and underlying weathered material extending into the native Marysville Sand. 14 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 Infiltration testing was conducted by discharging water into the flat-bottom excavation for a 5- hour "soaking period". The purpose of the 5-hour pre-soak was to allow the soils in the immediate vicinity of the test area to exhibit saturated conditions. Water was discharged into the excavation at a metered rate while keeping the water level within the testing area approximately fixed. The cumulative volume and instantaneous flow rate in gallons per minute were recorded approximately every 15 to 30 minutes. Water for the infiltration testing was obtained from a municipal hydrant. Following the 5-hour pre-soak and steady-state period,the water was shut off at the hydrant and the rate of infiltration (the drop of the standing water) in inches per hour was recorded until fully drained. At the conclusion of the testing, the bottom of the PIT was excavated an additional 5 feet downward to identify possible restrictive layers. During the additional overexcavation, GeoTest observed Marysville Sand with varying amounts of gravel to an elevation of 9 feet BGS. GeoTest did not observe noticeable indications of hydraulically restrictive layers between the bottom of the PIT test and the groundwater table. Table 1 below presents topographic information for the surface elevations and the bottom of PIT elevation: Table 1: PIT Test Elevations Surface Bottom of Groundwater Groundwater PIT ID Test Date Elevation (ft) PIT Elevation (ft) Separation (ft) Elevation (ft) PIT-1 5/19/2021 —148* —144 Unknown >_ 7.5** *Surface elevation data is derived from the Digital Elevation Model available on the Snohomish County PDS Map portal **Test pits advanced throughout the site reached a maximum depth of approximately 11.5 feet BGS, in which groundwater seepage was not observed on the date of our explorations Design Infiltration Rates The initial, uncorrected hydraulic conductivity (Ksat initial) was calculated for the PIT using the infiltration rate recorded during the falling-head test. This is measured as change in depth per recorded time interval. The Ksat initial value is shown below in Table 2. GeoTest then determined the corrected, long-term infiltration rate (Ksat design) by applying the following correction factors in accordance with the SMMWW: • Site variability and number of locations tests, CFI,= 0.8 • Test method (small-scale test), CFt = 0.5 15 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 • Degree of influent control to prevent siltation and bio-buildup, CF,,, = 0.9. Table 2 provides a summary of the calculated infiltration rate determined at the PIT location: Table 2: Calculated Infiltration Rates PIT-1 43.2 0.36 15.6 *Total Reduction Factor= (0.80)(0.50)(0.90) =0.36 Based on our PIT result and analysis of the subsurface soils,the infiltration rates within the native Recessional Outwash at the location tested was calculated to be 15.6 in/hr. This rate is representative of a facility based at approximately 144 feet above mean sea level. Our excavation did not encounter groundwater or soil conditions that would suggest the presence of a restriction layer. The Civil Engineer must also design facilities based on the amount of separation between facilities and the seasonal groundwater highs. Given that our test was performed in May,just after the SMMWW "wet season", it is GeoTest's opinion that groundwater conditions underlying the project site are likely still near seasonal highs. Thus, GeoTest is confident that stormwater facilities constructed at elevation 144 feet or higher are unlikely to require reductions due to mounding or the presence of"restriction layers". Elevation 144 feet correlates to about 4 vertical feet below the site grades at the time of our test in May 2021. Stormwater Treatment The stormwater facilities on-site may require some form of pollutant pretreatment with an amended soil prior to on-site infiltration or offsite discharge. The reuse of on-site topsoil is often the most sustainable and cost-effective method for pollutant treatment purposes. Cation exchange capacities, organic contents, and pH of site subsurface soils were also tested to determine possible pollutant treatment suitability. Cation exchange capacity, organic content, and pH tests were performed by Northwest Agricultural Consultants on three soil samples collected from the explorations performed for this project. A summary of the laboratory test results is presented in Table 3 below. 16 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 Table 3: Cation Exchange Capacity, Organic Content, and pH Laboratory Test Results Weathered TP-3 2.7 Recessional 4.9 1.61 6.0 Outwash Weathered TP-6 2.1 Recessional 17.5 6.32 5.5 Outwash Suitability for onsite pollutant treatment is determined in accordance with SSC-6 of the Washington State Department of Ecology Stormwater Management Manual for Western Washington. Soils with an organic content of greater than or equal to 1 percent and a cation exchange capacity of greater than or equal to 5 meq/100 grams are characterized as suitable for stormwater treatment. Based on the results shown in Table 3, native recessional soils within the upper 2.5 feet are suitable for stormwater treatment. On-site soils can be amended by mixing higher silt content soils or adding mulch (or other admixtures) to elevate the cation exchange capacity and organic contents. On-site amended soil requires additional testing to confirm compliance with ecological regulations. GeoTest is available to perform additional laboratory testing as part of an expanded scope of services if the soil is to be amended. Alternatively, the Owner may elect to import amended soils with the desired properties for planned treatment facilities. Geotechnical Consultation and Construction Monitoring GeoTest recommends that we be involved in the project design review process. The purpose of the review is to verify that the recommendations presented in this report are understood and incorporated in the design and specifications. We also recommend that geotechnical construction monitoring services be provided. These services should include observation by GeoTest personnel during structural fill placement, compaction activities and subgrade preparation operations to confirm that design subgrade conditions are obtained beneath the areas of improvement. Periodic field density testing should be performed to verify that the appropriate degree of compaction is obtained. The purpose of these services is to observe compliance with the design concepts, specifications, and recommendations of this report. In the event that subsurface conditions differ from those anticipated before the start of construction, GeoTest Services, Inc. would be pleased to provide revised recommendations appropriate to the conditions revealed during construction. 17 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 GeoTest is available to provide a full range of materials testing and special inspection during construction as required by the local building department and the International Building Code. This may include specific construction inspections on materials such as reinforced concrete, reinforced masonry,wood framing and structural steel.These services are supported by our fully accredited materials testing laboratory. USE OF THIS REPORT GeoTest Services, Inc. has prepared this report for the exclusive use of Grandview North, LLC and their design consultants for specific application to the design of the proposed new mixed-use development located at 18705 and 18625 67th Avenue NE in Arlington, WA. Use of this report by others is at the user's sole risk.This report is not applicable to other site locations. Our services are conducted in accordance with accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that these conditions are representative of conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth and time of our explorations, a geological reconnaissance of the area, and a review of previously published USGS geological information for the site. If variations in subsurface conditions are encountered during construction that differs from those contained within this report, GeoTest should be allowed to review the recommendations contained in this report and, if necessary, make revisions. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthwork contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations. GeoTest Services, Inc. is not responsible for job site safety on this project; this responsibility is specifically disclaimed. Attachments: Figure 1 Site Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Typical Footing and Wall Drain Section Figure 4 Typical Utility Trench Section Figure 5 Soil Classification System and Key Figure 6-12 Test Pit Logs Figure 13-14 Grain Size Analysis Appendix A Northwest Agricultural Consultants Results Appendix B Report Limitations and Guidelines for its Use 18 GeoTest Services, Inc. June 7, 2021 Proposed 671h Avenue Development—Arlington, WA Project No. 21-0553 REFERENCES Gariepy, D., Graul, C., Heye, A., Howie, D., Labib, F., & Song, K. (n.d.), 2019 Stormwater Management Manual for Western Washington (2019 SMMWW) (pp. 1-1108) (United States, Washington State Department of Ecology). Minard, J.P., 1985. Geologic map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington[map]. 1:24,000. US Geological Survey MF-1740. Snohomish County,Washington.Snohomish County PDS Map Portal. Retrieved in June 2021. Washington Interactive Geologic Map. Washington State Department of Natural Resources - Online Web Services. Retrieved in June 2021. 19 4 PROJECT LOCATION 0 1 2 3 4 mi El Tac.o�" 0 ;-�"� --Yakima- P'.olym lve2P� MAP REFERENCED FROM Esri Topographic Date: 5-27-21 By: BWS Scale: As Shown Project (eggT VICINITY MAP 21-0553 67TH AVENUE DEVELOPMENT Figure 18705& 18625 67TH AVENUE NE ARLINGTON,WA 98223 • I IT'i l TP-2 PIT IN " TP-1 p I T) j !VP. k P-5 �? TP-3 C. TP-6 tr \_ M Site Plan Provided by the Client fWTP-#=Approximate Test Pit Location Date: 5-27-21 By: BWS Scale: NTS Project T SITE AND EXPLORATION PLAN 21-0553 67TH AVENUE DEVELOPMENT Figure 18705&18625 67TH AVENUE NE ARLINGTON,WA 98223 CONCEPTUAL FOOTINGS WITH INTERIOR SLAB-ON-GRADE • Typical Framing Compacted Low-Permeability Soil •,•,•, (12 inch minimum) Floor Slab or Pavement (2 inch m' imum) . . . . . . . . . . . . . . . . . . . , , , , , , , , , , , , , , , , , , �. . . . . . . . . . . . . . . Vapor Barrier Slope to drain away . . . . . . . . . . . . . . . . . . . . . ti ti ti ti ti ti ti ti ti ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti• from structure._ _ — - — •,',',' .f.r.r.r.r.r.f.r.r.f.r.r.f.r.r r.r.r.f.r.f.t.f.f.f.f.r.f.f.1 _ — _ .�.�.�. ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti• ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti• Coarse Gravel Capillary Break (6 inch minimum,typically clear crushed) Suitable Soil •�•+•�• / Free Draining Sand and Gravel Fill Approved Non-woven Geotextile Filter Fabric (18 inch minimum fabric lap) / Suitable Soil Drainage Material (Drain Rock or Clear Crushed Rock w/no fines) Appropriate Waterproofing Applied to Exterior of Wall Four Inch Diameter,Perforated,Rigid PVC Pipe (Perforations oriented down,wrapped in non-woven geotextile filter fabric,directed to suitable discharge) Notes: This figure is not intended to be representative of a design. This figure is intended to present concepts that can be incorporated into a functional foundation drain designed by a Civil Engineer. In all cases, refer to the Civil plan sheet for drain details and elevations. Footings should be properly buried for frost protection in accordance with International Building Code or local building codes (Typically 18 inches below exterior finished grades). The footing drain will need to be modified from this typical drawing to fit the dimensions of the planned footing and slab configuration. Date: 6-01-21 By: BWS Scale: None Project CONCEPTUAL FOOTING &WALL DRAIN SECTION 21-0553 67TH AVENUE DEVELOPMENT Figure 18705&18625 67TH AVENUE NE ARLINGTON,WA 98223 LANDSCAPING AREAS LOAD BEARING AREAS Topsoil(Typical) l Concrete Sidewalk ( Curb and Gutter i Asphalt Pavement Suitable Backfill Structural Fill 85%Compaction f (See text) (per ASTM 1557) Minimum 95%Compaction Varies Varies (per A$TM 1557) Warning Tape (Typ. 12"Above Pipe) Utility Pipe Bedding Material Utility Varies Pipe Pipe 11 I I � I Suitable Native Soil I i Date: 6-1-2021 By: BWS Scale: None Project EWT TYPICAL UTILITY TRENCH SECTION 21-0553 67TH AVENUE DEVELOPMENT Figure 18705&18625 67TH AVENUE NE ARLINGTON,WA 98223 4 Soil Classification System uscs MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL DESCRIPTIONSI')12) GRAVEL AND CLEAN GRAVEL � GW Well-graded gravel;gravel/sand mixture(s);little or no fines u, GRAVELLY SOIL (Little or no fines) ;w';'��.� GP Poorly graded gravel;gravel/sand mixture(s);little or no fines O N (More than 50%of Silt ravel; ravel/sand/silt mixture(s) o m GRAVEL WITH FINES GM y9 9 coarse fraction w E.N (Appreciable amount of z o o retained on No.4 fines) GC Clayey gravel;gravel/sand/clay mixture(s) a sieve) 0 w SAND AND CLEAN SAND SW Well-graded sand;gravelly sand;little or no fines SANDY SOIL (Little or no fines) < -- SP Poorly graded sand;gravelly sand;little or no fines aW (More than 50%of SM Silty sand;sand/silt mixture(s) coarse fraction passed SAND WITH FINES through No.4 sieve) (Appreciable amount of fines) SC Clayey sand;sand/clay mixture(s) Inorganic silt and very fine sand;rock flour;silty or clayey fine �Ea SILT AND CLAY ML sand or clayey silt with slight plasticity p m N CL Inorganic clay of low to medium plasticity;gravelly clay;sandy U) E d_ (Liquid limit less than 50) WEEN clay;silty clay;lean clay W. °c N QL Organic silt;organic,silty clay of low plasticity Z o N SILT AND CLAY MH Inorganic silt;micaceous or diatomaceous fine sand ZEE °N (Liquid limit greater than 50) CH Inorganic clay of high plasticity;fat clay FLg — QH Organic clay of medium to high plasticity;organic silt HIGHLY ORGANIC SOIL PT Peat;humus;swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock(See Rock Classification) WOOD WD Wood,lumber,wood chips DEBRIS DB Construction debris,garbage X Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils(Visual-Manual Procedure), as outlined in ASTM D 2488.Where laboratory index testing has been conducted,soil classifications are based on the Standard Test Method for C/assification of Soils for Engineering Purposes,as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined as follows: Primary Constituent: >50%-"GRAVEL,""SAND,""SILT,""CLAY,"etc. Secondary Constituents: >30%and<50%-"very gravelly,""very sandy,""very silty,"etc. >12%and<30%-"gravelly,""sandy,""silty,"etc. Additional Constituents: > 5%and<12%-"slightly gravelly,""slightly sandy,""slightly silty,"etc. < 5%-"trace gravel,""trace sand,""trace silt,"etc.,or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER&INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-inch O.D.,2.42-inch I.D.Split Spoon PP=1.0 Pocket Penetrometer,tsf b 2.00-inch O.D.,1.50-inch I.D.Split Spoon TV=0.5 Torvane,tsf Recovery Depth Interval c Shelby Tube PID=100 Photoionization Detector VOC screening,ppm 1�j .4-- Sample Depth Interval d Grab Sample W=10 Moisture Content,% J e Other-See text if applicable D=120 Dry Density,pcf Portion of Sample Retained 1 300-lb Hammer,30-inch Drop -200=60 Material smaller than No.200 sieve,% for Archive or Analysis 2 140-lb Hammer,30-inch Drop GS Grain Size-See separate figure for data 3 Pushed AL Atterberg Limits-See separate figure for data 4 Other-See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis Q Approximate water elevation at time of drilling(ATD)or on date noted. Groundwate ATD levels can fluctuate due to precipitation,seasonal conditions,and other factors. T 67th Avenue Development Figure ceop 18705& 18625 67th Ave NE Soil Classification System and Key 5 Arlington, WA 98223 TEST PIT LOG Test Pit No. PIT-1 e PROJECT: 67th Avenue Development PROJECT NO.: 21-0553 LOCATION: 18705& 18625 67th Avenue NE,Arlington,WA 98223 DATE: 5-19-21 EXPLORATION METHOD: Rubber Tire Backhoe ELEVATION: 148' CONTRACTOR/DRILLER: E&D Excavating LOGGED BY: BWS DEPTH TO WATER TABLE: PERCHED WATER: CAVING iL ELEVATION/ SOIL SAMPLE AND TEST DATA SOIL PROFILE DESCRIPTION DEPTH SAMPLE&TEST DATA USCS SYMBOL 148 0 FILL Medium dense, brownish gray, damp, slightly silty, gravelly 1 I b SAND, with rootlets (Fill) 1 2 I b SP Dense, dark brown, damp, slightly silty SAND, with trace gravels SM Weathered Recessional Outwash Dense, brown, damp, slightly silty SAND (Recessional Outwash) 146 2 3 I b SIP Dense, brown, damp, gravelly SAND, with trace silt, some cobbles (Recessional Outwash) 3 4 I b 144 4 5 I b W= 8.0 GS ------ 3.8' by 4.5' Pilot Infiltration Test conducted at approximately 4.0' BGS 5 142 6 6 I b 7 1408 7 I b Reference Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. Test Pit PIT-1 Was terminated at 8.0 ft 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil Classification System and Key'figure for an explanation of the graphics/symbols used. below site grades on 55-19-21 Figure: Notes: 6 GeoTest Services, Inc. TEST PIT LOG Test Pit No. TP-1 GPETrO PROJECT: 67th Avenue Development PROJECT NO.: 21-0553 LOCATION: 18705&18625 67th Avenue NE,Arlington,WA 98223 DATE: 5-19-21 EXPLORATION METHOD: Rubber Tire Backhoe ELEVATION: 148' CONTRACTOR/DRILLER: E&D Excavating LOGGED BY: BWS DEPTH TO WATER TABLE: s PERCHED WATER: CAVING -L ELEVATION/ SOIL SAMPLE AND TEST DATA SOIL PROFILE DESCRIPTION DEPTH SAMPLE&TEST DATA USCS SYMBOL 148 o FILL Loose, brown, moist, silty GRAVEL, with rootlets (Fill) 8 I b FILL Loose to medium dense, weathered tan, moist, slightly silty, 1 Sp \gravelly SAND, non-sorted Fill Medium dense, weathered tan tan/red, damp, slightly gravelly, 9 I b slightly silty, SAND, poorly graded, some 4" cobbles (Weathered 146 2 Recessional Outwash) SIP Medium dense, weathered tan, damp to moist, gravelly SAND, with trace silt, poorly-graded (Recessional Outwash) 3 10 I b 144 4 5 142 6 11 I b 7 140 s 12 I b 9 138 10 13 I b 11 • •• 14 I b Reference Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. Test Pit TP-1 was terminated at 11.5 ft 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil classification System and Key figure for an explanation of the graphics/symbols used. below site grades On 5-19-21 Figure: Notes: 7 GeoTest Services, Inc. TEST PIT LOG Test Pit No. TP-2 e PROJECT: 67th Avenue Development PROJECT NO.: 21-0553 LOCATION: 18705& 18625 67th Avenue NE,Arlington,WA 98223 DATE: 5-19-21 EXPLORATION METHOD: Rubber Tire Backhoe ELEVATION: 148' CONTRACTOR/DRILLER: E&D Excavating LOGGED BY: BWS DEPTH TO WATER TABLE: PERCHED WATER: CAVING iL ELEVATION/ SOIL SAMPLE AND TEST DATA SOIL PROFILE DESCRIPTION DEPTH SAMPLE&TEST DATA USCS SYMBOL 148 0 FILL Medium dense, brownish-gray, damp, slightly silty, gravelly 15 I b SAND, with rootlets (Fill) 1 SM Dense, dark brown, damp, slightly silty SAND, with trace 16 I b SP ravel, rootlets Relict Topsoil) Dense, orangish-brown, damp, slightly silty, SAND (Weathered 146 2 RecessionalOutwash) 17 I b 3 144 4 18 I b SP Dense, brown, moist, slightly silty, gravelly, SAND (Recessional Outwash) 5 *Gravel rich interbeds at 5.0' and 6.0' BGS 142 6 19 I b W= 5.2 7 GS 140 8 20 I b g 138 10 21 I b 11 Reference Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. Test Pit TP-2 Was terminated at 11.0 ft 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil Classification System and Key'figure for an explanation of the graphics/symbols used. below site grades on 5-19-21 Figure: Notes: 8 GeoTest Services, Inc. TEST PIT LOG Test Pit No. TP-3 e PROJECT: 67th Avenue Development PROJECT NO.: 21-0553 LOCATION: 18705& 18625 67th Avenue NE,Arlington,WA 98223 DATE: 5-19-21 EXPLORATION METHOD: Rubber Tire Backhoe ELEVATION: 148' CONTRACTOR/DRILLER: E&D Excavating LOGGED BY: BWS DEPTH TO WATER TABLE: PERCHED WATER: CAVING iL ELEVATION/ SOIL SAMPLE AND TEST DATA SOIL PROFILE DESCRIPTION DEPTH SAMPLE&TEST DATA USCS SYMBOL 148 0 FILL Medium dense, brownish-gray, damp, slightly silty, gravelly 22 b SAND, with rootlets (Fill) I 1 23 b SM Dense, dark brown, damp, silty SAND, with trace gravel, rootlets SP Relict To soil 146 2 Dense, orangish-brown, damp, slightly gravelly SAND, with trace silt (Weathered Recessional Outwash) SIP Dense, brown, damp, slightly gravelly SAND, with trace silt 3 24 I b (RecessionalOutwash) 144 4 25 I b W= 8.4 GS 5 SP Dense, grayish brown, damp, gravelly SAND (Recessional Sp Outwash 142 6 Dense, brown, damp slightly gravelly SAND, with trace silt 26 I b (RecessionalOutwash) 7 140 8 27 I b 9 28 I b *Increasing moisture at 9.5' BGS 138 10 11 29 I b Reference Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. Test Pit TP-3 Was terminated at 11.0 ft 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil Classification System and Key'figure for an explanation of the graphics/symbols used. below site grades on 5-19-21 Figure: Notes: 9 GeoTest Services, Inc. TEST PIT LOG Test Pit No. TP-4 e PROJECT: 67th Avenue Development PROJECT NO.: 21-0553 LOCATION: 18705& 18625 67th Avenue NE,Arlington,WA 98223 DATE: 5-19-21 EXPLORATION METHOD: Rubber Tire Backhoe ELEVATION: 148' CONTRACTOR/DRILLER: E&D Excavating LOGGED BY: BWS DEPTH TO WATER TABLE: PERCHED WATER: CAVING iL ELEVATION/ SOIL SAMPLE AND TEST DATA SOIL PROFILE DESCRIPTION DEPTH SAMPLE&TEST DATA USCS SYMBOL 148 o FILL Very hard, gray, dry, gravelly SILT, with trace sand (Fill) 30 I b FILL Dense, brown, damp, slightly silty, gravelly, SAND (Fill) 1 31 I b 146 2 SM Dense, dark brown, damp, silty SAND, with trace gravel (Relict 32 I b Sp To soil Dense, orangish-brown, damp, slightly gravelly SAND with trace 3 .. SP silt Weathered Recessional Outwash Dense, brown, damp, slightly gravelly SAND with trace silt (Recessional Outwash) 144 4 33 I b 5 142 6 34 I b W= 5.5 GS *Small lenses of very gravelly SAND with occassional cobbles at 6.0' and 7.5' BGS 7 35 I b 140 8 g 138 10 36 I b 37 I b Reference Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. Test Pit TP-4 Was terminated at 10.9 ft 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil Classification System and Key'figure for an explanation of the graphics/symbols used. below site grades on 55-19-21 Figure: Notes: 10 GeoTest Services, Inc. TEST PIT LOG Test Pit No. TP-5 e PROJECT: 67th Avenue Development PROJECT NO.: 21-0553 LOCATION: 18705& 18625 67th Avenue NE,Arlington,WA 98223 DATE: 5-19-21 EXPLORATION METHOD: Rubber Tire Backhoe ELEVATION: 148' CONTRACTOR/DRILLER: E&D Excavating LOGGED BY: BWS DEPTH TO WATER TABLE: PERCHED WATER: CAVING iL ELEVATION/ SOIL SAMPLE AND TEST DATA SOIL PROFILE DESCRIPTION DEPTH SAMPLE&TEST DATA USCS SYMBOL 148 o FILL Very hard, brownish-gray, damp, sandy SILT (Fill) 1 38 I b SP Dense, orangish-brown, damp, slightly gravelly SAND, with 146 2 trace silt (Weathered Recessional Outwash) 39 I b << '�� • SP/GP Dense, brown, damp, slightly gravelly SAND, with trace silt 3 •,.��. (Recessional Outwash) 0 •.. 40 I b *Cobbles at 4.0' BGS 144 4 =•i` •` 41 I b 5 ' 142 6 •`! «` 42 I b W= 4.5 t, S. GP Lab Sample.-poorly graded gravel with sand GS Transitions to poorly graded Gravel near 6' BGS a :� p Y 7 140 8 _ • 43 I b 9 138 10 *° 4 [1,0 4 11 44 b '':e • Dense, brown, wet, ravel) SAND Recessional Outwash I Reference Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. Test Pit TP-5 Was terminated at 11.0 ft 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil Classification System and Key'figure for an explanation of the graphics/symbols used. below site grades on 55-19-21 Figure: Notes: 11 GeoTest Services, Inc. TEST PIT LOG Test Pit No. TP-6 e PROJECT: 67th Avenue Development PROJECT NO.: 21-0553 LOCATION: 18705& 18625 67th Avenue NE,Arlington,WA 98223 DATE: 5-19-21 EXPLORATION METHOD: Rubber Tire Backhoe ELEVATION: 148' CONTRACTOR/DRILLER: E&D Excavating LOGGED BY: BWS DEPTH TO WATER TABLE: PERCHED WATER: CAVING iL ELEVATION/ SOIL SAMPLE AND TEST DATA SOIL PROFILE DESCRIPTION DEPTH SAMPLE&TEST DATA USCS SYMBOL 148 0 FILL Dense to very dense, brown, damp, slightly silty, slightly gravelly 45 b SAND with rootlets, grass and weeds at surface (Fill) I 1 146 2 46 b SM Dense, dark brown with red oxidation, damp, silty SAND, with Sp trace gravel, rootlets Relict Topsoil) 3 Dense to very dense, brown, damp, slightly gravelly SAND (Recessional Clutwash) 144 4 5 *Cobbles at 5.0' BGS 142 6 47 I b W= 4.3 GS 7 *Lense of very gravelly SAND at 7.0' BGS 140 8 48 I b 9 138 10 49 I b *Increasing moisture at 10.5' BGS 11 50 I b Reference Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. Test Pit TP-6 Was terminated at 11.0 ft 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil Classification System and Key'figure for an explanation of the graphics/symbols used. below site grades on 55-19-21 Figure: Notes: 12 GeoTest Services, Inc. Grain Size Test Data _ CD 0 _o _oo C C C C C C N M O 0 N CIDM (h 3k Sk 7k 7k 7k 7k 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SI I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I Of I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I W 60 I I I I I I I I I I I I I I I Z LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I W U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I W 40 a I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 30 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay O 0 17 17 9 35 21 1 ❑ 0 0 7 4 25 62 2 A 0 5 20 17 49 8 1 O 0 18 34 13 24 10 1 0 25 22 14 26 12 1 SOIL DATA SYMBOL SOURCE SAMPLE DEPTH Material Description USCS NO. (ft.) O TP-2 19 6.5 poorly graded sand with gravel SP ❑ TP-3 25 4.1 poorly graded sand SP A TP-4 34 5.8 poorly graded sand with gravel SP O TP-5 42 6.0 poorly graded gravel with sand GP V TP-6 47 5.8 poorly graded sand with gravel SP Client: Grandview North,LLC GEOTEST �I Oak Harbor ssz76 Bellingham�Arlington Oak Project: 67th Avenue Development www.geotest-inc.com Project No.: 21-0553 Figure 13 Tested By: JAC Checked By: TAC Grain Size Test Data _ _o _oo C C C C C C N M W N co M n M 3k ik 7k 7k ik 7kkk 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I Of I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I W 60 I I I I I I I I I I I I I I Z LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I I W U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I W 40 a I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 30 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay O 0 7 4 4 10 70 5 SOIL DATA SYMBOL SOURCE SAMPLE DEPTH Material Description USCS NO. (ft.) PIT-1 5 4.0 poorly graded sand SP Client: Grandview North,LLC GEOTEST �I Oak Harbor ssz76 Bellingham�Arlington Oak Project: 67th Avenue Development www.geotest-inc.com Project No.: 21-0553 Fi ure 14 Tested By: JAC Checked By: TAC Appendix A: Northwest Agricultural Consultants Results � T Northwest Agricultural GeoTest Services Inc. �/� Consultants 741 Marine Drive �/ Bellingham, WA 98225 2545 W Falls Avenue PAP-Accredited Kennewick, WA 99336 509.783.7450 Report: 55283-1-1 Date: May 25, 2021 www.nwag.com _ Project No: 21-0553 lab@nwag.com Project Name: 67th Ave Development Sample ID pH Organic Matter Cation Exchange Capacity TP-3 @ 2.7' 6.0 1.61% 4.9 meq/100g TP-6 @ 2.1' 5.5 6.32% 17.5 meq/100g Method SM 4500-H+B ASTM D2974 EPA 9081 Appendix B: Report Limitations and Guidelines for its Use T REPORT LIMITATIONS AND GUIDELINES FOR ITS USE' Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. 1 1lnformation in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed,for example,from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events,such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report,whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site;or by natural events,such as floods,earthquakes,or groundwater fluctuations.Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly—from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. 2 1lnformation in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions,the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoTest and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available,while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. 3 1lnformation in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 4 1lnformation in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) PARKING CALCULATIONS: RESIDENTIAL UNIT MIX: SITE INFORMATION: CITY OF ARLINGTON - IRONWOOD PLACE - PWD 3502 REDDIRED PARKING: 2 BED 21 SITE AREA: 108,855 SF(2.50 AC) O U p,- COMMERCIAL-8,990 1 (2/a 00p) =18 1 BED 28 1 1 1 1 1 jfl M 192NO m n c P's RESIDENTIAL-102 X 1.25 =128 1 BED STUDOWroEN 13 PROPOSED BUILDING HEIGHT: APPROX 45 FT(3 STORIES) PORTION NW1/4 NW1/4 SEC.23 TWP.31 N RGE.5E W.M. TOT SHARED PARKING FACTOR(1.2) =IR 122 STUDIO W/DEN 26 PROPOSED DWELLING UNITS: 102 RESIDENTIAL UNITS MINI PARKS CALCULATION: GRAPHIC SCALE 9 H ,^ cgs PROPOSED PARKING: TOTAL LOT COVERAGE: 80,495 SF(73.9R)(TOTAL IMPERVIOUS) 65 SF PER RESIDENT PER SECTION 20.52.010 W LJ V i M FULL SIZE - 112 NUMBER OF RESIDENTS=21(2.2)+42(1.4)+39(1.4)=180 40 0 20 40 80 FF TANDEM - 6 ZONING CLASSIFICATION: NEIGHBORHOOD COMMERCIAL MIXED USE OVERLAY MINI PARKS REQUIRED=160x65=10,400 SF - F ONSITE AREAS: Z Z COMPACT - 21 MINI PARKS PROVIDED=11,305 SFiiiiiiADA - 5 BUILDING FOOTPRINT&AWNINGS 29,691 SF PROPOSED SCREENING LANDSCAPED AREAS AND FENCES ,NTH Q O TOTAL PARKING SPACES = ASPHALT PARKING/DRIVE 43,424 SF OPEN SPACE CALCULATION: 1 inch=40 ft. �" + _ _ _ CONCRETE SIDEWALK 5,576 SF AIRPORT PROTECTION 5X OF TOTAL PROPERTY PER SECTION 20.110.014(H) ADA PARKING: DUMPSTER PAD 514 SF DISTRICT SUBDISTRICT: APO SUBDISTRICT C W mo REQUIRED(101-150 SPACES) =5 SPACES SPORTS COURT 1,290 SF OPEN SPACE REQUIRED=108,855 x 0.05=5,443 SF PROVIDED =5 SPACES LANDSCAPING/OPEN SPACE 28,360 SF USE CLASSIFICATION: 1.340 MULTI-FAMILY ABOVE A PERMITTED OPEN SPACE PROVIDED=5,443 SF DATUM:NAVD 88 ADJUSTED TO SITE SITE / , Lu� oz NON-RESIDENTIAL USE SITE ELEVATION ADJUSTED TO MATCH 67TH AVE NE W BIKE RACK CALCULATIONS: GRADING QUANTITIES: IMPROVEMENTS ASBUILTS Z � REQUIREO BIKE STALLS=1 PER 4 BEDROOMS WATER PROVIDER: CITY OF ARLINGTON PROPOSED CUT = 3,850 CU YDS WSDOT MON.ID.3771 OSIN PROPOSED FILL = 3,450 CU YDS PUBLISHED ELEV.160.393' <'n REQUIRED BIKE STALLS=124/4=31 STALLS SEWER PROVIDER: CITY OF ARLINGTON $ No LE N3a PROPOcEO BIKE RACK SPACES SURVEYED ELEV.161.573' 32 SPACES PROVIDED NET(CUT) = 400 CU YDS /A U.0 Mir SCHOOL DISTRICT: ARLINGTON 16 NOTE; TB M A141-3-A PARKING LANDSCAPE CALCULATION: GRADING QUANTITIES ARE GENERAL AND BASED Z C i FIRE PROTECTION DISTRICT: NORTH COUNTY REGIONAL FIRE AUTHORITY END.BRASS 1/2"PIN W/PUNCH LLJ TOTAL PARKING SPACE AREA = 19,660 SF ON STRIPPING AND FINISHED GRADE CONTOURS SET IN 4X4 CONIC.BASE 0� z ''I o LANDSCAPE REQUIRED(16%) = 3,146 SF PLACE TYPE: MIXED USE COMMUNITY CENTER ELEV.=152.37 G W a< LANDSCAPE AREA PROVIDED = 4,436 SF N1/4 COR. TRANSECT: T4N-MV S89'04'27"E 188TH ST NE CALCO BY SINGLE NOTE: /\/� CFO ? Wrva 30.00' PROPORTION TOPOGRAPHY&EXISTING FEATURES PER CASCADE SURVEYING& LLJ -_- _T 9-04'27"E-2640.62' ENGINEERING,MAY 2021 &OCTOBER 2021.�eel CONTOURS ESTABLISHED FROM FIELD MEASUREMENTS.ACCURACY 1/2 v� CONTOUR INTERVAL. -TH _ I F - - - - - - - - --- - - - - - - _ - - - - - - - _ UTILITIES SHOWN PER FIELD MEASUREMENT OF SURFACE FEATURE VICINITY MAP OBSERVABLE AND FOLLOWING ASBUILT PLANS PROVIDED BY CITY OF 3 u I 1 T ARLINGTON: 1"=1000' sOjasm • 67TH AVE NE IMPROVEMENTS ASBUILTS H I I THE WOODLANDS ASBUILTS I TROON 0p0NTRY OV e I 9 0? NOTES: LEGAL DESCRIPTION: m om I 1.PARKING LOT LIGHTING WILL BE PLACED ON THE FACE OF 3,052300200500 a hrJ wpm THE BUILDING AND LIGHT POLES IN THE LANDSCAPE ISLANDS. LOT 2 AS SHOWN ON SURVEY RECORDED IN VOLUME 35 OF SURVEYS,PAGE 130,UNDER RECORDING 3 I I m x 2.SEE LANDSCAPE PLAN FOR SCREENING INFORMATION. 9 s wNz NUMBER 9106275002,RECORDS OF SNOHOMISH COUNTY,WASHINGTON.; 3.TANDEM PARKING STALLS VALL BE RENTED 70 ONE UNIT. ' oQ j BEING A PORTION OF THE NORTHWEST QUARTER OF SECTION 23,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M. N Y w F o o nzca IN SNOHOMISH COUNTY,WASHINGTON. M a, SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON. o 20.5 BUILDING 1 BUILDING 2 3 1ST FLOOR 1ST FLOOR 00738500103100 30' I j 8,990 SOFT COMMERCIAL 2-2 BEDROOM LOT A-31 OF THE PLAT OF THE WOODLANDS,SECTOR 1 AS RECORDED IN VOLUME 46 OF PLATS AT PAGES m 2,071 SOFT TENANT AMENITIES 1-1 BEDROOM 37,38,39,40,41 AND 42,RECORDS OF SNOHOMISH COUNTY,WASHINGTON. a 3-2 BEDROOM 1-STUDIO W� 0 I I I 7-1 BEDROOM • 2ND FLOOR SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON. c o fi-STUDIO 3-2 BEDROOM • 2ND FLOOR 4-1 BEDROOM 5-2 BEDROOM 1-STUDIO TAX PARCEL NUMBER: 33'ROW 13-1 BEDROOM 3RD FLOOR Sheet List Table 3105230020 15-STUDIO 3-2 BEDROOM 0500 1 ? _•,I` 3RD FLOOR 4-1 BEDROOM 00738500103100 FSS_ 5-2 BEDROOM ,-sn1Dl0 Sheaf Number Sh.tTM. SITE ADDRESS: 11 BEDROOM 20 TOTAL RESIDENTIAL UNITS BUILDING 1:15-STUDIOC 1.0 COVER SHEET THREE STORY ;I� N 18725 67TH AVE NE ARLINGTON,WA 98223 MIXED USE BUILDING m 82 TOTAL RESIDENTIAL UNITS C 1.1 NOTES BUILDING 2:W.3'DEEDED TO CITY I 1ST FLOOR COMMERCIAL&RESIDENTIAL 'I` Q 18620 WOODLANDS WAY ARLINGTON,WA 98223 C 2.0 SWPPP AFN 200109050122 W - UPPER FLOORS RESIDENTIAL y I` 22.5' rj / OWNER/APPLICANT: z 3 82 RES.UNITS Ir C 2.1 SWEEP DETAILS s l 8,990 SF COMMERCIAL 5' I` qy GRANDVIEW NORTH LLC w 2,071 SF TENANT AMENITIES C 3.0 PARKING LAYOUT P.O.BOX 159 (FITNESS ROOM&LOUNGE) 231' ARLNGTON,WA 98223 - I` C 3.1 GRADING PLAN 360 435-7171 w C 3.2 ROAD PROFILES CIVIL ENGINEER: oco ! .p. '-' C 3.3 GRADING DETAILS 1 FREDERICK F.POYNER,P.E.,P.L.S. VERIZON M.H. 1 3 P I 6-16 SALSBURY - --- -----�--- ;�3 KIMBERLEY E.BUSTEED,P.E. IND. 3316 CBU OR C 3.4 GRADING DETAILS 2 CASCADE SURVEYING&ENGINEERING,INC. P.O.BOX 326 APPROVED EQUAL EV EV C 4.0 SEWER PLAN ARLINGTON,WA.98223 ryI ryl I N I JI JI:°.I I I C 4.2 SEWER DETAILS 2 SURVEYOR: \ a a w 0 I I FREDERICK F.POYNER,P.E.,P.L.S. o I I CASCADE SURVEYING&ENGINEERING,INC. o O O < e J\v EXISTING 1't 3 c 3 C 5.01 WATER DETAILS1 P.O. BOX 326 a STREET LIGHT Ilo - c ARLINGTON,WA.98223 ASBUILT C/L z 1 I I I- Y/I C 5.2 WATER DETAILS 2 PHONE:(360)435-5551 x x .2 •I `I- -�� NB$'0427 W 750.02' -' g ss -e a54'S013'. C 5.3 WATER DETAILS 3 CONTACT PERSON(S): x "' cZ R=27 96' 0 0 L=26.78' C 6.0 DRAINAGE PLAN RANDY CASCADEESURVEYING&ENGINEERING,INC. Z y m • C 6.1 INFILTRATION TRENCH P.O.BOX 326 y ¢ w 9 ',.F'PROX.LOCATION FIRE I - �'I I W C HYDRANT EASEMENT .,I I -\ C 6.2 DRAINAGE DETAILS 1 PHONE: (3 WA.98223 G m U LL AFN 200206190318 11 R PHONE: (360)435-5551 24' i,. ••., SS- C 70 FRONTAGE PLAN II . RANDY®CASCADESURVEYING.COM C 7.1 FRONTAGE DETAILS e•.„•.,•e ro. I ` 41 / cAZEBo I L; o�E����d i 1/25/2024 (�1 cn ++.3'DEE SAFEbuill J DED i0 CITY Po '�•rygJ\ �� ''// / Builtling Plan Review by J 3: AFN 200109050123 I I i .. / ;. �- / a CABLE TV M.H. 1 b LU o� 1:11.72' `.. /E" Sy� / /LEGEND: )- V 1-- Z 3 \\_• p \\ �' °�/ / / / ---- PROPERTY LINE ""•'_•'•""""" "'•"-' PROPOSED BUILDING CONSTRUCTION DRAWING REVIEW W Q W w EXISTING l _ \� `- �h�+ y5 / SECTION LINE PROPOSED EDGE OF PAVEMENT ACKNOWLEDGMENT O Da L.L) STREET LIGHT I EASEMENT ------ PROPOSED BUILDING W BRICK FACADE } R=25.00' M• R \ 2-12 SALSBURY / - - ADJACENT PROPERTY LINE L-------J PROPOSED ROOF AWNING Z Q F L=2.90' Sy. .. 00p\\� APPROVED 0 ALOR �' / / - ROAD CL(PLATTED) PROPOSED CURB THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE CD U 1 / / WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS O 58=, E �-9L=0•n0. �r / ----- ROAD CL(AS-BUILT) h� EXISTING CONCRETE DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND Q cr C �Q +`'•...a\ 'y EXISTING EDGE OF PAVEMENT(TRAIL) COMPLETE RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER, WHOSE STAMP EXISTING ,per Op. �j / / zz zz 0 PROPOSED CONCRETE LJJ W / AND SIGNATURE APPEAR NOT THIS SHEET. ACKNOWLEDGMENT U CONSTRUCTION z \ CROSSWALKS 1 Sy / EXISTING EDGE OF CONCRETE WOO\ �u� 11 \ G / EXISTING CURB 0 PROPOSED ASPHALT DRAWING REVIEWUI DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES TIES \ W , P \ / _ THAT REQUIRE OTHER COUNTY, STATE IC FEDERAL PERMIT REVIEW AND / O O Z / PROPOSED WHEEL STOP -55-5$- EXISTING SEWER LINE APPROVAL. THE PROPERTY OWNER AND LICENSED DESIGN ENGINEER SHALL BE 0 O \ o W EXISTING WATER LUNE PROPOSED BIKE RACK /� / / RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF ALL APPLICABLE Z �_ U � 1 ASBUILT C/L !� / h PROPOSED ADA PARKING STALL PERMITS AND/OR AUTHORIZATIONS WHICH MAY INCLUDE, BUT ARE NOT LIMITED O a1073'S4" -SDSD- EXISTING STORM LINE � Z \d=85'13'42" - R=155.00' /� ■ EXISTING CATCH BASIN EV PROPOSED ELECTRIC VEHICLE STALL TO, WSDFW HYDRAULIC PROJECT APPROVAL(HPA), WSDOE NOTICE OF INTENT < J / L=27.68' / / (N01), ANY CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE IJ_ R=25.00' o ® EXISTING STORM DRAIN MANHOLE L=37.19' s' / / ENDANGERED SPECIES ACT. UI Q EB EXISTING GATE VALVE LL /SS SS EXISTING WATER METER 0 PROPOSED EXISTING FIRE HYDRANT I I CROSSWALK-" ® EXISTING SEWER MANHOLE Y:B TBM A141-3-A I f • / / !x EXISTING STREET LIGHT CALL TWO DEVELOPMENT SERVICES MANAGER 0 FND.BRASS 1/2"PIN W/ I BUSINESS DAYS PUNCH SET IN 4X4 CONIC.BASE Il © EXISTING ELECTRICAL VAULT ELEV.=152.37 BEFORE YOU DIG I I/ 0 END.MON.AS NOTED DATE: --- C 1.O SO SDI D SO O SET 1/2"X 24"REBAR&CAP L.S.12716 U.N.O. 1-800-424-5555 THIS APPROVAL VALID FOR 18 MONTHS ® SET MAG NAIL&WASHER L.S.12716 # 22865 X:\22865\DWG\CONSTRUCTION\22865 COVER.DWG(COVER SHEET)10/31/2023 6:44 AM FOUNDATION DIMENSIONS:REFER TO THE ARCH DRAWINGS PROVIDED BY GEOTECHNICAL ENGINEERING REPORT ACKNOWLEDGEMENT: N GLENN WELLS ARCHITECT AND RECEIVED ON 2-21-2023 FOR FOUNDATION A GEOTECHNICAL ENGINEERING REPORT HAS BEEN PROVIDED BY GEOTEST C. B DIMENSIONS.THE DIMENSIONS ON STRUCTURAL ANALYSIS AND REFERENCE PURPOSES B OSES ONLY. UIILDERIISG RESPONSIBLE FOR ACKNS Sl ARE FOR IOWLEDGED THCES,INC. EE REPORT.CONTRACTOR ITO READ AND ADHERE TO THE v NEERING HAS READ ANDof wAsygO� FOUNDATION PLAN NORTHWEST VERIFYING ALL DIMENSIONS AND INFORMATION WITH THE OWNER PRIOR TO CONCLUSIONS&RECOMMENDATIONS OF THE REPORT.THE RECOMMENDATIONS o CONSTRUCTION.OWNER AND/OR CONTRACTOR TO NOTIFY THE ENGINEER OF HAVE BEEN INCORPORATED INTO THE STRUCUTRAL DESIGN.FOOTINGS HAVE N ANY ERRORS OR OMISSIONS.THE ENGINEER OF RECORD IS NOT RESPONSIBLE BEEN DESIGNED FOR 1,500 PSF ALLOWABLE BEARING CAPACITY,THE m SCALE: 1/4"= 1 - FOR ACCURACY OF DIMENSIONS.TRIPLE CHECK IT FOR GOOD MEASURE. RECOMMENDED DEIGN SOIL CAPACITY OF 2,500 PSF.THE SITE CLASS IS'D'. 0 37964 4� ISTt FSS/ONAL G\2 T 2 3 4 5 6 29'-9" 8' 4' 10' 36'-6" 12'-6" O SIMP.HDU5 PER O Z DETAIL'T ON S25 A --------------- -----------------� F- ———————————————— ———————— ————————————— _ _ cn x i i w o ———— ——— — — ------- SIMP.HDU4 PER I 1 L L— L_—a-J ————— - DETAIL'7'ON S25 i 1 SIMP.HDU4 PER GO —————— —————— 522 8. 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UIILDERINGS RESPONSIBLE SPONSIBLE FOR ACKNIOWLEDGED THEE REPORT.CONTTRACTORITO READ AND ADHERE TO THE P ofC�BHAy( FOUNDATION PLAN NORTHEAST VERIFYING ALL DIMENSIONS AND INFORMATION WITH THE OWNER PRIOR TO CONCLUSIONS&RECOMMENDATIONS OF THE REPORT.THE RECOMMENDATIONS CN CONSTRUCTION.OWNER AND/OR CONTRACTOR TO NOTIFY THE ENGINEER OF HAVE BEEN INCORPORATED INTO THE STRUCUTRAL DESIGN.FOOTINGS HAVE N ANY ERRORS OR OMISSIONS.THE ENGINEER OF RECORD IS NOT RESPONSIBLE BEEN DESIGNED FOR 1,500 PSF ALLOWABLE BEARING CAPACITY,THE SCALE: 1/4"= 1'-0" FOR ACCURACY OF DIMENSIONS.TRIPLE CHECK IT FOR GOOD MEASURE. 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N 1 2 3 BOTH ENDS 4 5 F) o�RfC S E* 1ST STORY HEADERS HAVE 20 SINGLE JOIST SINGLE JOIST WIT 20 SS/ONAL ENG (2)JACK,(2)KING MIN.U.N.O. DBL JOIST AT END S23 WITH PLY REINF. PLY REINF.BELOW i S23 DBL JOIST AT END BELOW WINDOW D [. D D 10 OF CANT.(TYP.) DBL STUD WINDOW DBL STUD OF CANT.(TYP.) 10 ® S23 > D S23 (6'-6")3-1/2"X9-1/2'LVL 2X8 P.T.@ 16 O C. AI (4'-6")4X8 D.F.2 (4'-6")4X8 D.F.2 A OR 3-1/2"X11-718"LSL UP SLOPE 1/8"PER 1 ;)D)r T1 OR(2)2X10 D.F.2 ©OR(2)2X10 D.F.2 2 J 6'-6")4 122.F.2 OR ' [ [ ( D D (6'-6")4X12 D.F.2 OR (6'-6")4X12 D.F.2 OR (6'-6")4 Z Q 11 �� IL7�� 1/2"LSL 3-1/2"AU-1/2"LSL II 3-1/2"X9-1/2"LSL I�I 3-1/2" I I 3-1/2"X9 J S23 q (4'-8")4X8 D F.2 W O OR(2)2X10 D.F.2 III IIIIII p o Ill lllm BLUE HATCH DENOTES > 1 ST STORY SHEAR xxx I� fl U v w - WALLS BELOW PER PLAN (4'-6")4X8 D.F.2 (4'-6')4X8 D.F.2 M II X X ©OR(2)2x10 D.F.2 ©OR(2)2x10 D.F.2 N I I I O III a III p N ®qI-Imp BEARNG WALL Nfl S III III III l u u u u _ III ° ° 1 I1 IMI u u II III + III l u u u u IIII u u u ° III III a 1I u u o ? III III III III III III —� (3'-")ll 4X10 D.F.2 (3'-4')4X10 D. _ I I I �� X �� ��� III III u o u II '-0")1-3/4-X14"LSL II II II II ^ III III III III III III ;4u —— 2ND FLOOR SYSTEM (BEARING WALL BEARING WALL .. ^ III III III I 14"TJI 360 @ 16"O.0 WITH 3/4" w iy RED HATCH SUBFLOOR GLUE&NAIL WITH 8d AT In O — �. 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Z Lo Z _ _ _ = 04 - - - - - - - - - - — __ — 1 - - - - - - 04 — 0 03 w o�_ _ _ _ _ _ _ _ _ — — A W r Z �0m � N - .-.p_ - - 15 m - - - - - NN - DEW rS4 of 35 Z�z DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE N _ BEAM LEGEND:1ST STORY HEADERS TO BE 4X10 D.F.2 WITH ALTERNATIVE TO LSL:LAMINTATED STRAND LUMBER(LSL) 2ND FLOOR FRAMING PLAN NORTHEAST BEAMS ARE CALLED OUT,HOWEVER IT IS ACCEPTABLE TO (2)JACK,AND(2)KING STUDS UNLESS NOTED OTHERWISE USE ANY ENGINEERED WOOD PRODUCT THAT HAS MINIMUM 0 0' 8q SCALE: 1/4" 1 - TOP OF BEAM FLUSH WITH TOP OF FLOOR JOISTS MODULUS OF ELASTICITY,E III:1.5X106 PSI,FOR INSTANCE R of wASy/�� = ... 6X6 P.T.POST ABOVE CONNECT (10'-0")6X10 P.T.® ���� BEAM HELD DOWN BELOW FLOOR JOISTS LVL,PSL,GLB OR EQUIVALENT PER OWNER SO LONG AS NSIMP HUCQ61OZ WATERPROOFING IT MEETS THE MINIMUM SIZE LISTED N HANG WITH TO CANT.BEAM WITH SIMP.BC6 . DBL JOIST AT END OF CANT.(TYP.) PER DETAIL'47'ON S23(TYP.) BOTH ENDS AROUND ENTIRE DBL JOIST AT END O ? 3796{ 7 $ DECK REQUIRED 9 OF CANT.(TYP.) 1 fySS/O�6TEN�NG SINGLE JOIST DBL JOIST AT END SINGLE JOIST WITH SINGLE J T WITH ONAL PLY REINF.BELO OF CANT.(TYP.) PLY REINF.BELOW PER OTHERS PLY REINF BELOW WINDOW DBL ST D _V to WINDOW DBL STUD WINDOW BL STUD 10 II II IIIIIIIIIIIIIIII II IuI I1I1 IuI IuI®IuI IuI IuI I11I IuI IuI u u IuI IuI IuI IuI IuI I1I1 IIII IIII III 1�II II-©�II I�II IIII II II II II II II IIII III I III III II S2IIII 3IIII IIII ®IIII II II II II II II II II II II II I II� IuI IuI II , I III III III III III JIII 7III III II S I I 3 II II �4', II ' II I1I1 II III 1ST STOR HEADERS S HAVE (6-6")4X8 D.F.2 2X8 P.T.@ 16 (2)JACK, KING MIN.U.N.O.. 2. O(4'-6")4X8 D.F.2 1 . . R(2)2X10 D.F.2 OR(2)2X10 D.F.2 SLOPE1/8"PEO OR(2)2X0D.F.2 IF2 1 7.1 IT (6'-6")4X12 D.F.2 OR (6-6") A 3-1/2"X9-1/2"LSL /2"LSL II 3-1/2"X9-1/2"LSL 3-1/2"X92 LSL 3-1/2"X9-1/2LSL OZo z(6'-6")4X12 D.F.2 OR (66 4X12 DF OR u — ,6")4X8 D. 20 O OII I+ 3 R(2)2X10 D.F.2 S2 1 11 11 co Hill 11 S23 o IV,"F fl OOR SYSTEM � 21 I �� > QzfO I,1 U III IIII N 0 14"TJI 360 @ 16"O.0 WITH 3/4" y III D: W III �� III SUBFLOOR,GLUE&NAIL WITH 8d AT W N ❑ 6"O.C.ALONG EDGES,12"O.C.FIELD, II 1 > } W AND 1-1/2"GYPCRETE PER ARCH. L m Y }—H-0 ISIMPHU412 }Wm 8 S;34HU11II II II II II BEARING WALL �"� m ❑ BEARING ALL h ® BEARING WALL 1 G ii W I W❑ > Q BEARING r (6'-6")4X10 D.F.2 ii c\ Z z �� (6'-6")4X10 D.F.2 o `L m f/1 y ( -") X14"LSL (4'-10")13/4"X14"LSL II II II II ,.._... 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(5'-")1 3/4"X14"LSL - _ _ _ ©(5'-6")1-3/4"X14"LSL SW2 (5'-6")1-3/4"X14"LSL SW2 SW2 (3'6")4X8 D.F.2 O O .W (5'6")1 3/4"X14"LSL SW2 7(5'6")1 3/4"X14"LSL OR 6X6 D.F.1, — _ -w A I GIIIALI. 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PER OTHERS DETAIL'47'ON S23(TYP.) SINGLE JOIST WITH DBL JOIST AT END FOUNDATION(TYP.) BELOW WINDOW - WINDOW DBL STUD PLY REINF.BELOW OF CANT.(TYP.) OW STUD ■ ■ ■ WINDOW DBL STUD (13'-0')6X TIM ER FRAME PER'26'ON S25 ■ DBL JOIST AT END �u P ■ ■■ ■ ■ ■'11,■ OF CANT.(TYP.) 11 11 u LLLj 1� 2X8 P.T.@ 16"O.C. iv N SLOPE 1/8"PER 1' I' II II II I� II II II ZO Z I I 11(6'-6")4X12 D.F.2 OR 11 1 1 J - 11 11 11 (6'-6")4X12 D.F.2 OR 1111 11 6'-14X12 D.F.2 OR 11 11 11 11 11 (6'-6")4X12 D.F.2 OR (6'-6")4X12 D.F.2 OR (6 6")4X12 D.F.2 R � k k k 3-112"X9-1/2"LSL 3-1/2"X9-1/2"LSL 3-1/2"X9-1/2"LSL 3-1/2"' -1/2"LSL 3-1/2"X9-1/2"LSL,. 1/2"X9-1/2"LS LEDGER TO WALL W 2 u u u u u u u u TM-111 - - u u u u u u h pER DeTAIL'28' O II II (63-1/2X921/Tr 2"LSL OR II 3 Ili II 3-1/2"X74"LSL II II II II 1 III OEAVE N S25(TYP) S �23 ROOF GIRDER POINT LOAD, S(a)STUDS MIN.CONT.To \ S 3 N FOUNDATION(TYP.) 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THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED N Z W m Z U E CID(z ui Z 'I � W 0dU SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" } }j W N J W SW1 _ PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT 6" > wM 0 O Q W o ® O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD w Q 1-9 y U d J_ SW2 SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" C) m m W r Ud W:) Q ®= PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT Q 0 O"W 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD F m 0.0 cV 0c LL a O I I I I cn z m � 112512024 U r Z U1 N Z • Q Q 1 SIMP.HDU2 O m u PAIRING SW2 i PER DETAIL _ '40'ON S26 (2)SIMPSON MSTC48B3 o2f SWO SWO STRAP WRAPAROUND RIM SWO SWO Z LLI — — — — — — — — — — — — — — — — o PER DETAIL'46'ON S26 — J w z N I 1 n w � m >>>>Q � sw2 sw2 ❑ 7SW-21 ¢ Q w > HDU2 Q SIMP w a SIMP.HDU2 PAIRIN. G = Q Q PAIRING PER DETAIL 0 Z PER DETAIL '40'ON S26 '40'ON 826 O O O E O O C� ca J W2 Z O CN Z S 04 r Q SW° S 16 of 35 DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE " 2ND FLOOR SHEAR WALLS & HOLD DOWNS - NORTHEAST af0w 6N ggo R o ! N SCALE: 1/4"= 1'-0" N O 37964 �v� w ONAL0.ENG� 7 8 9 1 10 TWo swo swo swo swo ❑ ❑ sW0 swo swo s wz s s wz w2 swz S S Wz Wz �—°, swo swo ° SIMP.HDU2 SIMP.HDU2 SIMP.HDU2 TRAP PAIRING PAIRING PAIRING N S26 PER DETAIL PER DETAIL PER DETAIL PER DETAIL'44'ON S26 'X'ON SX '40'ON S26 '40'ON S26 N S26 TNG cl) PER DEING OR DAIL'40I OIN S26 ILL No H N I I I SHEAR WALL LEGEND o co PER SHEAR WALL TABLE ON SHEET S25 O SWO UNBLOCKED SHEAR WALL,WITH 7/16"OSB OR Z SWO 15/32"PLY SHEATHING MIN.ON ONE SIDE AND NAIL O WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN X THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED � SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" N 0 ® O.C.ALONG PANEL EDGES,12'O.C.IN�-j cl) PLY SHEATHING ON ONE SIDE AND IT E I w EDGES, F FIETH 8d LD 6" > m Y o U }W m w SW2 SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" M w O m� PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT o W w 00 W Q ® 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD c\ W Z w O w W Z LL 0m m o c0 Za 2m d m UZ Li w m Q m -T-1 �Frl Q I SIMP.HDU2 SIMP.HDU2 SIMP.HDU2 PAIRING PAIRING PAIRING 2 PER DETAIL PER DETAIL PER DETAIL 'X'ON SX /'40'ON S26 /'40'ON S26 1\ — — B �t 1 Fsw—ll $W1 7 $W1 SW1 $W1 SW1 sW1 sW1 SW1 SW1 sW1 SW1 ZZZ71 7 po C = v ~rZ' 51� SIMP.HDU2 N (9 PAIRING z PER DETAIL V N M Z '40'ON S26 Z oU O F M Z LJJ 9 ¢ 0 a¢Z z w �J.J 2 y Y} L—JL/ Z W wo0J LL /z W w z w'oQ v Z W (j SZK OEM w z am w oaaU W W w -wZ J H w IL Q K I- y U J m F_ [q p m m3:L Wo< m 0.0 Cc LLa0 Li z 1 i9 s/2024 e , � UNLESS NOTED OTHERWISE, r Z INTERIOR WALLS TO HAVE > 1/2"GWB ON BOTH SIDES > Z (2)SIMP.MST48 STRAP (TYP.),NOT PART OF LATERAL (4)SIMP.MST48 STRAP Q SIMP.HDU2 p PER DETAIL'44'ON S26 FORCE RESISTING SYSTEM PER DETAIL'44'ON S26 J OR HDU2 PAIRING PAIRING OR HDU2 PAIRING p PER DETAIL'40'ON S26 PER DETAIL PER DETAIL'40'ON S26 O m '40'ON S26 SWO SWO SW2 SW2 (2)SIMPSON MSTC48B3 o2f STRAP WRAP AROUND RIM $w0 $WO SW2 $W2 U) Z w — — — — PER DETAcn IL'46'ON S26 — — — — — — — J W z M o N 3 w ¢ 2 W CNo swz swz swz $W2 SWz ❑ ❑ swz swz swz w a U Q Q p Z w p H O 1 � Lo Z o p 04 Q DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE rS 17 of 35 f �. ofCW BNgO! --i 2ND FLOOR SHEAR WALLS & HOLD DOWNS - SOUTHWESTcli Z � � N SCALE: 1/4"= 1'-0" N O 37964 ONAL0.ENG� SWO S 01 E I ❑ SW1 SW1 SW1 SW1 SW1 Fs—wil ❑ ❑ SW0 SWO O • O O \\ � O Z J (n V) u) V) V) V O Z LMS fssmO SWO SWO SW01 w i \ O I (2)SIMP.HDU5 CONNECT TO BEAM v N PER DETAIL'45'ON S26 (2)SIMP.MST48 STRAP N I I I PER DETAIL'44'ON S26 W Q OR HDU2 PAIRING Q , PER DETAIL'40'ON S26 co (2)SIMP.HDU5 PAIRING PER DETAIL'40'ON S26 Z O co > w N co mY W O m w m W N o W, 00 W 0 N W Z_ FW- N C')LL m LL 0] QF7 W Q Za 2� 0_ UZ 1:1 W U Q U N (2)SIMP.HDU5 2� 1 CONNECT TO BEAM IF - PER DETAIL-45'ON S26 �Z O� 6MS 7sW1 SW1 SW1 SW1 SW1 SW2 SW2 LJ SWO (9 I I I I U SW1 SW1 SW1 SW1 SW1 SW2 R Z N (7 N Z N 2 ?M— � ¢mow U U F ME U Z L U- uJ ? ¢ 0 M<Z w = Z co Y Y z Z O 0w I I a: Z w g W J Z <LLga Z LL1 mw Z30m LL o w w 0-4 U j �� �ww0 oaW 0 0�„9 rOm INTERIOR WALL SHEAR WALL LEGEND om ��"a woa INTERIOR WALL (1/2"TY GWB ON AF PER SHEAR WALL TABLE ON SHEET S25 Q 0 i^.� I, W (TYP.),NOT PAF � > > 0 O FORCE RESISTI SWO UNBLOCKED SHEAR WALL,WITH 7/16"OSB OR o m 0 oo�C LL a O SWD - WITH 8d Y SHEATHING MIN.ON ONE SIDE AT6"O.C.ALONG PANEL EDGES,Al2 DO.0 NAIL LN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED ....«. " SW1 SW7 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" U U) PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT 6"® 1112512024 O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD T a"n," ""....,.mr Z SW2 SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0 Z ®= PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT Q 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD 0 J SW3 SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" J � = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT Q m 4"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD (4)SIMP.MST48 STRAP SW4 SW4 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" PER DETAIL'44'ON S26 V) od U) = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT OR HDU2 PAIRING 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD PER DETAIL'40'ON S26 >Q w 04 z M _ > =) 0,0) SWO SW2 SW2 SW2 SWO — — — — — — SW2 SW2 J IQ a > SWO SWO SWO SWO SWO SWO 0 Q Z O ~ O Z ZZ 04 J N Q DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE rS 18 of 35 " 3RD FLOOR SHEAR WALLS & HOLD DOWNS - NORTHWEST ofCw AS BNgyl� N SCALE: 1/4"= 1'-0" N O 37964 ONAL0.ENG� 1 2 3 4 5 6 swo swo ❑ ❑ swo swo swo w0 -71 A SW1 SW1 _ — — SWO — SWO _ SWO — SWO — 0 i i i SWO $WO O ai w o SHEAR WALL LEGEND N co PER SHEAR WALL TABLE ON SHEET S25 Ll SWO O z ALL EXTERIOR WALLS,UNLESS NOTED OTHERWISE, O sww SHALL BE SWO,UNBLOCKED SHEAR WALL,SHEATHED K - WITH 7/16'.OSB OR 15132"PLY MIN.ON ONE SIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C. > UNLESS NOTED OTHERWISE, IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. INTERIOR WALLS SIDES HAVE w w i lNOT PAR N F L TEALIORCE W� N D rvoT anal OF EnreanE aoace $W1 SW1 BLOCKED SHEAR WALL,SHEATHE WITH 7/16" � > } W RESISTING SYSTEM - OSB OR 15/32"PLY ON ONE SIDE AND NAIL WITH 8d AT m Y ® 6"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD. w O m w o w N N of w 0 w Y w Z g Q w U co Z U. Um 0_ m JH Q Z a 2 6 d U Z W U Q I cq 102 �. swo swo swo swo p& o C!. swo swo swo swo swo y o C 0 swo 1" 102 IIZ N Z M Z y Z '0)O Q O Q-W U F M Z U ? WHU' W z a aaZ W = Z yYw U o Z W Z Z w o o o Z w c5 ?�a W z am w aaaU W w w J Z J F w J J 0 O Q w L o 2s Q� Q 0m oo m > o°oCo wa0 0 ���'-� ]'sP/2o24 r " Z U1 ❑ O Z N � p $W1 O m FL SWO SWO SWO swo J Z W M D — — — — — — — — J — — — — SWO — — — — — — — — UJ Z o04 Of d7 SW1 SW1 El SW1 Q w a ; > 2 Q Q W p Z 2 � p � O E o O Z Ul SWO OCN J af CO Q DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE S 19 of 35 " 3RD FLOOR SHEAR WALLS & HOLD DOWNS - NORTHEAST ofCw 6N ggo R o ! N SCALE: 1/4"= 1'-0" N O 37964 �v� w ONAL0.ENG� T 8 9 10 TWO SWO1 SWo SM SWO ❑ ❑ SWO SWO SWo o z SW1 — SW1 — — SW1 — — — — — _ — ai SW1 SW1 A F w � Sw0 SWo O o co w o SHEAR WALL LEGEND co PER SHEAR WALL TABLE ON SHEET S25 ALL EXTERIOR WALLS,UNLESS NOTED OTHERWISE, O SWO SHALL BE SWO,UNBLOCKED SHEAR WALL,SHEATHED U) — WITH 7/16"OSB OR 15/32"PLY MIN.ON ONE SIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C. j IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. o w NSW1 SW7 BLOCKED SHEAR WALL,SHEATHE WITH 7/16" o o w } ®= OSB OR 15/32"PLY ON ONE SIDE AND NAIL WITH 8d AT m Y } } } 6"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD. U U N 2 8 m Q � Q N W Z W Y w W F7 co ZLL Um K m �H Q Z a = a- U Z 0 W U Q cl) s oo, swo sWo swo sW0 swo woCIO swo swo swo swo swo swo swo �nz cq /I1 N Z Z M rn O Z W Z O chi <°z z w�� w ? z aaW �JJ 2 U) O Z O W 0 o w z WW J w G G Z zm'L—fL —L-1 --JLL —i —A �` z w � Z w z am w 0- 4 W W W J Z J -j Ill H Q K�r� yUCL fn w Nap W H'J ai cooaoM0 1Uixa0 z 1i9s/2024 UNLESS NOTED OTHERWISE, r Z INTERIOR WALLS TO HAVE 1/2"GWB ON BOTH SIDES O Z (TYP.),NOT PART OF LATERAL p Q FORCE RESISTING SYSTEM J O m 2 _ U) SWO SWO sW1 SW1 SWO SWO sW1 SW1 J Z W M rn SW1 SW1 sW1 sW1 sW1 ❑ ❑ SW1 SW1 SW1 IQ a ; j -(4Q Q p Z 0 p H O o � Lo Z l r) °0 Q DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE S20 of 35 oP ofCw AS BNgyl� N Z " 3RD FLOOR SHEAR WALLS & HOLD DOWNS - SOUTHWEST N SCALE: 1/4"= 1'-0" O 3796{ �` N FSSlO'STE0.F.OV� (O ONAL EN OMS SWO I I ❑ SWO SWO SWO SWO SWO SWO ❑ ❑ SWO SWO V1 J O Z OMS SWO SWO w i O (2)HDU2 U Q 04 04 I I I PAIRING PER DETAIL [A 0 co '40'ON S26 Z O L X o > 1 I I � w j� • N m C) N W Z w W Y� Q W(/? FW— N ZLL m a m Q~w a Za 2� (L UZ W U Q I cq `2> (2)HDU2 PAIRING �`Z 1 PER DETAIL r '40'ON S26 2 Y� 1 O� OMS SWO SWO SWO SWO SW0 SWO SWO (9 I I I I o U SWO SWO SWO SWO SWO SWO rn ~R cli ZM� o z_ U) J Zo a a.w uJ ? ¢ c� a4z w = Z y Y Y zR Z Z O w 'oow I I zwo w J Z QLL� z w xz z -lm Z UILm L—JLC7 • W w o >w w J J w m 0 O Q W Q�� r�o J cl K(nN 0 ap W FJ Q m Ow�O� SHEAR WALL LEGEND m o o>co>> �LLOa O w � ono: PER SHEAR WALL TABLE ON SHEET S25 • SWO UNBLOCKED SHEAR WALL,WITH 7116"OSB OR U) .-•.« 15/32"PLY SHEATHING MIN.ON ONE SIDE AND NAIL SWU = WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN fn " THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED a a12P126024 r SW1 SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" j Ur PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT 6" > UNLESS NOTED OTHERWISE, O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD O Z INTERIOR WALLS TO HAVE p p 1/2"GWB ON BOTH SIDES SW2 SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" p J (TYP.),NOT PART OF LATERAL ®= PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT J FORCE RESISTING SYSTEM 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD m 06 U) cn Z w Z M Q p 0 �J Q SWO SWO SWO SWO � SW1 SW1 IQ a ; > SWO SWO SWO SWO SWO SWO FSW—ol ❑ ❑ SWOl [Sw—ol W p = Z i Lo Z 0 0 (D of M _ r Q DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE rS21 of 35 rICAL ENGINEERING REPORT ACKNOWLEDGEMENT: STAIR TREADS PER BUILDER C. Bq ANCHOR BOLTS HNICAL ENGINEERING REPORT HAS BEEN PROVIDED BY GEOTEST (3)2X12 D.F.1 STRINGERS MIN v of wpsyq�� FOUNDATION HEAVY 1.05/8"X10"LONG @ 48"O.C.MAX. ,INC.DATED 6/7/2021.BRADLEY ENGINEERING HAS READ AND o m a N OPTIONAL NOTCH PER PLAN EQUIPMENT 2.3"X3"X1/4"PLATE WASHERS EDGED THE REPORT.CONTRACTOR TO READ AND ADHERE TOTHE 2X6DOOR PER PLAN FORDOOR 3.MIN.(2)ANCHOR BOLTS PER SILL. ONS&RECOMMENDATIONS OF THE REPORT.THE RECOMMENDATIONSCONNECT 2X6 P.T.KICK TO THICKENED1-3/4" 4.WITHIN 12"FROM SILL END. INCORPORATED INTO THE STRUCUTRAL DESIGN.FOOTINGS HAVE 4"CONCRETE SLAB WITH JOINTS OK TO INSTALL PORCH SLAB. FOOTING WITH(4)5/8"X8"ANCHOR o 3796412'O.C.MAX PER DETAIL'7' MIN. GNED FOR 1,500 PSF ALLOWABLE BEARING CAPACITY,THEF ClST@ SLOPE AWAY 1/4"PER 1' NDED DEIGN SOIL CAPACITY OF 2,500 PSF.THE SITE CLASS IS'D'. BOLTS(OK TO USE SIMPSON THD662800 Sy/ONpL SCREW ANCHOR BOLTS OR EPDXY H ® ANCHOR BOLTS OR EQUIVALENT) BLOCK OUT STEM WALL TO �/\ 12' 4"COMPACTED ALLOW FOR SLAB PASSOVER " GRANULAR FILL(TYPJ REBAR REINFORCEMENTAND REQUIRED AT U) O FOUNDATION SPECIFICATIONS NOTE:WAIT MINIMUM OF 7 DAYS AFTER CONCRETE ALL LOCATIONS FOOTINGS TO BEAR ON a %... (2)#4 REBAR CONTINUOUS Z J d PER DETAIL'1'LEFT\ \ POUR TO BACKFILL FOUNDATION,BASEMENT,AND COMPACTED NATIVE SOILS - 0 Z Of RETAINING WALLS.AFTER 7 DAYS OKAY TO BACKFILL 16" N BASE OF FOOTING WHEN BACKFILLING MAINTAIN A DISTANCE OF HEIGHT #4 REBAR L @ LAP #4 REBAR L�LAP OR STRUCTURAL FILL < > U I I 'H'FOR HEAVY EQUIPMENT(EXCAVATOR,BACKHOE, TO HORIZ.REBAR TO HORIZ.REBAR THICKENED FOOTING DETAIL w O F ETC.)'H'CORRESPONDS TO THE BACKFILL HEIGHT 0_ BEHIND THE FOUNDATION WALL.SEE FIGURE BELOW. I30" s J 30° SCALE:3/4"=1'-D' AT STAIR LANDING 0 30"30" 9 EXTERIOR FOUNDATION DETAIL BACKFILL WARNING ANCHOR BOLTS DETAIL STEM WALL VERT. STEM WALLVERT. SCALE:3/4"=1'-0" AT OPENING REBAR PER PLAN REBAR PER PLAN W o 0 CONVENTIONAL STUD WALL N c� I I SHEATAILING ING,BLOCKING,QUIREMENTSPER CORNER REBAR DETAILS (0 NAILING REQUIREMENTS PER 5/8"X10"GALV.EPDXY OR SCREW 5/8"DIAMETER X 10"ANCHOR (0 SHEAR WALLS PLANS ANCHOR BOLT @ 48"O.C.AND AT EACH BOLTS @ 48"O.C.7"MINIMUM SILL END,WITH 3"X3"X1/4"SQ.WASHER EMBEDMENT INTO CONCRETE Z 2X STUDS @ 16"O.C.--- (TYP.ALL BEARING AND SHEAR WALLS) a O 1ST POUR 2ND POUR 2X6 P.T.SILL °a � SLAB COMPOSED OF w 4"CONCRETE SLAB 4"CONCRETE SLAB 2X6 STUDS @ 16"O.C. TWO SEPARATE POURS > BRICK WALL TIE AS REQUIRED SAME REBAR AND 4"COMPACTED a ° #4 L-BARS @ 12"O.C. \ \ BREATHING AND NAILING12" " ° e FOOTING DIMENSIONS ���� D' W PER SHEAR WALL PLANS—,---_, 5/8'DIA.X 10'LONG GALV. GRANULAR FILL a a W N N 0 " \ \� AS OPPOSITE SIDE A�A�� > } ANCHOR BOLTS @ 48"O.C.WITH a �. (2)#4 CONTINUOUS REBAR WITHIN 3"X3"X1/4"SQ.WASHERS(TYP.) (3)#5 REBAR CONTINUOUS, o 0 0 4 0 } 3"FROM TOP OF STEM WALL �� �j� �° 3"FROM BASE OF FOOTING / ///i �� �, �, //�� ° �. �- W O 0}D w 01 FLASHING ON TOP OF BASE COURSE #4 REBAR AT 12"O.C. 24„ �i////////:/ �/�4'COMPACTED HORIZONTAL REINFORCING: 4"CONCRETE SLAB WITH JOINTS @ FOOTINGS TO BEAR ON UNDISTURBED NATIVE) #4 REBAR 12"O.C. o W LL W WITH WEEP HOLES @ 48"O.C. COLD JOINT GRANULAR FILL @ 12'O.C.MAX PER DE7AIL's'ON SB COMPACTED NATIVE SOILS N w Z_ SOIL OR COMPACTED 5'PER �' O W U OR STRUCTURAL FILL(TYP.) FILL MATERIAL w o Z LL U 6 m ARCH VERTICAL REINFORCING: Q Z d = ii U Z CMU DOWN TO FOOTING, n THICKENED FOOTING DETAIL MONOLSTHICALAB O BE AW CUD 0 w U a 0 (2)#4 REBAR @ 12"O.C., ' FILL BEHIND W/MORTAR 1/8"SAW CUT OR USE GROOVER • 2"CLEAR TO BOTH RIGID INSULATION PER ARCH - / ,.. \/ FREE DRAINING ROCK UP SCALE:3/4"=1'-0" 2411 WIDE 4 TO 1METHY HOURS AFTER POUR e)D TOOL TO CREATE CONCRETE JOINT FACES OF WALL #4 VERTICAL REBAR AT 12'O.C., TO FINISHED GRADE ALTERNATE HOOK DIRECTION 18"MIN d #4 HORIZONTAL REBAR AT 12'O.C. 6' 4"DIAMETER TIGHT LINE IT IS ACCEPTABLE BUT NOT REQUIRED TO INSTALL GROUTED LEVELING - < , 1 O"THICK SLAB WITH#4 BARS @ 12"O.C., a •• \. PLATE PER THIS DETAIL AT ALL COLUMNS.THIS MAY PROVIDE ADDITIONAL 1 BOTH WAYS,3"FROM BASE OF FOOTING • "- 4"DIAMETER PERFORATED FLEXIBILITY DURING INSTALLATION.THIS IS NOT STRUCTURALLY REQUIRED. o 0 0 0 0 0 0 0 0 `Z DRAIN PIPE SET IN DRAIN ROCK , ,�/,�/. 4X4X5/16 HSS PER PLAN \, UNDISTURBED NATIVE SOIL OR SAW CUT OR 4"COMPACTED COMPACTED FILL MATERIAL GRANULAR FILL 10" '° '• ' °` �/ 11\ #4 HORIZ.AT 12"O.C. (3)#5 CONTINUOUS REBAR CONNECT BASE PLATE TO COLUMN GROOVE JOINT ,, • _+ r 1$" $" $" AT BASE OF FOOTING WITH 1/4"CONT.FILLET WELD PER PLAN CONCRETE SLAB NOTES: SUB-GRADE PREP:SLAB TO BEAR ON UNDISTURBED NATIVE ..\ 24" LEVELING NUT ASSEMBLY: •EITHER OF THE ABOVE TWO JOINT OPTIONS ARE ADEQUATE SOILS AND/OR STRUCTURAL FILL(SEE STANDARD STRUCTURAL V (1)NUT AND(1)WASHER ON •SPACE JOINTS @ 12'O.C.MAX.EACH WAY SPECIFICATIONS FOR MORE INFORMATION)COMPACTED IN LIFTS EXTERIOR FOUNDATION DETAIL EACH SIDE OF PLATE TYPICAL SLAB 4"CONCRETE SLAB OVER 8 MIL POLY VAPOR OF ONE FOOT OR LESS TO FIR A MODIFIED PROCTOR PER COMPACTED STRUCTURAL FILL t BARRIER OVER 4"COMPACTED GRANULAR FILL ASTM D7557.SOILS SHALL BE FIRM AND UNYIELDING.ALL OR UNDISTURBED NATIVE SOIL Ot AT EXTERIOR WALL BE ANIC REMOVED DELETERIOUS MATERIAL BENEATH THE SLABS TO 8 ELEVATOR PIT FOUNDATION [1� SCALE:3/4"=1'-0" GROUT WITH FC'=8,000 PSI, O REMOVED AND REPLACED WITH 4"MINIMUM COMPACTED INSTALLED AFTER LEVELING NUT GRANULAR FILL TO 95%RELATIVE COMPACTION. IS ADJUSTEDIN FINAL POSITION 3 TYPICAL CONCRETE SLAB JOINTS SCALE:3/4"=1'-0" TYPICAL GALV.THREADED ROD EMBED PER 0 PLAN WITH SIMP.SET-313 EPDXY SCALE:3/4"=V-0" 0 1. Z LEVELING PLATE ASSEMBLY DRILL(4)15/16•DIAMETER 14• C1 (� SCALE:N.T.S. STRUCTURAL STEEL NOTES: N t9� HOLES CLEAR THROUGH FOR Z N Z O 7/8"DIAMETER ANCHOR BOLTS 9. WIDE FLANGE BEAMS TO CONFORM TO ASTM 0 G STEEL,Fy T 50 ksi Fu=65 ksi 7 r1 ap �y (8)15/16'DIA.HOLES CLEAR THROUGH 1. 2. HSS STEEL TUBES TO CONFORM TO ASTM A500 GR.B OR BETTER �J rn O Z^W 4X4X5/16 HSS COLUMN WELD 1 3 12 3. UNLESS NOTED OTHERWISE,STEEL-TO-STEEL CONNECTIONS TO BE 1/4"CONTINUOUS FILLET WELD z O Q U Q-W 2X6 STUDS SHEAR WALL PER PLAN 4X4X5/16 HSS COLUMN 4X4X5/16 HSS COLUMN OUTLINE 2 U U F M Z TO INTERIOR BASE PLATE 14^ ❑ 1 WITH 2X6 NAILER ON BOTH SIDES 4. ALL STRUCTURAL STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE AISC MANUAL OF � U Z LU`•'— WITH CONTINUOUS 1/4" 4"X4"X5/16"GUSSET WELD TO BASE PLATE (7 y Q Z PER 4MX5/16"HSS NAILER DETAIL STEEL CONSTRUCTION,LATEST EDITION Z FILLET WELD ON ALL SIDES &HSS COLUMN WITH CONTINUOUS LLI 5/8"X1 O"GALV.EPDXY OR 14"X14"X3/8"GALVANIZED STEEL 1/4"FILLET WELD @ ALL EDGEST 1. 5. ALL STEEL WELDING TO BE DONE USING E70 ELECTRODES,AND CONFORM TO AWS D1.1,LATEST EDITION w (7 2 Z fA Y j 14"X14"X3/8"STEEL BASE PLATE SCREW ANCHOR BOLT @ 6. ALL BOLTS FOR STEEL-TO-STEEL CONNECTIONS TO BE ASTM A325 OR BETTER. Z U IY w U W GALV.OR POWDER COATED BASE PLATE PER INTERIOR 4-X5/16 HSS COLUMN WELD TO 7. STEEL-TO-CONCRETE BOLTS TO BE ASTM A307 OR BETTER Z = Z_ W C0 O J i0• 48"O.C.AND AT EACH SILL BASE PLATE DETAIL W W Z w 0 END,WITH 3"X3"X1/4"SQ. INTERIOR TOP PLATE WITH 1/4"FILLET 8. PROVIDE STANDARD WASHERS UNDER ALL NUTS AND ANCHOR BOLTS (�D�11 J KQ INTERIOR BASE PLATE DETAIL WASHER(TYP.ALL BEARING FINISH WELD CONTINUOUS ON ALL SIDES V Z w (D =Z AND SHEAR WALLS) - FLOOR z W In 4X4X5/16 HSS COLUMN TH 5/8" Z O LL m QTY(15)TOTAL SCALE:1"=V-0" END TOP PLATE DETAIL DIAMETER X 2"LONG THREADED ROD LV UJ d H } y J K a SCALE:1"=1'-0" @ 24"O.C.FOR NAILER ATTACHMENT. �w W W J Z J H Q ( )TOTAL 16 BEAMS ALL THE SAME SIZE CONTACTING EDGES FILLET AT ALL LV 0 0 W U J CITY W18X46 STEEL BEAM PER PLAN SHOP WELD WITH 1/4"F " 12 I D. -- s J � N� w~ (4)15/16"DIA.HOLES CLEAR THROUGH 11" 3• 1/2"STEEL PLATE WEB (4)7/8'ASTM 325 BOLT W/NUT&7/8" 5/8"DIAMETER X 2"LONG OD 0 W^Q W _ 4X4X5/16 HSS COLUMN WELD TO 12. STIFFENERS ON EACH SIDE STANDARD WASHER TO CONNECT THREADED ROD @ 24"O.C. 2i } 0 W (6)#5 REBAR EACH--- 12"THICKEN SLAB EACH BEAM TO COLUMN.I.E.(8)TOTAL > > 0 O INTERIOR TOP PLATE WITH 5/16"FILLET OF EACH BEAM @ BEAM Q M Q O 4X4X5/16 HSS COLUMN WELD TO WAY,3"FROM WITH(3)#4 CONT.IN BEARING LOCATIONS THRU-BOLTS FOR INTERIOR COLUMNS, 2X6 NAILER,BOLT TO 4X4X5/16 m 0 W 0 LL d O BASE PLATE WITH CONTINUOUS ❑ BASE OF FOOTING 5'-0"SQUARE BASE PER DETAIL 2' WELD CONTINUOUS ON ALL SIDES 0 AND(4)TOTAL FOR END COLUMN COLUMN WITH 5/8"I.D.STANDARD 1/4"FILLET WELD ON ALL SIDES 1-0" OR 6'-0"SQUARE s" 4X4X5/16 HSS COLUMN OUTLINE /#' r WASHERS AND RED-LOCTITE COMPACTED STRUCTURAL FILL PER PLAN DRILL 3/4•DIA.X 6"DEEP 3/8'THICK 4"X4"45 DEGREE (3)#4 REBAR •1'<" _ M^-•°b HOLE,BLOW OUT,AND 4"X4"X1/2"GUSSET WELDED TO BASE GUSSET ON EACH SIDE OF END OR MIDDLE TOP PLATE PER PLAN m,a�w".=.•"".w�•"" OR UNDISTURBED NATIVE SOIL HOOPS AT 3"O.C. " NAIL SHEAR WALL SHEATHING TO � 16"X6'3/8"STEEL BASE PLATE EPDXY REBAR IN PLACE PLATE&HSS COLUMN WITH CONTINUOUS O BASE PLATE WITH 1/4" GALV.OR POWDER COATED (4)7/8"X12"GALV.OR S.S.THREADED WITH SIMP.SET-3G 1/4"FILLET WELD @ ALL EDGES 2- CONTINUOUS FILLET WELD _- - NAILERS WITH 10d AT 3"O.C.MIN. ROD EPDXY WITH SIMPSON SET-3G QTY.(11)LOCATIONS AT ALL CONTACTING EDGES 4X4X5l16 HSS STEEL COLUMN e"1/25/2024 ""•..•• (8)15/16"DIA.HOLES CLEAR THROUGH-- EXTERIOR BASE PLATE DETAIL 54 4X4X5/16 HSS COLUMN FOOTING �+ z SET IN SHEAR WALL QTY(14)TOTAL SCALE:V=V-0" SCALE:3/4"=V-O" SCALE:1"=p_Uv HSS NAILER DETAIL CITY(1)TOTAL SCALE:1'-l'-0' SCALE:3/4"=1'-0" INTERIOR P PLATE DETAIL SECTION 1-1 4X4X5/1 J_ 4X4X5/l6 HSS COLUMN SET IN WALL WITH NAILER PER m 4X4X5/16 HSS NAILER DETAIL WiBX46 STEEL BEAM PER PLAN, 1 5/8"THREADED STUD @ 48"O.C. 5/8"THREADED STUD @ 48"O.C. QTY(4)3/4"X10"TITEN HD SCREWS OR QTY.(16)BEAMS SAME SIZE, AND 6"FROM ENDS OF EACH BEAM, WELD TO STEEL BEAM W/1/4"CONT. (4)3/4"THREADED ROD EPDXY WITH 4X4X5116 HSS STEEL COLUMN 14"X14"X3/8"GALVANIZED STEEL DIFFERENT LENGTHS W18X46 STEEL BEAM PER PLAN, U7 SIMPSON SET-3G,MIN.10"EMBED. 16"X6"X3/8"EXTERIOR BASE BASE PLATE PER INTERIOR WELD TO STEEL BEAM W/1/4"CONT. QTY.(16)BEAMS SAME SIZE, FILLET WELD.ATTACH 2X PLATE W/ PLATE PER DETAIL ABOVE (4)7/8"X12"GALV.OR S.S.THREADED BASE PLATE DETAIL ABOVE 3/8"STEEL PLATE WEB STIFFENERS ON EA. FILLET WELD.ATTACH 2X PLATE W/ DIFFERENT LENGTHS WX3"X1/4"SQ.WASHER&NUT Z LLI ROD EPDXY WITH SIMPSON SET-3G SIDE OF BEAM WEBBING BEAM BEARING 3"X3"X1/4"SQ.WASHER&NUT (n N FINISH (3)#4REBAR @ J LLB z FLOOR HOOPS AT 3"O.C. LOCATIONS.1/4"CONTINUOUS FILLET (4)7/8"BOLTS WITH 7/8"I.D. 318'STEEL PLATE WEB STIFFENERS ON 00 ° 6" IN. FINISH WELD @ CONTACTING EDGES,ONE SIDE W18X46 BEAMS BREAK OVER STANDARD WASHERS. EA.SIDE OF BEAM WEBBING @ BEAM Q w00 a a - FLOOR CENTER OF HSS COLUMN BOLT W18X46 TO TOP PLATE BEARING LOCATIONS.114"CONTINUOUS 0) (8)7/8"BOLTS WITH 7/8"I.D. FILLET WELD @ ALL CONTACTING FACES w z \� PI AL 8"CONCRETE STANDARD WASHERS. V4"LONG X 6"WIDE X 3/8"THICK DRILL 1"DIAMETER HOLE CLEAR Q LLJ >Q 4"CONCRETE SLAB BOLT W18X46 TO TOP PLATE STEEL PLATE PER INTERIOR TOP THROUGH W-FLANGE FOR 7/8"BOLTS 11"LONG X 6"WIDE X 3/8"THICK STEEL PLATE b18 WALL PER DETAIL'1' 14' PLATE DETAIL WITH 1/4"CONTINUOUS PER INTERIOR TOP PLATE DETAIL WITH 1/4" z Q Q - 18"MIN g DRILL 1"DIAMETER HOLE CLEAR � CONTINUOUS FILLET WELD AT ALL z \/ V MAX ()#5 REBAR EACH FILLET WELD AT ALL CONTACTING 3/8"THICK 4"X4"45 DEGREE GUSSET ON WAY,Y FROM EDGER WITH STEEL COLUMN THROUGH W-FLANGE FOR 7/8"BOLTS INTERIOR TOP PLATE WITH 1/4"CONTINUOUS CONTACTING EDGES WITH STEEL COLUMN F— O O I BASE OF FOOTINGFILLET WELD AT ALL CONTACTING EDGES.r 6'-0"SQUARE (2)3/8"THICK 4"X4"45 DEGREE GUSSET ON 4X4X5/16 HSS COLUMN SET IN 4X4X5/16 HSS COLUMN SET Q 3: C9 UI • COMPACTED STRUCTURAL FILL INTERIOR TOP PLATE WITH 1/4"CONTINUOUS WALL PER DETAIL'EE' IN WALL PER DETAIL'EE' z > LO z QTY.(4)LOCATIONS OR UNDISTURBED NATIVE SOIL FILLET WELD AT ALL CONTACTING EDGES Z 0 C J *L�mmmx1/4 COLUMN FOOTING � 4X4X55 16 HSS COLUMN FOOTING n W18X46 TO HSS4X4X5/16 DETAIL n W18X46 TO HSS4X4X5/16 DETAIL CN u- Q SC : = - AT EXTERIOR WALL SCALE:3/4"=V-O" IN MIDDLE OF ROOM scALE:3/4"=1'-0" AT BEAM SPLICE SCALE:3/4"=l'-O" AT END COLUMN DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE S22 of 35 EDGE NAILING: • NON-SHEARWALL(PRESCRIPTIVE/CONVENTIONAL)8d NAILS @ 6"O.C. • SHEARWALLS,SEE SHEARWALL TABLE. P of "ASy/off DETAIL'36'MAY BE USED INSTEAD OF DETAIL'12' N 16"PLY OR OSB STUDS PER PLAN STUDS PER PLAN STUDS PER PLAN IF NEEDED TO MEET FIRE CODE REQUIREMENTS N SHEATHING STUDS PER PLAN o 16d NAILS @ 12"O.C. 16d NAILS @ 12"O.C. 16d NAILS @ 12"O.C. 10d NAILS AT 4"O.C.,ALTERNATING 10d NAILS AT 4"O.C., 0 37964 7g"PLY OR OSB "PLY OR OSB 16d NAILS @ 12"O.C. SIDES TO CONNECT 2X6 D.F.2 1-1/2"MAX.GYPCRETE F R`cONAL CS16,30"LONG @ 5' 3/4"SUB-FLOOR SHEATHING 3/4"SUB-FLOOR SHEATHING ENDS AT 3/4"SUB-FLOOR ALTERNATING SIDES TO 1-1/2"MAX.GYPCRETE ss'C'm 6N O.C.AND AT ALL 1-112"GYPCRETE PLATE TO 2X6 P.T.PLATE BELOW 3/4"SUB-FLOOR,GLUE AND CONNECT 2X6 D.F.2 PLATE MIDDLE OF BOTTOM 3/4"SUB FLOOR,GLUED AND CORNERS 1-1/2"GYPCRETE 2X P.T.PLATE 1-1/2"GYPCRETE PLATE 1-1/2"GYPCRETE 3/4"SUB-FLOOR 1/4"X4-1/2"SDWS SCREWS @ 16"O.C. NAIL WITH 8d AT 6"O.C. TO 2X6 P.T.PLATE BELOW NAILED WITH Sd AT 6"O.C.ALONG EDGE NAIL PER EDGE,12"O.C.FIELD SIMP.SDWS2400 @ 16"O.C. EDGES,12"O.C.IN THE FIELD /I I NOTE BELOW EDGE NAIL °' .. © 1-1/2"X14"BLOCKING MIN AT PER NOTE STRIP OF OSB OR PLY JOIST BEARING(LVL,LSL, 14"TJI 360 @ 16"O.C. BELOW SHEATHING OVER RIM AND 14"TJI 360 16"O.C. PSL,OR EQUIVALENT IS �� @ ACCEPTABLE)ATTACH TO 14"TJI 360 @ 16"O.C. 1-1/2"X11-7/8"LEDGER v) W SHEATHING ® FASTENED TO BOTTOM 14"TJI 360 @ 16"O.C. EACH JOIST WITH(1)10d NAIL �� SCREW TO EACH STUD z Z SPLICE PLATE OF UPPER WALL AND AT TOP AND BOTTOM FLANGE WITH(3)SDWS2500 j END OF FULL TOP PLATE OF LOWER WALL SCREWS O W 0_ LENGTH © p EDGE NAIL PER SHEATHING 14"TJI 360 @ 16"O.C. CEILING PER ARCH. SIMPSON A35Z OR(3)16d DOUBLE TOP PLATE CEILING PER ARCH 14"TJI 360 @ 16"O.C. NOTE BELOW EDGE NAIL PER NOTE SHEATHING CONNECTION TOE-NAILS AT 16"O.C. EXTENDS TO BOTTOM SIMPSON IUS2.37/14 Z„ BELOW PER DETAIL'10'LEFT BEARING WALL PER PLAN OF SUBFLOOR ol DOUBLE TOP PLATE 18 PLY OR OSB DOUBLE TOP PLATE 16 PLY OR OSB (OPTION W,'B',OR'C'OK) WITH SHEATHING, DOUBLE TOP PLATE(TYP.) SHEATHING ENDS AT SHEATHING NAILING AND BLOCKING INTERIOR BEARING M 16'PLY OR OSB MIDDLE OF TOP PER SHEAR WALLS PLANS WALL PER PLAN W a SHEATHING PLATE DOUBLE TOP PLATE o DOUBLE TOP PLATE Q co I I Q co ®SHEATHING JOINT TO BE LOCATED 2"OR MORE ©SHEATHING SPLICE IN MIDDLE OF O FROM TOP OR BOTTOM EDGE OF RIM JOIST. BOTTOM AND TOP PLATE AS SHOWN 11 FLOOR SHEATHING DETAIL 12 INTERIOR BEARING DETAIL *36LIalNTTERIOR BEARING DETAIL o OPTION A OPTION B OPTION C SCALE:3/a"=,'-0" JOISTS PERPENDICULAR scALE:3/a"=1'°" BEARING WALL ABOVE SCALE:3/4" WITH 1 HR FIRE RATING co 10 FLOOR SHEATHING CONNECTION ' SCALE:3/4"=1'-0" JOISTS PERPENDICULAR 2X6 STUDS @ 16"O.C. w " o 1-1/2"GYPCRETE OVER 3/4' DBL 14"TJI 360 @ 16"O.C. SECOND FLOOR BEARING > m Y W 1-1/2"GYPCRETE BEARING WALL OFFSET OF SUBFLOOR,NAIL WITH 8d AT SUBFLOOR BLOCKING &SHEAR WALL PER PLAN BELOW CORRIDOR 0 U }W m W 10d NAILS AT 4"O.C.,ALTERNATING BEARING WALL BELOW 6"O.C.EDGES 12"O.C.FIELD W/8d NAILS 4"O.C. BEARING WALLS ABOVE c,•1 W O m NAIL SUBFLOOR WITH 8d AT 6"O.C. SIDES TO CONNECT 2X6 D.F.2 NAIL SUBFLOOR TO BLOCKING SCREW BASE PLATE TO o W LL W > Q 1-1/2"MAX.GYPCRETE OR BLOCKING WITH SIMP. NAIL SUBFLOOR N W Z `L 0_ PLATE TO 2X6 P.T.PLATE BELOW LIGHTWEIGHT CONCRETE TYP. 14"TJI 360 WITH Sd AT 4"O.C. TO BLOCKING Z lLL m O W W 3/4"SUBFLOOR GLUED AND NAILED (TYP.) . SDSDS2660 @ 16"O.C. W cv — U (L 1/4"X4-1/2"SDS SCREWS 16"O.C. 16"O.C.U.N.O. TRE 1. 6. 00 OR SDS25600 16"O.C. WITH 8d AT 4"O.C. H- z d W p < p Q Z WITH Sd AT 6"O.C.ALONG EDGES, °e 3/4"SUB-FLOOR,GLUED AND 1g 5. @ Q Z 2 0- U (TYP.) NAILED WITH 8d AT 6"O.C.ALONG 6050 1-K LVL 4"LSL,PSL, W U Q (n 12"O.C.IN THE FIELD TYP. �� 8 1-1/2"X14"LSL,PSL, RIM JOIST TO 2X8 OR LVL BLOCKING, 1AT JOIST BLOCKING MIN EDGES,12"O.C.IN THE FIELD PLATE W/A35 @ 48" OR LVL BLOCKING, NAIL TO EACH 14"TJI 360 @ 16"O.C. AT JOIST BEARING(LVL, O C TYP NAIL TO EACH (7 LSL,PSL,OR EQUIVALENT (TYP.) FLANGE WITH(2)16d FLANGE WITH(2)16d 2 IS ACCEPTABLE) 1' 18" 18.0600 14"TJI 360 @ 16"O.C. Q' 1-1/2"X14"MIN.ENGINEERING LUMBER DBL 14"TJI 360 @ 16"O.C. 5/8"THREADED STUD 4TTOM 'I'-�" 5'-8" 1'-11" TYP.FLOOR SYSTEMS BLOCKING,CONNECT BLOCKING TO BELOW OFFSET BEARING WALL @ BLOCKING TO DBL 2 1 DOUBLE TOP PLATE WITH(3)16d TOE-NAILS WELD TO STEEL BEAM W/1PL F 8-7� BLOCKING TO DBL TOP Z 1OR A35Z AT EACH BLOCK 16-O.C. FILLET WELD.ATTACH 2X PLA2X6 TOP PLATE WITH 2( ) ) SIMP.A35Z AT 16"O.C. PLATE WITH SIMP.A35Z ATSIMPSON A35Z OR(3)16d 3"X3"Xi/4"SQ.WASHER SCREWS ON 3 3600 AT EACH BLOCK ( )CEILING PER ARCH. W18X46 STEEL BEAM PER PLAN, Wi8X46 DIMENS 16O.C. AT EACH BLOCKSHEAR WALL PER PLAN TOE-NAILS AT 24"O.C. ( ) 1ST FLOOR BEARING& DOUBLE TOP PLATE(TYP.) IONS SHEAR WALL PER PLAN 18 BEAMS ALL THE SAME SIZE EACH SIDE Y 13, INTERIOR BEARING DETAIL 14 JOIST BLOCKING DETAIL AT + SCALE:3/4"=V-0" SCALE:3/4"=V-0" 15 STEEL BEAM FRAMING DETAIL 16 OFFSET BEARING WALL DETAIL NO WALL ABOVE OFFSET BEARING WALL SCALE:3/4"=V-0" SCALE:,/2"=,'-0" BELOW BEARING WALL AT 1ST FLOOR CORRIDOR STUDS PER PLAN 1-1/2"MAX.GYPCRETE(TYP.) /1-112"MAX.GYPCRETE(TYP.) Vl 3/4"SUB-FLOOR,GLUE AND NAIL 3/4"SUB-FLOOR,GLUE AND NAIL WHERE SPECIFIED ON PLANS(I.E.BELOW POINT = O (5'-9")1-3/4"X14"LSL NAIL PLY TO 2X P.T.BLOCKING EXTERIOR WALL F U 16d NAILS @ 12"O.C. WITH 8d AT 6"O.C.ALONG BEAM PER PLAN WITH 8d AT 6"O.C.ALONG 10d NAILS AT tE3 " 1-1/2"MAX.GYPCRETE 2X6 STUD WALL LOADS FROM ABOVE),INSTALL 4'LONG X 16"WIDE EDGES,12"O.C.IN THE FIELD EDGES,12"O.C.IN THE FIELD ALTERNATING SI SHEET OF 3/4"CD PLY OR OSB REINFORCEMENT WITH 10d AT 6"O.C., PER PLAN OF P. Z CONNECT 2X6 D.F.2 3/4"SUB-FLOOR, ON ONE SIDE,NAILED TO TOP AND BOTTOM BLOCKING TO DBL TOP PLATE O WITH 3 16d TOE NAILS FLASHING REQUIRED. cli 0 Z TO 2X6 P.T.PLATE CONTINUOUS OVER SHEATHING AND NAILING—,, FLANGE OF I-JOIST WITH 8d AT 6"O.C. O WATERPROOF ENTIRE 04 Z M— 9-1/2"TJI 210 @ 16"O.C. 9-1/2"TJI 210 @ 16"O.C. SIMP.SDW PARTY WALL PER SHEAR WALL PLANS 1-1/2"GYPCRETE 314"P.T.PLY,NAIL 10d AT DECK PER ARCH. 0 Q' O Z o W SCREWS @ 1 3/4"SUBFLOOR 6"O.C.EDGE,12"O.C.FIELD Z O Q U Q�p W 147,11360 SIMPSON IUS2.06/9.5 1/4"X5-1/2"SIMPSON SDS 10d AT 6"O.C. 5-1/4"X14"LVL Oj � Z `Z @ 16"O.C. HANGER OR SIMILAR 14"TJI 360 SIMPSON IUS2.06/9.5 SCREWS @ 16"O.C. .- Q Z d Q W @ 16"O.C. HANGER OR SIMILAR 1-1/2"X14"BLOCKING GUARDRAIL AND PER PLAN, W Z < MIN AT JOIST BEARING. 14"TJI 360 3-1/2"#10 WOOD SCREWS POST 14"TJI 360'S CONSTRUCSIMI AR HOLD UP W Z � Z W U W LVL,LSL,PSL,OR@ 16"O.C.TO FASTEN f Z Z W t9 O J 16"O.C. RIM JOIST ,Top AND @ 16"O.C. PER DETAIL'23' SIMPSON W W EQUIVALENT IS@ � Z 0_'G 2 CHASE FOR MEP PER ARCH. CHASE FOR MEP PER ARCH. IUS2.37/14 !�I�',1 W J Z Q W QQ SHEATHING CORRIDOR SIDE OF SIMPSON IUS2.31/14 ACCEPTABLEBOTTOM FLANGE OF V Z W WALL,NAIL PER DETAIL'10'TYP. HANGER OR SIMILAR EVERY FLOOR JOIST 2X8 P.T.@ 16"O.C.RIP Z C7 W 00 Z U LL 0] 1-1/2"X9-1/2"LVL OR LSL,SCREW 1-1/2"X9-1/2"LVL OR LSL,SCREW 2'MAX 1/8"PER 1'FOR SLOPE RAISE DOUBLE TOP SHEATHING W Z 0_ W .6 a TO RIM JOIST WITH(3)1/4"X4"@ () CEILING PER A ( ) SHEATHING EXTENDS CANTILEVER ,-1/2"X14"LSL SOLID PLATE ROUGHLY 7" EXTENDS TO W H- W W J DOUBLE TOP PLATE TO RIM JOIST WITH 3 1/4"X4-1/2" SIMPSON A35Z OR 3 16d16"O.C.SIMP.SDS OR SDWS @ 16"O.C.SIMP.SDS OR SDWS TOE-NAILS AT 16"O.C.AT TO BOTTOM OF RIM. BLOCKING TYP.,ATTACH TO 2X8 P Od NAIL .T.LEDGER,SCREW TO AT AREA WITH DECK BASE OF BEAM >- W WW J Z2X4 STAGGERED STUDS @ 1 2ND FLOOR LEVEL,AND 32" AT TOP CH AND BOTTST WITH(OMIFLANGE. RIM JOIST AND BLOCKING OVER LIVING SPACE W p O 04 w 17 CORRIDOR BEARING DETAIL 18 CORRIDOR BEARING DETAIL PBLOCK NG,AND NAILIN O.C.AT 3RD FLOOR LEVEL CONNECT BLOCKING WITH(3)ROWS SIMP. CMU FACADE AT w J Q Q rycnw- DOUBLE TOP PLATE WIOTH SDWS22500 @ 16"O.C.,HANG 1T STORY ONLY m �'mcc�'+•'@ AT BEARING WALLSCALE:3/4'-,'-0" AT 1-1�4"X14" LSL SHEAR WAL DOUBLE TOP PLATE(TYP.) SIMPSON A35Z AT 16"O.C. JOISTS WITH SIMP.LUS28Z o w o> K ui O 19 FLOOR CONNECTION DETAIL 20 JOIST CANTILEVER DETAIL 24, DECK LEDGER TO BEAM DETAIL 00 o�Mo 3/4"SUBFLOOR,GLUE AND NAIL 1-3/4"X14"LSL PER PLAN SCALE:3/4"=V-0" JOISTS PARALLEL TO WALL SCALE:3/4"=V-0" 'Z' MAX. CANT. TYP. SCALE:3/4"=V-0" OVER LIVING SPACE 14"TJI 360 @ 16"O.C. WITH 8d AT 6"O.C.ALONG HANG STRINGER TO EDGES,12"O.C.IN THE FIELD BEAM WITH SIMP. �y! 1-1/2"X14"ENGINEERED LSCZ ADJUSTABLE STRINGER HANGER 6X6 P.T.POST, r 1/25/2024 LUMBER BLOCKING 14"TJI 210 @ 16"O.C. WRAP PER ARCH., — CONTINUOUS TO IIIIIII EXTERIOR WALL PER Q ROOF BEAM ABOVE PLAN BEHIND,ON C7 ATTACH BLOCKING WITH D HANG JOISTS TO BEAM WITH OUTLINE OF POST BEHIND UP IIIIIII TOP OF CANTILEVER Z 16d TOE NAIL AT EACH END, SIMP.IUS2.06/14 HANGERS(TYP.) (4)2X12 D.F.2 b TO ROOF ABOVE.6X6 POST GUARDRAIL PER ARCH. IIIIIII FLOOR JOISTS Q AT TOP AND BOTTOM FLANGE STRINGER MIN. TO BEAR OF 5-1/4"X14"LSL REFER DETAIL'V ON A6.1 EXTERIOR WALL ON TOP J 39 JOIST BLOCKING DETAIL 8 §STRINGER TO BEAM DETAIL CANT.PER DETAIL'4T 4X4 P.T.@5'O.C.MAX. i GUARDRAIL PER ARCH. EXTERIOR WALL IIIIIII OF BEAM IN FLOOR m PER PLAN REFER DETAIL'V ON A6.1 III 5-1/4"X14"LVL BEAM PER SCALE:3/4"=V-0" SCALE:1"=1'-0" TYPICAL 4X4 P.T.@ 5'O.C.MAX. NAIL WITH10d AT 6"O CLY TO KING SIMPSON BC6Z BASE TO-,,, IIIIIII PLAN,HOLD UP FLUSH J � FLASHING REQUIRED. CONNECT 6X6 P.T.POST IIIIIII IN FLOOR SYSTEM Q Z W M W z O 3/4"P.T.PLY,NAIL 1FI AT WATERPROOF PER ARCH. W W N TO 5-1/4"X14"LVL, 6"O.C.EDGE,12"O.C.FIELD DECK PER ARCH. 2 ROWS 10d AT 6"O.C. 1-1/2"MAX.GYPCRETE :2.37/14 /4"SOBFLOOR,GLUED AND ALTERNATING SIDES 2X8 P.T.RIM JOIST,RIP INSTALL 14"DEEP _ _ _ 00 0) 8d AT 6"O.C.ALONG TO MATCH JOIST DEPTH, BLOCKING BETWEEN JOISTS AND RIM � r (� Z .C.IN THE FIELD - � � END NAIL TO EACH ATTACHMENT — — — — — — — — Q W Q JOISTS AT LEDGER > 2X6 STUDS @ 16"O.C. 3/4"SUBFLOOR,GLUED JOIST WITH(3)16d PER DETAIL'23' Z a w ATTACHMENT FOR 14"TJI 360 @ 16"O.C. AND NAILED WITH 8d AT 2X8 P.T.@ 16"O.C.RIP THICKNESS ��-�_ _ �_ _ _ a Q Z 9-1/2 TJI 360 UNLESS NOTED 6"O.C.ALONG EDGES, 2X8 P.T.SOLID BLOCKING, 1/8"PER V FOR SLOPE, WATERPROOF EXPOSED PORTION • 0 = O @ 16"O.C. OTHERWISE 12"O.C.IN THE FIELD NAIL TO BEAM WITH(3)16d MAX.V JOIST CANT. TYPICAL SHEATHING OF 5-1/4"X14"LVL PER OTHERS LL O F— 1-1/2"X9-1/2"LVL OR LSL, CONNECTION AT LL O SCREW TO EACH STUD WITH(3) SIMPSON IUS2.37/14 ENGINEERED BEAM PER PLAN JOIST AND BLOCKING WITH 3'C;MUAT CANTILEVER 5-1/2"X14"LVL WITHQUAD STUD AT CORNER6X10 P.T.PER PLAN 2X8 P.T.LEDGER,SCREW TO RIM FLOOR PER DETAIL'10' 6X10 P.T.DECK BEAM,HANG TO -SIMPSDWS22500 SCREWS ARCH. E.G.3-1/2"X14"LSL HELD UP ROWS SIMP.SDWS22500 16"OC) SIMPSON HUCQ610-SDS HANGER --------------- O Z 04 Z SO TOP OF BEAM IS FLUSH HANG JOISTS WITH SIMP.LUS28Z 1ST STORY ONLY BELOW 5-1/4"X14"LVL BEAM 0 O WITH TOP OF JOIST 21 FLOOR LEDGER CONNECTION 22 WOOD BEAM HELD UP FLUSH 23 TYPICAL DECK FRAMING DETAIL 47 6X6 POST TO 5-1/4"X14" LVL u_ - r Q SCALE:3/4"=1'-0" SCALE:3/4"=V-0° AT UPPER FLOOR DECKS SCALE:3/4"=V-0° 3' MAX. CANTILEVER SCALE:3/4"=V-0" AT STAIR LANDING TYPICAL S23 of 35 DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE OK TO REPLACE 4X10 D.F.2 AND SMALLER NAIL SHEATHING TO TRUSS OVER BEAMS AND WITH SINGLE 1-3/4"X14"LVL RIM f°w BR'40 SHEAR WALL WITH 1Od AT 6"O.C. OR DOUBLE 1-1/4"X14"LSL RIM HELD UP Q. o s�l (2)GIRDER TIEDOWN OPTIONS: OK TO INSTALL DRAFTSTOP FLUSH WITH IJOISTS,SIMPSON HANGERS cu IT IS ACCEPTABLE TO USE EITHER PER ARCH.,NOT10d N STRUCTURALLY REQUIRED AT CDX NAILED WITH ES,NAILS LIST TIEDOWN OR SDWC SCREWS AT 6"O.C.ALONG EDGES, o� w GIRDER TRUSS PER TRUSS MANUFACTURER N AT GIRDER TRUSS LOCATIONS. 12"O.C.IN THE FIELD O ? 37964 m GIRDER FASTENERS PER TABLE BELOW Fd,`c016TER``G S/ONAL EN GIRDER TRUSS PER GIRDER TIEDOWNS CAN BE DOUBLE 1-1/4"X14"LSL OR TRUSS MANUFACTURER INSTALLED ON THE OUTSIDE OF WALL SINGLE 1-3/4"X14"LVL RIM CONNECT DOUBLE TOP PLATE (OPPOSITE SHOWN HERE)IF THE TO GIRDER TRUSS WITH(i) c ROOF OVERHANG IS AT LEAST 3-1/2" ACTS AS WINDOW HEADER so SCREW FOR EACH MONO TRUSSES @ 24"Q.Q. PLY OF GIRDER TRUSS ° DOUBLE 70P PLATE(TYP.) PER TRUSS MANUF. DOUBLE TOP PLATE 14"TJI 360 PER PLAN HANG NO HEADER REQUIRED FROM LVL RIM WITH N J DOUBLE TOP PLATE(TYP.) / IUS2.31/14HANGERS Z Q SIMPSON LGT3SDS2.5 GIRDER TIEDOWN AT STRUCTURAL RIM 0 Z N SIMP.A35Z (TYPICAL FOR 3-PLY GIRDER TRUSS) BOARD LOCATIONS @WINDOW OPENINGS OR DTC 4PILY NNECT STUDS TO DOUBLE TOP PLATE MAX.6'WIDE TH(1)SDWC15600 SCREW FOR EACH AT A MINIMUM,MATCH#OF STUDS WITH AT 48"O.C. STANDARD CRIPPLE W OF GIRDER TRUSS #OF GIRDER TRUSS PLIES.STUDS MUST OPENING PER PLAN WALL FRAMING W/ O BE CENTERED BENEATH GIRDER STUDS @ 16"O.C. A MINIMUM,MATCH#OF STUDS WITH STUD FASTENERS PER TABLE BELOW #OF GIRDER TRUSS PLIES.STUDS MUST / / / / / / / f—SINGLE JACK STUD BE CENTERED BENEATH GIRDER NOTE:THE DETAIL ABOVE DEPICTS A GIRDER TRUSS WITH(3)PLIES. TRUSS FLUSH TO EDGE OF WALL 2X BLOCK FOR CONSTRUCT SIMILARLY FOR(2)AND(4)PLY GIRDER TRUSSES WITH CEILING ATTACHMENT AND SINGLE KING M TIEDOWNS&FASTENERS PER LGT GIRDER TIEDOWN TABLE BELOW FOR DRAFTSTOP ATTACHMENT STUD @EA.SIDE W N NOTE:THE DETAIL ABOVE DEPICTS A GIRDER TRUSS WITH(3)PLIES. G CONSTRUCT SIMILARLY FOR(2)AND(4)PLY GIRDERTRUSSES. LGT GIRDER TIEDOWN TABLE 2X6 PARTITION WALL WITH SHEATHE ONE SIDE OF WALL WITH 7/16"OSB SILL Q m I I I (#)PLIES TIEDOWN MODEL# I STUD FASTENERS GIRDER FASTENERS FIRE RATING PER ARCH. OR 15/32"PLY SHEATHING ON ONE SIDE, N (2) LGT2 (14116d SINKERS (16)16d SINKERS NAILING PER SHEAR WALL PLANS ON S7 (3) LGT3-SDS2.5 (26)i6d SINKERS (12)1/4"X2-1/2"SDS 4> LGT4-SDS3 I (30)16dSINKERS 6)1/4"X3"SDS 36, TRUSS TO SHEAR WALL DETAIL 51 STRUCTURAL RIM BOARD DETAIL V) 33LU TYPICAL GIRDER TRUSS TIEDOWN $°ALE:3/4"=''-°" BETWEEN UNITS scALE:3/a"=1'-0" IN LIEU OF HEADERS4X10ANDSMALLER SCALE:N.T.S. AT DOUBLE TOP PLATE W UJ N o 1/2"CDX NAILED WITH 10d NAILS AT 6"O.C. 2X4 BLOCKING @ 8'O.C. > } U) ALONG EDGES,12"O.C.IN THE FIELD m Y N W W 0 0 cl N W Z LL Qq W co ZLL Ym O m Wdl 2X4 BLOCKING 24"MIN, 24"MAX.X_2XBARGENAILTO 2X6 @ 24"O.C. COMMON TRUSSES AT 24"O.C. 2X6 OUTLOOKERS @ 24"O.C. �m O i W p (L p Q z ROOF SHEATHING NOTCH TRUSS 8d NAILSOUTLOOKERS PER TRUSS MANUFACTURER LAID FLAT PER DETAIL 00 W U Q � LAID FLAT (4)12d NAILS FOR OUTLOOKER @ 6"O.C. '31'ON THIS SHEET vi TRUSSES @ 24"O.C. EACH OUTLOOKER SIMPSON VTCR OR(3)16d 2X4 BRACING AT 8'O.C. Z 10d AT 6"O.C. (2)12d NAILS (2)16d NAILS WITH(2)16d NAILS TOE-NAILS @ 24"O.C. 2X4 LATERAL BRACE 1/2"CDX NAILED WITH GABLE END TO BE SHEATHED 4/ WITH(2)10d NAILS (2)12d NAILS PER WEB(TYP.) 1 Od NAILS AT 6"O.C. WITH 7/16"OSB OR 15/32"PLY GIRDER TRUSS PER TRUSS TRUSS HEEL BLOCKING PER TRUSS MANUF. ALONG EDGES, TRUSS UP TO BOTTOM OF OUTLOOKER. MANUFACTURER WITH 2X6 `Z 2X4 ZF E REQUIRED = 12"O.C.IN THE FIELD TRUSS END NAIL 8d @ 6"O.C. BOTTOM CHORD MIN Z BRACE ANDS 2X FASCIA NAIL TO EACH TRUSSES @ 24"O.C.PER 2X4 BRACING DIAGONAL �/ 1 TAIL WITH(3)16d SINKERS TRUSS MANUFACTURER (2)12d NAILS BRACING AT 8'O.C. 1 =i 2X4 BLOCKING @ 8'O.C. Y� SIMPSON H1 OR(2)SDWC15600 2X4 BLOCKING (4)12d NAILS @ EACH TRUSS SIMPSON A23 @ 32"O.C. O J SIMPSON A23 @ 32"O.C. 2X6 STUD WALL MANUFACTURED TRUSSES 24"O.C. 1 8d NAILS @ 6"O.C. @ �POSITIVE CONNECTION REQ'D,A35 ANGLE OR BLOCKING HANG TRUSS TO GIRDER PER TRUSS 2X6 STUDS @ 16"O.C. SHEATHING EXTENDS TO MANUFACTURER SPECIFICATIONS REFER TO TRUSS ENGINEERING TO DETERMINE TOP OF DOUBLE TOP PLATE WHICH MEMBERS REQUIRE BRACING NOTE:GABLE END TRUSS TOP CHORD TO BE NOTCHED WITH OUTLINE OF EXTERIOR WALL BEHIND 5-1/2"X1.5"CUT @ 24"O.C.FOR 2X6 D.F.OUTLOOKERS LAID FLAT f/l O FEU TYPICAL TRUSS BRACING DETAIL 30 TRUSS TO WALL CONNECTION 31) GABLE END FRAMING DETAIL 32 GABLE END FRAMING DETAIL °n= SCALE:3/4"=1'-0" SCALE:3/4"=1'-O" SCALE:1/2"=1'-O" N Z TYP. @ (4) LOCATIONS TYPICAL AT BUMP OUT o Z 0 g rn 0 z aW Zo z 1/2"CDX NAILED WITH Z g W�O (9 D_¢z 1 G NAILS AT 6"O.C.ALONG 12"LONG 2X4 BLOCK OR SIMP. MONO TRUSSES @ 24"O.C.PER MONO TRUSSES @ 24"O.C.PER LLI (7 = Z U)Y W EDGES,12"O.C.IN THE FIELD TP55Z TIE PLATE TO CONNECT TRUSS MANUF.WITH 2X6 TOP TRUSS MANUF.WITH 2X6 TOP LLI Z U W U W ADJACENT TOP CHORDS z_ w Z W U' O J 12"LONG 2X4 BLOCK OR SIMP. CHORD OVERHANG 2'-9"TO RIDGE 12"LONG 2X4 BLOCK OR SIMP. CHORD OVERHANG 2'-9"TO RIDGE W W Z K G MONO TRUSSES @ 24"O.C.PER TP55Z TIE PLATE TO CONNECT TP55Z TIE PLATE TO CONNECT (, W Z Q LL QQ TRUSS MANUF.WITH 2X6 TOP Z W (9 S?K CHORD OVERHANG 2'-9"TO RIDGE 10d AT 6"O.C.FROM ADJACENT TOP CHORDS 1 Od AT 6"O.C.FROM ADJACENT TOP CHORDS 1 Od AT 6"O.C.FROM z C9 LLl 00 Z U LL 0] ROOF SHEATHING INTO ROOF SHEATHING INTO ROOF SHEATHING INTO LLI Z d W °6 0. TRUSS HEEL BLOCKING TRUSS HEEL BLOCKING TRUSS HEEL BLOCKING } }I j W y J W w J J w 0 O Q W J ¢ �U~j urT� wI..: N m W J Qm OW�c �I;2 TRUSS HEEL BLOCKING TRUSS HEEL BLOCKING � S Q Q OO 0'0: CAP MONO TRUSSES PER TRUSS MANUF.. PER TRUSS MANUF.. co 0.0 LL 0"O TRUSS HEEL BLOCKING @ 24"O.C.OVERLAY 3RD FLOOR CORRIDOR 3RD FLOOR CORRIDOR PER TRUSS MANUF.. PER TRUSS MANUF. SHEATHING EXTENDS UP SHEATHING EXTENDS UP WITH 2X6 TOP CHORD TO TOP CHORD OF TRUSS TO TOP CHORD OF TRUSS 3RD FLOOR CORRIDOR CHASE FOR OVERHANG TO RIDGE CHASE FOR -OR-INSTALL SHEATHING CHASE FOR INSTALL SHEATHING-OR- m " SHEATHING EXTENDS UP MEP PER ARCH. TO TOP CHORD OF TRUSS MEP PER ARCH. ON TRUSS BLOCKING MEP PER ARCH. ON TRUSS BLOCKING 112512024 1 -OR-INSTALL SHEATHING r "^'e ^" ON TRUSS BLOCKING 1/2"CDX NAILED WITH 1OD NAILS AT 6" 0 O.C.ALONG EDGES, Z 2X4 @ 24"O.C. 12"O.C.IN THE FIELD 2X4 @ 24"O.C. 2X4 @ 24"O.C. 0 CEILING JOISTS CEILING JOISTS CEILING JOISTS HANG TO LEDGER HANG TO LEDGER HANG TO LEDGER J WITH SIMP.U24Z WITH SIMP.U24Z WITH SIMP.U24Z m ui 2X4 LEDGER NAIL 2X4 LEDGER NAIL 2X4 LEDGER NAIL J ~ TO EACH TRUSS TO TRUSS HEEL TO TRUSS HEEL Q Z z N co HEEL/WEB WITH(2)16d NAILS WITH(2)16d NAILS MEMBER WITH w 2 W � (2)16d NAILS O) CORRIDOR CORRIDOR (D Q W Q CORRIDOR Z a- > PER PLAN DEL TOP PLATE TRUSS TO W TH/ PER PLAN SI P.Hl O5600 (5'-6")4X8 D. OR PER PLAN SIMP.H1 OR Q Q Z (2)SDWC15600 SIMP.A35 @ 48"O.C. 6X6 D.F.1 BEAM PER Q 0 = O ----� (8'-6")4X10 D.F.2 PLAN,HOLD DOWN � O � 1-- OR 6X8 D.F.1 /' > (O (D LL DASHED LINES > U-) Z ARE CORRIDOR Q Z 04 J WALLS BEHIND O O (.0 Of ROOF FRAMING AT CORRIDOR 34 ROOF FRAMING AT CORRIDOR 35 ROOF FRAMING AT CORRIDOR Q SCALE:1/2"=1'-0^ AT ELEVATOR LOBBY $CALE:1/2"=1'-0" AT BEARING WALLS SCALE:3/4"=1'-a' AT 6X8 BEAM HELD DOWN DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE S24 of 35 oC.ASH S f W O! OP N O N 2 � N O 37964 'STE�SS1ONAL G� OUTLINE OF ENTRY 1/2"CDX NAILED WITH 10d NAILS 2X6 BLOCKING BETWEEN RAFTERS(TYP.) ROOF BEHIND AT 6"O.C.ALONG EDGES, TYPICAL FLOOR 12"O.C.IN THE FIELD 6X6 D.F.1 KING POST AND Z J CONNECTION PER ROUGHLY 24'LONG DIAGONAL MEMBERS O Z SIMP.H1 OR _ i I DETAIL'10'ON S23 1/2"CDX NAILED WITH 10d NAILS 6X8 D.F.1 BOTTOM CHORD, � U' HGAIOHT OR AT 6"O.C.ALONG EDGES, 2X6 D.F.2 @ 24"O.C.,CONNECT 10d AT 6"O.C. EXACT LENGTH PER PLAN > � (2)SDWC15600 TO TOP CHORD WITH SIMP. W O 12"O.C.IN THE FIELD 6X6 D.F.1 KING POST AND HGA2.5 OR Hi OR H2.5 OR A35Z � 2X6 BLOCKING (2)SIMP.ML24Z ANGLE 2X6 D.F.2 DIAGONAL MEMBERS BETWEEN RAFTERS @ Y4 p p TO CONNECT STUD ROUGHLY 13'LONG 6X12 D.F.1 BOTTOM CHORD PACK TO DBL TOP PLATE 6X8 D.F.1 BOTTOM CHORD, 6X6 D.F.1 TOP CHORD 2X FASCIA NAIL TO EXACT LENGTH PER PLAN 6X10 D.F.1 TOP CHORD EACH TAIL WITH 2X6 D.F.2 N CONNECT LEDGER TO WALL (3)16d SINKERS AND RAFTER TO LEDGER @ 24"O.C. Q N I I I SIMP.HL53Z 6X8 D.F.1 TIMBER FRAME PER DETAIL'28'BELOW p co PER DET'IL' RIGHT (2)SIMP.SDWS221000 SCREWS 4'LONG 6X6 D.F.1 TOP Z MEMBER OF KNEE BRACE SIMP.APST612 SIMP.APGP1212 SIMP.APST612 SIMP.APGP1212 O BOTH SIDES BOTH SIDES BOTH SIDES BOTH SIDES K (4)SIMP.SDWS221000 SCREWS 6X6 OR(4)2X6 STUDS IN W ' EXTERIOR WALL FOR KNEE CONNECT TIMBER FRAME 6X8 CONNECT TIMBER FRAME 6X8 > 6X6 D.F.1 KNEE BRACE MEMBER BRACE ATTACHMENT BOTTOM CHORD TO 6X6 KNEE BOTTOM CHORD TO 6X6 KNEE BRACE WITH SIMP.HL53Z ANGLE W W 0 AT 45 DEGREE ANGLE 4X6 D.F.1 KNEE BRACE VERTICAL BRACE WITH SIMP.HL53Z ANGLE N (4)SIMP.SDWS221000 SCREWS MEMBER,CONNECT TO QUAD STUD 6X6 D.F.1 KNEE BRACE > >_WITH(6)SDWS22800 SCREW, 6X6 D.F.1 KNEE BRACE m Y (4)AT TOP,AND(2)AT BASE PER DETAIL'50'LEFT PER DETAIL'50'LEFT N m W W N W Z W > U> 25 ENTRY ROOF KNEE BRACE DETAIL 2F 13'-0" TIMBER FRAME DETAIL 27 24'-0" TIMBER FRAME DETAIL W N Z" "m W a ° za =� a � cc SCALE:,/2"=,'-°" TYP. PER PLAN SCALE:3/6"=,'-°" (4) LOCATIONS SOALE:3/6"=,'-°" (1) LOCATION W " ¢ `� 01"o, YEDGE NAIL WITH 8d AT 6"O.C. MONO TRUSSES @ 24"O.C.1/2"CDX SHEATHINGOVERLAY PER TRUSS MANUF, FLASHING REQUIRED CONNECT TO TRUSS BELOWWITH(3)16d TOE NAILS @ 48"O.C. 2X6 D.F.2 @ 24"O.C. OR SIMP.VTCR @ 48"O.C. 2X STUDS PER PLAN W S O SIMPSON LUS26Z HANGERS (2)ROWS SIMP.SDWS22400 O ��U OR SDS25400 SCREWS AT 16"O.C.(INTO EACH STUD) COMMON TRUSSES @ 24"O.C. N t9 Z 2X6 P.T.LEDGER OVERLAY PER TRUSS MANUF. !�r�11 � ?M CONNECT TO TRUSS BELOW V 00 U Z^W WITH(3)16D TOE NAILS @ 48" 1/2"CDX Z O ¢ U Q W O.C.OR SIMP.VTCR @ 48"O.C. SHEATHING MONO TRUSSES @ U U M Z 24"O.C.PER TRUSS U Z W H 0 2 ENTRY ROOF LEDGER DETAIL MANUF.BEAR ON WLij Z z a¢W GIRDER TRUSS PER TRUSS MANUF. TOP OF ELEV. z z Z W Uwo)O J W Zd'G SCALE:3/4"=,'-o° TYP. @END RAFTER SHAFT TRUSSES TRUSS TO GIRDER ATTACHMENT /11 W J Z ¢Z QQ PER TRUSS MANUF. �•/ Z W (D S_K 1/2"CDX SHEATHING Z (DLLl 00 Z U LL CO MONO TRUSSES @ 24"O.C. W w d W 05 a PER TRUSS MANUF. MON TRUSSES > }W J Z J W MONO TRUSSES @ 24"O.C.PER Jw m 0 O¢W EDGE NAIL SHEATHING 1/2"CDXuj @ 24"O.C.PER TRU S MANUF. O FOn r F g a EDGE NAIL SUBFLOOR TO BLOCKING WITH SHEATHING TRUSS MANUF. J < N m W I.J [,,",TO DBL TOP PLATE WITH 10d AT 6"O.C.EDGESLO (2)ROWS OF 8d AT 6"O.C. Q m 0 W O O Lu KOW m oao�oo 0IL 0 (8'-0")W8X18 ELEVATOR HOIST HANG TRUSS TO 2X10 HANG III BEAM TO 6X6 P.T.POST WITH TRUSS TO 2X10 BEAM,POCKET IN WALL,BEAR LEDGER AS SHOWN, SIMP.BC6Z OR CBT4Z OR(4) LEDGER AS SHOWN, ON(4)STUDS OR 6X6 POST WITH SIMP.LUS28Z 5/16"X12"GRK RSS SCREWS WITH SIMP.LUS28Z CONT.TO FOOTING BELOW AT BASE,AND SIMP. DOWN THROUGH TOP OF BEAM AT BASE,AND SIMP. A35Z AT TOP 6X6 D.F.1 BEAM INTO POST,TYP.BOTH ENDS A35Z AT TOP 1/25/2024 14"NAILER FOR 2X10 D.F.2 LEDGER,SCREW .w..,mr CEILING ATTACHMENT 6X6 D.F.1 POST, MONO TRUSSES @ 24"O.C. TO EACH STUD OF BALLOON " OUTLINE OF EXTERIOR PER TRUSS MANUF. FRAME WALL WITH(3)SIMP. (7 WRAP PER ARCH., WALL BEHIND SDWS22500 SCREWS Z CONTINUOUS TO TRUSS TO WALL CONNECTION (LEDGERTOWALL ROOF BEAM ABOVE SIMILAR DETAIL'30'ON S24 CONNECTION PER BALLOON FRAME ELEV. DETAIL'36'ON S23 SHAFT WALL WITH FIRE RATING PER ARCH. HEADER PER PLAN m ui 49 DECK ROOF FRAMING DETAIL 50 ROOF FRAMING AT ELEVATOR J w z N 1-1/2"X9-1/2"LVL OR LSL, Q SCREW To EACH STUD WITH(3) SCALE:3/4"=V-0" TYPICAL (8) LOCATIONS SCALE:,/2"=1'-°" WITH FIRE RATING w 2 W 04 SIMP.SDWS22500 @ 16"O.C. Q �Z O) 9-1/2"TJI 210 @ 16" 2X4 NAILER FOR (D a W Q O.C.MIN. (TYP.) CEILING ATTACHMENT Z Q STAIR LANDING 0 Q Z 5-1/4"X9-1/2"LSL BEAM PER PLAN O F O LL to (7 LL. LO Z 4�4 STAIR OFFSET WALL DETAIL ° 0 Q SCALE:3/4"=1'-O" TYP. @ END RAFTER DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE rS25 of 35 ADJOINING PANEL EDGE SHEAR WALL TABLE MIN. DESIGN ALLOWABLE UNIT SHEAR WALL LEGEND Cw BR'10 SHEAR PANEL SHEATHING ON EDGES BLOCKED EDGE NAILING/ LOAD THICKNESS OF SHEAR CAPACITY(PLF) P of ONE OR BOTH NAIL SIZE FIELD NAILING EDGE PER SHEAR WALL TABLE ON SHEET S25 a N WALL SHEATHING OR UNBLOCKED TRANSFER SEE LATERAL ANALYSIS o 0 SIDES OF WALL ® DISTANCE(MAX) MEMBERS& N ® SILL PLATE WIND SEISMIC SWO UNBLOCKED SHEAR WALL,WITH 7/16"OSB OR FASTENING SCHEDULE-IBC TABLE 2304.10.1:The number and size of fasteners 15/32"PLY SHEATHING MIN.ON ONE SIDE AND NAIL ADJOINING PANEL EDGE SWO 7132"PLY(t ONE UNBLOCKED 8d 6" 12"12"D.C. NO 2X(NOMINAL) 187 134 SW0 - WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN connecting wood members shall not be less than that set forth in Table 2304.10.1 �F RfC1/STERF,O 15/32"PLY 0 THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED NOTE:STAGGER 70 PREVENT EDGE ON EITHER SPLITTING OF 2X WALL OF ROOF SS/ONAL ENG 7/16"OSB OR SW1 ONE BLOCKED 8d 6"/12"O.C. YES 2X(NOMINAL) 312 223 ADJOINING PANEL EDGES STAGGERED ( ) 15/32"PLY 1.BLOCKING BETWEEN CEILING JOISTS,RAFTERS OR 3-8D COMMON 2Y2"x 0.131";OR EACH END,TOENAIL 7/16"OSB OR SW1 SW7 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW 3-10D BOX(3"x 0.128") SW2 ONE BLOCKED 8d 3"/12"O.C. YES 2X(NOMINAL) 586 419 ®= PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT 6" /16" PLY O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD ADJOINING PANEL EDGE BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE 2-8D COMMON(2Y2".131") EACH END,TOENAIL 7/i/3"PLY OR SW3 BOTH BLOCKED Sd 4"/12"O.C. YES 2X(NOMINAL) 911 651 15/32"PLY WALL TOP PLATE,TO RAFTER OR TRUSS 2-16 D COMMON(3Y2"x 0.162") END NAIL 7/16"OSB OR SW2 SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" SW4 BOTH BLOCKED 8d 3"/12"O.C. YES 2X(NOMINAL) 1172 837 15/32"PLY Q ®= PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT FLAT BLOCKING TO TRUSS AND WEB FILLER 16D COMMON(3Yz"x 0.162")@ 6" FACE NAIL Z J 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD O.C. 1O PLY=CDX,G O Z C,OR C-D PLYWOOD.OSB OF SIMILAR THICKNESS AND SPAN RATING MAY BE SUBSTITUTED FOR PLYWOOD. 3-8D COMMON(ZYz'x 0.131");OR j (ZNAILS SHALL BE COMMON OR GALVANIZED BOX,UNLESS NOTED OTHERWISE. SW3 SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 2.CEILING JOISTS TO TOP PLATE 3-10D BOX(3"x 0.128") EACH JOIST,TOENAIL C') (T FOR WALLS DESIGNED TO HAVE LOADS TRANSFERED AROUND THE WINDOW OPENINGS,DOUBLE STUDS MUST BE PLACED ON EITHER SIDE OF = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT ADJOINING PANEL EDGE ;3.CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, 3-16D COMMON(3Yz"x 0.162");OR FACE NAIL 0_ O EACH WINDOW WITH EDGE NAILING ALONG BOTH STUDS. 4"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD NOTE:MINIMUM 3X STUD IN WALL AT ADJOINING LAPS OVER PARTITIONS(NO THRUST) 4-10D BOX(3"x 0.128") ® NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEARWALL SHEATHING MEMBERS TO PREVENT SPLITTING.DBL 4.CEILING JOIST ATTACHED TO PARALLEL RAFTER(HEEL NOTES: SW4 SW4 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 2X MAY BE USED IN LIEU OF 3X NOMINAL PROVIDED JOINT) PER TABLE 2308.7.3.1 FACE NAIL 1 AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS,USE 5/8"ALL-THREADITHREADED ROD A-307 WITH A MINIMUM EMBED = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT STUDS ARE NAILED W/(2)16D NAILS AT 6"O.C. () " 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD 3-10D COMMON(3"x 0.148");OR OF 10". USE SIMPSON EPDXY-TIE BOLT SYSTEM WITH SET'HIGH STRENGTH EPDXY. CONCRETE MUST BE AT LEAST 7 DAYS OLD. 5.COLLAR TIE TO RAFTER M FACE NAIL (2)UNLESS NOTED OTHERWISE,ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH SWO(UNBLOCKED SHEAR WALL). ADJOINING PANEL EDGES NOT STAGGERED 4-10D BOX(3"x 0.128") W o (3)ALL CONNECTIONS NOT SHOWN ABOVE,SHALL CONFORM TO IBC TABLE 2304.10.1. 6.RAFTER OR ROOF TRUSS TO TOP PLATE 3-10 COMMON(3"x 0.148");OR DETAIL FOR PANEL EDGES WHERE (SEE SECTION 2308.7.5,TABLE 2308.7.5) 4-10D BOX(3"xp°28");OR TOENAIL o CID") ' SHEATHING IS REQUIRED ON 7.ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; 3-10D COMMON(3"x 0.148");OR OR ROOF RAFTER TO 2-INCH RIDGE BEAM 4-16D BOX(3Yz"x 0.135");OR TOENAIL Z END CHORD MI". BOTH SIDES OF THE WALL 4-1 OD BOX(3"x0.126"' O SIZE PER HOLD DOWN WALL w REQUIREMENTS SCALE:N.T.S. 16D COMMON(3Y2"x 0.162"); 24"O.C.FACE NAIL W 10 TABLE ON DETAIL'7' 8.STUD TO STUD(NOT AT BRACED WALL PANELS) 10D BOX IT'x 0.128") 16"O.C.FACE NAIL (12)10d NAILS MIN w SHEAR WALL PER PLAN, SIMPSON HOLD DOWN END CHORD MIN.SIZE PER NJ PAIRING PER PLAN END HOLD DOWN REQUIREMENTS 9.STUD TO STUD AND ABUTTING STUDS AT i6D COMMON(3Yz"x 0.162");OR 16"O.C.FACE NAIL j } y 0 SHEATHING,BLOCKING, CONNECT MST48 TO LENGTH INTERSECTING WALL CORNERS(AT BRACED WALL m Y NAILING,PER SHEAR SHEAR WALL PER PLAN,--_. TABLE ON DETAIL'7' > } > HOLD DOWN ANCHOR DOUBLE STUDSPANELS) 16D BOX(3Yz"x 0.135");OR 12"O.C.FACE NAIL U >w m w WALL PLANS ROD SIZE PER HOLD SHEATHING,BLOCKING, M W O m� � 3/4"SUBFLOOR 3"x 0.131"NAILS 12"O.C.FACE NAIL N of D_ 00 W Cl SIMPSON HOLD DOWN 16D COMMON(3 16"O.C.EACH EDGE, N w Z Y Z O 0_ W DOWN REQUIREMENTS NAILING,PER SHEAR 0 W W TABLE ON DETAIL'7' WALL PLANS ON S5/S6/S7 PAIRING PER PLAN 0 z LL m m STRAP TO BE INSTALLED CLEAR Yz"x 0.162");OR FACE NAIL w cv U 10.BUILT-UP HEADER(2"TO 2"HEADER) I. (9 W o_ Q i6D BOX(3Y"x 0.135") 12"O.C.EACH EDGE, Q Z M D- U ON TOP OF SHEATHING SPAN c0 a O o z FLOOR SYSTEM PER PLAN FACE NAIL 0 W U Q cq INSTALL BLOCKING BETWEEN RIM JOIST 4-8D COMMON(2Yz'x 0.131");OR HOLD DOWN PAIR,MATCH HOLD DOWN ANCHOR 11.CONTINUOUS HEADER TO STUD TOENAIL SIZE OF END CHORD NO NAILS REQUIRED AT 4-10D BOX(3"x 0.128") ROD SIZE PER HOLD 5-1/4"X14"LSL BEAM, 16D COMMON(3)z"x 0,162");OR 16"O.C.FACE NAIL Z RIM JOIST END HOLD UP IN FLOOR DOWN REQUIREMENTS 12.TOP PLATE TO TOP PLATE 10D BOX(3"x 0.128");OR Q• DOUBLE TOP PLATE LENGTH SYSTEM,DIRECTLY TABLE ON DETAIL'7' 3"x 0.131"NAILS 12"O.C.FACE NAIL �41 END CHORD MIN. BELOW SHEAR WALL EACH SIDE OF END SIZE PER HOLD DOWN 3"DIA.X 1/4"THICK FLAT JOINT,FACE NAIL .> 1 REQUIREMENTS 13.TOP PLATE TO TOP PLATE,AT END JOINTS 8-16D COMMON(3Y2"x 0.162");OR (MINIMUM 24"LAP16 TABLE ON DETAIL'7' (12)10d NAILS MIN WASHER,OK TO COUNTERBORE 12-10D BOX(3"x p,128") SPLICE LENGTH EACH > WASHER INTO BASE OF BEAM SIDE OF END JOINT) 14.BOTTOM PLATE TO JOIST,RIM JOIST,BAND JOIST OR 16D COMMON(3Y"x 0.162");OR 16"O.C.FACE NAIL 4 SIMPSON HDU HOLD DOWN DETAIL 44 L SIMP. MST48 STRAP HOLD DOWN 45 SIMPSON HDU HOLD DOWN DETAIL BLOCKING(NOT AT BRACED WALL PANELS 16D BOX(3Y2"x0.135") 12"O.C.FACE NAIL + SCALE:N.T.S. SCALE:N.T.S. SCALE:N.T.S. 15.BOTTOM PLATE TO JOIST,RIM JOIST,BAND JOIST OR 2-16D COMMON(3Yz"x 0.162");OR O PAIRING AT 2ND & 3RD FLOOR AT 2ND & 3RD FLOOR EXTERIOR CONNECT TO WOOD BEAM 16"O.C.FACE NAIL BLOCKING AT BRACED WALL PANELS 3-16D BOX(3Y2"x0.135") 4-8D COMMON(2Yz'x 0.131");OR TOENAIL 16.STUD TO TOP OR BOTTOM PLATE 4-10D BOX(3"x 0.128") SIMILAR CONSTRUCTION AS 2-16D COMMON(3Y2"x 0'162");OR END NAIL N 3-1 OD BOX IT x 0.128") O DETAIL AT EXTERIOR WALL = U 2x4 DBL TP(4'-0")SPLICE 2-16D COMMON(3Yi'x 0.162");OR H v I I BEFORE NEXT SPLICE: 17.TOP PLATES,LAPS AT CORNERS AND INTERSECTIONS FACE NAIL I�U STRAP TO BE INSTALLED W/(30)16D NAIL 3-10D BOX(3"x 0.128") O p�Z [THICKEN FOOTING AT HOLD 2X4-(30)16D NAILS DOWN LOCATIONS AS ON TOP OF SHEATHING 2X6 DBL 7P(5'-4")SPLICE n- NEEDED TO MEET EMBED 2X6(46)16D NAILS W/(46)i6D NAIL 18.1"BRACE TO EACH STUD AND PLATE 2-8D COMMON BOXMON(0 zI'28 j.131");OR FACE NAIL N Z o Z DEPTH REQUIREMENTS 10d NAILS aD 2 M CONNECT MSTC48B3 TO-- 19.1"x 6"SHEATHING TO EACH BEARING 2_$OD BOX ON(02I'28 0.131");OR FACE NAIL z Q Q Q W DOUBLE STUDS 3-8D COMMON(ZY2"x 0.131");OR U Z K M'Z 20.1"x 8"AND WIDER SHEATHING TO EACH BEARING FACE NAIL IY U H E THICKEN FOOTING 3-10D BOX(3"x 0.128") Z W SPLICE TP OVER W _ (.7 0- EMBED Q Z 4 PER DETAIL'2'ON S22 STUD,TYP. NAIL SPLICES FLOOR (0 Z Z y Y W 314"SUBFLOOR 3-8D COMMON(2Y2"x 0.131");OR w Z (0 W w U W 21.JOIST TO SILL,TOP PLATE,OR GIRDER TOENAIL Z Z W (9 O J STRAP ES BREAK IN T (2)16D @ 16"O.C. 3-10D BOX(3"x 0.128") LU W Z w G FLOOR JOISTS NOT SHOWN, 2X4-MSTA 24 22.RIM JOIST,BAND JOIST,OR BLOCKING TO TOP PLATE, 8D COMMON(2Yz"x 0.131");OR 0 w Z Q-QQ CANTILEVER PER PLAN PRE BENT STRAP WRAPS 2X6-MSTA 36 SILL OR OTHER FRAMING BELOW 10D BOX 3"x 0.128" 6"O.C.,TOENAIL Z W (0 M Z K END CHORD MIN.SIZE ( ) Z C7 uj m Z U ILL CO - PER HOLD DOWN AROUND RIM JOIST 2-8D COMMON(2Yz'x 0.131");OR w UU D-F- W ,a 2' RIM JOIST PER PLAN 23.1"x 6"SUBFLOOR OR LESS TO EACH JOIST FACE NAIL Z LU K REQUIREMENTS TABLE 2-10D BOX(3"x 0.128" W y J DETAIL AT THICKENED SLAB HOLD DOWNS PER PLAN ( > w }w -1 Z J W 24.2"SUBFLOOR TO JOIST OR GIRDER 2-16D COMMON 3Y2"x 0.162" FACE NAIL w J 0 O Q W AND HOLD DOWN STRAP SPLICES 25.2"PLANKS(PLANK&BEAM-FLOOR&ROOF) 2-16D COMMON(3Y2"x 0.162") EACH BEARING,FACE J Q O 10 L y V a REQUIREMENTS TABLE NAIL a m F J 2X6 STUDS @ 16"O.C. 32"O.C.,FACE NAIL AT m m�- w U Q HOLD DOWN ANCHOR 46 SIMP. MSTC48B3 STRAP HOLD DOWN 41 DOUBLE TOP PLATE SPLICE TOP AND BOTTOM a o w o 5/8"DIA.X 10"LONG.GALV. ROD AND EMBEDMENT 20D COMMON(4"x 0.192") G O W SCALE:N.T.S. SCALE:N.T.S. STAGGERED ON ANCHORS SQ. WASHERS REQUIREMENTS HREMENT N AT JOIST CANTILEVER TYPICAL OPPOSITE SIDES m p cp'Cc IOi a' 3"X3"X1/4"SQ.WASHERS(TYP.) REQUIREMENTS TABLE 24"O.C.FACE NAIL AT FOUNDATION AND 26.BUILT-UP GIRDERS AND BEAMS,2"LUMBER LAYERS TOP AND BOTTOM 10D BOX(3"x 0.128") REINFORCEMENTS PER STAGGERED ON FOUNDATION DETAILS ON S23 EDGE NAILING AT TOP CRIPPLE STUDS DOUBLE TOP PLATE, TOPCRIPPLE STUDS OPPOSITE SIDES EMBED. ABUTTING PANEL OVERLAP4'MIN. AND: 14 ENDS AND AT EACH SIMPSON HOLD DOWN ANCHOR OR a DEPTH 2-20D COMMON(4"x 0.192");OR 112512024 ALTERNATIVELY F1554 GRADE 36 ° "r--''ri iT`� "I -- "---tom fl 3-10D BOX(3"x 0.128") r " 11 THREADED ROD PER HOLD DOWN I.I. DBL TOP PLATE 3-16D COMMON(3Yz"x 0.162");OR EACH JOIST OR W ;I, 27.LEDGER STRIP SUPPORTING JOISTS OR RAFTERS J (7 REQUIREMENT TABLE } 4-10D BOX(3"x 0.128") RAFTER,FACE NAIL _ ATTACH WASHER PLY OR OSB 7.1 I7 Iry I•I I'I fP Z SANDWICHED SHEATHING 9•I I•I' 28.JOIST TO BAND JOIST OR RIM JOIST 3-16D COMMON(3Y2"x 0.162");OR END NAIL Q BETWEEN(2)NUTS AT .I.i rr 4-10D BOX(3"x 0.128") L1 0 BOTTOM END OF ROD 'I'i i"i :11 li HI n HEADER HEADER 29.BRIDGING OR BLOCKING TO JOIST,RAFTER OR TRUSS 2-8D COMMON(2Y2'x 0.131"):OR EACH END,TOENAIL J LI. INTERMEDIATE NAILING 2-1 OD BOX(3"x 0.128") DETAIL AT EXTERIOR WALL END CHORD I,I, WINDOW li I. OPENING DooR WOOD STRUCTURAL PANELS(WSP),SUBFLOOR ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICLE Z 00 OPENING BOARD WALL SHEATHING TO FRAMING HOLD DOWN REQUIREMENTS TABLE rl KING STUDS SHEATHING INTERMEDIATE I•I• FASTENER EDGE(INCHES) 0 1- ABUTTING® III I•r INSTALL 2X FLAT JACK STUDS KING STUDS THICKNESS SUPPORTS(INCHES) SIMPSON HOLD THREADED ROD EMBEDMENT i" ia; BLocKING @ SILL PLATE 6D COMMON OR DEFORMED(2"x 0.113")(SUBFLOOR AND s 12 W Z N PANEL HOLD DOWN MIN.END CHORD PANEL EDGES JACK STUDS--- WALL) Q DOWN ANCHOR ALTERNATIVE DEPTH 3„_ Yz„ SD COMMON OR DEFORMED(2Y2"x 0.131")(ROOF) 6 12 J � W N O /e 30. O U, EDGE NAILING 0 HDU2 3"X3-1/2" SSTB20 5/8" 16" 2'%"x 0.113"NAIL(SUBFLOOR AND WALL) 6 12 � d7 CRIPPLE = Z HDU4 3"X3-1/2" SB5/8X24 5/8" 18" •I STUDS 8D COMMON(2Y2"x 0.131"):OR 6D DEFORMED(2"x 0.113") Q W Q HDU5 3"X3-1/2" SB5/8X24 5/8" 18" _ BOTTOM 6 12 O�f a •;,,;_• -JAI• HOLD DOWN PLATE 31.19%2"-s/" (SUBFLOOR AND WALL) HDU8 3-1/2"X5-1/2" SB7/8X24 7/8" 1 18" r ;�"- I' J Q PER PLAN 8D COMMON OR DEFORMED(2Y2"x 0.131")(ROOF) 6 12 Q HDU11 5-1/2"X5-1/2" PAB8 1" 24" J p Z HDU14 I 5-1/2"X5-1/2" I PABB I 1" 24" BASE PL 32.7/e'-1Yn" 1OD COMMON(3"x 0.148");OR 8D DEFORMED(2Y2"x 0.131") 6 12 Q = 0 OPENING FRAMING REQUIREMENTS,UNLESS NOTED OTHERWISE: > 0 IN. WOOD STRUCTURAL PANELS COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING �! © ANCHOR BOLTS 7/a'OR LARGER REQUIRE 8"MINIMUM STEM WALL. ___a ,- ( -TYPTYPICALCAL OPENINGS TO HAVE(i)KING AND(1)JACK STUDS MI HEADER TO BE4x10 D.F.2 MN. 35.3%"AND LESS 8D COMMON(2Y2"x 0.131");OR 6D DEFORMED(2"x 0.113") 6 12 > (O (D (Z -TYPICAL EXTERIOR WALL TO HAVE 15/32"PLY OR 7/16"OSB MIN.THREADED ROD ALTERNATIVE TO BE F1554 GRADE 36 STEEL AND HAVE EDGE NAILING TYPICAL EXTERIOR WALL TO HAVE 2X6 STUDS AT 16"O.C.MIN. 36.7/"-1" 8D COMMON(2Y2"x 0.131");OR 8D DEFORMED(2Y Z 2"x 0.131") 6 12 Q U4 Z WASHER SANDWICHED BETWEEN TWO NUTS AT BOTTOM END OF ROD. FASTEN MEMBERS PER 20181RC TABLE 2304.10.2(FASTENING SCHEDULE) W Z J 37.1Ye"-1Ya" 10D COMMON(3"x 0.148");OR SD DEFORMED(2Y2"x 0.131") 6 12 = 0 (O Of n SIMPSON HDU HOLD DOWN DETAIL n TYP" SHEAR WALL FRAMING ( TYP. OPENING IN EXTERIOR WALL U) Of - Q SCALE:N.T.S. AT 1ST FLOOR FOUNDATION SCALE:N.T.S. SCALE:N.T.S. DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE S26 of 35 STANDARD STRUCTURAL SPECIFICATIONS - 2018 IBC ABBREVIATIONS(Used throughout structural drawings)WOOD FRAMING C. Bqq (E) Existing C.S. Clear Span INT. Infector STD Standard pq p Default Wood Types:Unless noted otherwise,the material for a structural member is as shown: v of sy� INTRODUCTION 9 ( ) (N) New DBL Double MAX Maximum STR'L Structural o yfa N • Beams,Posts,&Sawn Joists.............Douglas Fir#2 D.F.2 o N FOUNDATION A.B. Anchor Bolt FOR Engineer of Record MANUF. Manufacturer S.S. Select Structural The Standard Structural Specifications are guidelines and structural requirements for construction of typical Studs&Plates...................................Hem/Fir(H.F.)or Douglas Fir(D.F.) P 9 q YP ARCH Architectural ELEV. Elevation MIN Minimum T.O. Top Of a; O commercial,multi-family,and industrial(i.e.all non-residential)structures.The intent of this document is to • Design Soil Bearing Pressure=1,500 psf • Mud Sill(i.e.Sill Plate).......................Pressure Treated(P.T.) BLDG Building EXT. Exterior N/A Not Applicable TJI Thus Joist,ISeries o 31964 provide general structural requirements for the project. Builder,contractor,and other parties involved are • Frost Zone Depth=18 inches • Blocking.............................................Any solid 2X or rim joist material BLKG Blocking FDN Foundation O.C. On Center TPL Triple fss'GIST required to read this document and are responsible for meeting the requirements specified within.Contact the • Rim Joists..........................................Douglas Fir#2(D.F.2)for solid sawn,manufactured rim for I-joists ONAL engineer of record with any questions or concerns. • Unless noted otherwise,concrete is designed with 2,500 psi strength and does not require special inspection. • SM Beam FTG Footing Opp. Opposite TYP. Typical 24F-V4(GLB)F D. . The specified concrete strength(3,000 psi)is greater than design strength(2,500 psi) Glued-Laminated(dry-use)................ BTM Bottom GALV. Galvanized PLY Plywood U.N.O. unla:a Noted onama.a Code:Cast-in-place concrete sizing, Exposed Structural Members............Pressure Treated(P.T.) p g,placing,and testing shall conform to ACI 318-19 and ACI 301-16 • C C Channel(Steel) GA. Gauge P.T. Pressure Treated V.B. Vapor Barrier DESIGN CRITERIA Glued-Laminated(wet-use)...............Treat with Hi-Clear II by Permapost Products Co.in Hillsboro,OR Geotechnical Report:Bradley Engineering strongly recommends that a geotechnical report be performed by a Moisture Content:The max moisture content shall be 19%at the time of installation of connectors,nails,and bolts CL Center Line HDR Header REINF. Reinforced VERT. Vertical DESIGN PARAMETER VALUE SOURCE qualified geotechnical engineerfor all land based construction projects. IX O J Masonry Unit framing members. CMU cone.M Unit HORIZ. Horizontal REDO Required W/ With Q Seismic Design Category 'D' IBC 1613 Earthwork:Call before you dig!Call'811'.Locate and protect underground conduit,plumbing,and other utilities where Pressure Treated Lumber:All members in contact with earth/concrete or exposed to the elements shall be pressure Z J Jul CONC. Concrete HSS Nollow shucturel seouon SIM. Similar W/O Without new work is performed.Footings shall bear on undisturbed native soils and/or stuctural fill compacted in lifts of one treated or preservative treated P.T..Colorless end Sealer Shall be applied immediate) to the ends of members Q Risk Category 'll' IBC Table 1604.5 P ( ) PP Y CONT. Continuous INSUL. Insulation SPECS S ecifications Wide Flan a Steel O Z X W foot or less to 95%of a modified proctor per ASTM D1557.Soils shall be firm and unyielding.All organic and after fabrication and field trimming.Glulam beams GLB's which are exposed to the elements shall be treated with F_ Wind Exposure Category 'B' IBC 1609.4.3 deleterious material beneath the footings,foundations,and slabs to be removed and replaced with 4"min.crushed ( ) P D) 2 I I Hi-Clear II by Permapost Products Co located in Hillsboro,OR. j U g Basic Wind Speed(3-second gust) 110 MPH IBC Figure 1609.3(1) rock compacted to 95%elative compaction.Optional:Compaction testing and verification by Geo-tech specialist Blocking:Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing Jul IX W also acceptable. s P s i s WOOD FRAMING CONNECTORS X O I- Design Wind Load 16 PSF ASCE 7-i6 28.6-1 wall locations.Blocking is required at all bearing locations.Trusses,structural composite lumber,glued-laminated O members,and I-joists shall be supported laterally as required by the manufacturers recommendations. Manufacturer:Simpson Strong-Tie construction connectors are specified,however,any nationally recognized brand W LOAD SOURCE LIVE LOAD DEAD LOAD e. Silver,KC,etc may be used if the are equivalent in their ability to carry all applied loads in all orientations. (0 J 20 psf 15 sf Structural Fill:Structural fill consists of clean,well-graded sandy gravel,gravelly sand,or other approved naturally Bearing:For beams bearing on perpendicular walls or columns,Use a minimum 3"bearing length unless noted ( g' ) y y q Y � PP Q Roofs P P occurring granular material(e.g.pit run)with at least 30 percent retained on the No.4 sieve,or swell-graded crushed otherwise.Use enough studs to match or exceed beam width unless noted otherwise. Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations _U Floors 40 psf 12 psf rock.In wet weather conditions,fill should have less than 5%fines.Soils with an over-optimum moisture content Headers:Unless noted otherwise,headers to be 4x10 D.F.2,(2)2x10 D.F.2,or 6x8 D.F.1 and requirements(locations,exposure,end and edge distances,fasteners,etc.). N N I- Decks&Balconies 60 psf 10 sf should be scarified(i.e.turn over the soil)and dried during periods of dry weather or replaced with drier structural fill. W o 0 P P Glued Laminated Members:Glulam beams(GLB)shall be Douglas Fir-Larch,24F-V4,dry use only Simpson Connectors: Unless noted otherwise on the structural drawings and details, the following Simpson Q N N I I LU Ground Snow Load 25 psf - Surface Drainage:Finished grades are to be at least 6"below top of stem wall.Lots shall be graded to drain surface Engineered Lumber:Install per the relevant manufacturers installation guides for each type: Strong-Tie construction connectors shall be used: 0 N o I I > Exterior Wall - 12 psf water away from foundation walls.The grade shall fall a minimum of 6 inches within 10 feet.If 6 inches of fall is not • Wood I-Joists:Used extensive) In floor and roof framing Trus Joist TJI's typically specified) tp P possible,grade shall be sloped min 2 percent away from the building. y 9( YP y P ) Post Caps:CBTZ,PCZ/EPCZ,BC/BCS,/A /AB ECC,ECCQ Interior Wall - 10 psf • Laminated Veneer Lumber(LVL):Minimum modulus of elasticity E=2.Ox10^6 psi Footings:All footings shall conform to accompanying structural details.Specified footing dimensions are minimums • Parallel Strand Lumber(PSL):Minimum modulus of elasticity E=2.0x10^6 psi • Post Bases:CPTZ,CBSQ,PB/PBS,ABA/ABU/ABW Z Vertical loads come from 2018 IBC Table 1607.1,Minimum Uniformly Distributed Live Loads unless noted otherwise.Bottom of footings to be below frost zone 18". , • Joist Hangers:LUS/LU/U/HU/HUC,JB,HUTF/HUSTF(top-flange) O 9 ( ) Laminated Strand Lumber(LSL):Minimum modulus of elasticity E=2.Ox10^6 psi 9 U N Footing Drains:Providing adequate drainage to retaining and basement walls is imperative.Footing drains shall be Multi-ply LVUs:Where multi-ply LVL beams are specified on the structural drawings,provide LVL connection per I-Joist Hangers:IUS/MIU,ITS/MIT/HIT(top-flange) w ' provided at the base of all footings and retaining walls which will have earth placed against them.Washed drain rock International Beams'Technical Bulletin TB-LVL-2 Beam Hangers:HU/HUC/HUCQ/HGUS,LEG/MEG/EG(top-flange) > DEFLECTION LIMITS must extend to within one foot of finished grade.Footing drains shall be 4"perforated pipe routed down gradient to Wood Structural Panels:American Plywood Association(APA)rated sheathing is required for all wood structural Rafter Hangers:LSU/LSSR/LSSJ,LRUZ STRUCTURAL MEMBER LIVE SNOW LIVE+DEAD daylight,unless otherwise specified. panels.Unless noted otherwise,the wood panel for each situation is: W Truss and Rafter Connection:H1,H2.5A,or SDWC15600 at each heel to double plate W N N 0 Roof with sheetrock ceiling) U360 L/360 L/240 Concrete:Mix and 28 day strength unless noted otherwise: Roof Sheathing:1/2"COX(plywood with moisture resistant glue-highly recommended),CD(plywood),or > } fn ( • Concrete compressive strength,Pc=3,000 psi 7/16"OSB(oriented strand board),with ply clips or T&G(tongue and groove).Nail with 10d nails at 6"O.C. Holdowns:HDU/DTT with SSTB,STHD14,STHD14RJ Floor-to-floor Strap-Ties:HDU2,MST48 m 1e } 0 } m W oof(without sheetrock ceiling) U240 L/240 L/180 along edges,12"O.C.in the field,no blocking required Fastener Requirements:The number and size of fasteners connecting wood members shall not be less than that U Required Pc shall be evaluated at 28 days(56 days OK for fly ash or slag) W O ccW 0 0 Roof(not Supporting ceiling) U180 L/180 L/120 • Prescriptive Exterior Wall Sheathing:7/16"OSB or 15/32"CD ply,8d nails at 6"O.C.along edges,12"O.C.in set forth in IBC Table 2304.10.1. N XD_ UU 0 W ❑ Concrete exposed to weather shall have air entrainment of 6%(,1-1.5%) o LL the field,no blocking required.All exterior walls to be sheathed per prescriptive requirements noted above Exposure:Any hardware or fasteners exposed to the elements shall be heavy duty galvanized or stainless steel. Nut W Z W 9 > loor Members U360 L/240 Maximum water/cement ratio=0.45 unless explicitly noted as a shearwall Jul o Z LL (Y)m 0 m W H orizontal Deflection(any case) U240 - - • 25%max fly ash...50%max slag • Prescriptive Interior Wall Sheathing:1/2"Drywall(Gypsum Wall Board-GWB),screwed with 1-1/4"Type W or Q- Z D- =p (L 0 U Z Lifts:Lifts shall be poured within 60 minutes of the previous lift S screws at 7"O.C.along edges,7"O.C.in the field INSPECTIONS Jul U Q (n arm Buildings&Greenhouses - - L/180 . Floor Sheathing:3/4"CD or OSB,nailed with 8d nails at 6"O.C.along edges,12"O.C.in the field.glued with Inspections:Construction or work for which a buildin permit is re uired is sub ect to ins inspection b the buildin Temperature:Pour concrete at outdoor temperatures of 40 degrees and above. 9 P q 1 P Y 9 construction adhesive prior to nailing,no blocking required(unless noted otherwise) The above maximum deflection limits are required by 2015 IBC Table 1604.3.Higher deflection official.Such construction shall remain exposed and accessible for inspection purposes until approved(IBC 110). Reinforced Concrete:Place all reinforcing per plans,details,and applicable code requirements.Lap all continuous values may be used at the engineers discretion to improve structural performance bars 48 X bar diameter minimum.For a typical continuous#4 bar(diameter=0.5")the mbar lap is equal to 48 X 0.5" Stairs:Refer to IBC 1011 for stairway requirements. Statement of Special Inspection: oell< =24"minimum.Reinforcing bars,bolts,anchors,etc shall be securely tied in position prior to concrete placement. Studs al Opening:Min(1)jack and(1)king stud required at each end of an opening unless otherwise noted.REFERENCE CODES&STANDARDS Reinforcing steel shall be free of rust and coatings. Exterior Stud Walls:Use 2x6 studs @ 16"O.C.unless noted otherwise.2x6 exterior stud walls are typically 1. Special inspections and structural testing shall be provided by an independent agency employed by the Anchor Bolts:Provide 5/8"diameter z 10"long wet-set or expansion anchor bolts @ 4'O.C.and within 6-12"of desirable for insulation/energy code reasons(i.e.not structural reasons). Owner for the items identified in this statement of the approved construction documents and specifications,unless International Building Code,IBC 2018 Interior Walls:Minimum 2x4 studs 16"O.C.,unless re uired for lumbin lutilit reasons waived by the Building Official(IBC Chapter 17).comers with 3"x3"x0.229"square washers.7"minimum anchor bolt embedment required. @ q P 9 YWashington State Building Code,SBC 2018Adhesive Anchors:Unless noted otherwise,epoxy anchors in concrete with Simpson SET-XP or Hilt!HIT-HY 200-R or Wood Stud Holes&Notching:For wood studs 12'and less,it is permissible to cut notches and holes per the 2. Special inspections,statements of special inspections,responsibilities of Contractors,submittals to the National Design Specification for Wood Construction,NDS 2018 a uivalent a ox,installed er manufacturers uidelines.For extreme tern erature a lications,when Ion-term following requirements.Notch/hole size shall not exceed the following max percentage of stud width: 2q P Y P s P PP 9 Building Official,and structural observations shall meet the requirements of IBC 1704. 41 Wood Frame Construction Manual,WFCM 2018 temperatue exceeds 110°For is less than 0°F,use Simpson Set-3G. • Bearing walls:Hole-40%of total stud width,Notch-25%of total stud widthBuilding Code Requirements for Structural Concrete,ACI 318-19, Waterproofing:Waterproof all basement walls and slabs on grade. It is highly recommended to use asphalt • Non-bearing walls:Hole-60%of total stud width,Notch-40%of total stud width 3. The names and credentials of the Special Inspectors)shall be submitted to the Building Official.The Specialy9 9 g �, g g p , 9 9 Inspector shall be certified under the WABO Special Inspection Certification Program.The inspector shall Minimum Desi n Loads for Buildin s And Other Structures,ASCE 7-16 Ovate roofin sealer or Eucon Vandex AM-10 c stalline admixture.These wale roofin a ants shall be installed er In all cases,hole ed es must be at least 5/8"from ed a of the studSteel Construction Manual,15th Edition,AISC 2015 the manufacturer's recommendations.At cold-joints,water-stops are highly recommended. OK to drill up to 1"diameter hole for studs up to 16'tall.Hole to be 5/8"from edge of stud. demonstrate competency per IBC 1704.2.1. 4. Duties of the Special Inspector: GENERAL REQUIREMENTS SLAB ON GRADE DECKS&BALCONIES a. The Special Inspector shall review all work listed for conformance with the approved construction plans and Codes:All materials and work shall adhere to the minimum requirements of the Reference Codes&Standards Control Joints:Control joints(expansion,cold,or saw-cut at 8'-12'O.C.required to mitigate shrinkage cracking-. Railings:Unless noted otherwise and detailed,guardrails to meet IBC 1015.Guardrails shall be 48"high min with the 2015 IBC. 1 ( P ) q 9 9 9� �- 9 9 listed above.Contractor shall be responsible to corn with OSHA State Labor,and Indust Standards. P comply Industry Reber or woven wine mesh('rf installed)shall break at all control joints.Saw-cut joints within 12 hours of pour. max opening size so that a 4"sphere cannot pass through.Guardrails shall be designed to withstand a 200 lb point b. The Special Inspector shall furnish special inspection reports to the EOR,Contractor,Owner and Building Contractor assumes full responsibility of construction methods used,safety provisions employed,and the load applied in any direction and at any location on the top rail and shall be designed to withstand a uniform load of y f finished condition of the structure. Slabs on Grade:Unless noted otherwise,garage slab shall be 4"concrete slab with fiber mesh or#3 rebar at 24"O.C. Official on a weekly basis or as required by the Building Official.All items not in compliance shall be brought to - O w1.a 50 Ib/ft applied horizontally to the top rail.Contractor/owner/inspector to physically verify(e.g.push&pull on top = each way or 6z6zw1.a woven wire mesh,over 10 mil poly vapor barrier over 4"compacted crushed rock. the attention of the Contractor for correction,and if uncorrected,to the FOR and the Building Official. F U Construction Personnel:Only competent personnel familiar with construction and safety practices relevant to the rail)that the guardrails meet the IBC loading requirements mentioned above. v should be employed to assemble and construct the work. Reinforcing:Reinforcing bars or woven wire mesh shall be as noted on plans and shall be placed 1-1/2"above the Waterproofing:BradleyEngineering is not responsible for adequacy of waterproof membranes on decks which c. Once corrections have been made b the Contractor,the Special Inspector shall submit a final signed report O project bottom of the slab. 9 9 P q y y P p g p F� cover living space. to the Building Official stating that the work requiring special inspection was,to the best of the Special Inspector's rn t9 Construction Methods and Project Safety:The project drawings and specifications represent the finished Curing:Use water or membrane cure immediately after initial set for a minimum of 7 days.For water cure,hose it 9 9 q 9 P P P P N O o Z structure and do not indicate methods, procedures, or sequence of construction.The builder must take knowledge,in conformance with the construction documents and the provisions of the 2015 IBC. UI oo N g ?ty necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley v squeen)ore quid membrane curing compound.Provide shade for concrete ete during curing.Permeable membrane(e.s. STAIRWAYS rn O Z o W Engineering,Inc.will not enforce safely measures or regulations,nor will the owner or designer.Therefore,the 5. Duties and responsibilities of the Contractor: Z O Q U Q to W Drainage:Garage slabs,porch slabs,and other concrete surfaces that are required to drain shall be sloped between Stairs:Refer to IBC 1011 for stairwayrequirements. U U ~M Z contractor shall design,construct,and maintain all safety devices and follow all pertinent regulations. q a. The Contractor shall submit a written statement of responsibility to the Owner and the Building Official prior Z 1/8"and 1/4"per 1'. U H t9 Handrails:Unless noted otherwise and detailed,handrails to meet requirements of IBC 1014. to the commencement of work.In accordance with IBC 1704.4,the statement of responsibility shall Z (7 a Q Z Temporary Support:The builder must provide adequate temporary support to all walls,roofs,beams,and Floors Concrete Topping:Concrete topping can not be installed on floors unless specifically detailed on the structural acknowledge the special inspection requirements contained within this"Statement of Special Inspections". L u 0 ¢ Z ,1 fU during construction. Design of these supports are not included unless specifically shown. Contractor is drawings.The concrete topping shall be installed per manufacturer's specifications. LLI Z W U W responsible for the adequacy of all temporary support systems. ROOFS b. The Contractor shall notify the responsible Special Inspector that work is ready for inspection at least one Z Z W t9 O W Non-Bearing Interior Wall to Slab Connection: Interior walls shall be connected to concrete slab with minimum Specifications: All notes, call-outs, and details included within this design package are required unless 1/2"x5-1/2"Ion anchor bolts 6'O.C..Wet-set,epoxied,expansion,or screwed i.e.Simpson Titen HD anchor Manufactured Trusses:Unless stick framing Is specified on structural drawings,wood trusses are to be engineered working day(24 hours minimum)before such inspection is required. - W Z W Z X 0 9 P 9 q 9 @ P f P ) 9 P 9 9 r r1 W -, Z a-Q specifically noted otherwise. bolts are acceptable.If interior wall is not specifically denoted as a shear wall,it is acceptable to use 3/8"x5"Titan by a truss manufacturer.If truss layout is not provided by truss manufacturer,the engineer assumes that trusses all �J Z W (D 2 Z K stews @ 48"O.C.(i.e.Simpson THD375000H or equivalent) bear on exterior walls and do not bear on interior walls.Trusses and truss connections/hard-ware to be in c. All work requiring special inspection shall remain accessible and exposed until it has been observed by the Z C7 Uj m Z U U.m Verification:Verify all dimensions,elevations,and site conditions before starting work. Special Inspector. Z d w atf Uri accordance with truss manufacturer's requirements. Do not modify or cut trusses without approval of truss LU a Errors: The contractor is responsible to check the tans and site conditions and to notify the CRAWL SPACE W FW W y J a P P fY manufacturer. 6. Please see the'Special Inspection Schedule'below for the types and extents of special inspections and tests } W W tw J Z J H architect/designer/engineer/owner of any erors or omissions prior to the start of construction. Vapor Bander:Cover entire crawl space with class I vapor retardant(i.e.poly vapor barrier-6 mil required,10 mil Girder Trusses:Truss manufacturer to be responsible for placement of irder trusses.Install irder truss LGT tie directly related to the structural engineering aspects of this project.Special inspections and tests shall meet the J O Q W Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural highly recommended).Extend 6"up foundation walls minimum. 9 9 applicable requirements of IBC 1705.Architectural special inspections(e.g.Water Intrusion Per RCW 64.55)have w 0 O F_M N U f3. 9 P down or SDWC15600 screws to secure girder trusses as detailed on structural drawings. Number of studs _J q Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions. Access:Provide min 18N24"crawlspace access per IBC 1208.1. supporting girder truss to match plies of girder(e.g.3-ply girder truss to bear on minimum 3 studs). not been included in the following table and are not under the purview of the engineer of record. Q < m N op W U Q Structural notes and details on the structural drawings take precedence over the architectural drawings. Foundation Ventilation:Ventilation per IBC 1202.4.Minimum 1 square foot of ventilation per 150 square feet of crawl - Q m 0 uJ 0 CI O Lu 2 Lateral Bracing:Contractor to install lateral bracing in roof as specified by truss manufacturer. SPECIAL INSPECTION SCHEDULE STRUCTURAL ONLY � } Changes:Written approval from the engineer of record is required for any structural changes to the provided space.Space vents evenly to provide cross ventilation.Cover with 1/8"corrosion resistant mesh screen. o> M O W drawings.Changes may be made'in the field'with consent of Bradley Engineering.Please provide a red-lined Headers:Unless noted otherwise,all bearing wall headers to be 4X10 or 6X8 D.F.2 min Recil 1 Q m Q O y Material Structural Component (Y/N) Code Reference Notes 00 0 ap�0 LL Q.O drawing or sketch of desired change(s)to provide context and applicable information prior to contacting Over-framing:Unless noted otherwise over-framing to be 2X6 @ 24"O.C. Overframing to be bear directly on top engineer.Please contact the engineer who performed the engineering for your project as noted on this drawing. ALLOWABLE HOLES-I-JOIStS&I-Rafters of truss below.See rafter span chart below for max spans.Manufactured truss overframing is acceptable. Structural Steel N IBC 1705.2.1 Inspect per AISC 360 The engineering for this project was completed by P.FINFROCK whose phone number is(360)305-7974. Cold formed steel deck N IBC 1705.2.2 Inspect per SDI QA/QC Access:Attic access shall be provided per IBC 12.09.2.The rough framed opening size shall not be less than Open web steel joists and girders N IBC 1705.2.3 Inspect per Table 1705.2.3 Substitutions:If connector or lumber product substitutions are desired,contractor shall provide manufacturers Minimum distance from hole to support.See Table A below out-side to 1-112^hole may be out holes Ire Steel P 1 9 P P P P of hatched zone.For holes larger 22"X30"and shall be located in a hallway or other readily accessible location. Verify truss bracing and attachmentHe"b• evaluation reports of proposed substitutions to the engineer/owner for approval. No holes in than 1-11T diameter,referto Table A Cold formed steel trusses>60'span N IBC 1705.2.4 Z �yw-- gange of(Joist per truss submittal package O 1/25/2024 Member Size:The member dimensions acceptable depth and width of beams,columns,etc.)specified in these Concrete Concrete y IBC 1705.3 Inspect per Table 1705.3 a^"'^ ^^^^"-b" drawings are structural minimums.It is acceptable to increase the size above what is specified. s^ O °° 0 0 6" ALLOWABLE HOLES-Solid or Eng.Lumber l " Similar work:Where construction details are not shown or noted for any part of the project,the area shall be Masonry Masonry N IBC 1705.4 Inspect per TMS602/AC1530.1 Q 6" L, 2 x b, D, closely grouped round �, 2 x L, Dz 6^ g^ Inspect sheathing,fasteners,fastene (� constructed!n the same manner as similar work shown on the drawings. holes are allowable ifthe m,mmum High-load diaphragms N IBC 1705.5.1 spacing, Z wo notia m m�n�mum No holes in 8X diameter of the Ok to completely p g,etc.per structural drawings Modification of Structural Members:Cuts,notches,and holes bored in trusses,structural composite lumber, namn.a:^na, group meets requirements hatched areas largest hole(min) Allowable remove this area Wood Verify truss bracing and attachment LL I0 glue-laminated members, or I-joists are prohibited except where permitted by the manufacturer's for round or square holes Wood trusses>60'span N IBC 1705.5.2 J us ex 0 hole zone us per truss submittal package (,•) _ recommendations or as shown on this page.(See ALLOWABLE HOLES) Table A-Minimum Hole Distance From Support r r Existing soil conditions and fill W Z Scope of Work:The scope of work of Bradley Engineering,Inc.is limited to the structural engineering and JOIST TJI Rating" D/a Soils Y IBC 1705.E Inspect per Table 1705.E y 9 9 9 9 ROUND HOLE SIZE RECTANGULAR HOLE SIZE DY2 D/2 material and placement m analysis pertaining to the subject structure. Bradley Engineering,Inc.takes no responsibility for items not pEMH(FI."g•ynatn) z,• 3• V z^ s^ a" D D/2 o O Driven Dee Inspect per Table 1705.7, eotech. W Y P 9 1 Y P Y P P P 9 Driven deep foundations N IBC 1705.7 specifically addressed in the drawings,calculations,or call-outs. z10 z-u+s• 1'U' 1•-s^ r-o" t•n• 1•-s" ram• L D a Foundations report and constr.documents J (n 11/e 3°o(2.11g'1 1•E" z•-^ Cast-in-place Inspect per Table 1705.8,geotech. Q Completion of Work:Submittal of these structural drawings to the client completes the resent scope of work 0 3'-0" 1'L' 2'-6" 3'E' Z LU 9 P pz1g(z-v16"1 r-o• r-a r-o^ r-o• r-o^ r-o^ va uz ua Cast-in-place deep foundation N IBC 1705.8 ta•' Deep Foundation report and constr.documents Q_' ('7 and budget of Bradley Engineering,Inc.Other consultation,design,calculations,sketches,inspection,etc.after 3a0(z.v+s") 1•-0• 1'-0• 1'E" 1'-0• 1'-6^ rc• L cj submittal of this report shall be billed on an hourly basis. 16„ 210 z-v16" ru^ r-o" r-o" ro• r-0" Hole Size:The hole diameter should not exceed 2" r-o• Helical Pile Foundation N IBC 1705 Helical Pile Inspect per Table 1705.9,geotech. Z LU Z N 360(f-Wls") 1•-0" 1'-V 1'-0., 1.-0- 1'-o,, 1•+^ Foundation .9 report and constr.documents LU or 1/10 the beam depth,whichever is smaller. CD •DO NOT,untleranycircumalances,wt or noknjoiat Oangea(donY even Ulnk about k) Fabricated Items Fabricated Items N IBC 1705.10 Inspect per Section 1704.2.5 („) � � � STRUCTURAL STEEL •Leavevaoweclmimmam)auopanamnomofnole(i.e.aonacmwnnm118-Hansa) • These guidelines are applicable to glued-laminated,solid sawn,and engineered Wind Resistance Structural Wood N IBC1705.11.1 Inspect per Section1705.11.1 Z Z .Roundr.nngularholeaalmwadaonomingto TablaA Cold-formed light-frame steel IBC 1705.11.2 Inspect per Section 1705.11.2 Q Q lumber(beams,headers,joists,rafters,etc) W Grade:Unless noted otherwise,the grade of steel members is as follows: .1-vr ma.hula see m oandiaver Uniform loads only,no point loads Structural steel Y C 1705.12.1 Inspect steel per AISC 341 � Q Q • Wide flange W..................................................ASTM A992 Steel F 50 ks!Fu=65 ksi •M to cut a odor sij-rr.,oa f,,rn anur,a,n a lJoista.For TableA Usa Flange Width insleatl of TJl Rafing 9 ( ) Y= May warn to refermlmat mannractarera apecinaaegna one reoairementa Round holes only Inspect sheathing,fasteners,fastene Z • HSS Tube(HSS).................................................ASTM A500,Grade B or better.Fy=46 ksi FU=58 ks! • No holes in cantilevers 0 Q = • DO NOT cut,notch,or drill holes in headers or beams except as indicated in sketch Structural wood y IBC 1705.12.2 spacing,hold-downs,etc.per O • Channels,plates,angles.....................................ASTM A36,Fy=36 ksi Fu=58 ksi. approved construction documents 0� • Bolts...................................................................ASTM A325 or better JOIST CONVERSION CHART Cold-formed light-frame steel N IBC 1705.12.3 Inspect per Section 1705.12.3 Q O Ui ro • Anchor bolts.......................................................ASTM F1554 or better Trus Joist Pacific Woodtech ACasmdeRoseburg Red Built LP eismic Resistance Designated seismic systems N IBC 1705.12.4 Inspectortoverify accordance with 0 ZrZ GEOTECHNICAL ENGINEERING REPORT ACKNOWLEDGEMENT: ASCE 7 Section 13.2.2 Z#4 Reber&Smaller............................................Grade 40(Fy=40 ksi or better) THICKER TJI 210 PW147 RFPI 40 Red-145 LPI 530 A GEOTECHNICAL ENGINEERING REPORT HAS BEEN PROVIDED BY GEOTEST SERVICES,INC. Architectural components N IBC 1705.12.5 Inspect per Section 1705.12.5 Q N J#5 Rabat&Larger..............................................Grade 60(Fy=60 ks!or better) FLANGE TJI360 PWI70 RFPI 70 LPI 36 DATED 617/2021.BRADLEY ENGINEERING HAS READ AND ACKNOWLEDGED THE REPORT. Plumbing,mechanical,and �N IBC 1705.12.E Inspect per Section 1705.12.EConnections:Unless noted otherwise,steel to steel connections to be 1/4"continuous fillet weld.All structural WIDTH PWI 77RFPI700 Red-I 65 CONTRACTOR TO READ AND ADHERE TO THE CONCLUSIONS&RECOMMENDATIONS OF THE electrical components (� _ � Q steel to be fabricated in accordance with the AISC manual of steel construction,latest edition. TJI560 PWI90 RFPI 90 Red-I 90 LPI 56 REPORT.THE RECOMMENDATIONS HAVE BEEN INCORPORATED INTO THE STRUCUTRAL Storage racks N IBC 1705.12.7 Inspect per Section 1705.12.7 DESIGN.FOOTINGS HAVE BEEN DESIGNED FOR 1,500 PSF ALLOWABLE BEARING CAPACITY, Seismic isolation systems I N I IBC 1705.12.8 Inspect per Section 1705.12.8 Welding:Steel welding to be done using E70 electrodes,and conform to AWS D1.1,latest edition. OK to substitute the joists specified on drawings(TJI's)with joists listed in this table.Match the original THE RECOMMENDED DEIGN SOIL CAPACITY OF 2,500 PSF.THE SITE CLASS IS'D'. Cold formed steel moment frames N IBC 1705.12.9 Ins act er Section 1705.12.9 Washers:Provide standard washers under all nuts and anchor bolts depth and spacing.OK to use thicker flange width than specified(e.g.use TJI 360 instead of TJI 210) S 2 7 Of 3 5 DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE ��e�R��i����ll�ae�m I®�e�Q1e��le��e�ae�iaf�Qle����� _ .- . . 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OP N O N 2 � O 3796{ S13 S14 ASS ONAL 'STE G� 1 SST FLOOR SHEAR WALLS&HOLD DOWNS-NORTHWEST B IN 1ST FLOOR SHEAR WALLS&HOLD DOWNS-NORTHEAST ---- - ..... w ---- -- - o ----- ® -- -- — -- Z Q A w, _O z T. - U C9 I I M Ll ® Q co I I I ® I I I — — — — O d w o — ® o dr 41 Ug ILL w m Y } } } N 0 41 41 D U m w m w W O m J J Q ® N W ILL W Q wcExEsimwsmEn W N Z LL U ca K m W H Q t 0 Z a m d U Z 0 W U Q (n I � 4(9 4 —— —`--- __� 0 1 �I r g N x U ®� SHEAR WALL LEGEND '�_U PER SHEAR WALL TABLE ON SHEET S25 c.i t9 z gFa N 2 Z M_ .e� SWO UNBLOCKED SHEAR WALL,WITH 7/16"OSB OR rn O Z^W 15/32"PLY SHEATHING MIN.ON ONE SIDE AND NAIL Z_ O Q U Q W FY s SWO WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN U U =? e ca me THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED � Z C7 d Q Z ® � w U = Z y,lw o __ __ __ __ ^•-n SW1 SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" w Z Ur W U W r — PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT 6" Z Z W 00 J m" ®; O O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD w W Z Q a G 0 `g 4 UI Z w � xzga ge L '�'1 SW2 SW2 BLOCKED SHEAR WALL,WITH 7/16" (z OSB OR 15/32" z L l m Z U ILL CO " = ®= PLY SHEATHING ON ONE SIDE AND NAIL WITH Bd AT W w c � } °6 a sD 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD >- w w w`n 0 O Q~ S15 SW3 SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" W In O I.— qa r u W 9" = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT Q 9 w m W I..:J ti N 4"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD W�p 00 3: Ud W U Q ILLU) W4 SW4 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" O S W po = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT IL K= 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD m 0°°„� a a O 0 I 0 I r 0 U O �T-- -- -- --- z e Z Q T a/g5/2024 Z :a a�am 0 §90 = o ® m m o O rZ w g` f `� g 1ST FLOOR SHEAR WALLS & HOLD DOWNS O w N g 0 g ®I gag SCALE:3/32"= 1'-0" a Q w Q REDUCED SCALE a > a Q Q o w o = z K ® -- - — -- -- - o O O LO Z b b Z � c� < Q rs33 of 35 oC.ASH S f W O! OP N O N 2 � O 3796{ S16 S17 ASS ONAL 'STE G� 2ND FLOOR SHEAR WALLS&HOLD DOWNS-NORTHWEST " 2ND FLOOR SHEAR WALLS&HOLD DOWNS-NORTHEAST ® ® ® ® ® ® ® ® ® J ® —�-- ®- ® -- -i -- - -- - - - -- - -- - -- ® --® -- -- - z Z_ w O M N Q I I I I I I p N I I � I I ® .".s. _ ® ® ® ZO W W W N p > }p Y V1 �II ® W O m J m J ILIS N W T p W p I® ® ® 0 ® W N Z W LL W H Li ® Q W a U Q C Z Q' — -- —.00. -- — —- —fl -- — -—® -- —— —— ® �--� 2�� + 4(9 ® --�— -- I I rr r y ®I W 2 ®r� i, ° "®'. ~OFV nG Z I ., cli 02 O ZaW U ag N SHEAR WALL LEGEND � z a a z p PER SHEAR WALL TABLE ON SHEET S25 w z W U W T SWO UNBLOCKED SHEAR WALL,WITH 7/16"OSB OR z_ R Z W 0 O J ® ® L O SWO 15/32"PLY SHEATHING MIN.ON ONE SIDE AND NAIL l�I�'11 W Z Q a QOQ O - WITH 8d AT 6"O.C.ALONG PANEL EDGES,12'O.C.IN V Z W (j S E K .Z7 0 THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED z (0 LLl 07 Z U LL 0] fA W W 0-8 2 R=1 SW� W1 "BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" } }W J Z S J W D = PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT 6 UJ � J w m p O¢W S18 O.C.ALONG PANEL EDGES,12 O.C.IN THE FIELD W a J < 10 N W I.J - D SW2 SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" Q m 0 W r O 9ffi9 ® ®= PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT } UJ 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD > o> 0:0 W ¢� D¢ Oaf 83s !p m p 00 Cp LL IL O °.gH = SW3 SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" g = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT E � 4"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD W v SW4 SW4 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" U m1 �yG�.w o O = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT 1/25/2024 -- -- -- -- 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD Z LU O fA Z ®� m ILL 0 J Z O m 2ND FLOOR SHEAR WALLS & HOLD DOWNS 0 Z w M SCALE:3/32"= 1'-0" rn ® e4oa"eIF ® € WREDUCED SCALE a Q €Vl > Q LLI O fln � O F- X > U r ® OJ > cq Z 0 0 N N Q S34 of 35 oC.ASH S f W O! OP N O N 2 � O 3796{ S19 S26 �SS10NAL0.ENG� 3RD FLOOR SHEAR WALLS&HOLD DOWNS-NORTHWEST " 3RD FLOOR SHEAR WALLS&HOLD DOWNS-NORTHEAST ® ® ® ® ® ® ® ® ® ®® ® N -- -- - z ® O z co Ll N I I I � co I I I Z � co -- -® -- r >W N 0 fn I 0]Y n g 0 U }W m w S w O m J ®� ® N w Z w > 0_ d7 0 w U Q (n IL = 7 � J Z� 1 Y 1 I I I I I I I ® ®I N = O FEU r U N O N Z W ?M SHEAR WALL LEGEND Z_ o a 0 a a.W ® PER SHEAR WALL TABLE ON SHEET S25 EE U - Z W F ® ® SWO UNBLOCKED SHEAR WALL,WITH 7/16"OSB OR w O = Z N Y} 15/3T'PLY SHEATHING MIN.ON ONE SIDE AND NAIL Z Ur R WOW T SWO W H 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN Z R Z w U' O J Rx€ ® o THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED �I� W J Z z ILL 0 "s 0 �J Z (7 =Z €^^ 10 SW1 SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" Z C0 L l-w- Z U ILL CID U) ®= PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT 6" w w 0_� W, a6 a 2 O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD } }W W N J W m Uw JI,M0 0u $21 SW2 SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" W 0 O qw r U a ®= PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT N m W F J _ D 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD [0 m W 2 Ud O W cl H ® ® ® SW3 SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" Q Q G° = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT li O = 4"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD I I I 3W4 SW4 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" W Hea„ p = PLY SHEATHING ON BOTH SIDES AND NAIL WITH 8d AT J m' '•^ p 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD O 1/25/2024 0 -i" "".....,w z LU T I I ® U o Z c® 0 O J I I I � C Z m <cn 3RD FLOOR SHEAR WALLS & HOLD DOWNS o Z w SCALE:3/32"_ , -0" REDUCED SCALE 06 "�' Z " w N U) Z 3 a > j IX Q ® ai FF O O ® -- - ® o z Z b b b 0 0 Of N N Q S35 of 35 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 1 of 208 Structural Calculations Ironwood Apartments Building 1 18625 67th Avenue NE Arlington, WA 98223 Jan loth, 2024 Page(s) Contents Reviewed 2 Reference Codes & Standards by SAF E b u i It 3-208 Structural Analysis 01/26/2024 pC. BR F WASH O o N O O 37964 4. �F CIS s'S/ONAL �aG The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings S1 through S35 have been signed and sealed by the engineer of record and represents a required element of the building specifications. This structure was engineered per the 2018 IBC requirements. The Engineer of Record has read and incorporated the recommendations of the geotech report provided by Geotest and dated 6/7/2021. Notes,Disclaimers: • Bradley Engineering,Inc.takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 18625 67th Ave. NE, 1/10/2024 Structural Cal ula' ns, Pg.2 of 208 REFERENCE CODES & STANDARDS F �°ti��e International Building Code,IBC 2018 0�P eR,tic Washington State Building Code, SBC 2018 National Design Specification for Wood Construction,NDS 2018 Building Code Requirements for Structural Concrete, ACI 318-19 Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 Steel Construction Manual, 15th Edition, AISC 2015 North American Standard for Cold-Formed Steel Structural Framing, AISI 2015 Ed. TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category D IBC 1613 Risk Category II IBC Table 1604.5 Wind Exposure Category C IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design Wind Load 16.00 psf ASCE 7-10 28.6-1 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 12 psf Decks & Balconies 60 psf 10 psf Ground Snow Load 25 psf - Roof Snow Load 25 psf - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf TABLE 3: DEFLECTION LIMITS Structural Member Live Snow Live+Dead Roof(plaster ceiling) L/360 L/360 L/240 Roof(non-plaster ceiling) L/240 L/240 L/180 Roof(not supporting ceiling) L/180 L/180 L/120 Floor Members L/360 - L/240 Horizontal Deflection(any case) - - L/200 Farm Buildings & Greenhouses - - L/180 Long Spans (>20 feet) - - L/480 Sliding Glass Doors - - L/600 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.3 of 208 ASCE ASCE 7 Hazards Report NAB G-`,SCGI-r 4F GI'rIL PIG N-FS Address: Standard: ASCE/SE17-16 Latitude: 48.164655 18625 67th Ave NE Risk Category: II Longitude: -122.140489 Arlington, Washington Soil Class: D - Default(see Elevation: 148.53676948414758 ft 98223 Section 11.4.3) (NAVD 88) ----------Y --- =-- - 152MI m•.i "' • EBEY HILL *. •��AHlpon WHE .� Era - nemhs •�- _.•!. Atl 188th PI NF - �w 188th SI NL I s 2 _ .,.arm L.•..rn rn� — � 2 4 1 1 � IA•Ilr o I:tr..ilh MI^i 1e3th SI NL 4"hI Cnac hlaiy s;dla - .I 9,. 1 Ln D7ZG1wwa91 5 OdI Wind Results: Wind Speed 98 Vmph Use 110 mph, Cat. B in analysis. 10-year MRI 68 Vmph 25-year MRI 74 Vmph 50-year MRI 79 Vmph 100-year MRI 84 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Fri Apr 28 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Fri Apr 28 2023 18625 67th Ave. NE, 1/10/2024 ASCEStructural Calculations, Pg.4 of 208 NAB C-`,SCGIT4FGI'rIL PIG h FS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss 1.047 Soi N/A S, 0.374 TL 6 Fa 1.2 PGA : 0.444 Fv N/A PGA M : 0.533 SMs 1.257 FPGA 1.2 SM, N/A le 1 Sos 0.838 Cv : 1.309 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Apr 28 2023 Date Source: USGS Seismic Design Maps Seismic Category D https://asce7hazardtool.online/ Page 2 of 3 Fri Apr 28 2023 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.5 of 208 Wood Frame Shear Wall Allowable Capacities Refer to 2018 SDPWS Section 4.3-Wood Frame Shear Walls for calculation of shear wall capacities. Below is an except from SDPWS Table 4.3A-Nominal Unit Shear Capacities for Wood-Frame Shear Walls A B Minimun SEISMIC WIND Minimum Fastener Panel Edge Fastener Sheathing Nominal Penetration Fastener Panel Edge Fastener Spacing(in.) Soacino 6n.1 Panel in Framing Type 3 Size Material Thickness Member or 6 d 3 2 6 d 7 2 (In.) Blocking v. G. va G. va G. v, G. in. (pit) (klpslin) (Plf) (kipslln.) (pit) (kipslin.) (Plf) (kipslin.) (P1Q (PIQ (pit) (pit) Nall lcommon or OSB PLY OSB PLY OSB PLY OSS PLY galranttud ttoa) Wood Safi 11.4 fist 400 13 10 600 16 13 780 23 16 1020 35 22 560 840 1090 1430 Structural 3-8 460 19 14 720 24 17 920 30 20 1220 43 24 645 1010 1290 1710 Sancta Slims U'al la- A1W 1-318 8d 510 16 13 790 21 16 1010 27 19 1340 40 24 715 1106 1415 1875 ' 15r32 560 14 11 a60 18 14 1100 24 17 1460 37 23 785 1205 1540 2045 1 S(32 1-112 tOd 680 22 16 1020 29 20 1330 36 22 1740 51 28 950 1430 13W 2435 5.116 1.114 Od 360 13 9.5 540 18 12 700 24 tat 900 37 18 505 755 980 1260 400 11 8.5 600 15 11 780 20 13 1020 32 17 560 840 1 14 Wood 440 17 12 640 25 15 820 31 17 1060 45 20 615 8% 1150 1485 ParviStructural 7116' 1.378 8d 480 15 11 700 22 14 900 28 17 1170 42 21 670 900 1260 1640 Sheathing' s- 1S7E2 S20 13 10 760 19 13 990 25 15 1280 39 20 730 1066 1370 1790 haath'ng" 1 1•t72 100 22 14 940 30 17 1200 37 19 1540 52 23 870 1290 1680 2166 1 680 19 13 1020 26 16 1330 33 18 1740 48 22 950 1430 18W 4 1 Nominal Fax general cnnastuction nyuucnvnta arc a;1, Fm tpwohc realutrcmcnts-scc 4 3.71 ltx Nund Nnutuul Panel shear N'anf-43.7,2 lax Pant.k'towrd ahcu N'alla,and 4.3.7.}tax tib.-rhsutil stvar wall..1tt Appcndte.�1cv cotmnue and Mc toad ditnrnupoa tihean ate Pemomcd io tv mcreaacd to sahr, ahnwn lax I s t_stcA(nnminall ahcaohnn wnh erne uaihu@ 1nitc iticd la I.tins an q wed a nlay.musn of to ui:h.+nn ecmo tx 1hi rvonelt at,ApphcJ Nth InnF doraa-nutm a,:A s.iA, 7 Fax tpccrs am1 graales of frammg ath.•r taut fAxigl—Fit-Latch of Snutham Piste,m-dw vl Ikommal stout cheat eApWitwl dull fie detefmlitod by multiplyull ttx W441.0a11 mmosml tout shear talu:u)tan'the Speciti:f irasotl Adi"Inent Fac:ov-11.40_Sr:ll.N-here G-sloccitic Gra+vey of the framing lumhcr tlttln door NDS t 1rat+k 12 3 3At. The SPRzihc Gravity Adlu+tincnt racxx.hall mat he grclatcr stoats 1. 4. Apparent.hear.urfne>,salve.f i„ate haled tun nail Clip in tramieg moth nw.tstum eonlent tea.than tx eyual 6a I1r",at time of thlxication aml pariel slsnr e s t alarm•s tax.hest malls con•tr tied N ith enher s(AS car t.ply pl-%.—I Punel,Wows%4-ply sx t.pls plyu—I Pancl+ax avnpaasoh Panels ate U.A.0•shoes thall he prfmonsd to tv multirloW by I 5 W bAe not—twc.amamu of the framing is greater than I9'lo are tone of fakti•ati•>,1,Q saluaa dull ke ulul:ivlivd by n s '11 6 W Flee pooh ue allplictl am F.ad1 faos o rf a.hear Nall Anal!mil sP&Cing.Illi Ilnali 6"two eMtet as either side.pAicl loints shall ke ntrwi to fa11 oar dilTircm framing menaces y sha•un kelun,Altmuustll.the N oakh of the smile)face ul'fronlang menoken shall be 3"iwmnral.l.0 t3c41ct At ad7van"ig Motel edges arnl naffs to nil f let edges thrill tar steggevaal 7 4i4ltam real nail.shall tv thA d,ppc-d ax tumblal Refer note 1-Nominal unit shear capacities shall be adjusted in accordance with 4.3.3 to determine...LRFD factored unit resistance ASD reduction(safety)factor, fl= ASD Allowable Unit Shear Capacity, VASD, _Vnontmal,reduced/n Refer note 3-Reduced shear capacity shall be determined by multplying tabulated capacity by Specific Gravity Adjustment Factor Specific Gravity of Hem-Fir,G 0.43 Vnonim.al,reduced=*Vnonimal*G Specific Gravity Adjustment Factor, 1 0.93 = [1—(0.5—G)] Allowable Unit Shear Capacities for Blocked Wood Framed Shear Walls Seismic Wind Nominal Reduced ASD Allow. Nominal Reduced ASD Allow. Shear Wall Description-sheathing,thickness nailing,etc.(walls blocked at panel edges) capacity capacity capacity capacity capacity Capacity SW1 7/16"sheathing on one side,nail with 8d at 6"O.C.along edges,12"O.C.field 480 223 312 SW2 7/16"sheathing on one side,nail with 8d at 3"O.C.along edges,12"O.C.field 900 419 1260 1172 586 SW3 7/16"sheathing on both sides,nail with 8d at 4"O.C.along edges,12"O.C.field 1400 651 1 1960 1823 911 SW4 7/16"sheathing on both sides,nail with 8d at 3"O.C.along edges,12"O.C.field 1800 837 2520 2344 1172 SWS 19/32"sheathing on both sides,nail with 10d at 4"O.C.along edges,12"O.C.field 2040 1897 949 2860 2660 1330 SW6 19/32"sheathing on both sides,nail with 10d at 3"O.C.along edges,12"O.C.field 2660 2474 1237 3720 3460 1730 SDPWS 4.3.3.2 Unblocked Wood Structural Panel Shear Walls:Wood structural panel shear walls shall be permitted to be unblocked provided nails are installed into framing in accordance with Table 4.3.3.2 and the strength is calculated in accordance with Equation 4.3-2.Unblocked shear wall height shall not exceed 16 feet.Design coefficients and factors for blocked shear walls as specified in 4.3.3 shall be used.The Nominal unit shear capacity of an unblocked structural panel shear wall, shall be calculated using the following eglfLfon: Vub=Vb*Cub Table 4.3.3.2 Unblocked Shear Wall Adjustment Factor Nail Spacing I Stud Spacing Stud spacing 16"O.C. Edge Nail Field Nail 12"O.C. 16"O.C. 20"O.C. 24"O.C. Edge Nail 6"O.C. 6"O.C. 6"O.C. 1 0.8 0.6 0.5 Field Nail 12"O.C. 6"O.C. 12"O.C. 0.8 0.6 0.5 0.4 Adjustment Factor 0.6 =Cub Allowable Unit Shear Capacities for Unblocked Wood Framed Shear Walls Seismic Wind Nominal Reduced ASD Allow. Nominal Reduced ASD Allow. Shear Wall Description-sheathing,thickness nailing,etc.(walls unblocked at panel edges) capacity capacity Capacity capacity capacity Capacity SWO 7/16"sheathing on one side,nailing as per above,unblocked 1 134 187 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.6 of 208 Calculation of Design Wind Pressure Address: 18620 Woodlands Way Arlington,WA 98223 Ref.ASCE 7-16 Chapter 28,Part 2 Enclosed Simple Diaphram Low Rise Buildings(p.315) Wind Inputs Wind Speed,V 110 mph Height, H 40 feet o o A g e re E Exposure Category C o F Horizontal Pressure Zone C Topographic Factor, Kzt PASD 1 O Risk Category II Risk Category: o C / 9 Low risk to human life in event of failure Caw n II Most residential structures III Substantial risk to human life in event of failure ' IV Crucial to human life YcaseB ter' Enclosure Category: Enclosed Ao <0.01AA, or4 sq ft(0.37 m2),whichever is smaller. Partially Enclosed A,, > 1.10A,,; A,;/AR; < 0.20 Partially Open-A building that does not comply with open, partially enclosed, or enclosed Open Ao > O.8A9 Horizontal Pressure Zone: Exposure Category: A End zone of wall B Areas closely surrounded by obstructions B End zone of roof C Open terrain and scattered obstructions C Interior zone of wall D Flat unobstructed areas or close to large body of water D Interior zone of roof Calculate A(ASCE 7-16 Figure 27.3.1) Calculate Ps30(ASCE 7-16 Figure 28.6-1,V=110 mph) Height(ft) Exp. B Exp.C Exp. D Roof Angle Zone A Zone B Zone C Zone D 0 1.00 1.21 1.47 0 19.2 -10 12.7 -5.9 15 1.00 1.21 1.47 5 19.2 -10 12.7 -5.9 20 1.00 1.29 1.55 10 21.6 -9 14.4 -5.2 25 1 1.00 1.35 1.61 15 24.1 1 -8 16 -4.6 30 1.00 1.40 1.66 20 26.6 -7 17.7 -3.9 35 1.05 1.45 1.70 25 24.1 3.9 17.4 4.0 40 1.09 1.49 1.74 30 21.6 14.8 17.2 11.8 45 1.12 1.53 1.78 17.2 11.8 50 1.16 1.56 1.81 Ps30C= 17.17 psf 55 1.19 1.59 1.84 60 1.22 1.62 1.87 .1= ASD Load Combination 7 7. D + 0.6W ASCE 28.5.3 Calculate simplified design wind pressure PS = A*Kzt*PS30A= 25.58 psf Apply ASD Load Combination Factor P = 0.6 * PS = 15.35 psf ASCE 28.5.4 Minimum Design Wind Loads The load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pres r C(walls)equal to 16 psf,and Zones B and D(roof)equal to 8 psf. tL 16.00 psf same wind pressure as Cat. B 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.7 of 208 Calculation of Seismic Story Shear Loads Address: 18620 Woodlands Way Arlington,WA 98223 Calculation of Seismic Loads ASCE 7-16 12.14.8 Simplified Lateral Force Analysis Procedure: An equivalent lateral force analysis shall consist of the application of equivalent static lateral forces to a linear mathematical model of the structure. The lateral forces applied in each direction shall sum to a total seismic base shear given by Section 12.14.8.1 and shall be distributed vertically in accordance with Section 12.14.8.2.For the purpose of analysis,the structure shall be considered fixed at the base. Seismic Inputs: Seismic Design Category D Number of Stories Three Stories Risk Category II Shear Wall Type Light-frame walls sheathed with wood structural panels Soil Type Stiff Soil,D(typical) Base Snow Load* 25 psf Sds,response acceleration,short period** 0.838 g F,Structure Height Coefficient 1.2 Seismic Snow Load 0 psf Response Modification Coefficient,R 6.5 *Snow load required to be in seismic calculation if snow load is>30 psf.Snow load analysis for Washington,2nd ed.by Structural Engineers Association of Washington recommends using 25%of base snow load to be used in seismic calculations due to statistical probability theory. **Seismic design parameters are determined from ASCE 7-16 Hazard Tool Seismic Base Shear, V= F*SDS*WR (ASCE 7—16,12.14—12) ASD Combination 8 0.6 D+0.7 E 0.7 Redundancy Factor,p 1.3 Vstory =V *0.7 * p Dead Loads of Roof Level Roof Sesmic Loads Load Source L(ft) W(ft) Load(psf) A(sq ft) DL(Ibs) Roof Weight,Wr lb Roof 15 7500 112500 lRoof Shear,Vr 268481 Ib Exterior Walls 360 10 12 3600 43200 Interior Walls 350 10 10 3500 35000 0 0 Dead Loads to Third Story Diaphragm Third Story Seismic Loads Load Source L(ft) W(ft) Load(psf) A(sq ft) DL(Ibs) Story Weight,W3 lb Floor Diaphragm 28 Story Shear,V3 lb Exterior Walls 360 10 12 3600 43200 Vtot=V3+Vr 64504 lb Interior Walls 350 10 10 3500 35000 0 Dead Loads to Second Story Diaphragm Second Story Seismic Loads Load Source L(ft) W(ft) Load(psf) A(sq ft) DL(Ibs) Story Weight,W2 jb Floor Diaphragm Story Shear,V2 Exterior Walls 350 10 12 3500 42000 Vtot=V3+V2+Vr 101288 Interior Walls 300 10 10 3000 30000 0 0 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.8 of 208 Segmented Shear Wall Hold Down Capacity SW1 WALL,10'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 10 ft b,shear wall width,ft 223 lb v, shear force per unit length,PLF 30662.5 lb-ft Mo=h*v*b,Overturning moment of lateral load 20600 lb-ft Md=b/2*W,Resisting Moment of Dead Load 10062.5 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 1006 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 10 4 28 11ZU Walls 10 20 12 2400 Roof 10 4 15 600 Total Dead Loadl 4120 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU2 with 5/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in') (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.9 of 208 Segmented Shear Wall Hold Down Capacity SW1 WALL,20'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 20 ft b,shear wall width,ft 223 lb v, shear force per unit length,PLF 61325 lb-ft Mo=h*v*b,Overturning moment of lateral load 82400 lb-ft Md=b/2*W,Resisting Moment of Dead Load -21075 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 0 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 20 4 28 2240 Walls 20 20 12 4800 Roof 20 4 15 1200 Total Dead Loadl 8240 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 lb Hold downs not required.Dead load HDU5 5645 lb MST60 6235 lb resists overturning forces. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL so Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 OTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SOS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 10 of 208 Segmented Shear Wall Hold Down Capacity SW1,12'LONG,2ND FL. Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 9 ft h,shear wall height,ft T=C=vh 12 ft b,shear wall width,ft 223 lb v, shear force per unit length,PLF 24084 lb-ft Mo=h*v*b,Overturning moment of lateral load 29664 lb-ft Md=b/2*W,Resisting Moment of Dead Load -5580 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 0 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,it W,ft DL,psf Weight 2ND Floor 12 4 28 1344 Walls 12 20 12 2880 Roof 12 4 15 720 Total Dead Loadl 4944 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Strap Tie HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Hold downs not required.Dead load HDU5 5645 lb MST60 6235 lb resists overturning forces. HDU8 6765lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model fin.) (in-) Wood (160) No. Ga. Anchor Wood MSnZbeer Deflection at W H B CL SO Bob Dia. Fasteners DF/SP SPF/HF Allowable Load (in-) (in.) (6)89 x 1 h"SD 840 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1hSDS 3x3h 2,145 535 OA28 DTT2Z-SDS25 (8)%x 21h SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SOS2.5 14 3 8'Yw 3 A 1%s 1% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 1019,k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSUS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SDS 3%x 3 h 6.970 1 5,995 0.116 3'hx4'A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7% 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k Ift 1 (36)Y4x2%SDS r -x:7'/ 14.390 12,375 0.177 Sh x 5'h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg. 11 of 208 Segmented Shear Wall Hold Down Capacity SW1 WALL,20'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 9 ft h,shear wall height,ft T=C=vh 20 ft b,shear wall width,ft 223 lb v, shear force per unit length,PLF 40140 lb-ft Mo=h*v*b,Overturning moment of lateral load 58400 lb-ft Md=b/2*W,Resisting Moment of Dead Load -18260 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 0 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 20 4 28 2240 Walls 20 10 12 2400 Roof 20 4 15 1200 Total Dead Loadl 5840 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 lb Hold downs not required.Dead load HDU5 5645 lb MST60 6235 lb resists overturning forces. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 OTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SOS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 12 of 208 Segmented Shear Wall Hold Down Capacity SW2 WALL,4'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 4 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 23045 lb-ft Mo=h*v*b,Overturning moment of lateral load 3296 lb-ft Md=b/2*W,Resisting Moment of Dead Load 19749 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 4937 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 4 4 28 448 Walls 4 20 12 960 Roof 4 4 15 240 Total Dead Load 1 1648 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU5 with 5/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL so Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 13 of 208 Segmented Shear Wall Hold Down Capacity SW2 WALL,7.5'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 7.5 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 43209.38 lb-ft Mo=h*v*b,Overturning moment of lateral load 11587.5 lb-ft Md=b/2*W,Resisting Moment of Dead Load 31621.1 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 4216 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 7.5 4 28 840 Walls 7.5 20 12 1800 Roof 7.5 4 15 450 Total Dead Loadl 3090 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU4 with 5/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 14 of 208 Segmented Shear Wall Hold Down Capacity SW2 WALL,7.5'LONG INT. Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 7.5 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 43209.38 lb-ft Mo=h*v*b,Overturning moment of lateral load 23062.5 lb-ft Md=b/2*W,Resisting Moment of Dead Load 20146.88 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 2686 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,it W,ft DL,psf Weight 2ND Floor 7.5 10 28 2100 Walls 7.5 20 12 1800 Roof 7.5 20 15 2250 Total Dead Loadl 6150 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 lb Use Simpson HDU2 with 5/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model fin.) (in-) Wood (160) No. Ga. Anchor Wood MSnZbeer Deflection at W H B CL SO Bob Dia. Fasteners DF/SP SPF/HF Allowable Load (in-) (in.) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1hSDS 3x3h 2,145 535 OA28 DTT2Z-SDS25 (8)%x 21h SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SOS2.5 14 3 8'Yw 3 A 1%s 1% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 1019,k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSUS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SDS 3%x 3 h 6.970 1 5,995 0.116 3'hx4'A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7% 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k Ift 1 (36)Y4x2%SDS r -x:7'/ 14.390 12,375 0.177 Sh x 5'h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 15 of 208 Segmented Shear Wall Hold Down Capacity SW2 WALL,16'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 14 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 80657.5 lb-ft Mo=h*v*b,Overturning moment of lateral load 40376 lb-ft Md=b/2*W,Resisting Moment of Dead Load 40281.5 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 2877 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 14 4 28 1568 Walls 14 20 12 3360 Roof 14 4 15 840 Total Dead Loadl 5768 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU2 with 5/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 16 of 208 Segmented Shear Wall Hold Down Capacity SW2 WALL,14'LONG INT. Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 14 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 80657.5 lb-ft Mo=h*v*b,Overturning moment of lateral load 107800 lb-ft Md=b/2*W,Resisting Moment of Dead Load -27142.5 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 0 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 14 20 28 7840 Walls 14 20 12 3360 Roof 14 20 15 4200 Total Dead Loadl 15400 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 lb Hold downs not required.Dead load HDU5 5645 lb MST60 6235 lb resists overturning forces. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 OTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SOS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg. 17 of 208 Segmented Shear Wall Hold Down Capacity SW2 WALL,30'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 30 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 172837.5 lb-ft Mo=h*v*b,Overturning moment of lateral load 185400 lb-ft Md=b/2*W,Resisting Moment of Dead Load -12562.5 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 0 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 30 4 28 3360 Walls 30 20 12 7200 Roof 30 4 15 1800 Total Dead Load 1 12360 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 lb Hold downs not required.Dead load HDU5 5645 lb MST60 6235 lb resists overturning forces. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 OTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SOS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 18 of 208 Segmented Shear Wall Hold Down Capacity SW2 PARTY WALL,2ND FL. Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 9 ft h,shear wall height,ft T=C=vh 8 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 30168 lb-ft Mo=h*v*b,Overturning moment of lateral load 7552 lb-ft Md=b/2*W,Resisting Moment of Dead Load 22616 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 2827 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 8 2 28 448 Walls 8 10 12 960 Roof 8 4 15 480 Total Dead Loadl 1888 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Strap Tie HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 lb Use MST48 Strap Tie with(34)0.162 x HDU5 5645 lb MST60 6235 lb 2-1/2"nails min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in') (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 OTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SOS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Wk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 19 of 208 Segmented Shear Wall Hold Down Capacity SW2,10'2ND FL. Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 9 ft h,shear wall height,ft T=C=vh 10 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 37710 lb-ft Mo=h*v*b,Overturning moment of lateral load 37800 lb-ft Md=b/2*W,Resisting Moment of Dead Load -90 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair �0 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 10 12 28 3360 Walls 10 10 12 1200 Roof 10 20 15 3000 Total Dead Load 1 7560 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 lb Hold downs not required.Dead load HDU5 5645 lb MST60 6235 lb resists overturning forces. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 OTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SOS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.20 of 208 Segmented Shear Wall Hold Down Capacity SW2 PARTY WALL,25'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 25 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 144031.3 lb-ft Mo=h*v*b,Overturning moment of lateral load 128750 lb-ft Md=b/2*W,Resisting Moment of Dead Load 15281.25 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 611 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 25 4 28 2800 Walls 25 20 12 6000 Roof 25 4 15 1500 Total Dead Loadl 10300 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU2 with 5/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL so Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Wk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.21 of 208 Segmented Shear Wall Hold Down Capacity SW2 PARTY WALL,2ND FL. Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 9 ft h,shear wall height,ft T=C=vh 25 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 94275 lb-ft Mo=h*v*b,Overturning moment of lateral load 73750 lb-ft Md=b/2*W,Resisting Moment of Dead Load 20525 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 821 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 25 2 28 1400 Walls 25 10 12 3000 Roof 25 4 15 1500 Total Dead Load 1 5900 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Strap Tie HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use MST37 Strap Tie with(22)0.162 x HDU5 5645 lb MST60 6235 lb 2-1/2"nails min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in') (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL so Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 OTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SOS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Wk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.22 of 208 Segmented Shear Wall Hold Down Capacity SW2,20'LONG,2ND FL Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 9 ft h,shear wall height,ft T=C=vh 20 ft b,shear wall width,ft 419 lb v, shear force per unit length,PLF 75420 lb-ft Mo=h*v*b,Overturning moment of lateral load 118400 lb-ft Md=b/2*W,Resisting Moment of Dead Load -42980 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 0 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 20 4 28 2240 Walls 30 10 12 3600 Roof 20 20 15 6000 Total Dead Load 1 11840 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Strap Tie HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 lb Hold downs not required.Dead load HDU5 5645 lb MST60 6235 lb resists overturning forces. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL so Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 OTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SOS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.23 of 208 Segmented Shear Wall Hold Down Capacity SW3 WALL,4'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 4 ft b,shear wall width,ft 651 lb v, shear force per unit length,PLF 35805 lb-ft Mo=h*v*b,Overturning moment of lateral load 3296 lb-ft Md=b/2*W,Resisting Moment of Dead Load 32509 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 8127 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 4 4 28 448 Walls 4 20 12 960 Roof 4 4 15 240 Total Dead Load 1 1648 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU14 with 7/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in') (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL so Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 OTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SOS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.24 of 208 Segmented Shear Wall Hold Down Capacity SW3 WALL,6'-5"LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 6.4 ft b,shear wall width,ft 651 lb v, shear force per unit length,PLF 57288 lb-ft Mo=h*v*b,Overturning moment of lateral load 8437.76 lb-ft Md=b/2*W,Resisting Moment of Dead Load 48850.2- lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 7633 I T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 6.4 4 28 716.8 Walls 6.4 20 12 1536 Roof 6.4 4 15 384 Total Dead Load 1 2636.8 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU11 with 7/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.25 of 208 Segmented Shear Wall Hold Down Capacity SW3 WALL,10'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 10 ft b,shear wall width,ft 651 lb v, shear force per unit length,PLF 89512.5 lb-ft Mo=h*v*b,Overturning moment of lateral load 20600 lb-ft Md=b/2*W,Resisting Moment of Dead Load 68912.5 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 6891 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 10 4 28 11ZU Walls 10 20 12 2400 Roof 10 4 15 600 Total Dead Loadl 4120 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU11 with 7/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.26 of 208 Segmented Shear Wall Hold Down Capacity SW3 WALL,12'6"LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 12.5 ft b,shear wall width,ft 651 lb v, shear force per unit length,PLF 111890.6 lb-ft Mo=h*v*b,Overturning moment of lateral load 32187.5 lb-ft Md=b/2*W,Resisting Moment of Dead Load 79703.13 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 6376 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 12.5 4 28 1400 Walls 12.5 20 12 3000 Roof 12.5 4 15 750 Total Dead Loadl 5150 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU8 with 7/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.27 of 208 Segmented Shear Wall Hold Down Capacity SW3 WALL,18'6"LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 17.5 ft b,shear wall width,ft 651 lb v, shear force per unit length,PLF 156646.9 lb-ft Mo=h*v*b,Overturning moment of lateral load 63087.5 lb-ft Md=b/2*W,Resisting Moment of Dead Load 93559.3' lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 5346 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 17.5 4 28 1960 Walls 17.5 20 12 4200 Roof 17.5 4 15 1050 Total Dead Loadl 7210 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU5 with 5/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL so Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.28 of 208 Segmented Shear Wall Hold Down Capacity SW3 WALL,25'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 27 ft b,shear wall width,ft 651 lb v, shear force per unit length,PLF 241683.8 lb-ft Mo=h*v*b,Overturning moment of lateral load 150174 lb-ft Md=b/2*W,Resisting Moment of Dead Load 91509.75 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 3389 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 27 4 28 3024 Walls 27 20 12 6480 Roof 27 4 15 1620 Total Dead Loadl 11124 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU4 with 5/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL so Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.29 of 208 Segmented Shear Wall Hold Down Capacity SW3 WALL,30'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 30 ft b,shear wall width,ft 651 lb v, shear force per unit length,PLF 268537.5 lb-ft Mo=h*v*b,Overturning moment of lateral load 185400 lb-ft Md=b/2*W,Resisting Moment of Dead Load 83137.5 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 2771 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 30 4 28 3360 Walls 30 20 12 7200 Roof 30 4 15 1800 Total Dead Load 1 12360 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU2 with 5/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in.) (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL so Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.30 of 208 Segmented Shear Wall Hold Down Capacity SW3 WALL,30'LONG Refer SDPWS 4.3.6.1.2 Tension&Compression Chords:Tension force,T,and compression force,C,resulting from shear wall overturning forces at each story level shall be calculated in accordance with equation 4.3-7: 13.75 ft h,shear wall height,ft T=C=vh 24 ft b,shear wall width,ft 837 lb v, shear force per unit length,PLF 276210 lb-ft Mo=h*v*b,Overturning moment of lateral load 118656 lb-ft Md=b/2*W,Resisting Moment of Dead Load 157554 lb-ft Mr=Mo-Md,Required resisting moment from hold down pair 6565 lb T=Mr/b,Minimum required Tension/Compression Force in hold down pair Dead Load on Shear Wall Load L,ft W,ft DL,psf Weight 2ND Floor 24 4 28 2688 Walls 24 20 12 5760 Roof 24 4 15 1440 Total Dead Loadl 9888 lb Hold Down Capacity Steel Strap Design Hold Down Holdown Allowable Load Strap Allowable Load Hold Down HDU2 3075lb MST37 2705lb HDU4 4565 lb MST48 4200 Ib Use Simpson HDU8 with 7/8"galy. HDU5 5645 lb MST60 6235 lb anchor min. HDU8 6765 lb MST72 6730lb HDU11 8030 lb HDU14 12375 lb Hold down capacity provided by Simpson Strong Tie: Dimensions Fasteners Minimum Allowable Tension Loads Model (in') (in-) Wood (160) No. Ga. Anchor Wood Member Deflection at W H B CL So Bob Dia. Fasteners Size DF/SP SPF/HF Allowable Load f-) (in-) (6)89 x 1 h"SD B40 840 0.17 DTT1 Z 14 1 h 7% 1 Ms -14 31s % (6)0.148 x 11h 1 h x 910 640 0.167 (8)0.148 x 1'h 910 850 0.167 DTT2Z (8)Ys x 1 h SDS 1'k x 31h 1,825 1,800 0.105 14 3Y4 6-As 1% -Ya %s h (8)%x1%SDS 3x3% 2,145 1,835 OA28 DTT2Z-SDS25 (8)%x 2%SDS 3 x 3 h 2,145 2.105 OA28 HDU2-SDS2.5 14 3 8'Yw 31A 1% i% % (6)Y4 x 21h SDS 3 x 31A 3,075 2,215 0.088 HDU4-SDS25 14 3 10191k 3'/4 1 iU 1% % (10)Y4 x 2 h SDS 3 x 3'fe 4,565 3.285 0.114 HDU5-SDS2.5 14 3 13%6 31/4 19% 1% % (14)Y4x2hSDS 3x31/2 5,645 4.340 0.115 3 x % 6,765 5,820 0.11 HDUB-SDS2.5 10 3 16% 3% 1% i h % (20)A x 21h SIDS 3%x 3 h 6.970 1 5,995 0.116 31hx41A 7,870 6,580 0.113 31/2x5Yn 8,030 0.137 HDU11-SDS25 10 3 22Y4 31A 1% 1'h 1 (30)Y4x2%SDS 31h x 7/ 11.175 9,610 0.137 3%x 5 h 10,770 9,260 0.122 HDU14-SDS2.5 7 3 25'YK 3% 19k 1Yk 1 (36)Y4x2%SDS 3%x7Y4 14.390 12,375 0.177 Sh x 51h 14,445 12,425 0.172 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.31 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID A Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID A Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 14 ft Fwind =P*A= 8960 lb,total wind force acting on grid line Height 2 Total Shear Capacity 78070 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID A Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 43552 lb,Design seismic load on grid line Trib.area 3150 sq ft,resisted by grid line 55765 Total Shear Capacity of Shear Walls,lb O.t R p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 29.75 23.75 4 12 5 13910 9936 SW2 36.S 20 3.5 12 S 14515 10368 SW2 78 46 3.5 12 5 31556 22540 SW2 1 40.25 1 22.25 1 3.5 1 12 1 5 I 1 1 16039 1 1 11456 SW2 1 4 1 4 1 4 12 0 1 1 1 2051 1 1 1465 Total Design Shear Capacity,WIND(lb)1 78070 SEISMIC(lb) 55765 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 OAS SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1ST STORY GRID A WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.7LO.7 0 663 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.91 0.71 FIELD. 0.9 1 0.95 0.83 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.32 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID B Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID B Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 17 ft Fwind =P*A= 10880 lb,total wind force acting on grid line Height 2 Total Shear Capacity 81147 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID B Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 51848 lb,Design seismic load on grid line Trib.area 3750 sq ft,resisted by grid line 57962 Total Shear Capacity of Shear Walls,lb 0.16 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(Ib) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 18.5 18.5 18.5 12.75 0 .69 1.00 0.00 1.00 1.00 586 10839 419 419 7742 SW2 31.5 31.5 31.5 12.75 0 40 1.00 0.00 1.00 1.00 586 18456 419 419 13183 SW2 18.75 18.75 18.75 12.75 0 1.00 0.00 1.00 1.00 586 10986 419 419 7847 SW2 1 10 10 1 10 12.75 0 _.28 1 1.00 1 0.00 1.00 1 1.00 586 586 1 5859 419 1 419 4185 SW2 18.5 18.5 18.5 12.75 0 9.69 1.00 0.00 1.00 1.00 586 586 10839 419 419 7742 SW2 10 10 10 12.75 0 1.00 0.00 1.00 1.00 586 586 5859 419 4185 SW2 18.5 18.5 18.5 12.75 0 1.69 1.00 0.00 1.00 1.00 586 586 10839 419 7742 SW2 12.75 12.75 12.75 12.75 0 1.00 1.00 0.00 1.00 1.00 586 586 7470 5336 Total Design Shear Capacity,WIND(lb) 81147 SEISMIC(lb) 57962 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID B WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.33 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID C Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID C Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 11520 lb,total wind force acting on grid line Height 2 Total Shear Capacity 97410 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID C Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 58070 lb,Design seismic load on grid line Trib.area 4200 sq ft,resisted by grid line 69578 Total Shear Capacity of Shear Walls,lb 0.18 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 9.1 9.1 9.1 12.75 0 1.40 1.00 0.00 5332 3808 SW2 18.S 18.S 18.S 12.7S 0 1.69 1.00 0.00 10839 419 419 7742 SW2 11.5 11.5 11.5 12.75 0 1.00 0.00 6738 419 419 4813 SW2 18.S 18.5 I 18.S 12.751 0 J.69 1 1.00 1 0.00 1 1 10839 419 1 419 7742 SW2 10 10 10 12.75 0 1.28 1.00 0.00 5859 419 419 4185 SW2 18.S 18.S 18.S 12.7S 0 0.69 1.00 0.00 10839 419 419 7742 SW2 10 10 10 12.75 0 1.28 1.00 0.00 5859 419 419 4185 SW2 18.S 18.S 18.S 12.7S 0 0.69 1.00 0.00 10839 419 419 7742 SW2 6.2 6.2 6.2 12.75 0 2.06 1.00 0.00 3607 419 - 2576 SW2 27.S 27.S 27.S 12.75 0 0.46 1.00 0.00 16112 419 11509 SW2 1 18 1 18 1 18 1 12.751 0 1 0.71 1 1.00 0.00 1 1 1 1 10546 7533 Total Design Shear Capacity,WIND(lb) 97410 SEISMIC(lb) 69578 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1ST STORY GRID C WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.7LO.77 AO.6 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.91 FIELD. 0.9 1 0.95 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.34 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID D Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID D Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 11520 lb,total wind force acting on grid line Height 2 Total Shear Capacity 120446 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID D Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 55305 lb,Design seismic load on grid line Trib.area 4000 sq ft,resisted by grid line 86033 Total Shear Capacity of Shear Walls,lb 0.17 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(Ib) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 4.25 4.25 4.25 12 0 2.82 1.00 0.00 1.00 0.90 1172 1051 4467 837 75 3191 SW3 17.5 11.5 5.75 12 5 2.09 0.66 0.42 0.86 0.99 1172 1001 17519 837 711, 12513 SW3 25.5 13.5 3.5 12 5 3.43 0.53 0.42 0.82 0.82 1172 789 20126 837 56,. 14375 SW3 18.5 12.5 4.5 12 5 2.67 1 0.68 1 0.42 0.87 1 0.92 1172 1 935 17289 1 837 668 12349 SW3 16 10 5 12 5 7.40 0.63 0.42 0.85 0.95 1172 949 15187 837 678 10848 SW3 25.5 13.5 3.5 12 0 0.53 0.00 1.00 0.82 1172 963 24545 837 17532 SW3 12.75 9 4.5 12 0 .67 0.71 0.00 1.00 0.92 1172 1074 13695 837 9782 SW3 6.5 6.5 6.5 12 0 1.85 1.00 0.00 1.00 1.00 1172 1172 7617 837 5441 Total Design Shear Capacity,WIND(lb) 120446 SEISMIC(lb) 86033 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID D WALLS ARE SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON BOTH SIDES AND NAIL WITH 8d AT 4"O.C.ALONG PANEL EDGES,12"O.C.IN 0.8 1 0.910.77EJ THE FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.35 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID E Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID E Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 13 ft Fwind =P*A= 8320 lb,total wind force acting on grid line Height 2 Total Shear Capacity 25064 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID E Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 12132 lb,Design seismic load on grid line Trib.area 877.5 sq ft,resisted by grid line 17903 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 27.5 27.5 27.5 12.75 0 25064 17903 Total Design Shear Capacity,WIND(lb) 25064 SEISMIC(lb) 17903 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1ST STORY GRID E WALLS ARE SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87 0.77LO. AO.6 PLY ON BOTH SIDES AND NAIL WITH 8d AT 4"O.C.ALONG PANEL EDGES,12"O.C.IN 0.8 1 0.91 0.83 THE FIELD. 0.9 1 0.95 0.911 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.36 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID F Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID F Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 21.5 ft Fwind =P*A= 13760 lb,total wind force acting on grid line Height 2 Total Shear Capacity 28123 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID F Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 19357 lb,Design seismic load on grid line Trib.area 1400 sq ft,resisted by grid line 20088 Total Shear Capacity of Shear Walls,lb 0.06 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW4 24 24 24 12.75 0 28123 20088 Total Design Shear Capacity,WIND(lb) 28123 SEISMIC(lb) 20088 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1ST STORY GRID F WALLS ARE SW4 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87 0.77LO. AO.6 PLY ON BOTH SIDES AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN 0.8 1 0.91 0.83 THE FIELD. 0.9 1 0.95 0.911 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.37 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID G Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID G Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 21.25 ft Fwind =P*A= 13600 lb,total wind force acting on grid line Height 2 Total Shear Capacity 33344 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID G Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 19841 lb,Design seismic load on grid line Trib.area 1435 sq ft,resisted by grid line 23817 Total Shear Capacity of Shear Walls,lb 0.06 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 28.66 28.66 28.66 12.75 0 16792 11994 SW2 28.25 28.25 28.25 12.75 0 16552 11823 Total Design Shear Capacity,WIND(lb)1 33344 SEISMIC(lb) 23817 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID G WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.38 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID H Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID H Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 11520 lb,total wind force acting on grid line Height 2 Total Shear Capacity 33250 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID H Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 16591 lb,Design seismic load on grid line Trib.area 1200 sq ft,resisted by grid line 23750 Total Shear Capacity of Shear Walls,lb 0.05 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 29.25 29.25 29.25 12.75 0 17138 12241 SW2 27.5 27.5 27.5 12.75 0 16112 11509 Total Design Shear Capacity,WIND(lb)1 33250 SEISMIC(lb) 23750 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.S 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID H WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.39 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID I Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID I Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 17 ft Fwind =P*A= 10880 lb,total wind force acting on grid line Height 2 Total Shear Capacity 24152 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID I Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 16591 lb,Design seismic load on grid line Trib.area 1200 sq ft,resisted by grid line 17252 Total Shear Capacity of Shear Walls,lb 0.05 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 26.5 26.5 26.5 12.75 0 24152 17252 Total Design Shear Capacity,WIND(lb) 24152 SEISMIC(lb) 17252 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1ST STORY GRID H WALLS ARE SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87 0.77LO. AO.6 PLY ON BOTH SIDES AND NAIL WITH 8d AT 4"O.C.ALONG PANEL EDGES,12"O.C.IN 0.8 1 0.91 0.83 THE FIELD. 0.9 1 0.95 0.911 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.40 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID J Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID J Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 11520 lb,total wind force acting on grid line Height 2 Total Shear Capacity 24994 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID J Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 16591 lb,Design seismic load on grid line Trib.area 1200 sq ft,resisted by grid line 17853 Total Shear Capacity of Shear Walls,lb 0.05 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 27.66 27.66 27.66 12.75 0 16206 11576 SW2 15 15 15 12.75 0 8789 6278 Total Design Shear Capacity,WIND(lb)1 24994 SEISMIC(lb) 17853 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID J WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.41 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID L Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID L Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 14 ft Fwind =P*A= 8960 lb,total wind force acting on grid line Height 2 Total Shear Capacity 17829 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID L Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 12720 lb,Design seismic load on grid line Trib.area 920 sq ft,resisted by grid line 12735 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 10.33 10.33 10.33 12.75 0 6052 4323 SW2 13.1 13.1 13.1 12.75 0 7675 5482 SW2 7 7 7 12.75 0 1 4101 1 1 1 2930 Total Design Shear Capacity,WIND(lb) 17829 SEISMIC(lb) 12735 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1ST STORY GRID L WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87 0.77LO. AO.6 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.91 0.83 FIELD. 0.9 1 0.95 0.911 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.42 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID K Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID K Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 14 ft Fwind =P*A= 8960 lb,total wind force acting on grid line Height 2 Total Shear Capacity 17139 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID K Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 11752 lb,Design seismic load on grid line Trib.area 850 sq ft,resisted by grid line 12256 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 10.5 10.5 10.5 12.75 0 6152 4394 SW1 13.1 13.1 13.1 12.75 0 4081 2924 SW2 7 7 7 12.75 0 4101 2930 SWl 1 9 1 9 1 9 1 12.7SI 0 1 1 1 1 1 1 1 1 2804 1 1 2009 Total Design Shear Capacity,WIND(lb)1 17139 SEISMIC(lb) 12256 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID K WALLS ARE A MIX OF SW1 AND SW2 SHEAR WALLS 0.7 1 0.87LO.70.69 00.8 1 0.910.77EJ 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.43 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 1 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 1 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 15 ft Fwind =P*A= 9600 lb,total wind force acting on grid line Height 2 Total Shear Capacity 67445 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 1 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 37331 lb,Design seismic load on grid line Trib.area 2700 sq ft,resisted by grid line 48175 Total Shear Capacity of Shear Walls,lb 0.11 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 99.33 46.5 3.85 12.75 5 38874 27767 SW2 72.33 32.33 4 12.75 S 28571 20408 Total Design Shear Capacity,WIND(lb)1 67445 SEISMIC(lb) 48175 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.S 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID 1 WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.44 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 2 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 2 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 11520 lb,total wind force acting on grid line Height 2 Total Shear Capacity 86864 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 2 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 49774 lb,Design seismic load on grid line Trib.area 3600 sq ft,resisted by grid line 62046 Total Shear Capacity of Shear Walls,lb 0- p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 90.5 68 7.66 12.75 5 47507 33934 SW2 74.75 56.75 7.75 12.75 5 39357 28112 Total Design Shear Capacity,WIND(lb)1 86864 SEISMIC(lb) 62046 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID 2 WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.45 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 3 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 3 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 19 ft Fwind =P*A= 12160 lb,total wind force acting on grid line Height 2 Total Shear Capacity 87568 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 3 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 51848 lb,Design seismic load on grid line Trib.area 3750 sq ft,resisted by grid line 62548 Total Shear Capacity of Shear Walls,lb 0.16 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 143.75 123 7 12.75 8 73653 52609 SW2 7 7 7 12.7S 0 4101 2930 SW2 16.75 16.75 16.75 12.75 0 1 9814 1 1 1 7010 Total Design Shear Capacity,WIND(lb) 87568 SEISMIC(lb) 62548 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1ST STORY GRID 3 WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87 0.77LO. AO.6 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.91 0.83 FIELD. 0.9 1 0.95 0.911 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.46 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 4 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 4 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 32 ft Fwind =P*A= 20480 lb,total wind force acting on grid line Height 2 Total Shear Capacity 79877 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A 1280 ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 4 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 54613 lb,Design seismic load on grid line Trib.area 3950 sq ft,resisted by grid line 57055 Total Shear Capacity of Shear Walls,lb 0.16 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 27 27 27 12.75 0 24608 17577 SW3 26 26 26 12.7S 0 23696 16926 SW2 17.5 7.5 3.75 12.75 10 4816 3440 SW2 1 33 1 21 1 5.5 I 12.75 8 1 1 1 1 14178 1 1 10127 SW2 1 30 1 18 1 5.5 12.75 8 1 1 1 1 12579 1 1 8985 Total Design Shear Capacity,WIND(lb)1 79877 SEISMIC(lb) 57055 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 OAS SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1ST STORY GRID 4 INTERIOR WALLS ARE SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB 0.7 1 0.87LO.7LO.7 0 663 OR 15/32"PLY ON BOTH SIDES AND NAIL WITH 8d AT 4"O.C.ALONG PANEL EDGES,12" 0.8 1 0.91 0.71 O.C.IN THE FIELD.1ST STORY GRID 4 EXTERIOR WALLS ARE SW2,BLOCKED SHEAR 0.9 1 0.95 0.83 WALL,WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C. 1 ALONG PANEL EDGES,12"O.C.IN THE FIELD. 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.47 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 5 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 5 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 17 ft Fwind =P*A= 10880 lb,total wind force acting on grid line Height 2 Total Shear Capacity 20507 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 5 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 14517 lb,Design seismic load on grid line Trib.area 1050 sq ft,resisted by grid line 14648 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 27 27 27 12.75 0 15819 11300 SW2 8 8 8 12.75 0 4687 3348 Total Design Shear Capacity,WIND(lb)1 20507 SEISMIC(lb) 14648 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID 5 WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.48 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 6 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 6 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 11520 lb,total wind force acting on grid line Height 2 Total Shear Capacity 20946 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 6 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 14517 lb,Design seismic load on grid line Trib.area 1050 sq ft,resisted by grid line 14961 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 27.25 27.25 27.25 12.75 0 15966 11404 SW2 8.S 8.5 8.5 12.75 0 4980 3557 Total Design Shear Capacity,WIND(lb)1 20946 SEISMIC(lb) 14961 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.S 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID 6 WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.49 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 7 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 7 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 31 ft Fwind =P*A= 19840 lb,total wind force acting on grid line Height 2 Total Shear Capacity 41599 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 7 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 27652 lb,Design seismic load on grid line Trib.area 2000 sq ft,resisted by grid line 29714 Total Shear Capacity of Shear Walls,lb 0.0E p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 27 27 27 12.75 0 24608 17577 SW2 29 29 29 12.75 0 16991 12137 Total Design Shear Capacity,WIND(lb)1 41599 SEISMIC(lb) 29714 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID 7 TOP OF PAGE WALLS ARE SW3 BLOCKED SHEAR WALL,WITH 7/16" 0.7 1 0.87LO.70.69 0 O56 OR 15/32"PLY ON BOTH SIDES AND NAIL WITH 8d AT 4"O.C.ALONG PANEL EDGES, 0.8 1 0.910.77EJ 12"O.C.IN THE FIELD.1ST STORY GRID 7 BOTTOM OF PAGE WALLS ARE SW2,BLOCKED 0.87 SHEAR WALL,WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL WITH 8d AT 3" 1 O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD. 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.50 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 8 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 8 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 37.5 ft Fwind =P*A= 24000 lb,total wind force acting on grid line Height 2 Total Shear Capacity 49216 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A 1500 ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 8 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 34565 lb,Design seismic load on grid line Trib.area 2500 sq ft,resisted by grid line 35154 Total Shear Capacity of Shear Walls,lb 0.10 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 27 27 27 12.75 0 24608 17577 SW3 27 27 27 12.75 0 24608 17577 Total Design Shear Capacity,WIND(lb)1 49216 SEISMIC(lb) 35154 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID 8 WALLS ARE SW3 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON BOTH SIDES AND NAIL WITH 8d AT 4"O.C.ALONG PANEL EDGES,12"O.C.IN 0.8 1 0.910.77EJ THE FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.51 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 9 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 9 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 33 ft Fwind =P*A= 21120 lb,total wind force acting on grid line Height 2 Total Shear Capacity 41599 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A 1320 ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 9 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 29035 lb,Design seismic load on grid line Trib.area 2100 sq ft,resisted by grid line 29714 Total Shear Capacity of Shear Walls,lb 0.09 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 27 27 27 12.75 0 24608 17577 SW2 29 29 29 12.75 0 16991 12137 Total Design Shear Capacity,WIND(lb)1 41599 SEISMIC(lb) 29714 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 1ST STORY GRID 9 TOP OF PAGE WALLS ARE SW3 BLOCKED SHEAR WALL,WITH 7/16" 0.7 1 0.87LO.70.69 0 O56 OR 15/32"PLY ON BOTH SIDES AND NAIL WITH 8d AT 4"O.C.ALONG PANEL EDGES, 0.8 1 0.910.77EJ 12"O.C.IN THE FIELD.1ST STORY GRID 9 BOTTOM OF PAGE WALLS ARE SW2,BLOCKED 0.87 SHEAR WALL,WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL WITH 8d AT 3" 1 O.C.ALONG PANEL EDGES,12"O.C.IN THE FIELD. 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.52 of 208 Perforated Shear Wall Capacity Grid line: 1ST STORY GRID 10 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 1ST STORY GRID 30 Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 16 ft Fwind =P*A= 10240 lb,total wind force acting on grid line Height 2 Total Shear Capacity 20763 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 1ST STORY GRID 30 Calculations First Story V= 331828 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 13135 lb,Design seismic load on grid line Trib.area 950 sq ft,resisted by grid line 14846 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 10.85 10.85 10.85 12.75 0 6357 4541 SW1 6 6 6 12.7S 0 1840 1318 SW2 5.66 5.66 5.66 12.75 0 3211 2294 SWl 1 17.33 1 17.33 1 17.33 1 12.75 0 1 1 1 1 5399 1 1 3868 SW2 1 6.75 1 6.75 1 6.75 12.75 0 1 1 1 1 3955 1 1 2825 Total Design Shear Capacity,WIND(lb)1 20763 SEISMIC(lb) 14846 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 OAS SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1ST STORY GRID 10 WALLS ARE A MIX OF SWl AND SW2 SHEAR WALLS 0.7 1 0.87LO.7LO.7 0 6630.8 1 0.91 0.710.9 1 0.95 0.83 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.53 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID A Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID A Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 14 ft Fwind =P*A= 6720 lb,total wind force acting on grid line Height 2 Total Shear Capacity 40832 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID A Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 28234 lb,Design seismic load on grid line Trib.area 3150 sq ft,resisted by grid line 29176 Total Shear Capacity of Shear Walls,lb O.t R p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 25.75 19.75 3 9 5 10953 7823 SW2 11 7 3.5 9 5 4570 3264 SW2 11 7 3.5 9 5 4570 3264 SW2 25.5 15.5 1 3 1 9 1 5 9795 1 1 6996 SW2 14.75 8.75 4.5 9 5 6411 4579 SWO 16 10 1 5 9 5 2267 1624 SWO 16 10 1 5 9 5 2267 1624 Total Design Shear Capacity,WIND(lb) 40832 SEISMIC(Ib)l 29176 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 OAS SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2ND STORY GRID A WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 0.7 1 0.87LO.7LO.7 AO.6 15/32"PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C. 0.8 1 0.91 IN THE FIELD.WALLS AT CANTILEVER LOCATIONS ARE SWO,UNBLOCKED SHEAR WALL. 0.9 1 0.95 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.54 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID B Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID B Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 17 ft Fwind =P*A= 8160 lb,total wind force acting on grid line Height 2 Total Shear Capacity 49225 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID B Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 33612 lb,Design seismic load on grid line Trib.area 3750 sq ft,resisted by grid line 35266 Total Shear Capacity of Shear Walls,lb 0.16 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 9.5 9.5 9.5 9 0 0.95 1.00 0.00 1.00 1.00 312 2960 223 223 2120 SW1 10 10 10 9 0 9.90 1.00 0.00 1.00 1.00 312 3116 223 223 2232 SW1 18.5 18.5 18.5 9 0 1.00 0.00 1.00 1.00 312 5764 223 223 4129 SWl 31.5 31.5 31.5 9 0 J.29 1.00 0.00 1 1.00 1.00 1 312 1 9814 223 1 223 7031 SW1 18.75 18.75 18.75 9 0 0.48 1.00 0.00 1.00 1.00 312 5842 223 223 4185 SW1 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 312 3116 223 223 2232 SW1 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 312 5764 223 223 4129 SW1 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 312 3116 223 22a 2232 SW1 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 312 5764 223 223 4129 SW1 12.75 12.75 12.75 9 0 0.71 1.00 0.00 1.00 1.00 312 3972 223 223 2846 Total Design Shear Capacity,WIND(lb)1 49225 S SMIC(lb)l 35266 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID B WALLS ARE SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.55 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID C Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID C Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 11520 lb,total wind force acting on grid line Height 2 Total Shear Capacity 51110 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID C Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 36301 lb,Design seismic load on grid line Trib.area 4050 sq ft,resisted by grid line 36616 Total Shear Capacity of Shear Walls,lb 0.17 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 9.1 9.1 9.1 9 0 0.99 1.00 0.00 1.00 1.00 2835 223 22; 2031 SW1 18.5 18.5 18.5 9 0 9.49 1.00 0.00 1.00 1.00 5764 223 223 4129 SW1 11.5 11.5 11.5 9 0 1.00 0.00 1.00 1.00 3583 223 223 2567 SWl 18.5 18.5 I 18.5 9 1 0 J.49 1 1.00 0.00 1 1.00 1.00 1 1 5764 223 1 223 4129 SW1 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 3116 223 223 2232 SW1 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 5764 223 223 4129 SW1 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 3116 223 223 2232 SW1 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 5764 223 22a 4129 SW1 6.2 6.2 6.2 9 0 1.45 1.00 0.00 1.00 1.00 1932 223 223 1384 SWl 6.5 6.5 6.5 9 0 1.38 1.00 0.00 1.00 1.00 2025 223 223 1451 SW1 7.5 1 7.5 1 7.5 1 9 1 0 1 1.20 1 1.00 1 0.00 1 1.00 1 1.00 2337 223 22. 1674 SW1 1 29.25 1 29.25 I 29.25 1 9 1 0 1 11 1 1.00 1 ^^^ I I - I 1 1 9113 1 223 1 223 6529 Total Design Shear Capacity,WIND(lb)1 51110 SEISMIC(lb) 36616 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID C WALLS ARE SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.56 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID D Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID D Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind=P*A= 8640 lb,total wind force acting on grid line Height 2 Total Shear Capacity 51645 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID D Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid=V*P= 35853 lb,Design seismic load on grid line Trib.area 4000 sq ft,resisted by grid line 36889 Total Shear Capacity of Shear Walls,lb 0.17 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of perf. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 4.25 4.25 4.25 9 0 2.12 1.00 0.00 1.00 0.99 586 577 2453 419 1752 SW2 17.5 11.5 5.75 9 5 1.57 0.66 0.56 0.77 1.00 586 454 7938 419 324 5670 SW2 25.5 13.5 3.5 9 5 2.57 0.53 0.56 0.93 586 386 9844 419 276 7032 SW2 18.5 12.5 1 4.5 9 1 5 2.00 1 0.68 0.56 1 0.78 1.00 1 586 459 1 8493 419 1 328 6066 SW2 16 10 5 9 5 1.80 0.63 0.56 0.76 1.00 586 444 7105 419 317 5075 SW2 25.5 13.5 3.5 9 5 2.57 0.53 0.56 0.71 0.93 586 386 9844 419 276 7032 SW2 12.75 9 4.5 9 5 2.00 0.71 0.56 0.80 1.00 586 '14;8 5967 419 -�4 4262 SWO 12.5 7 3.5 9 5 2.57 0.56 0.56 0.73 0.00 187 0 134 0 SWO 10 7 3.5 9 5 2.57 0.70 0.56 0.80 0.00 187 0 134 0 SWO 25.5 15.5 3 9 5 3.00 0.61 0.56 0.75 0.00 187 0 134 0 SWO 1 10 1 7 1 3.5 9 1 5 1 2.57 1 0.70 1 0.56 1 0.80 1 0.00 1 1 0 1 134 1 0 Total Design Shear Capacity,WIND(Ib)l 51645 SEISMIC(Ib)l 36889 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SWl 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2ND STORY GRID D WALLS ARE SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.7LO.77 0 663 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.91 0.71 FIELD. 0.9 1 0.95 0.83 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.57 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID E Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID E Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 13 ft Fwind =P*A= 6240 lb,total wind force acting on grid line Height 2 Total Shear Capacity 17870 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID E Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 7865 lb,Design seismic load on grid line Trib.area 877.5 sq ft,resisted by grid line 12764 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 30.5 30.5 30.5 9 0 17870 12764 Total Design Shear Capacity,WIND(lb) 17870 SEISMIC(lb) 12764 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2ND STORY GRID E WALLS ARE SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87 0.77LO. AO.6 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.91 0.83 FIELD. 0.9 1 0.95 0.911 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.58 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID F Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID F Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 21.5 ft Fwind =P*A= 10320 lb,total wind force acting on grid line Height 2 Total Shear Capacity 18716 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID F Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 12549 lb,Design seismic load on grid line Trib.area 1400 sq ft,resisted by grid line 13369 Total Shear Capacity of Shear Walls,lb 0.06 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW4 8 8 8 9 0 9374 6696 SW3 10.25 10.25 10.25 9 0 9342 6673 7.5 7.5 7.5 9 0 1 0 1 0 Total Design Shear Capacity,WIND(lb) 18716 SEISMIC(lb) 13369 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWo 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2ND STORY GRID F WALLS ARE A MIX OF SW4 AND SW3 SHEAR WALLS 0.7 1 0.87 0.77 0.69AO.60.8 1 0.91 0.83 0.770.9 1 0.95 0.91 0.871 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.59 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID G Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID G Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 21.25 ft Fwind =P*A= 13600 lb,total wind force acting on grid line Height 2 Total Shear Capacity 18977 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID G Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 12862 lb,Design seismic load on grid line Trib.area 1435 sq ft,resisted by grid line 13595 Total Shear Capacity of Shear Walls,lb 0.06 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 28.66 28.66 28.66 9 0 8929 6397 SW1 32.25 28.25 28.25 9 0 10047 7198 Total Design Shear Capacity,WIND(lb)1 18977 SEISMIC(lb) 13595 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID G WALLS ARE SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.60 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID H Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID H Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 8640 lb,total wind force acting on grid line Height 2 Total Shear Capacity 17758 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID H Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 10756 lb,Design seismic load on grid line Trib.area 1200 sq ft,resisted by grid line 12722 Total Shear Capacity of Shear Walls,lb 0.05 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 28.5 28.5 28.5 9 0 8879 6361 SW1 28.5 28.5 28.5 9 0 8879 6361 Total Design Shear Capacity,WIND(lb)1 17758 SEISMIC(lb) 12722 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID H WALLS ARE SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.61 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID I Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID I Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 17 ft Fwind =P*A= 10880 lb,total wind force acting on grid line Height 2 Total Shear Capacity 16792 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID I Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 10756 lb,Design seismic load on grid line Trib.area 1200 sq ft,resisted by grid line 11994 Total Shear Capacity of Shear Walls,lb 0.05 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 28.66 28.66 28.66 9 0 16792 11994 Total Design Shear Capacity,WIND(lb) 16792 SEISMIC(lb) 11994 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2ND STORY GRID I WALLS ARE SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87 0.77LO. AO.6 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.91 0.83 FIELD. 0.9 1 0.95 0.911 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.62 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID J Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID J Calculations Height 40 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 11520 lb,total wind force acting on grid line Height 2 Total Shear Capacity 19054 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID J Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 10756 lb,Design seismic load on grid line Trib.area 1200 sq ft,resisted by grid line 13651 Total Shear Capacity of Shear Walls,lb 0.05 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 28.66 28.66 28.66 9 0 8929 6397 SW1 32.5 32.5 32.5 9 0 10125 7254 Total Design Shear Capacity,WIND(lb)1 19054 SEISMIC(lb) 13651 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID J WALLS ARE SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.63 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID K Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID K Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 14 ft Fwind =P*A= 6720 lb,total wind force acting on grid line Height 2 Total Shear Capacity 12076 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID K Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 7619 lb,Design seismic load on grid line Trib.area 850 sq ft,resisted by grid line 8651 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 10.5 10.5 10.5 9 0 3271 2344 SWO 13.1 13.1 13.1 9 0 2449 1754 SW1 15 15 15 9 0 4673 3348 SWO 1 9 1 9 1 9 1 9 1 0 1 1 1 1 1 1 1 1 1682 1 1 1205 Total Design Shear Capacity,WIND(lb)1 12076 SEISMIC(lb) 8651 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID K WALLS ARE A MIX OF SW1 AND SWO SHEAR WALLS 0.7 1 0.87LO.70.69 00.8 1 0.910.77EJ 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.64 of 208 Perforated Shear Wall Capacity Grid line: 2nd STORY GRID 1 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2nd STORY GRID 1 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 15 ft Fwind =P*A= 7200 lb,total wind force acting on grid line Height 2 Total Shear Capacity 32695 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2nd STORY GRID 1 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 23304 lb,Design seismic load on grid line Trib.area 2600 sq ft,resisted by grid line 23366 Total Shear Capacity of Shear Walls,lb 0.11 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 13.25 7.25 3.5 9 5 5180 3700 SW2 29.5 17.5 5.5 9 5 12822 9159 SW2 10.25 6 3 9 5 3877 2770 SW2 13.1 7.1 3.1 9 5 4875 3482 SWO 31.5 19.5 1 5 1 9 5 1 4445 1 3185 SWO 8 1 8 1 8 1 9 1 0 1495 1071 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 OAS SW6 1730 plf I I SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2nd STORY GRID 1 WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.7LO.7 0 663 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.91 0.71 FIELD.REMAINING WALLS ARE SWO,UNBLOCKED SHEAR WALL. 0.83 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.65 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID 2 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID 2 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 8640 lb,total wind force acting on grid line Height 2 Total Shear Capacity 45678 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID 2 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 32268 lb,Design seismic load on grid line Trib.area 3600 sq ft,resisted by grid line 32686 Total Shear Capacity of Shear Walls,lb 0- p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 11.25 11.25 11.25 9 0 6591 4708 SWl 18.5 18.5 18.5 9 0 5764 4129 SW1 5.5 5.5 5.5 9 0 1714 1228 SWl 1 18 18 1 18 9 1 0 1 1 1 1 5608 1 4018 SW1 18.5 18.5 18.5 9 0 5764 4129 SW1 9.66 9.66 9.66 9 0 3010 2156 SW1 18.25 18.25 18.25 9 0 5686 4073 SW2 10 10 10 9 0 5859 4185 SW2 9.7 9.7 9.7 9 0 5683 4059 Total Design Shear Capacity,WIND(lb) 45678 SEISMIC(lb) 32686 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SWl 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2ND STORY GRID 2 WALLS ARE A COMBINATION OF SWl&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.7LO.7 AO.6 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.91 NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.9 1 0.95 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.66 of 208 Perforated Shear Wall Capacity Grid line: 2nd STORY GRID 3 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2nd STORY GRID 3 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 19 ft Fwind =P*A= 9120 lb,total wind force acting on grid line Height 2 Total Shear Capacity 47658 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2nd STORY GRID 3 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 33612 lb,Design seismic load on grid line Trib.area 3750 sq ft,resisted by grid line 34092 Total Shear Capacity of Shear Walls,lb 0.16 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 3 3 3 9 0 3.00 1.00 0.00 1.00 0.88 312 818 223 195 586 SW2 11.25 8.25 3.1 9 7 1.90 0.73 0.78 0.75 0.89 586 4410 419 280 3150 SW2 18.5 18.5 18.5 9 0 1.00 0.00 1.00 1.00 586 10839 419 419 7742 SWl 1 12 12 1 12 9 1 0 J.75 1.00 0.00 1 1.00 1.00 1 312 1 3739 223 1 223 2678 SW1 5.5 5.5 5.5 9 0 1.64 1.00 0.00 1.00 1.00 312 1714 223 223 1228 SW1 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 312 5764 223 223 4129 SW1 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 312 3116 223 223 2232 SW1 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 312 5764 223 22a 4129 SW1 9.33 9.33 9.33 9 0 0.96 1.00 0.00 1.00 1.00 312 2907 223 223 2082 SW2 14.66 14.66 14.66 9 0 0.61 1.00 0.00 1.00 1.00 586 8589 419 419 6135 Total Design Shear Capacity,WIND(lb)1 47658 S SMIC(lb)l 34092 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID 3 WALLS ARE A COMBINATION OF SW1&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.70.69 0 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.910.77EJ NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.67 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID 4 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID 4 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 32 ft Fwind =P*A= 15360 lb,total wind force acting on grid line Height 2 Total Shear Capacity 51165 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID 4 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 35405 lb,Design seismic load on grid line Trib.area 3950 sq ft,resisted by grid line 36587 Total Shear Capacity of Shear Walls,lb 0.16 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 29 29 29 9 0 16991 12137 SW2 26 23 6 9 0 15233 10881 SW1 5.75 5.75 5.75 9 0 1791 1283 SWl 1 33 1 21 5.5 1 9 1 5 17851 5625 SW1 1 30 1 18 5.5 1 9 1 5 1 1 6966 4990 SWO 16.5 I 10.25 5.25 1 9 1 5 1 2332 1671 Total Design Shear Capacity,WIND(Ib) 51165 SEISMIC(lb) 36587 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID 4 WALLS ARE A COMBINATION OF SW1&SW2 BLOCKED SHEAR WALL 0.7 1 0.87 0.77 0.69 0.63 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.91 0.83 0.77 0.71 NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.9 1 0.95 0.91 0.87 0.83 1 1 1 1 1 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.68 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID 5 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID 5 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 17 ft Fwind =P*A= 8160 lb,total wind force acting on grid line Height 2 Total Shear Capacity 13099 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID 5 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 9187 lb,Design seismic load on grid line Trib.area 1025 sq ft,resisted by grid line 9374 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 27 27 27 9 0 8412 6026 SW2 8 8 8 9 0 4687 3348 Total Design Shear Capacity,WIND(lb)1 13099 SEISMIC(lb) 9374 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID 5 WALLS ARE A COMBINATION OF SW1&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.70.69 0 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.910.77EJ NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.69 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID 6 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID 6 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 8640 lb,total wind force acting on grid line Height 2 Total Shear Capacity 13470 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID 6 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 9411 lb,Design seismic load on grid line Trib.area 1050 sq ft,resisted by grid line 9639 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 27.25 27.25 27.25 9 0 8490 6082 SW2 8.5 8.5 8.5 9 0 4980 3557 Total Design Shear Capacity,WIND(lb)1 13470 SEISMIC(lb) 9639 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID 6 WALLS ARE A COMBINATION OF SW1&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.70.69 0 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.910.77EJ NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.70 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID 7 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID 7 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 31 ft Fwind =P*A= 14880 lb,total wind force acting on grid line Height 2 Total Shear Capacity 26649 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID 7 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 17926 lb,Design seismic load on grid line Trib.area 2000 sq ft,resisted by grid line 19056 Total Shear Capacity of Shear Walls,lb 0.0E p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 29 29 29 9 0 16991 12137 SWl 31 31 31 9 0 9658 6919 Total Design Shear Capacity,WIND(lb)1 26649 SEISMIC(lb) 19056 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID 7 WALLS ARE A COMBINATION OF SW1&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.70.69 0 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.910.77EJ NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.71 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID 8 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID 8 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 37.5 ft Fwind =P*A= 18000 lb,total wind force acting on grid line Height 2 Total Shear Capacity 31639 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A 1125 ft' Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID 8 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 22408 lb,Design seismic load on grid line Trib.area 2500 sq ft,resisted by grid line 22599 Total Shear Capacity of Shear Walls,lb 0.10 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 27 27 27 9 0 15819 11300 SW2 27 27 27 9 0 15819 11300 Total Design Shear Capacity,WIND(lb)1 31639 SEISMIC(lb) 22599 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID 8 WALLS ARE SW2 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87LO.70.69 0 PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.910.77EJ FIELD. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.72 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID 9 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID 9 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 33 ft Fwind =P*A= 15840 lb,total wind force acting on grid line Height 2 Total Shear Capacity 26649 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID 9 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 18823 lb,Design seismic load on grid line Trib.area 2100 sq ft,resisted by grid line 19056 Total Shear Capacity of Shear Walls,lb 0.09 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 31 31 31 9 0 9658 6919 SW2 29 29 29 9 0 16991 12137 Total Design Shear Capacity,WIND(lb)1 26649 SEISMIC(lb) 19056 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 2ND STORY GRID 9 WALLS ARE A COMBINATION OF SW1&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.70.69 0 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.910.77EJ NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.73 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID 10 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID 10 Calculations Height 30 ft P= 16.00 psf,simplidied design wind pressure Width 16 ft Fwind =P*A= 7680 lb,total wind force acting on grid line Height 2 Total Shear Capacity 12803 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID 10 Calculations Second Story V= 215118 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 8515 lb,Design seismic load on grid line Trib.area 950 sq ft,resisted by grid line 9173 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 10.85 10.85 10.85 9 0 3380 2422 SWO 6 6 6 9 0 1122 804 SWO 5.66 5.66 5.66 9 0 1058 758 SWl I 16.5 I 16.5 I 16.5 1 9 1 0 1 1 1 1 5141 1 1 3683 SW1 1 6.75 1 6.75 1 6.75 9 0 1 1 1 1 2103 1 1 1507 Total Design Shear Capacity,WIND(lb)1 12803 SEISMIC(lb) 9173 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 OAS SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2nd STORY GRID 10 WALLS ARE SW2,BLOCKED SHEAR WALL,WITH 7/16"OSB OR 0.7 1 0.87LO.7LO.7 0 663 15/32"PLY ON ONE SIDE AND NAIL WITH 8d AT 3"O.C.ALONG PANEL EDGES,12"O.C. 0.8 1 0.91 0.71 IN THE FIELD.REMAINING WALLS ARE SWO,UNBLOCKED SHEAR WALL. 0.9 1 0.95 0.83 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.74 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID A Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID A Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 14 ft Fwind =P*A= 4480 lb,total wind force acting on grid line Height 2 Total Shear Capacity 18975 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID A Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 11235 lb,Design seismic load on grid line Trib.area 3150 sq ft,resisted by grid line 13594 Total Shear Capacity of Shear Walls,lb O.t R p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 25.75 19.75 3 9 5 5824 4172 SWO 11 7 3.5 9 5 0 0 SWO 11 7 3.5 9 5 0 0 SWl 25.5 15.5 1 3 1 9 1 5 5208 1 1 3731 SW1 14.75 8.75 4.5 9 5 3409 2442 SWO 16 10 1 5 9 5 2267 1624 SWO 16 10 1 5 9 5 2267 1624 Total Design Shear Capacity,WIND(lb) 189 55 SEISMIC(Ib)l 13594 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 of Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 of 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 of 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 OAS SW6 1730 plf SW6 1237 of 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 3RD STORY GRID A WALLS ARE A COMBINATION OF SW1&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.7LO.7 AO.6 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.91 NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.9 1 0.95 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.75 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID B Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID B Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 17 ft Fwind =P*A= 5440 lb,total wind force acting on grid line Height 2 Total Shear Capacity 29535 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID B Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 13374 lb,Design seismic load on grid line Trib.area 3750 sq ft,resisted by grid line 21159 Total Shear Capacity of Shear Walls,lb 0.16 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 9.5 9.5 9.5 9 0 0.95 1.00 0.00 1.00 1.00 1776 134 1272 SWO 10 10 10 9 0 9.90 1.00 0.00 1.00 1.00 1869 134 1339 SWO 18.5 18.5 18.5 9 0 1.00 0.00 1.00 1.00 3458 134 2478 SWO 31.5 31.5 31.5 9 0 J.29 1.00 0.00 1 1.00 1.00 1 1 5888 134 1 4218 SWO 18.75 18.75 18.75 9 0 0.48 1.00 0.00 1.00 1.00 3505 134 2511 SWO 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 1869 134 1339 SWO 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 3458 134 2478 SWO 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 1869 13,. 1339 SWO 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 3458 134 134 2478 SWO 12.75 12.75 12.75 9 0 0.71 1.00 0.00 1.00 1.00 2383 1 134 1 134 1707 Total Design Shear Capacity,WIND(lb)1 29535 SEISMIC(Ib)l 21159 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 of 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID B WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.76 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID C Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID C Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 5760 lb,total wind force acting on grid line Height 2 Total Shear Capacity 30666 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID C Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 14444 lb,Design seismic load on grid line Trib.area 4050 sq ft,resisted by grid line 21970 Total Shear Capacity of Shear Walls,lb n-17 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 9.1 9.1 9.1 9 0 ).99 1.00 0.00 1.OG 1.00 1701 1219 SWO 18.5 18.5 18.5 9 0 49 1.00 0.00 1.00 1.00 3458 2478 SWO 11.5 11.5 11.5 9 0 1.00 0.00 1.00 1.00 2150 1540 SWO 18.5 18.5 I 18.5 9 1 0 J.49 1 1.00 1 0.00 1.00 1 1.00 3458 34 2478 SWO 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 1869 134 1339 SWO 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 3458 134 13y 2478 SWO 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 1869 134 13,A 1339 SWO 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 1. 3458 134 13, 2478 SWO 6.2 6.2 6.2 9 0 1.45 1.00 0.00 1.00 1.00 187 1159 134 830 SWO 6.5 6.5 6.5 9 0 '.38 1.00 0.00 1.00 1.00 187 1215 134 870 SWO 7.5 7.5 7.5 9 0 1.00 0.00 1.00 1.00 7 1402 134 1004 SWO 29.25 29.25 29.25 9 0 1.00 0.00 1.00 1 -- 5468 "" 3917 Total Design Shear Capacity,WIND(lb) 30666 SEISMIC(lb) 21970 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 of 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID C WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"0513 OR 0.7 1 0.87LO.7LO.7 0 15/32"PLY MIN.ON OUTSIDE AND NAILWITH 8dAT6"O.C.ALONG PANELEDGES,12" 0.8 1 0.91EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.77 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID D Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID D Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 5760 lb,total wind force acting on grid line Height 2 Total Shear Capacity 23809 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID D Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 14266 lb,Design seismic load on grid line Trib.area 4000 sq ft,resisted by grid line 17057 Total Shear Capacity of Shear Walls,lb 0.17 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 4.25 4.25 4.25 9 0 1.00 0.00 1305 223 935 SWO 17.5 11.5 5.75 9 5 0.66 0.56 2532 134 1814 SW1 25.5 13.5 3.5 9 5 0.53 0.56 5235 223 3750 SWO 18.5 12.5 1 4.5 9 1 5 2.00 1 0.68 1 0.56 1 1 2710 134 1 1941 SWO 16 10 5 9 5 1.80 0.63 0.56 2267 134 1624 SWl 25.5 13.5 3.5 9 5 2.57 0.53 0.56 5235 223 3750 SWO 12.75 9 4.5 9 5 2.00 0.71 0.56 1904 134 1364 SW1 12.5 7 3.5 9 5 2.57 0.56 0.56 2622 223 1878 SWO 10 7 3.5 9 5 2.57 0.70 0.56 0 13,' 0 SWO 25.5 15.5 3 9 5 3.00 0.61 0.56 0 1 0 SWO 1 10 1 7 1 3.5 9 1 5 1 2.57 1 0.70 1 0.56 1 1 1 1 0 0 Total Design Shear Capacity,WIND(Ib)l 23809 SEISMIC(lb) 17057 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 of Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 of 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 of 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 of 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 3RD STORY GRID 3 WALLS ARE A COMBINATION OF SW1&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.7LO.77 AO.6 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.91 NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.9 1 0.95 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.78 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID E Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID E Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 13 ft Fwind =P*A= 4160 lb,total wind force acting on grid line Height 2 Total Shear Capacity 5701 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID E Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 3130 lb,Design seismic load on grid line Trib.area 877.5 sq ft,resisted by grid line 4085 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 30.5 30.5 30.5 9 0 5701 4085 Total Design Shear Capacity,WIND(lb) 5701 SEISMIC(lb) 4085 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 of 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 of 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 3RD STORY GRID E WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87 0.77LO. AO.6 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.91 0.83 O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.9 1 0.95 0.911 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.79 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID F Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID F Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 21.5 ft Fwind =P*A= 6880 lb,total wind force acting on grid line Height 2 Total Shear Capacity 7881 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID F Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 4993 lb,Design seismic load on grid line Trib.area 1400 sq ft,resisted by grid line 5636 Total Shear Capacity of Shear Walls,lb 0.06 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 8 8 8 9 0 4687 3348 SWl 10.25 10.25 10.25 9 0 3193 2288 Total Design Shear Capacity,WIND(lb)1 7881 SEISMIC(lb) 5636 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID F WALLS ARE A COMBINATION OF SW1&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.70.69 0 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.910.77EJ NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.80 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID G Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID G Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 21.25 ft Fwind =P*A= 6800 lb,total wind force acting on grid line Height 2 Total Shear Capacity 11386 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID G Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 5118 lb,Design seismic load on grid line Trib.area 1435 sq ft,resisted by grid line 8157 Total Shear Capacity of Shear Walls,lb 0.06 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 28.66 28.66 28.66 9 0 5357 3838 SWO 32.25 28.25 28.25 9 0 6028 4319 Total Design Shear Capacity,WIND(lb)1 11386 SEISMIC(lb) 8157 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID G WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.81 of 208 Perforated Shear Wall Capacity Grid line: 3RD FLOOR GRID H Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD FLOOR GRID H Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 5760 lb,total wind force acting on grid line Height 2 Total Shear Capacity 10655 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD FLOOR GRID H Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 4280 lb,Design seismic load on grid line Trib.area 1200 sq ft,resisted by grid line 7633 Total Shear Capacity of Shear Walls,lb 0.05 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 28.5 28.5 28.5 9 0 5328 3817 SWO 28.5 28.5 28.5 9 0 5328 3817 Total Design Shear Capacity,WIND(lb)1 10655 SEISMIC(lb) 7633 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID H WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.82 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID I Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID I Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 17 ft Fwind =P*A= 5440 lb,total wind force acting on grid line Height 2 Total Shear Capacity 8929 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID I Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 4280 lb,Design seismic load on grid line Trib.area 1200 sq ft,resisted by grid line 6397 Total Shear Capacity of Shear Walls,lb 0.05 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 28.66 28.66 28.66 9 0 8929 6397 Total Design Shear Capacity,WIND(lb) 8929 SEISMIC(lb) 6397 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 of 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 of 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 3RD STORY GRID I WALLS ARE SW1 BLOCKED SHEAR WALL,WITH 7/16"OSB OR 15/32" 0.7 1 0.87 0.77LO. AO.6 PLY ON ONE SIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12"O.C.IN THE 0.8 1 0.91 0.83 FIELD. 0.9 1 0.95 0.911 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.83 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID J Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID J Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 5760 lb,total wind force acting on grid line Height 2 Total Shear Capacity 11433 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID J Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 4280 lb,Design seismic load on grid line Trib.area 1200 sq ft,resisted by grid line 8191 Total Shear Capacity of Shear Walls,lb 0.05 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 28.66 28.66 28.66 9 0 5357 3838 SWO 32.5 32.5 32.5 9 0 6075 4352 Total Design Shear Capacity,WIND(lb)1 11433 SEISMIC(lb) 8191 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID H WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.84 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID K Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID K Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 14 ft Fwind =P*A= 4480 lb,total wind force acting on grid line Height 2 Total Shear Capacity 8898 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID K Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 3032 lb,Design seismic load on grid line Trib.area 850 sq ft,resisted by grid line 6375 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 10.5 10.5 10.5 9 0 1963 1406 SWO 13.1 13.1 13.1 9 0 2449 1754 SWO 15 15 15 9 0 2804 2009 SWO 1 9 1 9 1 9 1 9 1 0 1 1 1 1 1 1 1 1 1682 1 1 1205 Total Design Shear Capacity,WIND(lb)1 8898 SEISMIC(lb) 6375 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID K WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.85 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID 1 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID 1 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 15 ft Fwind =P*A= 4800 lb,total wind force acting on grid line Height 2 Total Shear Capacity 15378 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID 1 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 9273 lb,Design seismic load on grid line Trib.area 2600 sq ft,resisted by grid line 11017 Total Shear Capacity of Shear Walls,lb 0.11 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 13.25 7.25 3.5 9 5 2754 1973 SWO 29.5 17.5 5.5 9 5 4091 2931 SWO 10.25 6 3 9 5 0 0 SWl 13.1 7.1 3.1 9 5 2592 1857 SWO 31.5 19.5 1 5 1 9 5 1 4445 1 3185 SWO 8 1 8 1 8 1 9 1 0 1495 1071 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 of Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 of 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 of 0.3 1 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 OAS SW6 1730 plf I I SW6 1237 of 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 3RD STORY GRID 1 WALLS ARE A COMBINATION OF SWl&SW2 BLOCKED SHEAR WALL 0.7 1 0.87LO.7LO.7 0 663 WITH 7/16"OSB OR 15/32"PLY ON ONE SIDE AND NAIL 12"O.C.IN THE FIELD.EDGE 0.8 1 0.91 0.71 NAIL WITH 6"O.C.EDGE NAILS FOR SW1 AND 3"O.C.EDGE NAILS FOR SW2 0.83 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.86 of 208 Perforated Shear Wall Capacity Grid line: 2ND STORY GRID 3 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 2ND STORY GRID 3 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 5760 lb,total wind force acting on grid line Height 2 Total Shear Capacity 22312 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 2ND STORY GRID 3 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 12840 lb,Design seismic load on grid line Trib.area 3600 sq ft,resisted by grid line 15985 Total Shear Capacity of Shear Walls,lb 0- p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 11.25 11.25 11.25 9 0 2103 1507 SWO 18.5 18.5 18.5 9 0 3458 2478 SWO 5.5 5.5 5.5 9 0 1028 737 SWO 1 18 18 1 18 9 1 0 1 3365 1 2411 SWO 18.5 18.5 18.5 9 0 1 1 1 1 3458 2478 SWO 9.66 9.66 9.66 9 0 1806 1294 SWO 18.25 18.25 18.25 9 0 3411 2444 SWO 10 10 10 9 0 1869 1339 SWO 9.7 9.7 9.7 9 0 1813 1299 Total Design Shear Capacity,WIND(lb) 22312 SEISMIC(lb) 15985 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWo 134 plf Full 0.33 0.50 0.67 0.83 1.00 SWl 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 3RD STORY GRID 2 WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.7LO.7 AO.6 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.91 O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.9 1 0.95 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.87 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID 3 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID 3 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 19 ft Fwind =P*A= 6080 lb,total wind force acting on grid line Height 2 Total Shear Capacity 20000 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID 3 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 13374 lb,Design seismic load on grid line Trib.area 3750 sq ft,resisted by grid line 14328 Total Shear Capacity of Shear Walls,lb 0.16 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 3 3 3 9 0 3.00 1.00 0.00 1.00 0.00 0 134 0 SWO 11.25 8.25 3.1 9 7 1.90 0.73 0.78 0.75 0.00 0 134 0 0 SWO 18.5 18.5 18.5 9 0 1.00 0.00 1.00 1.00 3458 134 134 2478 SWO 1 12 12 1 12 9 1 0 J.75 1.00 0.00 1 1.00 1.00 1 1 2243 134 134 1 1607 SWO 5.5 5.5 5.5 9 0 1.64 1.00 0.00 1.00 1.00 1028 134 134 737 SWO 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 3458 134 134 2478 SWO 10 10 10 9 0 0.90 1.00 0.00 1.00 1.00 1869 134 134 1339 SWO 18.5 18.5 18.5 9 0 0.49 1.00 0.00 1.00 1.00 3458 134 134 2478 SWO 9.33 9.33 9.33 9 0 0.96 1.00 0.00 1.00 1.00 1744 134 134 1249 SWO 14.66 14.66 14.66 9 0 0.61 1.00 0.00 1.00 1.00 2740 1 134 1 134 1963 Total Design Shear Capacity,WIND(lb)1 20000 SEISMIC(Ib)l 14328 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID 3 WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.88 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID 4 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID 4 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 32 ft Fwind =P*A= 10240 lb,total wind force acting on grid line Height 2 Total Shear Capacity 22578 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID 4 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 14088 lb,Design seismic load on grid line Trib.area 3950 sq ft,resisted by grid line 16175 Total Shear Capacity of Shear Walls,lb 0.16 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 29 29 29 9 0 5421 3884 SWO 26 23 6 9 0 4860 3482 SWO 5.75 5.75 5.75 9 0 1075 770 SWO 1 33 1 21 5.5 1 9 1 5 14711 3375 SWO 1 30 1 18 5.5 1 9 1 5 1 1 4179 2994 SWO 16.5 I 10.25 5.25 1 9 1 5 1 2332 1671 Total Design Shear Capacity,WIND(Ib) 22578 SEISMIC(lb) 16175 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID 4 WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87 0.77 0.69 0.63 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.91 0.83 0.77 0.71 O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.9 1 0.95 0.91 0.87 0.83 1 1 1 1 1 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations,Pg.89 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID 5 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID 5 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 17 ft Fwind =P*A= 5440 lb,total wind force acting on grid line Height 2 Total Shear Capacity 6543 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID 5 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 3656 lb,Design seismic load on grid line Trib.area 1025 sq ft,resisted by grid line 4687 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 27 27 27 9 0 5047 3616 SWO 8 8 8 9 0 1495 1071 Total Design Shear Capacity,WIND(lb)1 6543 SEISMIC(lb) 4687 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID 5 WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.90 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID 6 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID 6 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 18 ft Fwind =P*A= 5760 lb,total wind force acting on grid line Height 2 Total Shear Capacity 6683 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID 6 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 3745 lb,Design seismic load on grid line Trib.area 1050 sq ft,resisted by grid line 4788 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 27.25 27.25 27.25 9 0 5094 3649 SWO 8.5 8.5 8.5 9 0 1589 1138 Total Design Shear Capacity,WIND(lb)1 6683 SEISMIC(lb) 4788 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID 6 WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.91 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID 7 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID 7 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 31 ft Fwind =P*A= 9920 lb,total wind force acting on grid line Height 2 Total Shear Capacity 11216 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID 7 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 7133 lb,Design seismic load on grid line Trib.area 2000 sq ft,resisted by grid line 8035 Total Shear Capacity of Shear Walls,lb 0.0E p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 29 29 29 9 0 5421 3884 SWO 31 31 31 9 0 5795 4152 Total Design Shear Capacity,WIND(lb)1 11216 SEISMIC(lb) 8035 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID 7 WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.92 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID 8 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID 8 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 37.5 ft Fwind =P*A= 12000 lb,total wind force acting on grid line Height 2 Total Shear Capacity 14408 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID 8 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 8916 lb,Design seismic load on grid line Trib.area 2500 sq ft,resisted by grid line 10322 Total Shear Capacity of Shear Walls,lb 0.10 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 27.25 29.66 29.66 9 0 8490 6082 SWO 31.66 31.66 31.66 9 0 5918 4240 Total Design Shear Capacity,WIND(lb)1 14408 SEISMIC(lb) 10322 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID 8 WALLS ARE A MIX OF SW1 AND SWO SHEAR WALLS 0.7 1 0.87LO.70.69 00.8 1 0.910.77EJ 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.93 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID 9 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID 9 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 33 ft Fwind =P*A= 10560 lb,total wind force acting on grid line Height 2 Total Shear Capacity 11216 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID 9 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 7490 lb,Design seismic load on grid line Trib.area 2100 sq ft,resisted by grid line 8035 Total Shear Capacity of Shear Walls,lb 0.09 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 31 31 31 9 0 5795 4152 SWO 29 29 29 9 0 5421 3884 Total Design Shear Capacity,WIND(lb)1 11216 SEISMIC(lb) 8035 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 plf Full 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SWl 223 of Height Effective Shear Capacity Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 of 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 plf 0.3 1 1 0.74 0.59 0.49 0.42 SWS 1330 plf SW5 949 of 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 1 0.83 0.71 1 0.63 0.56 3RD STORY GRID 9 WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.70.69 0 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.910.77EJ O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.871 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.94 of 208 Perforated Shear Wall Capacity Grid line: 3RD STORY GRID 10 Allowable Shear Capacities: ASD Allowable Shear capacities are calculated from SDPWS 2015 Chapter 4.3 Wood-Frame Shear Walls.Shear values come from Table 4.3 and adjusted in accordance with SPDWS Section 4.3.For wood strucutral panels with aspect ratios greater than 2:1,the nominal shear capacity shall be multiplied by the Aspect Ratio Factor(WSP)=1.25- 0.125h/b.Shear wall aspect ratio for blocked shear walls shall not exceed 3.5:1.Shear wall aspect ratio for unblocked shear walls(PW)shall not exceed 2:1. Wind Analysis: Calculate Wind Tributary Area(ftA2)on resisting wall 3RD STORY GRID 10 Calculations Height 20 ft P= 16.00 psf,simplidied design wind pressure Width 16 ft Fwind =P*A= 5120 lb,total wind force acting on grid line Height 2 Total Shear Capacity 8554 lb,calculated per table below Width 2 Design Check Design Good Check than Total Shear Capacity>Fwind Area, A ft2 Seismic Analysis: Calculate Proportion of Seismic Forces to resisting wall 3RD STORY GRID 30 Calculations Third Story V= 85597 Seismic shear load at story Total area 24000 sq.ft,of entire story Vgrid =V*P= 3388 lb,Design seismic load on grid line Trib.area 950 sq ft,resisted by grid line 6128 Total Shear Capacity of Shear Walls,lb 0.04 p,%of load resisted by grid line Design Check Design Good Check Shear Capacity(Seimsic)>Fseismic Calculation of Shear Capacity of Perforated Shear Wall-Ref.SDPWS 2015 Chapter 4.3 Length Max. Eff. LRFD Design Design Allow Design Design Length of Full- Shortest Wall Opening Opening Capacity Aspect Allow Allow Shear cap. Allow Shear Structural of pert. Height segment Height Height Aspect %Full Height Factor Ratio cap.(plf) cap.(plf) Cap.(lb) (plf) cap.(plf) Cap.(lb) Shear Wall wall(ft) wall(ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SWO 10.85 10.85 10.85 9 0 2028 1453 SWO 6 6 6 9 0 1122 804 SWO 5.66 5.66 5.66 9 0 1058 758 SWO I 16.5 I 16.5 I 16.5 1 9 1 0 1 1 1 1 3084 1 1 2210 SWO 1 6.75 1 6.75 1 6.75 9 0 1 1 1 1 1262 1 1 904 Total Design Shear Capacity,WIND(lb)1 8554 SEISMIC(lb) 6128 Table 4.3.3.5 Shear Capacity Adjustment Factor,Co Maximum Opening Height Ratio ASD Allow Shear,WIND ASD Allow Shea,SEISMIC h/3 h/2 2h/3 5h/6 h SWO 187 plf SWO 134 of Full 0.33 0.50 0.67 0.83 1.00 SW3 312 plf SWl 223 plf Height Effective Shear Capacity Factor SW2 586 plf SW2 419 of 0.1 1 0.69 0.53 0.43 0.36 SW3 911 plf SW3 651 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 1172 plf SW4 837 of 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 OAS SW6 1730 plf SW6 1237 of 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 3RD STORY GRID 10 WALLS ARE SWO,UNBLOCKED SHEAR WALL WITH 7/16"OSB OR 0.7 1 0.87LO.7LO.7 0 663 15/32"PLY MIN.ON OUTSIDE AND NAIL WITH 8d AT 6"O.C.ALONG PANEL EDGES,12" 0.8 1 0.91 0.71 O.C.IN THE FIELD.PANEL EDGE BLOCKING NOT REQUIRED. 0.9 1 0.95 0.83 1 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.95 of 208 Wind Uplift Calculator per ASCE 7-16 %2 R 18725 67TH Ave. NE � P e '^'c Arlington, WA 98223 Ref. ASCE 7-16 Ch. 27 - Main Wind Force Resisting System Inputs: Basic Wind Speed, V 110 mph Exposure Category C Wind Type Clear Wind Flow Risk Category of Structure II Enclosure Classification Partially Enclosed Roof Type Gable, Hip, or Mansard Mean Roof Height, h 38.66 ft Max Interior Height, z 44 ft Roof Angle, e 18.43 degrees Building Length, L 234 ft ASD Load Combination Factor 1 Calculations: Directionality Factor, Kd 0.85 Table 26.6-1 Topographic Factor, Kzt 1 Figure 26.8-1 Gust-effect Factor, G 0.85 Section 26.9 Internal Pressure Coefficient, GCpi -0.55 Table 26.11-1 Velocity Pressure Coefficient, Kh 1.03196 Table 27.3.1 Velocity Pressure Coefficient, Kz 1.06 Table 27.3.1 Velocity Pressure, qh 27.17 Eq. 27.3-1 Velocity Pressure, qz 27.91 Eq. 27.3-1 External Pressure Coefficient, Cp -0.90 Fig. 27.4 L ind Uplift Pressure, p -5.44 psf Eq. 27.4-1 sign Uplift Pressure, P = p * 1.0 -5.44 psf Project Title: Ironwood Buildil%15 67th Ave. NE, 1/10/2024 Engineer: D. BradleyStructural Calculations, Pg.96 of 208 Project ID: Project Descr: Steel Column LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: HSS COLUMNS, TYP. AT (18) LOCATIONS Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : HSS4x4x5/16 Overall Column Height 12 ft Analysis Method : Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition : Fy:Steel Yield 36.0 ksi Unbraced Length for buckling ABOUT X-X Axis= 12 ft, K=1.0 E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis= 12 ft, K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 177.960 Ibs*Dead Load Factor AXIAL LOADS . . . Vertical Loads-W12:Axial Load at 12.0 ft, D= 12.521, L= 13.476 k W 13: Axial Load at 12.0 ft, D = 11.385, L= 12.297 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9224 : 1 Maximum Load Reactions.. Load Combination +D+L Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are. . . Top along Y-Y 0.0 k Pa:Axial 49.857 k Bottom along Y-Y 0.0 k Pn/Omega:Allowabli 54.054 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections. . . Mn-x/Omega:Allowable 10.042 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 10.042 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratii 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are. . . Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location D Only 0.446 PASS 0.00 ft 1.00 1.00 96.64 96.64 0.000 PASS 0.00 ft +D+L 0.922 PASS 0.00 ft 1.00 1.00 96.64 96.64 0.000 PASS 0.00 ft +D+0.750L 0.803 PASS 0.00 ft 1.00 1.00 96.64 96.64 0.000 PASS 0.00 ft +0.60D 0.267 PASS 0.00 ft 1.00 1.00 96.64 96.64 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 24.084 +D+L 49.857 +D+0.750L 43.414 +0.60D 14.450 L Only 25.773 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 49.857 " Minimum 14.450 Reaction, X-X Axis Base Maximum 24.084 Project Title: Ironwood Buildil%15 67th Ave. NE, 1/10/2024 Engineer: D. BradleyStructural Calculations, Pg.97 of 208 Project ID: Project Descr: Steel Column LIC#:KW-06013604,Buiid:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: HSS COLUMNS, TYP. AT (18) LOCATIONS Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top " Minimum 24.084 Reaction, Y-Y Axis Base Maximum 24.084 " Minimum 24.084 Reaction, X-X Axis Top Maximum 24.084 " Minimum 24.084 Reaction, Y-Y Axis Top Maximum 24.084 " Minimum 24.084 Moment, X-X Axis Base Maximum 24.084 " Minimum 24.084 Moment, Y-Y Axis Base Maximum 24.084 " Minimum 24.084 Moment, X-X Axis Top Maximum 24.084 " Minimum 24.084 Moment, Y-Y Axis Top Maximum 24.084 " Minimum 24.084 Maximum Deflections for Load Combinations Load Combination Max. Deflection in X dir Distance Max.Deflection in Y dir Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x5/16 Depth = 4.000 in I xx = 9.14 in14 J = 15.300 in14 Design Thick = 0.291 in S xx = 4.57 in13 Width = 4.000 in R xx = 1.490 in Wall Thick = 0.313 in Zx = 5.590 inA3 Area = 4.100 inA2 1 yy = 9.140 in14 C = 7.910 inA3 Weight = 14.830 plf S yy = 4.570 inA3 R yy = 1.490 in Ycg = 0.000 in Project Title: Ironwood Buildil%15 67th Ave. NE, 1/10/2024 Engineer: D. BradleyStructural Calculations, Pg.98 of 208 Project ID: Project Descr: Steel Column LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: HSS COLUMNS, TYP. AT (18) LOCATIONS Sketches YX.A. +X • Load 2 o 4.00in Project Title: Ironwood Buildil%15 67th Ave. NE, 1/10/2024 Engineer: D. BradleyStructural Calculations, Pg.99 of 208 Project ID: Project Descr: General Footing LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: FOOTING BELOW HSS Code References Calculations per Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press. increase per foot of depth = 0.10 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft Z Footing Thickness = 14.0 in Pedestal dimensions... X x px: parallel to X-X Axis = in pz: parallel to Z-Z Axis =_ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in N a� Reinforcing g W Bars parallel to X-X Axis Number of Bars - 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) $1- Direction Requiring Closer Separation z.x ,,, �W- E �o,. n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 24.084 25.773 k OB :Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: Ironwood Buildil%15 67th Ave. NE, 1/10/2024 Engineer: D. Bradlc�tructural Calculations, Pg. 100 of 208 Project ID: Project Descr: General Footing LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: FOOTING BELOW HSS DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9713 Soil Bearing 1.554 ksf 1.60 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5909 Z Flexure(+X) 8.767 k-ft/ft 14.836 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5909 Z Flexure(-X) 8.767 k-ft/ft 14.836 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5909 X Flexure(+Z) 8.767 k-ft/ft 14.836 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5909 X Flexure(-Z) 8.767 k-ft/ft 14.836 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4133 1-way Shear(+X) 30.995 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4133 1-way Shear(-X) 30.995 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4133 1-way Shear(+Z) 30.995 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4133 1-way Shear(-Z) 30.995 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.9414 2-way Punching 141.203 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.60 n/a 0.0 0.8382 0.8382 n/a n/a 0.524 X-X,+D+L+H 1.60 n/a 0.0 1.554 1.554 n/a n/a 0.971 X-X,+D+Lr+H 1.60 n/a 0.0 0.8382 0.8382 n/a n/a 0.524 X-X,+D+S+H 1.60 n/a 0.0 0.8382 0.8382 n/a n/a 0.524 X-X,+D+0.750Lr+0.750L+H 1.60 n/a 0.0 1.375 1.375 n/a n/a 0.859 X-X,+D+0.750L+0.750S+H 1.60 n/a 0.0 1.375 1.375 n/a n/a 0.859 X-X,+D+0.60W+H 1.60 n/a 0.0 0.8382 0.8382 n/a n/a 0.524 X-X,+D+0.70E+H 1.60 n/a 0.0 0.8382 0.8382 n/a n/a 0.524 X-X,+D+0.750Lr+0.750L+0.450W+H 1.60 n/a 0.0 1.375 1.375 n/a n/a 0.859 X-X,+D+0.750L+0.750S+0.450W+H 1.60 n/a 0.0 1.375 1.375 n/a n/a 0.859 X-X,+D+0.750L+0.750S+0.5250E+H 1.60 n/a 0.0 1.375 1.375 n/a n/a 0.859 X-X,+0.60D+0.60W+0.60H 1.60 n/a 0.0 0.5029 0.5029 n/a n/a 0.314 X-X,+0.60D+0.70E+0.60H 1.60 n/a 0.0 0.5029 0.5029 n/a n/a 0.314 Z-Z,+D+H 1.60 0.0 n/a n/a n/a 0.8382 0.8382 0.524 Z-Z,+D+L+H 1.60 0.0 n/a n/a n/a 1.554 1.554 0.971 Z-Z,+D+Lr+H 1.60 0.0 n/a n/a n/a 0.8382 0.8382 0.524 Z-Z,+D+S+H 1.60 0.0 n/a n/a n/a 0.8382 0.8382 0.524 Z-Z,+D+0.750Lr+0.750L+H 1.60 0.0 n/a n/a n/a 1.375 1.375 0.859 Z-Z,+D+0.750L+0.750S+H 1.60 0.0 n/a n/a n/a 1.375 1.375 0.859 Z-Z,+D+0.60W+H 1.60 0.0 n/a n/a n/a 0.8382 0.8382 0.524 Z-Z,+D+0.70E+H 1.60 0.0 n/a n/a n/a 0.8382 0.8382 0.524 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.60 0.0 n/a n/a n/a 1.375 1.375 0.859 Z-Z,+D+0.750L+0.750S+0.450W+H 1.60 0.0 n/a n/a n/a 1.375 1.375 0.859 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.60 0.0 n/a n/a n/a 1.375 1.375 0.859 Z-Z,+0.60D+0.60W+0.60H 1.60 0.0 n/a n/a n/a 0.5029 0.5029 0.314 Z-Z,+0.60D+0.70E+0.60H 1.60 0.0 n/a n/a n/a 0.5029 0.5029 0.314 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: Ironwood Buildil%15 67th Ave. NE, 1/10/2024 Engineer: D. Bradlc�tructural Calculations, Pg. 101 of 208 Project ID: Project Descr: General Footing LIC#:KW-06013604,Buiid:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: FOOTING BELOW HSS Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 4.215 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.40D+1.60H 4.215 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.767 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.767 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+1.60L+0.50S+1.60H 8.767 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+1.60L+0.50S+1.60H 8.767 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.223 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.223 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.613 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.613 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 5.223 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 5.223 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.613 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.613 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 5.223 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 5.223 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 5.223 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 5.223 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 5.223 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 5.223 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+0.90D+W+0.90H 2.709 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+0.90D+W+0.90H 2.709 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+0.90D+E+0.90H 2.709 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X,+0.90D+E+0.90H 2.709 -Z Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.40D+1.60H 4.215 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.40D+1.60H 4.215 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 8.767 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 8.767 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.767 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.767 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.223 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.223 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 3.613 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 3.613 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 5.223 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 5.223 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.613 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.613 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.223 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.223 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.223 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.223 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 5.223 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 5.223 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+0.90D+W+0.90H 2.709 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+0.90D+W+0.90H 2.709 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.709 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.709 +X Bottom 0.3024 AsMin 0.310 14.836 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi`Vn Status +1.40D+1.60H 14.90 psi 14.90 psi 14.90 psi 14.90 psi 14.90 psi 75.00 psi 0.20 OK +1.20D+0.50Lr+1.60L+1.60H 31.00 psi 31.00 psi 31.00 psi 31.00 psi 31.00 psi 75.00 psi 0.41 OK +1.20D+1.60L+0.50S+1.60H 31.00 psi 31.00 psi 31.00 psi 31.00 psi 31.00 psi 75.00 psi 0.41 OK +1.20D+1.60Lr+0.50L+1.60H 18.47 psi 18.47 psi 18.47 psi 18.47 psi 18.47 psi 75.00 psi 0.25 OK +1.20D+1.60Lr+0.50W+1.60H 12.77 psi 12.77 psi 12.77 psi 12.77 psi 12.77 psi 75.00 psi 0.17 OK +1.20D+0.50L+1.60S+1.60H 18.47 psi 18.47 psi 18.47 psi 18.47 psi 18.47 psi 75.00 psi 0.25 OK +1.20D+1.60S+0.50W+1.60H 12.77 psi 12.77 psi 12.77 psi 12.77 psi 12.77 psi 75.00 psi 0.17 OK +1.20D+0.50Lr+0.50L+W+1.60H 18.47 psi 18.47 psi 18.47 psi 18.47 psi 18.47 psi 75.00 psi 0.25 OK +1.20D+0.50L+0.50S+W+1.60H 18.47 psi 18.47 psi 18.47 psi 18.47 psi 18.47 psi 75.00 psi 0.25 OK +1.20D+0.50L+0.70S+E+1.60H 18.47 psi 18.47 psi 18.47 psi 18.47 psi 18.47 psi 75.00 psi 0.25 OK +0.90D+W+0.90H 9.58 psi 9.58 psi 9.58 psi 9.58 psi 9.58 psi 75.00 psi 0.13 OK Project Title: Ironwood Build'%15 67th Ave. NE, 1/10/2024 Engineer: D. Bradl1tructural Calculations, Pg. 102 of 208 Project ID: Project Descr: General Footing LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: FOOTING BELOW HSS One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 9.58 psi 9.58 psi 9.58 psi 9.58 psi 9.58 psi 75.00 psi 0.13 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 67.88 psi 150.00psi 0.4525 OK +1.20D+0.50Lr+1.60L+1.60H 141.20 psi 150.00psi 0.9414 OK +1.20D+1.60L+0.50S+1.60H 141.20 psi 150.00psi 0.9414 OK +1.20D+1.60Lr+0.50L+1.60H 84.13 psi 150.00psi 0.5608 OK +1.20D+1.60Lr+0.50W+1.60H 58.18 psi 150.00psi 0.3879 OK +1.20D+0.50L+1.60S+1.60H 84.13 psi 150.00psi 0.5608 OK +1.20D+1.60S+0.50W+1.60H 58.18 psi 150.00psi 0.3879 OK +1.20D+0.50Lr+0.50L+W+1.60H 84.13 psi 150.00psi 0.5608 OK +1.20D+0.50L+0.50S+W+1.60H 84.13 psi 150.00psi 0.5608 OK +1.20D+0.50L+0.70S+E+1.60H 84.13 psi 150.00psi 0.5608 OK +0.90D+W+0.90H 43.64 psi 150.00psi 0.2909 OK +0.90D+E+0.90H 43.64 psi 150.00psi 0.2909 OK 1862V@?W30.*LL'; �§0/1MJ4/2023 Struct§tv'Ia6Gt1 N,S,bd98EP(208 Calculation of footing live and dead loads (plf) Hallway walls No geotech report is avaialble, use 1,500 Dead Live T.w. (ft) Weight plf psf allow bearing capacity in design Hallway 28 100 2.5 320 Hallway 28 100 2.5 320 Floor 25 40 4.5 292.5 Floor 25 40 4.5 292.5 Roof 15 25 18 720 Wall 12 0 30 360 Design total load on hallway walls 2305 plf Detail 'Z on S8 Allowable soil bearing pressure 1500 psf Min width of footing= 1.54 ft Use min 2'-0" wide footings at all exterior walls Interior bearing walls Dead Live T.w. (ft) Floor 28 40 14 952 Floor 28 40 14 952 Wall 12 0 30 360 Design total load on interior bearing walls 2264 plf Detail '2' on S8 Allowable soil bearing pressure 1500 psf Min width of footing= 1.51 ft Use min 2'-0" wide footings at all interior bearing walls Exterior walls Dead Live T.w. (ft) Floor 28 40 9 612 Roof 15 25 16 640 Floor 28 40 9 612 Wall 12 0 30 360 Detail '1' on S8 Design total load on exterior bearing walls 2224 plf Allowable soil bearing pressure 1500 psf Min width of footing= 1.48 ft Use min 2'-0" wide footings at all exterior walls Project Title: 18625 67th Ave. NE, 1/10/2024 Engineer: Structural Calculations, Pg. 104 of 208 Project ID: Project Descr: Wall Footing LIC#:KW-06013604,Build:20.23.08.10 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: Exterior wall foundation, typ., 2.644 klf unif load per page 103 Code References Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (P Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface ft Min Steel%Bending Reinf. = Allow. Pressure Increase per foot of depth - ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min.Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 2.0 ft Footing Thickness = 8.0 in Bars along X-X Axis Wall Thickness = 8 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in r b i pia rd Z x-x Section Looft m.Z Applied Loads D Lr L S W E H P:Column Load = 2.60 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing Project Title: 18625 67th Ave. NE, 1/10/2024 Engineer: Structural Calculations, Pg. 105 of 208 Project ID: Project Descr: Wall Footing LIC#:KW-06013604,Build:20.23.08.10 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: Exterior wall foundation, typ., 2.644 klf unif load per page 103 DESIGN SUMMARY E- • • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9311 Soil Bearing 1.397 ksf 1.50 ksf +D+L PASS 0.1138 Z Flexure(+X) 0.4880 k-ft 4.288 k-ft +1.20D+1.60L PASS 0.004508 Z Flexure(-X) 0.01933 k-ft 4.288 k-ft +0.90D PASS 0.1171 1-way Shear(+X) 8.784 psi 75.0 psi +1.20D+1.60L PASS 0.1171 1-way Shear(-X) 8.784 psi 75.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 1.50 ksf 0.0 in 0.09667 ksf 0.09667 ksf 0.064 +D+L 1.50 ksf 0.0 in 1.397 ksf 1.397 ksf 0.931 +D+0.750L 1.50 ksf 0.0 in 1.072 ksf 1.072 ksf 0.714 +0.60D 1.50 ksf 0.0 in 0.0580 ksf 0.0580 ksf 0.039 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 in12 k-ft Status +1.40D 0.03007 -X Bottom 0.1728 Min Temp% 0.2 4.288 OK +1.40D 0.03007 +X Bottom 0.1728 Min Temp% 0.2 4.288 OK +1.20D+1.60L 0.488 -X Bottom 0.1728 Min Temp% 0.2 4.288 OK +1.20D+1.60L 0.488 +X Bottom 0.1728 Min Temp% 0.2 4.288 OK +1.20D+0.50L 0.1702 -X Bottom 0.1728 Min Temp% 0.2 4.288 OK +1.20D+0.50L 0.1702 +X Bottom 0.1728 Min Temp% 0.2 4.288 OK , +1.20D 0.02578 -X Bottom 0.1728 Min Temp% 0.2 4.288 OK +1.20D 0.02578 +X Bottom 0.1728 Min Temp% 0.2 4.288 OK +0.90D 0.01933 -X Bottom 0.1728 Min Temp% 0.2 4.288 OK +0.90D 0.01933 +X Bottom 0.1728 Min Temp% 0.2 4.288 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi"Vn Status +1.40D 0.5413 psi 0.5413 psi 0.5413 psi 75 psi 0.007218 OK +1.20D+1.60L 8.784 psi 8.784 psi 8.784 psi 75 psi 0.1171 OK +1.20D+0.50L 3.064 psi 3.064 psi 3.064 psi 75 psi 0.04085 OK +1.20D 0.464 psi 0.464 psi 0.464 psi 75 psi 0.006187 OK +0.90D 0.348 psi 0.348 psi 0.348 psi 75 psi 0.00464 OK Project Title: 18625 67th Ave. NE, 1/10/2024 Engineer: Structural Calculations, Pg. 106 of 208 Project ID: Project Descr: Beam on Elastic Foundation LIC#:KW-06013604,Build:20.23.08.10 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: thickened slab below bearing wall, 2'wide, 2.644 klf unif live load from interior bearing walls CODE REFERENCES Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2018 Material Properties fc = 2.50 ksi Phi Values Flexure: 0.90 fr= fc�2 7.50 = 375.0 psi Shear: 0.750 y, Density = 145.0 pcf p 1 = 0.850 k Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0ksi Soil Subgrade Modulus = 250.0 psi/(inch deflection) Load Combinatior)BC 2018 fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi • • • E-Main Rebar = 29,000.0 ksi E-Stirrups =29,000.0 ksi Stirrup Bar Size# = # 3 — - Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, L(2.644) JKNL 24" w x 12" h Span=10.0 ft Cross Section &Reinforcing Details Rectanqular Section, Width=24.0 in, Heiqht= 12.0 in Span#1 Reinforcinq.... 345 at 3.0 in from Bottom,from 0.0 to 10.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : L =2.644 k/ft, Tributary Width= 1.0 ft, (interior bearing walls unif live) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.000: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu:Applied -0.001270 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn*Phi :Allowable 35.376 k-ft Max Downward Total Deflection 0.041 in Load Combination +1.20D+1.60L Max Upward Total Deflection 0.004 in Location of maximum on span 4.941 ft Span#where maximum occurs Span#1 Maximum Soil Pressure = 1.467 ksf at 5.00 ft LdComb: +D+L Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinatior Load Combination Location(ft) ;ending Stress Results (k-ft Segment Length Span# in Span Mu: Max PhiWnx Stress Ratic MAXimum Bending Envelope Span#1 1 9.882 -0.00 35.38 0.00 +1.40D Span#1 1 9.882 -0.00 35.38 0.00 +1.20D+1.60L Project Title: 18625 67th Ave. NE, 1/10/2024 Engineer: Structural Calculations, Pg. 107 of 208 Project ID: Project Descr: Beam on Elastic Foundation LIC#:KW-06013604,Build:20.23.08.10 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: thickened slab below bearing wall, 2'wide, 2.644 klf unif live load from interior bearing walls Load Combination Location(ft) ;ending Stress Results (k-ft Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratic Span#1 1 9.882 -0.00 35.38 0.00 +1.20D+0.50L Span#1 1 9.882 -0.00 35.38 0.00 +1.20D Span#1 1 9.882 -0.00 35.38 0.00 +0.90D Span#1 1 9.882 -0.00 35.38 0.00 Overall Maximum Deflections - Unfactored Lo Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span Span 1 1 0.0408 5.000 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L 1 0.00 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.12 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.24 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.35 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.47 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.59 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.71 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.82 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.94 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.06 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.18 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.29 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.41 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.53 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.65 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.76 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.88 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.00 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.12 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.24 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.35 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.47 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.59 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.71 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.82 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.94 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.06 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.18 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.29 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.41 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.53 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.65 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.76 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.88 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.00 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.12 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.24 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.35 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.47 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.59 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.71 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.82 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.94 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.06 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.18 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.29 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.41 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.53 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.65 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.76 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.88 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.00 9.00 0.27 0.27 0.00 1.00 17.13LVu Vc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.12 9.00 0.27 0.27 0.00 1.00 17.13Vc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.24 9.00 0.27 0.27 0.00 1.00 17.13Vc/2 Not Reqd 0.00 0.00 Project Title: 18625 67th Ave. NE, 1/10/2024 Engineer: Structural Calculations, Pg. 108 of 208 Project ID: Project Descr: Beam on Elastic Foundation LIC#:KW-06013604,Build:20.23.08.10 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: thickened slab below bearing wall, 2'wide, 2.644 klf unif live load from interior bearing walls Detailed Shear Information Span Distance'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L 1 6.35 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.47 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.59 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.71 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.82 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.94 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.06 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.18 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.29 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.41 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.53 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.65 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.76 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.88 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.00 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.12 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.24 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.35 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.47 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.59 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.71 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.82 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.94 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.06 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.18 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.29 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.41 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.53 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.65 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.76 9.00 0.27 0.27 0.00 1.00 17.13 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.88 9.00 0.27 0.27 0.00 1.00 17.13 Vu<Phvc/2 Not Reqd 0.00 0.00 4 FORTE W E B MEMBER REPORT PASSED 18625 67th Ave. NE, 1/10/2024 Level,J1 Structural Calculations, Pg. 109 of 208 1 piece(s)9 1/2"TJI@ 210 @ 16"OC Overall Length:8'7' 0 0 8' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 683 @ 3 1/2" 1005(1.75") Passed(68%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 683 @ 3 1/2" 1330 Passed(51%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) 1365 @ 4'3 1/2" 3000 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.077 @ 4'3 1/2" 0.200 Passed(L/999+) 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.098 @ 4'3 1/2" 1 0.400 1 Passed(L/977) 1.0 D+1.0 L(All Spans) TI-Pro'""Rating 67 45 Passed • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeTM Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProTM Rating include:1/2"Gypsum ceiling,Pour Flooring Overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Factored Accessories 1-Hanger on 9 1/2"SPF Ledger 3.50" Hanger' 1.75"/-z 160 572 732 See note' 2-Hanger on 9 1/2"SPF Ledger 3.50" Hanger' 1 1.75"/-z 160 572 732 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. •z Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 5'7"o/c Bottom Edge(Lu) 8'o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HU2.1/9 2.50" N/A 14-10dxl.5 6-10dxl.5 Web Stiffeners 2-Face Mount Hanger Connector not found N/A N/A N/A N/A •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 8'7" 16" 28.0 100.0 Default Load Member Notes Jl-9-1/2"CORRIDOR JOISTS ForteWEB Software operator Job Notes 6/8/2023 6:03:04 PM UTC Peter Finfrock Ironwood Apts Building 1 Bradley Engineering,Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (360)305-7974 peter@bradleyengineeringinc.com Weyerhaeuser File Name: Ironwood Building 1 Page 1/2 4 FORTE W E B MEMBER REPORT PASSED 18625 67th Ave. NE, 1/10/2024 Level,J2 Structural Calculations, Pg. 110 of 208 1 piece(s) 14"TJI@ 360 @ 16"OC Overall Length:31'1 1/2" 0 0 mm"" 8'6" 10 ❑2 ❑3 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2050 @ 22'2 1/4" 2460(3.50") Passed(83%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 1106 @ 22'1/2" 1955 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) -4131 @ 22'2 1/4" 7335 Passed(56%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.270 @ 10'3 1/16" 0.547 Passed(L/974) 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.452 @ 10'2 5/8" 1 1.095 1 Passed(L/582) 1.0 D+1.0 L(Alt Spans) TI-Pro'""Rating 40 40 Passed • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •-280 Ibs uplift at support located at 30'11".Strapping or other restraint may be required. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeTM Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProTM Rating include:1/2"Gypsum ceiling,Pour Flooring Overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Factored Accessories 1-Hanger on 14"SPF beam 3.50" Hanger' 1.75"/-z 342 495 837 See note' 2-Stud wall-SPF 3.50" 3.50" 3.50" 844 1206 2050 None 3-Stud wall-SPF 3.50" 2.25" 1.75" -24 227/-256 203/-280 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •z Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 5'5"o/c Bottom Edge(Lu) 5'o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger IUS2.37/14 2.00" N/A 12-10dx1.5 2-Strong-Grip •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 31'1 1/2" 16" 28.0 40.0 Default Load 2-Point(lb) 10, N/A - - Member Notes 32-14 TJI 360 @ 16"O.C. TYPICAL FLOOR JOISTS ForteWEB Software operator Job Notes 6/8/2023 5:59:11 PM UTC Peter Finfrock Ironwood Apts Building 1 Bradley Engineering,Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (360)305-7974 peter@bradleyengineeringinc.com Weyerhaeuser File Name: Ironwood Building 1 Page 1/2 4 FORTE W E B MEMBER REPORT PASSED 18625 67th Ave. NE, 1/10/2024 Level,J3 Structural Calculations, Pg. 111 of 208 1 piece(s) 14"TJI@ 360 @ 16"OC Overall Length:22'3" 0 0 19'8" 2' ❑1 ❑2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 881 @ 2 1/2" 1202(2.25") Passed(73%) 1.00 1.0 D+1.0 L(Alt Spans) Member Type:Joist Shear(Ibs) 881 @ 19'11 1/2" 1955 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) 4188 @ 9'9 13/16" 7335 Passed(57%) 1.00 1.0 D+1.0 L(Alt Spans) Design Methodology:Aso Live Load Defl.(in) 0.302 @ 10'1 7/8" 0.497 Passed(L/791) 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.477 @ 10'7/16" 1 0.995 1 Passed(L/501) 1.0 D+1.0 L(Alt Spans) TI-ProTm Rating 46 45 Passed • Deflection criteria:LL(L/480)and TL(L/240). •Overhang deflection criteria:LL(2L/480)and TL(2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge' Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProT"'Rating include:1/2"Gypsum ceiling,Pour Flooring Overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75" 349 542/-6 -5 890 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 3.50" 1 3.50" 815 723 72 1538 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 5'o/c Bottom Edge(Lu) 9'7"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Vertical Loads Location Spacing (0.90) (1.00) (non-snow:1.25) Comments 1-Uniform(PSF) 0 to 22'3" 16" 28.0 40.0 - Default Load 2-Point(PLF) 21'8" 16" 250.0 50.0 50.0 Member Notes 33-2'CANT.JOIST Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by David Bradley ForteWEB Software Operator Job Notes 6/8/2023 6:06:43 PM UTC Peter Finfrock Ironwood Apts Building 1 Bradley Engineering,Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (360)305-7974 peter@bradleyengineeringinc.com Weyerhaeuser File Name: Ironwood Building 1 Page 1/ 1 4 FORTE W E B MEMBER REPORT PASSED 18625 67th Ave. NE, 1/10/2024 Level,J4 Structural Calculations, Pg. 112 of 208 1 piece(s) 14"TJI@ 360 @ 16"OC Overall Length:16'81/2" A0-A 0 F, I 8'6" 7' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2835 @ 9'1 1/4" 2815(3.50") Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 1774 @ 5 1/2" 1955 Passed(91%) 1.00 1.0 D+1.0 L(Alt Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) -2443 @ 9'1 1/4" 7335 Passed(33%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.054 @ 4'7 5/16" 0.218 Passed(L/999+) 1.0 D+0.75 L+0.75 S(Alt Spans) Total Load Defl.(in) 0.091 @ 4'7 3/8" 1 0.436 1 Passed(L/999+) 1.0 D+0.75 L+0.75 S(Alt Spans) TI-ProTm Rating 70 45 Passed • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge' Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProT"Rating include:1/2"Gypsum ceiling,Pour Flooring Overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Stud wall-SPF 5.50" 5.50" 3.45" 866 987/-45 507 1985 Blocking,Web Stiffeners 2-Stud wall-SPF 3.50" 3.50" 3.56" 1075 1760 490 2835 Web Stiffeners 3-Stud wall-SPF 5.50" 5.50" 1.75" 16 477/-151 -64 493/-144 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 7'o/c Bottom Edge(Lu) 6'8"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location Spacing (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 168 1/2" 16" 28.0 100.0 - Default Load 2-Point(PLF) 1' 16" 500.0 300.0 350.0 3-Point(PLF) 6'9" 16" 500.0 300.0 350.0 FMember Notes 2ND FLOOR CORRIDOR WITH OFFSET BEARING Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by David Bradley ForteWEB Software operator Job Notes 6/8/2023 6:15:28 PM UTC Peter Finfrock Ironwood Apts Building 1 Bradley Engineering,Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (360)305-7974 peter@bradleyengineeringinc.com Weyerhaeuser File Name: Ironwood Building 1 Page 1/ 1 4 FORTE W E B MEMBER REPORT PASSED 18625 67th Ave.NE, 1/10/2024 Level,J5 Structural Calculations,Pg. 113 of 208 2 piece(s) 14"TJI@ 360 @ 16"OC Overall Length:25'101/2" 0 0 12' 12'8" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 4581 @ 12'7 1/4" 4920(3.50") Passed(93%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 2085 @ 12'5 1/2" 3910 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) -6185 @ 12'7 1/4" 14670 Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.093 @ 19'2 5/16" 0.322 Passed(L/999+) 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.130 @ 6'1 5/16" 1 0.611 1 Passed(L/999+) 1.0 D+1.0 L(Alt Spans) TI-ProTm Rating 69 45 Passed • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge' Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProT"Rating include:1/2"Gypsum ceiling,Pour Flooring Overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Stud wall-SPF 5.50" 5.50" 1.75" 592 1194/-177 132 1786 Blocking 2-Stud wall-SPF 3.50" 3.50" 3.50" 1550 3031 375 4581 None 3-Stud wall-SPF 5.50" 5.50" 1.75" 224 947/-145 -41 1171 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 7'o/c Bottom Edge(Lu) 5'11"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location Spacing (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 25'10 1/2" 16" 28.0 100.0 Default Load 2-Point(PLF) 2'6" 16" 250.0 300.0 3-Point(PLF) 8' 16" 500.0 300.0 350.0 4-Point(lb) 17' N/A 400 600 - Fber Notes 2ND FLOOR 12'C.S.WITH OFFSET BEARING Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by David Bradley ForteWEB Software Operator Job Notes 6/8/2023 6:26:13 PM UTC Peter Finfrock Ironwood Apts Building 1 Bradley Engineering,Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (360)305-7974 peter@bradleyengineeringinc.com Weyerhaeuser File Name: Ironwood Building 1 Page 1/ 1 4 FORTE W E B MEMBER REPORT PASSED 18625 67th Ave. NE, 1/10/2024 Level,J6 Structural Calculations, Pg. 114 of 208 2 piece(s) 14"TJI@ 360 @ 16"OC Overall Length;21'3' 0 0 18'8" ❑1 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 3373 @ 19'1 1/4" 4920(3.50") Passed(69%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 2780 @ 19'3" 4497 Passed(62%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) -5155 @ 19'1 1/4" 16871 Passed(31%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.105 @ 21'3" 0.200 Passed(2L/490) 1.0 D+0.75 L+0.75 S(Alt Spans) Total Load Defl.(in) 0.109 @ 21'3" 0.215 1 Passed(2L/472) 1.0 D+0.75 L+0.75 S(Alt Spans) TI-Pro'""Rating 60 45 Passed • Deflection criteria:LL(L/480)and TL(L/240). •Overhang deflection criteria:LL(0.2')and TL(2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeTM Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProTM Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75" 296 515/-151 -120 811 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 3.50" 1 3.50" 1098 2275 1320 3794 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 8'o/c Bottom Edge(Lu) 6'6"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location Spacing (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 21'3" 16" 28.0 40.0 - Default Load 2-Point(lb) 21' N/A 600 1500 1200 Member Notes 16-DOUBLE JOIST AT CANT END Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by David Bradley ForteWEB Software Operator Job Notes 6/8/2023 6:29:47 PM UTC Peter Finfrock Ironwood Apts Building 1 Bradley Engineering,Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (360)305-7974 peter@bradleyengineeringinc.com Weyerhaeuser File Name: Ironwood Building 1 Page 1/ 1 18625 67th Ave.NE, 1/10/2024 �{� uctural CalcullVlo%, Pg. 115 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCDNSIRUCTIC)N ALC Pow Nffq Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: J7 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 140 Other Info.: DECK JOIST 120 100 Main Span,L= 4.50 ft 80 K 60 Main Span Max.Allowed Live Defl:L/ ............ 480 ........... =0.11 in a 40 Main Span Max.Allowed Total Defl:L/i.... 360 =o.1s in 20 .... ...... o Cantilever(Overhang)Exists?Yes -1J o -20 1 2 3 4 5 6 Right Cantilever,CR= 1.00 ft -40 Cantilever Max Allowed Live Defl:CR/': 180 =0.07 in -60 Spar,(ft) Cantilever Max Allowed Total Defl:CR/s 180 =0.07 in Pitch if Sloped: 0.0:12 Load Duration Temp const'n:1.25 IF Loads From Continuous Member? No • Add Self Wt.? Q ves No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? yes • GluLamsOnly: Pw,Treated • wet •I I100degF&less • Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I Yes • Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 60 psf 28 psf 1.33 ft 79.8 lb/ft 79.8 lb/ft 37.2 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 79.8 lb/ft WD= 37.2 lb/ft 0.0:12 al other beams Combined Total Uniform Load wu= 117.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Hem Ri • Timber Material Hem-fir • Lumber Grade No.2 • Timber Grade No.1 • Acceptable Solutions Acceptable Solutions 2 x 6 (4)2x3 - - - (2)2x4 3x4 - - - List properties for what (3)2 x 3 4 x 4 - - - size lumber? 4 x 12 • SIf Wt=13.61 List properties Fb=998 Fv=150 Fcp=272 E=1235000 SlfWt=7.12 for what size? 6"2 • Fb=893 Fv=140 Fcp=272 E=1235000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) . 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 6" 5 1/2"x 6" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" for what size? 7-x 11-1/4- • Fb=O Fv=O Fcp=O E=0 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI 512"x 11 7/8" • Web 11-7/8"TJI/L65 9-1/2"TJI 110 Fb=2400 Fv=289.84375 Fcp=431 E=1499400 Fbt=1850 SelfWt=36.4 Stiffeners? 16"TJI/L65 9-1/2"TJI210 2.0E Microllam LVL-Multi-ply i No • 16"TJI/L90 9-1/2"TJI 230 List properties for what 1-3/4"x 5-1/2" (3)1-3/4"x 5-1/2" 14"TJI H90 11-7/8"TJI 360 size LVL? (2)1-3/4"x 5-1/2" (4)1-3/4"x 5-1/2" - (2)1-3/4'x 11-7/8- • Fb=O Fv=O Fcp=O E=0 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 5-1/2" 1 5-1/4"x 5-1/2" --- ------List properties ----------1-3/4"x 9-1/2" (3)13/4"x 9-112" size LVL? 3-1/2"x 5-1/2"' 7"x 5-1/2" for what size? 3-1/2"x 9-1/2" 3-1/2-x 11-7/8- • Fb=O Fv=O Fcp=O E=0 SIf Wt=7.4 1 3/4-x 18- • Fb=O Fv=O Fcp=O E=0 #N/A Final Member Results Final Member sawn wood IV Bending Overdesign: 133.8% Material Library Choose From All Sizes Of Beam Type I Final Member: 2 x 6, Hem-Fir, No.2 Shear Overdesign:264.8% Final Size: 2.6 1 Deflection Overdesign:265.6 Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd.Wet Use. Final member OK by: 133.8 Actual Member Size:1.50"x 5.50" 5.50 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reo'd For Maximums R,-Left R,-Right Max.Positive Moment:i291 ft-lb 2.21 ft Main Span Full Strength: ...........................................................................a.................................................................................................................. Live Load: 180 Ib 268 Ib Max.Negative Moment::-59 ft-lb 4.50 ft On Cant. Lateral ..........................................................................._.................................................................................................................. Dead Load: 84 Ib 131 lb Max Design Shear:i226 lb 4.50 ft Both ..........................................................................._.................................................................................................................. Total Load: 2631b 399 Ib Main Span Max.Downward (Live/Total 0.029"/0.041" 2.25'/2.25' Main/Main Deflection Live Case Causing Max Main Span Both ( )i ...........................................................................>.................................................................................................................. Main Span Max.Upward: 0.003"/0.000" 2.61'/0.00' Cant./Main Minimums R-Le Left R,-Right Deflection(Live/Total): ...........................................................................:.................................................................................................................. Live Load: 9 lb 89 Ib Cant.Down.Defl.(Live/Total)::0.005"/0.000" 5.50'/5.50' Cant./Cant. w/o Mid-Bracing: 0.6 or 1.0 Dead: 48 Ib 69 Ib .Cant.0 Defl.(Live/Total):;0.020"/0.028" 5.50'/5.50' Main/Main sending Redn: .... .............. .........Q........................................_.................................................................................................................. Net Reaction 55 Ib 1541b Req'd El,Not Incl.Self Wt.:16.928E+06 Actual El: 2.57E+07 0 Live Case Causing Min On Cant. On Cant. Approx.Self Weight::1.81 plf Approx.Tot.Wt.: 10 lb Alf-d Moment: Min.Calc'd Bearing Lengths:: = 0.65 in(Left) =0.98 in(Right) 681 ft-lb J7 18625 67th Ave.NE, 1/10/2024 S ctural Calculaftpn* 116 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: R1 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 700 Other Info.: 600 500 Main Span,L= 6.00 ft 400 .................................................. 9 300 Main Span Max.Allowed Live Defl:L/ 360 =0.2o in a zoo Main Span Max.Allowed Total Defl:L/ 240....................1=0.30 in 100 0 -100 Cantilever(Overhang)Exists? No J 1 2 3 4 5 1 7 Pitch if Sloped: 0.0:12 -200 -300 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No W Add Self Wt.? Q ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No W GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,ft Load,pff Load,plf. Load,plf. Roof Loads(not including snow) 20 psf 15 psf 15.00 ft - - 225.0 lb/ft Roof Snow(only) 25 psf 15.00 ft 375.0 lb/ft 375.0 lb/ft - .....u,i Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 375.0 lb/ft wD= 225.0 lb/ft 0.0:12 All other beams .i Combined Total Uniform Load WU= 600.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) .I Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.z VI Timber Grade No.1 .j Acceptable Solutions Acceptable Solutions 2x12 (4)2x6 - - - (2)2x8 3x10 - - - List properties for what (3)2 x 8 4 x 8 - d__ - - size lumber? 4 x B Slf Wt=O Fb=1382 Fv=225 Fc 625 E=1600000 Slf Wt=O List properties for ex 12 P= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 6" 5 1/2"x 6" Slf Wt= 0 List properties for _ List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" what size? I7 x 11-1/4- w Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI S 12"x 117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 SelfWt=O Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 1-314" x 7-1/4" (3)1-3/4"x 5-1/2" - - size LVL? (2)1-3/4"x 5-1/2" (4)1-3/4"x 5-1/2" (2)1-3/4'x 11-7/8- W Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=O 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what tisf properties for 1-314" x 7-1/4" 5-1/4"x 5-1/2" 1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-12'z 11-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 SB Wt=O (3)1-3/4•x 19- Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member sawn wood �I Final Member Results Final Member: (2)2 x 8,Douglas Fir- Bending Overdesign: 3.4% Material Library Choose From All Sizes Of Beam Type WI Larch(North),No.1 /No.2 ShearOverdesign: 127.0% Final Size: (2)2x8 W DeflectionOverdesign: 161.4% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 3.4% Actual Member Size:3.00"x 7.25" 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i2,700 ft-lb 3.00 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 1,125 lb 1,125 lb Max.Negative Moment:i0 ft-Ib 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - - Dead Load: 675115 675 Ib Max Design Shear:i 1,438 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 1,800 lb 1,800 lb Main Span Max.Downward 0.072"/0.115" 3.00'/3.00' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 405 Ib 405 Ib ............Cant..Us.Defl....Live/Total: N/A...................................................N/A............................._N/A........... Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 405 1b 405 Ib Req'd El,Not Incl.Self Wt.:15.832E+07 Actual El: 1.52E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:iN/A Approx.Tot.Wt.: N/A Allowed Moment. Min.Calc'd Bearing Lengths:i = 0.96 in Left = 0.96 in(Right) 2,792 ft-lb R1 18625 67th Ave.NE, 1/10/2024 S ctural CalculaV, Pg. 117 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRLICTION ALc a do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: R2 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 700 Other Info.: 600 Main Span,L= 5.00 ft 500 -400 Main Span Max.Allowed Live Defl:L/i 360 i=0.17 in a 300 Main Span Max.Allowed Total Defl:L/ 240 =0.25 in 200 .................................................. J 100 Cantilever(Overhang)Exists? No I o Pitch if Sloped: 100 1 2 3 4 6 0.0:12 -200 Load Duration Snow.US -1 Span(ft) Loads From Continuous Member? No 1.11 Add Self Wt.? For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,ft Load,pff Load,plf. Load,plf. Roof Loads(not including snow) 20 psf 15 psf 15.00 ft - - 225.0 lb/ft Roof Snow(only) 25 psf 15.00 ft 375.0 lb/ft 375.0 lb/ft - .....u,i Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 375.0 lb/ft wD= 225.0 lb/ft 0.0:12 All other beams .i Combined Total Uniform Load WU= 600.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) .I Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.z VI Timber Grade No.1 .j Acceptable Solutions Acceptable Solutions 2x10 (4)2x6 - - - (2)2x8 3 x 8 - - - List properties for what (3)2 x 6 4 x 8 - - - size lumber? 4 x 1' V Slf Wt=15.51 Fb=1173 Fv=207 Fc 625 E=1600000 Slf Wt=8.12 6 List properties for x 12 P= what size? Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 6" 5 1/2"x 6" Slf Wt= 18.5 List properties for _ List properties for what 31/2"x 6" 6 3/4"x 7 1/2" what size? I7 x 11-1/4- Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI 5 1/2"x 11 7/8" W Web - F15=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 1-3/4"x 5-112" (3)1-3/4"x 5-112" - - size LVL? (2)1-3/4"x 5-1/2" (4)1-3/4"x 5-1/2" - (2)1-3/4-x 11-7/8- W F15=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties for 1.3/4"x 5-112" 5-1/4"x 5-1/2" 1-3/4"x 9-1/2" (3)11-3/4"/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-12'z11a/9' Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 1 3/4•x 19- Fb=2674 Fv=356.5 Fcp=800 E 550000 #N/A Final Member Results Final Member Sawn wood I _I Final Member:4 x 8,Douglas Fir- Bending overdesign: 71.4% Material Library Choose From All Sizes Of Beam Type � Larch(North),No.1 /No.2 ShearOverdesign: 204.6% Final Size: 4x8 Deflection Overdesign:421.4% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 71.4% Actual Member Size:3.50"x 7.25" 5.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment::1,895 ft-lb 2.50 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 938 Ib 938 Ib Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - - Dead Load: 578 lb 578 Ib Max Design Shear:i 1,150 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 1,516 lb 1,516 lb Main Span Max.Downward 0.030"/0.048" 2.50'/2.50' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 347 Ib 347 Ib ............Cant..Us.Defl....Live/Total: N/A...................................................N/A............................._N/A........... Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 338 1b 338 1b Req'd El,Not Incl.Self Wt.:13.375E+07 Actual El: 1.78E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:i6.36 plf Approx.Tot.Wt.:32 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 0.69 in Left = 0.69 in(Right) 1,869 ft-lb R2 18625 67th Ave.NE, 1/10/2024 S ctural Calculavpn* 118 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: R3 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 300 Other Info.: 250 Main Span,L= 10.00 ft 200 _150 Main Span Max.Allowed Live Defl:L 360 i=0.33 in a 100 Main Span Max.Allowed Total Defl:L/ 240 =0.50 in 50 ........................... .................... J 0 Cantilever(Overhang)Exists? No _50 It 2 4 6 8 1 12 -100 Pitch if Sloped: 0.0:12 1 0 A5 -15 Span(ft) Load Duration snow.US IV Loads From Continuous Member? No Add Self Wt.? For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Roof Loads(not including snow) 20 psf 15 psf 6.00 ft - - 90.0 lb/ft Roof Snow(only) 25 psf 6.00 ft 150.0 lb/ft 150.0 lb/ft - .....u,i Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 150.0 lb/ft wp= 90.0 lb/ft 0.0:12 All other beams .i Combined Total Uniform Load WU= 240.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) .I Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.z .I Timber Grade No.1 .j Acceptable Solutions Acceptable Solutions 2x 14 (4)2It6 - - - (2)2x10 3x10 - - - d__ List properties for what (3)2 It 8 4 x 8 - - - size lumber? 4 x 12 Slf Wt=15.51 Fb=1173 Fv=207 Fc 625 E=1600000 Slf Wt=8.12 6 12 List properties for x P= what size? Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"It 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"It 9-1/4" 3 1/8"x 7 1/2" 5 1/2"x 6" Slf Wt= 18.5 List properties for List properties for what 31/2"It 6" 6 3/4"x 7 1/2" what size? I7_x 11-1/4_ w Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI 51/2"x 117/a" . Web 11-7/8"TJI/L65 - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? 16"TJI/L65 - 2.0E Microllam LVL-Multi-ply N, 1 16"TJI/L90 List properties for what 1-314" x 7-1/4" (3)1-3/4"x 5-1/2" 14"TJI H90 - size LVL? (2)1-3/4" x 7-1/4" (4)1-3/4"x 5-1/2" 11-7/8"TJI 560 (2)1-3/4-x 11-7/8- W Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what tisf properties for 1-314" x 7-1/4" 5-1/4"x 5-1/2" 1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2" x 7-1/4" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-i2'z 11-7/9' Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4"x 19- Fb=2674 Fv=356.5 Fcp=800 E 550000 #N/A Final Member Results Final Member sawn wood J Final Member: 6 x 6, Douglas Fir- Bending Overdesign: 3.0% Material Library Choose From All Sizes Of Beam Type �� Larch(North), No. 1 ShearOverdesign: 250.6% Final Size: 6.6 Deflection Overdesign: 9.5% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 3.0 Actual Member Size:5.50"x 5.50" 10.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i3,095 ft-lb 5.00 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 750 Ib 750 Ib Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - - Dead Load: 488115 488 Ib Max Design Shear::1,124 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 1,238 lb 1,238 lb Main Span Max.Downward 0.277"/0.457" 5.00'/5.00, Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 293 Ib 293 Ib ............Cant..Us.Defl....Live/Total: N/A...................................................N/A............................._N/A........... Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 270 1b 270 1b Req'd El,Not Incl.Self Wt.:11.080E+08 Actual El: 1.22E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:i7.58 plf Approx.Tot.Wt.:76 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 0.36 in Left = 0.36 in(Right) 1,747 ft-lb R3 18625 67th Ave.NE, 1/10/2024 S ctural Calculavpn* 119 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: R4 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 500 Other Info.: 400 Main Span,L= 8.25 ft 300 Main Span Max.Allowed Live Defl:L/i 360 i=0.28 in -2 zoo :................................................... Main Span Max.Allowed Total Defl:L/i 240 i=0.41 in 100 .................................................... J o Cantilever(Overhang)Exists? No I 100 1 2 3 4 5 6 7 8 9 Pitch if Sloped: - 0.0:12 -00 Load Duration Snow.US � Span(ft) Loads From Continuous Member? No Add Self Wt.? For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry W I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,ft Load,pff Load,plf. Load,plf. Roof Loads(not including snow) 20 psf 15 psf 10.00 ft - - 150.0 lb/ft Roof Snow(only) 25 psf 10.00 ft 250.0 lb/ft 250.0 lb/ft - .....u,i ,yN -- Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 250.0 lb/ft wD= 150.0 lb/ft 0.0:12 All other beams .i Combined Total Uniform Load WU= 400.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) .I Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.z .I Timber Grade No.1 .j Acceptable Solutions Acceptable Solutions (4)2x8 - (2)2x10 3x12 6 x 8 - - List properties for what (3)2 x 8 4 x 10 - - - size lumber? 4 x 1' Slf Wt=15.51 Fb=1173 Fv=207 Fc 625 E=1600000 Slf Wt=8.12 6 12 List properties for x P= what size? Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 7 1/2" 5 1/2"x 6" Slf Wt= 18.5 List properties for List properties for what 31/2"x 6" 6 3/4"x 7 1/2" what size? I7_x 11-1/4- w Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI 5 1/2"x 11 7/8" W Web - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 1-314" x 7-1/4" (3)1-3/4"x 5-1/2" - - size LVL? (2)1-3/4" x 7-1/4" (4)1-3/4"x 5-1/2" (2)1-3/4-x 11-7/8- W Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties for 1-314" x 7-1/4" 5-1/4"x 5-1/2" 1-3/4"x 9-1/2" (3)11-3/4"/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2" x 7-1/4" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-12'z11a/9' Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 1 3/4-x 18- W Fb=2674 Fv=356.5 Fcp=800 E 550000 #N/A Final Member Results Final Member Sawn wood J Final Member:4 x 10, Douglas Fir- Bending Overdesign:40.5% Material Library Choose From All Sizes Of Beam Type �� Larch(North),No.1 /No.2 ShearOverdesign: 226.4/ Final Size: 4 x 10 Deflection Overdesign: 258.2 Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 40.5 Actual Member Size:3.50"x 9.25" 8.25 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i3,472 ft-lb 4.13 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 1,031 lb 1,031 lb Max.Negative Moment:i0 ft-Ib 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - - Dead Load: 652 Ib 652 Ib Max Design Shear::1,369 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 1,683 lb 1,683 lb Main Span Max.Downward 0.071"/0.115" 4.13'/4.13' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 391 lb 391 lb ............Cant..Us.Defl....Live/Total: N/A...................................................N/A............................._N/A........... Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 371 lb 371 Ito Req'd El,Not Incl.Self Wt.:11.011E+08 Actual El: 3.69E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:i8.11 plf Approx.Tot.Wt.:67 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 0.77 in Left = 0.77 in(Right) 3,247 ft-lb, R4 18625 67th Ave.NE, 1/10/2024 -55' ructural Calct ati®pos, Pg. 120 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CASIrRUCTION ALC 1 0p �m Imoortant:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: R5 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,000 Other Info.: 800 Main Span,L= 5.00 ft 600 Main Span Max.Allowed Live Defl:L/ ,,,,,,,,,,,,,,, 360, ,,,,,,,,,,,,,,, =0.17 in a goo Main Span Max.Allowed Total Defl:L/ 240, =0.25 in 200 ........................................................... o Cantilever(Overhang)Exists? No J o -200 1 2 3 4 6 Pitch if Sloped: 0.0:12 -400 Load Duration snow 1.15 Span(ft) Loads From Continuous Member? No Add Self Wt.? Q ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? INo . GluLamsOnly: Notpmstmted wI Dry . 100 deg F$less - Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes �' Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 psf 15 psf 18.00 ft - - 270.0 Ib/ft Roof Snow(only) 25 psf 18.00 ft 450.0 Ib/ft 450.0 Ib/ft - Roof pitch for LL Red'n ..�" Red'n V Total Adjusted Uniform Loads wL= 450.0 Ib/ft wD= 270.0 Ib/ft 0.0:12 All other beams Combined Total Uniform Load wu= 720.0Ib/ft Concentrated(Point)Loads Trib.Length, Live Load.psf Dead Load.psf Trib.Width,ft. ft. Live Ibs Dead Ibs Location,ft Point Load C Description,optional FR4 1,031 Ib 652 Ib xc= 0.33 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Dou91asFir-L ch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions 2x12 (4)2x6 - - - (2)2x8 3x10 - - - List properties for what (3)2 x 8 4 x 8 - - - size lumber? 4 x 12 v Slf Wt=15.51 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=8.12 for what size? 6x 12 Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) . 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 6" 51/2"x 6" Slf Wt= 18.5 List properties List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" for what size? 7•x 11-1/4- Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 51/8"x 6" 8 3/4"x 9" 1-Level,TJI 51/2"x 117/8" w- Web Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? - 2.0E Microllam LVL-Multi-ply No v List properties for what 1-3/4"x 7.1/4" (3)1-3/4"x 5-1/2" - - size LVL? (2)1-3/4"x 5-1/2" (4)1-3/4"x 5-1/2"(2)1-3/4"x 11-7/8• -_1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1.3/4"x 7.1/4" 5-1/4"x 5-1/2" --- -----tist-properties ----------1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" for what size? 3-1/2"x 9-1/2" 3.1/2•x 11.7/6• Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 1 3/4•x 1e• Fb=2674 Fv=356.5 Fcp=800 E=1550000 #N/A Final Member sawn wood 1wI Final Member Results Final Member:4 x 8,Douglas Fir- Bending Overdesign:26.9% Material Library Choose From All Sizes Of Beam Type Larch(North),No.1 /No.2 Shear Overdesign: 135.2% Final Size: 4.8 Deflection Overdesign:279.2 Min.Bearing Lengths:= 1.55 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 26.9 Actual Member Size:3.50"x 7.25" 5.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reo'd For Maximums R-Le Left R,-Riaht Max.Positive Moment:2,559 ft-lb 2.35 ft Main Span Full strength: .....................................................9.....................................;..............................................................................................................................P........... Live Load: 2,087 Ib 1,194 Ib Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral ............................................................................................................................................................................................................................................ Dead Load: 1,299 Ib 734 Ib Max Design Shear: 1,489 Ib 0.00 ft Main Span ........................................................................................................................................................................................................................................... Total Load: 3,387 Ib 1,928 Ib Main Span Max.Downward: Live Case Causing Max N/A N/A Deflection(Live/Total); 0.041"/0.066" 2.45'/2.45' Main/Main Main Span Max.Upward: 0.000"/0.0001, 0.00'/0.00, Main/Main Minimums R,-Left R,-Right Deflection(Live/Total). .............................................................................................:............................................................................................................................................. Live Load: 0 Ib 0 Ib Cant.Down.Defl.(Live/Total):.N/A N/A N/A wio Mid-eracinc: .......................................................................................................................................................................................................................................... 0.6 or 1.0 Dead: 780 Ib 441 Ib .................Cant;UDefl.(Live/Total):;N/A............................................................N/A....................................N/A.............. Bending Redn: ......................................................................... Net Reaction 770 Ib 431 Ib Req'd El,Not Incl.Self Wt.:4.653E+07 Actual El: 1.78E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight. plf Approx.Tot.Wt.:32 Ib Alf-d Moment: Min.Calc'd Bearing Lengths:i = 1.55 in Left =0.88 in(Right) 1,869 ft-lb R5 18625 67th Ave. NE, 1/10/2024 Structural CalcWataq s, Pg. 121 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C(1s RUCTION%.ALC Important:Top and bottom must be laterally supported at supports and at 4-fit max.intervals.Dynamic loading not considered.Complientwith 20181BC. All designs should be checked by competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: R6 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,200 Other Info.: 1,000 800 Main Span,L= 4.00 ft 600 400 Main Span Max.Allowed Live Defl:L/ ............... .360 ............. =0.13 in a 200 Main Span Max.Allowed Total Defl:L/ 24 0.20 in ............................................................ o p Cantilever(Overhang)Exists? No -11-200 0.5 1 1.5 2 2.5 3 3.5 4.5 -400 Pitch if Sloped: 0.0:12 600 Load Duration snow 1.1 800 span(ft)5 � Loads From Continuous Member? No 1 Add Self Wt.? QQ ves O No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No GluLams Only: Not press neared Dry 100 dey F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 psf 1 15 psf 6.00 ft - - 90.0 lb/ft Roof Snow(only) 25 psf 6.00 ft 150.0 lb/ft 150.0 lb/ft - Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 150.0 lb/ft wD= 90.0 lb/ft 0.0:12 All other beams V Combined Total Uniform Load wu= 240.0lb/ft Concentrated(Point)Loads Trib.Length, Live Load psf Dead Load psf Trib.Wi ft. ft. Live.Ibs Dead,Ibs Location ft Point Load A 25 psf 15 psf 14dth.00 ft 4.00 ft 1,400 lb 840 lb xA= 1.66 ft Point Load B 25 psf 15 psf 14.00 ft 13.00 ft 4,550 lb 2,730 lb xe= 1.66 ft Note:Location Measured From Left Su pport 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir-Lamh(North) Lumber Grade No.1/No.2 Timber Grade No.1 V, Acceptable Solutions Acceptable Solutions (4)2x 12 12x12 PE]ql6x 10 List properties for what 4 x 16 8 x 10 size lumber? '.4 it 12• 10 x 10 Slf Wt=15.51 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 SIf Wt=8.12 for what size? 6x 12 Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3.1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5.1/4"x 9-1/4" 3 1/8"x 9 1/2" 5 1/2"x 7 1/2" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 9" 6 3/4"x 7 1/2" for what size? 7"11-1/4• Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 7 1/2" 8 3/4"x 9" I-Level,TJI s 12"x 11 7/e- Web - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-pk No List properties 1- for what - (3)1-3/4"x 7-1/4" - - size LVL? _ 1 (2)13/4"x 9-1/2" (4)1.3/4"x (2)1-3/4•x11.7/8• Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what - List properties - (3) size LVL? 3.1/2"x 9-1/2" 7"x 5-1/2" for what size? 3-1/2"x 9-1/2" 3-12'x11-7/8- 1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 3/4•xlb- Fb=2674 Fv=356.5 Fcp=800 E=155000( #N/A Final Member nmbersnand ssL LSL 7 Final Member Results Final Member:3-1/2"x 9-1/2", Bending Overdesign:23.1% Material Library Choose From All Sizes Of Beam Type VI Timberstrand 1.5E LSL ShearOverdesign:34.6% Final Size: 3-1/2,x 9-1/2- W Deflection Overdesign:243.8% Min.Bearing Lengths:= 2.17 in.(Left) .= 1.59 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 23.1 Actual Member Size:3.50"x 9.50" 4.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R-Left Left R,-Right Max.Positive Moment:i9,731 ft-lb 1.66 ft Main Span Full Strength: ...................................................9...............................................................................................................................................................P........... Live Load: 3,781 lb 2,769 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral ...................................................................................................................................................................................................................................... Dead Load: 2,289 lb 1,682 lb Max Design Shear:.6,070 lb 0.00 ft Main Span ...........................................................................................:.......................................................................................................................................... Total Load: 6,070 lb 4,451 lb Main Span Max.Downward: 0.036"/0.058" 1.92'/1.92' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total)i ...................................................................................................................................................................................................................................... Main Span Max.Upwards 0.000"/0.0001, 0.00'/0.00, Main/Main Minimums R-Left Left R,-Right Deflection(Live/Total). ...........................................................................................:.......................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):.N/A N/A N/A W/O Mid-Bracing' ..........................................................................................._.......................................................................................................................................... 0.6 or 1.0 Dead: 1,373 lb 1,009 lb CanLU .,Defl (Live%Total):;N/A ,N/A Bending Red'n .... -........ ......... N/A ......... Net Reaction 1,361 lb 997 Ib Req'd El,Not Incl.Self Wt.:.1.124E+08 Actual El: 3.88E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:.10.20 plf Approx.Tot.Wt.:41 lb Anowednnoment, Min.Calc'd Bearing Lengths:: =2.17 in(Left) = 1.59 in(Right) 11,983 ft-lb R6 18625 67th Ave.NE, 1/10/2024 Str tural Calculati�ls,�mq. 122 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C44SIRLICTION ALC . Important:Top and bottom must be laterally supported at supports and at Oft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: R7 Load and Span Diagram(Not To Scale.Pitch,ifany,notshown) 500 Other Info.: 400 Main Span,L= 3.00 ft 300 :.................................................. g 200 Main Span Max.Allowed Live Defl:L/ 360.................... =0.10 in a 100 Main Span Max.Allowed Total Defl:L/ 240 =0.15 in 0 .................. ......... ................ Cantilever(Overhang)Exists? No _J-100 I 1 0.5 1 1.5 2 2.5 3.5 -200 Pitch if Sloped: 0.0:12 -300 Load Duration snow.ms I span(ft) Loads From Continuous Member? No Add Self Wt.? Q Yes No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No . GluLams Only: Not press treated W Dry w 100 dig F&I... w Concentrated(Point)Loads Trib.Length, Live Load,psf Dead Load,psf Trib.Width.ft. ft. Live,Ibs Dead,Ibs Location,ft Point Load A 25 psf 15 psf 14.00 ft 7.00 ft 2,450 lb 1,470 lb xA= 1.25 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions 2x14 (4)2x6 - - - (2)2x10 3x 10 - - - List properties for what (3)2 x 8 4 x 8 - - - size lumber? 4 x 12 w - SIf Wt=15.51 List properties Fb=1173 Fv=207 Fcp=625 E-1600000 SlfWt=8.12 for what size? 6x12 Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" ff3l/2" 6" 5 1/2"x 6" SIf Wt= 18.5 List properties _ _ List properties for what6" 6 3/4"x 7 1/2for what size? x 11-11 1 Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 6" 8 3/4"x 9" I-Level,TJI s 1/2"x 117/8" W Web - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? 2.0E Microllam LVL-Multi-ply No w List properties for what 13/4" x 7-1/4" (3)1-3/4"x 5-1/2" size LVL? (2)1-3/4"x 5-1/2" (4)1-3/4"x 5-1/2" - (2)1.3W x 11.71W w Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 13/4" x 7-1/4" 5-1/4"x 5-1/2" List properties 1-3/4"x 9-1/2" (3)1-314"x 9-1/2" size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" for what size? 3-1/2"x 9-1/2" 3-1/2-x 11-7/8- W Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 (3)1-3/4'x 18- Fb=2674 Fv=356.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member sawn wood IV Bending Overdesign: 13.3% Final Member: 4 x 8, Douglas Fir- Material Library Choose From All Sizes Of Beam Type • Larch(North), No.1 /No.2 ShearOverdesign: 52.8% Final Size: 4.8 Deflection Overdesign: 624.2% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 13.3 Actual Member Size:3.50"x 7.25" 3.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reo'd For Maximums R-Le Left R,-Right Max.Positive Moment:i2,865 ft-lb 1.25 ft Main Span Full Strength: ............................................. ...............................;...........................................................................................................P......... Live Load: 1,429 lb 1,021 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral ........................................................................................................................................................................................................ Dead Load: 867 Ib 622 Ib Max Design Shear:2,292 lb 0.00 ft Main Span ..............................................................................._........................................................................................................................ Total Load: 2,296 lb 1,643 lb Main Span Max.Downward: 0.013"/0.021" 1.44'/1.44' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ........................................................................................................................................................................................................ Main Span Max.upward-1. 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Le Left R,-Right Deflection(Live/Total)': ................................ ..........................................a........................................................................................................................ Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead: 5201b 373 Ib Cant. Defl:(Live/Total):N/A N/A N/A Bending Red',: .... ............ ...... a. ....... .............................. Net Reaction 515 lb 368 Ib Req'd El,Not Incl.Self Wt.:12.448E+07 Actual El: 1.78E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight::6.36 plf Approx.Tot.Wt.: 19 lb Allowed Moment: Min.Calc'd Bearing Lengths:: = 1.05 in(Left) = 0.75 in(Right) 1,869 ft-lb R7 18625 67th Ave.NE, 1/10/2024 S ctural Calculaftpn* 123 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T1 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 800 Other Info.: 700 600 Main Span,L= 6.00 ft 500 .................................................. 400 Main Span Max.Allowed Live Defl:L/i 480 i=0.15 in a 300 Main Span Max.Allowed Total Defl:L/ 360 =0.20 in A 200 .................................................. p 100 Cantilever(Overhang)Exists? No 'W I J 0 -100 1 2 3 4 5 7 Pitch if Sloped: 0.0:12 -200 -300 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No V Add Self Wt.? Q ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,plf Load,plf. Load,plf. Floor Loads 40 psf 28 psf 10.00 ft 400.0 lb/ft 400.0 lb/ft 280.0 lb/ft Wall Dead Load 4.00 ft - Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 400.0 lb/ft wD= 280.0 lb/ft 0.0:12 All other beams .I Combined Total Uniform Load WU= 680.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) . Timber Material Douglas Fir-Larch(North) .j Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions 2x14 (4)2x6 - - - (2)2x10 3x101 d__ - - - List properties for what (3)2 x 8 4 x 8 - - - size lumber? Slf Wt=O Fb=1275 Fv=225 Fc 65 = 600000 Slf Wt=O List properties for 6x 12 p= 2 E1 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLIB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 6" 5 1/2"x 6" Slf Wt= 0 List properties for _ 3 1/2"x 6" 6 3/4"x 7 1/2" what size? 7 x n-Va' Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8"x 6" 8 VA"x 9" I-Level,TJI 612"x 117/8" W Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 SelfWt=O Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 1-314" x 7-1/4" (3)1-3/4"x 5-1/2" - - size LVL? (2)1-3/4" x 7-1/4" (4)1-3/4"x 5-1/2" (2)1-3/4'x 11-7/8- W Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=O 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties for 1-314" x 7-1/4" 5-1/4"x 5-1/2" 1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2" x 7-1/4" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-12'z11a/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=O 1 3/4"x 19- Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Results Final Member sawn wood J Final Member:4 x 8,Douglas Fir- Bending overdesign: 15.3/ Material Library Choose From All Sizes Of Beam Type Larch(North),No.1 /No.2 ShearOverdesign: 133.6% Final Size: 4x8 Deflection Overdesign: 79.4% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 15.3% Actual Member Size:3.50"x 7.25" 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i3,060 ft-lb 3.00 ft Main Span Full Strength: ...............................................................................L...................................................................................................................... Live Load: 1,200 lb 1,200 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - - Dead Load: 840 Ib 840 Ib Max Design Shear:i 1,629 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 2,040 lb 2,040 lb Main Span Max.Downward 0.066"/0.112" 3.00'/3.00' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 504 Ib 504 Ib ............Cant..Us.Defl....Live/Total: N/A...................................................N/A............................._N/A........... Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 504 1b 504 1b Req'd El,Not Incl.Self Wt.:19.914E+07 Actual El: 1.78E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:iN/A Approx.Tot.Wt.: N/A Allowed Moment. Min.Calc'd Bearing Lengths:i = 0.93 in Left = 0.93 in(Right) 2,031 ft-lb T1 18625 67th Ave.NE, 1/10/2024 S ctural CalculaV, Pg. 124 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRLICTION ALc a do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T2 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,000 Other Info.: 800 Main Span,L= 16.50 ft 600 -400 Main Span Max.Allowed Live Defl:L/i 480 i=0.41 in .2 200 Main Span Max.Allowed Total Defl:L/ 360 =0.55 in o "' """""""""" 0-200 It 2 4 6 8 10 12 14 16 18 Cantilever(Overhang)Exists? No '•I J-400 Pitch if Sloped: 0.0:12 -600 -800 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V Glut-ams Only: -1 Dress treated W Dry W 1 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V� Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 40 psf 28 psf 11.00 ft 440.0 lb/ft 440.0 lb/ft 308.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 440.0 lb/ft wD= 308.0 lb/ft 0.012 All other beams Combined Total Uniform Load WU= 748.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North. Timber Material Douglas F,r-Larch(North Lumber Grade No.1/No.2 .' Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 14 - - 6x16 14x 14 - List properties for what 8 x 16 16 x 16 - size lumber? 4 x 12• V 10 x 14 - Slf Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 6 List properties for x 1z p= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) 3-1/2"x 16" 7"x 14" Acceptable Solutions 5-1/4"x 14" 3 1/8"x 18" 5 1/2"x 15fl Slf Wt= 18.5 List properties for 3 1/2"x 16 1/2" 6 3/4"x 13 1, what size? T x n-t/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties forwhatsize glulam? 5 1/8"x 15" 8 3/4"x 13 1 I-Level,TJI 51R"x 117/9- V_ Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.OE Microllam LVL-Multi-ply List properties for what 1 (3)1-3/4" x 14" - - size LVL? (2)1-3/4" x 16" 1 4) - (2)1-3/4•x 11.71W• �� Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 5-1/4" x 14" - (3)1-314" x 16" List properties for what List properties for size LVL? 3-1/2" x 16" 7" x 14" what size? 3-1/2"x 18" 1/2'x11-7/8" 'w Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 (111-3/4-x18" W Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Microllam 2.0E LVL Final Member Results Final Member: 5-1/4" x 14", Bending Overdesign: 73.7% Material Library Choose From All Sizes Of Beam Type W Microllam 2.0E LVL Shear Overdesign: 220.3% Final Size: 5-1/4-x 14 Deflection Overdesign: 2.9% Min.Bearing Lengths:= 1.61 in.(Left) .= 1.61 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 2.9% Actual Member Size:5.25"x 14.00" 16.50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i26,180 ft-lb 8.25 ft Main Span Full Strength: ............................................. ...............................1..........................................................................................................P......... Live Load: 3,630 lb 3,630 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span #N/A ...................................................................................................................................................................................................... Dead Load: 2,717 lb 2,7171 Max Design Shear:6,347 lb 0.00 ft Main Span ...................................................................................................................................................................................................... Total Load: 6,347 lb 6,347 lb Main Span Max.Downward: 0.306"/0.535" 8.25'/8.25' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ...............................................................................:...................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.0001, 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total)': ...............................................................................1...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracing: ...............................................................................:...................................................................................................................... 0.6 or 1.0 Dead: 1,630 lb 1,6301 Cant.Uk.Defl.(Live/Total): N/A N/A N/A sending Red'n: ..............................................................................:...................................................................................................................... Net Reaction 1,525lb 1,525 lb Re d El,Not Incl.Self Wt.:12.268E+09 Actual El: 2.40E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight::21.30 plf Approx.Tot.Wt.:351 lb Allowed Moment., Min.Calc'd Bearing Lengths:: = 1.61 in(Left) = 1.61 in(Right) #N/A T2 18625 67th Ave.NE, 1/10/2024 S ctural CalculaV, Pg. 125 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRLICTION ALc a do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T3 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 800 Other Info.: 600 Main Span,L= 12.00 ft 400 Main Span Max.Allowed Live Defl:L/i 480 i=o.3D in -2 zoo :................................................... Main Span Max.Allowed Total Defl:L/i 360 i=0.40 in o .................................................... 0 2 4 6 8 10 1 14 Cantilever(Overhang)Exists? No �-200 -goo Pitch if Sloped: 0.0:12 -00 Load Duration Temp cornrm 1.25 span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V Glut-ams Only: -1 Dress treated W Dry W 1 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V� Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 40 psf 28 psf 10.00 ft 400.0 lb/ft 400.0 lb/ft 280.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 400.0 lb/ft wD= 280.0 lb/ft 0.012 All other beams Combined Total Uniform Load WU= 680.0 Ib/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North Timber Material Douglas Fu Larch(North Lumber Grade No.1/No.2 .' Timber Grade No.1 Acceptable Solutions Acceptable Solutions - (4)2x14 - 12x12 - - - 6x12 14x 14 - List properties for what 8 x 12 - - size lumber? 4 x 12• V 10 x 10 Slf Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 6 List properties for x 1. p= what size? ' - Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 11-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 11-1/4" 3 1/8"x 13 1/2" 5 1/2"x 10 1/2" Slf Wt= 18.5 List properties for List properties for what 3 1/2"x 11 7/8" 6 3/4"x 9 1/2" what size? J r x 11-1/4' 'w Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 51/8"x 10 11.- 8'VA"x 9" I-Level,TJI 51/2"x 117/8" V_ Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.OE Microllam LVL-Multi-ply List properties for what (3)1-3/4" x 11-7/8" - - size LVL? (2)1-3/4" x 11-7/8" 1 - (211-3/4"x11.7/8" w� Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 5-1/4" x 11-7/8" List properties for - (3)1-3/4"x 11-7/8" size LVL? 3-1/2" x 11-7/8" 7"x 9-1/2" what size? 3-1/2"x 14" 1/2'x 11-7/8' 'w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 i3`1-3/4•x 18• V Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Timberstrand 1.55E LSL - Final Member Results Final Member: 3-1/2"x 14", Bending Overdesign: 118.2% Material Library Choose From All Sizes Of Beam Type W Timberstrand 1.5E LSL ShearOverdesign: 276.8% Final Size: 3-1/2-.14- Deflection Overdesign: 53.0% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 53.0% Actual Member Size:3.50"x 14.00" 12.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:;12,510 ft-lb 6.00 ft Main Span Full Strength: ...............................................................................1...................................................................................................................... Live Load: 2,400 lb 2,400 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ...................................................................................................................................................................................................... Dead Load: 1,770 lb 1,7701 Max Design Shear:4,170 Ib 0.00 ft Main Span ...................................................................................................................................................................................................... Total Load: 4,170 lb 4,170 lb Main Span Max.Downward. 0.151"/0.261" 6.00'/6.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ...............................................................................:...................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total)': ...................................................................................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracing: ...............................................................................:...................................................................................................................... 0.6 or 1.0 Dead: 1,062 lb 1,0621 Cant.Uk.Defl.(Live/Total): N/A N/A N/A sending Redn: ..............................................................................:...................................................................................................................... Net Reaction 1,008 lb 1,008 lb Re d El,Not Incl.Self Wt.:17.932E+08 Actual El: 1.24E+09 0% Live Case Causing Min N/A N/A Approx.Self Weight::15.00 plf Approx.Tot.Wt.: 180 lb Allowed Moment., Min.Calc'd Bearing Lengths:: = 1.49 in(Left) = 1.49 in(Right) 27,300 ft-lb T3 _{{ 18625 67th Ave.NE, 1/10/2024 C�M11S RUCTION ALC al Calcoul�,tiav, Pg. 126 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 1 gp hp Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T4 Load and Span D iag ram(Not To Scale.Pitch,if any,not shown) 1,400 other Info.: I,200 1,000 Main Span,L= 6.00 ft 800 ii�600 Main Span Max.Allowed Live Defl:L/ ............ 480 ........... i=0.15 in =qoo Main Span Max.Allowed Total Defl:L/ 360 =0.20 in a zoo ................................................ 0 Cantilever(Overhang)Exists? No V I -200 1 2 3 4 5 7 Pitch if Sloped: 0.0:12 -400 Load Duration I Temp corrst'm 125 -600 Span(ft) Loads From Continuous Member? No Add Self Wt.? QQ yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? v„ Glul-ams Only: Not press treated 4W Dry V i 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I yes - Live,Psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 4.00 ft - - 60.0 lb/ft Roof Snow(only) 25 sf 4.00 ft 100.0 lb/ft 100.0 lb/ft - Floor Loads 40 psf 28 psf 14.00 ft d 560.0 lb/ft 560.0 lb/ft 392.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 660.0 lb/ft wD= 572.0 lb/ft 0.0:12 al other beams Combined Total Uniform Load WU= 1,232.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas hr-Larch(North) . Timber Material Douglas hr Larch(North) Lumber Grade No.1/No.2 Timber Grade No 1 Acceptable Solutions Acceptable Solutions (4)2x10 - - - (2)2x12 3x14 6x8 - - List properties for what (3)2 x 10 4 x 12 - - size lumber? 4x 12 V Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 SlfWt=8.12 for what size? 6,12 • Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) . 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 7 112" 5 1/2"x 7 1/2" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 7 1/2"' 6 3/4"x 7 1/2" for what size? 7-x 11-1/4. Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 7 1/2" 8 3/4"x 9" I-Level,TJI S 1/2"x 11 7/8" V Web Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? ' 2.0E Microllam LVL-Multi-ply List properties for what 1-3/4" x 9-1/2" 1 (3)1-3/4" x 7-1/4" - - size LVL? (2)1-3/4" x 7-1/4" 1 (4)1-3/4"x 5-1/2" - (2)1-3/4•x 11-7/8- -1 Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4" x 9-1/2" 1 5-1/4"x 7-1/4" List properties 1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2" x 7-1/4" 7"x 5-1/2" for what size? 3-1/2"x 9-1/2" 3-1/2'x 11-7/8• W1 Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 3/4-x 18' W Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member sawnwood I Final Member Results Final Member: 4 x 12, Douglas Fir- Bending Overdesign:28.7% Material Library Choose From All Sizes Of Beam Type W Larch(North),No. 1 /No.2 ShearOverdesign: 130.6% Final Size: 4x12 1 DeflectionOverdesign:267.0% Min.Bearing Lengths:= 1.70 in.(Left) .= 1.70 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 28.7% Actual Member Size:3.50"x 11.25" 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracina Read For Maximums R,-Left R,-Right Max.Positive Moment: ft-lb 3.00 ft Main Span Full Strenath: ..........................................................................._.................................................................................................................. Live Load: 1,980 lb 1,980 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral ...........................................................................:.................................................................................................................. Dead Load: 1,746lb 1,746 lb Max Design Shear:2,561 lb 0.00 ft Main Span ...........................................................................>.................................................................................................................. Total Load: 3,726 Ib 3,726 lb Main Span Max.Downward: 0.029"/0.055" 3.00'/3.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): .............................................................................................................................................................................................. Main Span Max.Upwardi 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right Deflection(Live/Total)': ...........................................................................a............................................................................................................. ..... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracina: 0.6 or 1.0 Dead: 1,047Ib 1,047Ib .........Cant...,U„�,.Defl.:(Live./.Total):eN/A................................................N/A............................_N/A............ sending Redn: Net Reaction 1,030 lb 1,030 lb Req'd El,Not Incl.Self Wt.:i 1.796E+08 Actual El: 6.64E+08 0% Live Case Causing Min N/A N/A Approx.Self Weight: plf Approx.Tot.Wt.:59 lb A/fowea Moment: Min.Caldd Bearing Lengths:: = 1.70 in(Left) 1.70 in(Right) 5,303 ft-lb T4 18625 67th Ave.NE, 1/10/2024 S ctural CalculaV, Pg. 127 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRLICTION ALc a do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T5 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 400 Other Info.: pressure treated deck beam 300 Main Span,L= 10.00 ft 200 Main Span Max.Allowed Live Defl:L/i 480 ;=0.25 in a 100 :................................................... Main Span Max.Allowed Total Defl:L/i 360 i=0.33 in o .................................................... 0 2 4 6 8 1 12 Cantilever(Overhang)Exists? No �-too -200 Pitch if Sloped: 0.0112 -00 Load Duration Liw.1.00 V span(ft) Loads From Continuous Member? No Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V Glut-ams Only: ,.<s Treated W wet W 1 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V� Live,psf Dead,psf Width,ft Load,pff Load,plf. Load,plf. Deck Loads 60 psf 10 psf 5.00 ft 300.0 lb/ft 300.0 lb/ft 50.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 300.0 lb/ft wD= 50.0 lb/ft 0.012 All other beams Combined Total Uniform Load WU= 350.0 Ib/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Timber Material Hem-Fir Lumber Grade r,:, .' Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x 10 - I - - (2)2x12 3x14 6x10 - - List properties for what (3)2 x 12 4 x 12 El - -size lumber? 402 qr SlfWt=13.61 Fb=898 Fv=120 Fc 272 E=1425000 Slf Wt=7.12 List properties for 6x 12 p= what size? Fb=840 Fv=112 Fcp=272 E=1235000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(OF/DF) . 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9" 5 1/2"x 7 1/2" Slf Wt= 18.5 List properties for List properties for what 3 1/2"x 9" 6 3/4"x 7 1/2" what size? I r x 11-1/4• v Fb=O Fv=O Fcp=O E=0 size glulam? 51/8"x 71/2" 8 3/4"x 9" I-Level,TJI 51/2"x117/9' V Web Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply List properties for what 1-3/4" x 11-7/8" (3)13/4" x 7-1/4" - - size LVL? (2)1-3/4" x 9-1/2" (4) - (211-3/4"x 11.7/8• w Fb=O Fv=O Fcp=O E=0 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties for 1-3/4" x 11-7/8" 5-1/4"x 7-1/4" 1-3/4"x 11-7/8" (3)1-3/4"x 9-112" size LVL? 3-112" x 9-1/2" 7" x 7-1/4" what size? 3-1/2"x 9-1/2" 1/2-x 11-7/8' w!!, Fb=O Fv=O Fcp=O E=0 Slf Wt=7.4 13`1-3/4-x 18- Fb=O Fv=O Fcp=O E=0 #N/A Final Member sawn wood Final Member Results Final Member: 6 x 10,Hem-Fir, No. Bending Overdesign: 21.6% Material Library Choose From All Sizes Of Beam Type W 1 Shear Overdesign: 148.7% Final Size: ,,,1, - Deflection Overdesign: 65.9% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd.Wet Use. Final member OK by: 21.6% Actual Member Size:5.50"x 9.25" 10.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracino Reo'd For Maximums R,-Left R,-Riaht Max.Positive Moment:i4,515 ft-lb 5.00 ft Main Span Full Strength: ............................................. ...............................i..........................................................................................................P......... Live Load: 1,500 Ib 1,500 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ...................................................................................................................................................................................................... Dead Load: 306 Ib 306 Ib Max Design Shear: 1,528 lb 0.00 ft Main Span ...................................................................................................................................................................................................... Total Load: 1,806lb 1,806 lb Main Span Max.Downward: 0.151"/0.181" 5.00'/5.00, Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ...............................................................................:...................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.0001, 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total)': ...............................................................................i...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracino: ...............................................................................:...................................................................................................................... 0.6 or 1.0 Dead: 184 Ib 184 Ib Cant.Uk.Defl.(Live/Total): N/A N/A N/A sending Redn: ..............................................................................:...................................................................................................................... Net Reaction 150 Ib 150 Ib Re d El,Not Incl.Self Wt.:12.700E+08 Actual El: 4.48E+08 0% Live Case Causing Min N/A N/A Approx.Self Weight::11.19 plf Approx.Tot.Wt.: 1121b Allowed Moment: Min.Calc'd Bearing Lengths:: = 1.21 in(Left) = 1.21 in(Right) 3,352 ft-lb T5 _{{ 18625 67th Ave.NE, 1/10/2024 C�M11S RUCTION ALC al Calcoul�,tiav, Pg. 128 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 1 gp hp Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam 1.D.: T6 Load an d S pa n D iag ram(Not To Scale.Pitch,if any,not shown) 1,000 other Info.: 800 Main Span,L= 4.00 ft 600 Main Span Max.Allowed Live Defl:L/ ............ 480 ........... =0.10 in a ago Main Span Max.Allowed Total Defl:L/ 360 =0.13 in 200 Cantilever(Overhang)Exists? No -200 0.5 1 1.5 2 2.5 3 3.5 4.5 Pitch if Sloped: 0.0:12 -400 Load Duration ITempcorut'm12s W Span(ft) Loads From Continuous Member? No Add Self Wt.? QQ yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? v„ Glul-ams Only: Not press treated V Dry V i 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I yes - Live,Psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) �Sf 15 sf 2.00 ft 30.0 lb/ft Roof Snow(only) 2.00 ft 50.0 lb/ft 50.0 Ib/ft - Deck Loads 10 sf 2.00 ft 120.0 Ib/ft 120.0 Ib/ft 20.0 Ib/ft Floor Loads 28 sf 10.00 ft 400.0 lb/ft 400.0 lb/ft 280.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 570.0 lb/ft wD= 330.0 lb/ft 0.0:12 IAJI other beams Combined Total Uniform Load WU= 900.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas hr-Larch(North) . Timber Material Douglas hr Larch(North) Lumber Grade No.1/No.2 Timber Grade No 1 Acceptable Solutions Acceptable Solutions 2x10 (4)2x6 - - - (2)2x8 3x8 - - - List properties for what (3)2 x 6 4 x 6 - - size lumber? 4x 12 Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 SlfWt=8.12 for what size? 6,12 • Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) . 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 6" 5 1/2"x 6" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" for what size? 7'x 11-1/4' Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI S 1/2"x 11 7/8" V Web Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? ' 2.0E Microllam LVL-Multi-ply List properties for what 1-3/4"x 5-1/2" 1 (3)1-3/4"x 5-1/2" - - size LVL? (2)1-3/4"x 5-1/2" 1 (4)1-3/4"x 5-1/2" - (2)1-3/4'x 11-7/8' -1 Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 5-1/2" 1 5-114"x 5-1/2" List properties 1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2"' 7"x 5-1/2" for what size? 3-1/2"x 9-1/2" 3-1/2'x 11-7/8' -1 Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 3/4'x 18' Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Sawn wood W Final Member Results Final Member:4 x 8,Douglas Fir- Bending Overdesign:94.7% Material Library Choose From All Sizes Of Beam Type Larch(North),No. 1 /No.2 Shear Overdesign:200.9% Final Size: 4.8 Deflection Overdesign:354.2% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 94.7% Actual Member Size:3.50"x 7.25" 4.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracina Read For Maximums R,-Left R,-Right Max.Positive Moment: ft-lb 2.00 ft Main Span Full strenath: ..........................................................................._.................................................................................................................. Live Load: 1,140 lb 1,140 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral ...........................................................................:.................................................................................................................. Dead Load: 673 Ib 673 Ib Max Design Shear: 1,265 lb 0.00 ft Main Span ...........................................................................>.................................................................................................................. Total Load: 1,813 lb 1,813 lb Main Span Max.Downward: 0.018"/0.029" 2.00'/2.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): .............................................................................................................................................................................................. Main Span Max.Upwardi 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right Deflection(Live/Total)': ...........................................................................a............................................................................................................. ..... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracina: 0.6 or 1.0 Dead: 404 Ib 404 Ib .........Cant...,U„�,.Defl.:(Live./.Total):eN/A................................................N/A............................_N/A............ sending Redn: Net Reaction 3961b 396 Ib Req'd El,Not Incl.Self Wt.:13.888E+07 Actual El: 1.78E+08 0% Live Case Causing Min N/A N/A Approx.Self Weight: plf Approx.Tot.Wt.:25 lb A/fowea Moment: Min.Caldd Bearing Lengths: = 0.83 in Left =0.83 in(Right) 2,031 ft-lb T6 18625 67th Ave.NE, 1/10/2024 S ctural Calculaftpn* 129 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� 1a do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T7 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 800 Other Info.: 700 600 Main Span,L= 5.00 ft 500 .................................................. 400 Main Span Max.Allowed Live Defl:L/i 480 i=0.13 in a 300 Main Span Max.Allowed Total Defl:L/ 360 =0.17 in A 200 .................................................. p 100 Cantilever(Overhang)Exists? No 'W I J 0 -100 2 3 4 6 Pitch if Sloped: 0.0:12 -200 -300 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No V Add Self Wt.?I QQ yes ONO] For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I too deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor 2 Loads 100 psf 28 psf 3.00 ft 300.0 lb/ft 300.0 lb/ft 84.0 lb/ft Floor Loads 40 psf 28 psf 5.00 ft 200.0 lb/ft 200.0 lb/ft 140.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 500.0 lb/ft wD= 224.0 lb/ft 0.012 All other beams . Combined Total Uniform Load WU= 724.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.t/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions 2x12 (4)2x6 - - - (2)2x8 3x8 - - - List properties for what (3)2 x 6 4 x 8 - - - size lumber? 4 x 12 W Slf Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 6 List properties for x 12 P= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 6" 5 1/2"x 6" Slf Wt= 18.5 List properties for _ List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" what size? I7 x 11-1/4- w Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI S 12"x 117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 1-314" x 7-1/4" (3)1-3/4"x 5-1/2" - - size LVL? (2)1-3/4"x 5-1/2" (4)1-3/4"x 5-1/2" (2)1-3/4'x 11-7/8- W Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what tisf properties for 1-314" x 7-1/4" 5-1/4"x 5-1/2" 1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-12'ztt-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 S8Wt=7.4 (3)1-3/4"x18- Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Results Final Member Timbe strand 1.55E LSL I Final Member: 1-3/4"x 14", Bending Overdesign:497.1% Material Library Choose From All Sizes Of Beam Type WI Timberstrand 1.5E LSL ShearOverdesign: 548.9% Final Size: 1-3/4-x 14- Deflection Overdesign: 904.5% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 497.1% Actual Member Size:1.75"x 14.00" 5.00 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i2,286 ft-lb 2.50 ft Main Span Full Strenge,: ...............................................................................L...................................................................................................................... Live Load: 1,250 lb 1,250 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - Dead Load: 579 Ib 579 lb Max Design Shear:i 1,829 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 1,829 lb 1,829 lb Main Span Max.Downward 0.011"/0.017" 2.50'/2.50' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Left Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 347 Ib 347 Ib ............Cant..Us.Defl....Live/Total: N/A...................................................N/A............................._N/A........... Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 336 Ib 336 Ib Req'd El,Not Incl.Self Wt.:16.109E+07 Actual El: 6.20E+08 48% Live Case Causing Min N/A N/A Approx.Self Weight:i7.50 plf Approx.Tot.Wt.:38 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 1.31 in Left = 1.31 in(Right) 7,320 ft-lb, T7 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpn* 130 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� Pg e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T8 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 600 Other Info.: 500 Main Span,L= 8.00 ft 400 -300 Main Span Max.Allowed Live Defl:L 480 i=0.20 in a 200 Main Span Max.Allowed Total Defl:L/ 360 =0.27 in luu ..................... .................... o 0 Cantilever(Overhang)Exists? No 'W I J-100 I L 1 2 3 4 5 6 7 9 Pitch if Sloped: 0.0:12 -200 -300 Span(ft) Load Duration Temp cornrm 1.25 Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No V Glul-ams Only: -1 Dress treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V� Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 100 psf 28 psf 4.00 ft 400.0 lb/ft 400.0 lb/ft 112.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 400.0 Wit wD= 112.0 lb/ft 0.012 All other beams Combined Total Uniform Load WU= 512.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North Timber Material Douglas Fu Larch(North Lumber Grade No.1/No.2 .' Timber Grade No.1 Acceptable Solutions Acceptable Solutions - 1 (4)2x8 - I - - (2)2x10 3x12 6 x 8 - - List properties for what (3)2 x 8 4 x 10 - -size lumber? 402 V SlfWt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 List properties for 5x 12 p= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 118"x 7 1/2" 5 1/2"x 7 1/2" Slf Wt= 18.5 List properties for List properties for what 3 1/2"x 7 1/2" 6 3/4"x 7 1/2" what size? 17-x 11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5118"x 71/2" 8 3/4"x 9" I-Level,TJI 51/2"x 117/9' V_ Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.OE Microllam LVL-Multi-ply List properties for what 1.314" x 9-1/2" (3)13/4" x 7-1/4" - - size LVL? (2)1-3/4" x 7-1/4" (4)1-3/4"x 5-1/2" - (2)1-3/4"x 11.7/8" w� Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1.314" x 9-1/2" 5-114" x 7-1/4" List properties for 1-3/4"x 9-1/2" (3)1-3/4"x 9-112" size LVL? 3-112" x 7-1/4" 7"x 5-112" what size? 3-1/2"x 9-1/2" 1/2'x 11-7/8' 'w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 13`1-3/4-x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Timberstrand 1.55E LSL - Final Member Results Final Member: 1-3/4"x 9-1/2", Bending Overdesign: 57.4% Material Library Choose From All Sizes Of Beam Type W Timberstrand 1.5E LSL ShearOverdesign: 158.8% Final Size: 1-3/4-x9-1/2- Deflection Overdesign: 5.1% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 5.1% Actual Member Size:1.75"x 9.50" 8.00 It Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Riaht Max.Positive Moment:i4,138 ft-lb 4.00 ft Main Span Full Strength: ............................................. ...............................i..........................................................................................................P......... Live Load: 1,600 lb 1,600 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ...................................................................................................................................................................................................... Dead Load: 469 Ib 469 Ib Max Design Shear:2,069 lb 0.00 ft Main Span ...................................................................................................................................................................................................... Total Load: 2,069 lb 2,069 lb Main Span Max.Downward: 0.190"/0.246" 4.00'/4.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ...............................................................................:...................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.0001, 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total)': ...............................................................................i...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A w/o Mid-Bracing: ...............................................................................:...................................................................................................................... 0.6 or 1.0 Dead: 281 Ib 281 Ib Cant.Uk.Defl.(Live/Total): N/A N/A N/A sending Redn: ..............................................................................:...................................................................................................................... Net Reaction 269 Ib 269 Ib Re d El,Not Incl.Self Wt.:11.843E+08 Actual El: 1.94E+08 49% Live Case Causing Min N/A N/A Approx.Self Weight::5.20 plf Approx.Tot.Wt.:42lb Allowed Moment: Min.Calc'd Bearing Lengths:: = 1.48 in(Left) = 1.48 in(Right) 3,335 ft-lb T8 18625 67th Ave.NE, 1/10/2024 S ctural CalculaiV, fig. 131 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRLICTION ALc a do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T9 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,500 Other Info.: 1,000 Main Span,L= 16.33 ft :.................................................. iK 500 Main Span Max.Allowed Live Defl:L/i 480 i=0.41 in a :................................................... c Main Span Max.Allowed Total Defl:L/ 360....................=0.54 in 0 Cantilever(Overhang)Exists? No 1 � 2 a s s 10 12 1a 15 18 -soo Pitch if Sloped: 0.0:12 -1,000 Load Duration Temp consrm 1.25 span(ft) Loads From Continuous Member? No V Add Self Wt.? Q ves l7 No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V Glut-ams Only: -1 Dress treated W Dry W 1 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V� Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 40 psf 28 psf 16.00 ft 640.0 lb/ft 640.0 lb/ft 448.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 640.0 Wit wD= 448.0 lb/ft 0.0:12 All other beams Combined Total Uniform Load WU= 1,088.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North. Timber Material Douglas F,r-Larch(North Lumber Grade No.1/No.2 .' Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 14 - - 6x20 14x 14 - List properties for what 8 x 16 16 x 16 - size lumber? 4 x 12• V 10 x 16 - Slf Wt=O Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=O 6 List properties for x 1z p= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) 3-1/2"x 18" 7"x 14" Acceptable Solutions 5-1/4"x 16" 3 1/8"x 19 1/2" 5 1/2"x 16" Slf Wt= 0 List properties for List properties for what 3 1/2"x 19 1/2" 6 3/4"x 15" what size? 7'■11-1/4' 'w Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8'.x 16 1/2" 8 3/4"x 13 1/2" I-Level,TJI 51/2"x 117/9- V_ Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=O Stiffeners? 2.OE Microllam LVL-Multi-ply List properties for what 1 (3)1-3/4" x 16" - - size LVL? (2)1-3/4" x 18" 1 4) - (2)1-3/4•x 11.71W• �� Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=O 2.0E Microllam LVL 1.55E TimberStrand LSL 5-1/4" x 16" - (3)1-3/4" x 18" List properties for what List properties for size LVL? 3-1/2" x 18" 7" x 14" what size? - 1/2'x 11-7/8" 'w Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=O i3`1-3/4•x 18" V Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Microllam 2.0E LVL Final Member Results Final Member: 7" x 14", Microllam Bending Overdesign: 67.2% Material Library Choose From All Sizes Of Beam Type W 2.0E LVL Shear Overdesign: 205.7% Final Size: 7•.14- Deflection Overdesign: 0.1% Min.Bearing Lengths:= 1.69 in.(Left) .= 1.69 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 0.1% Actual Member Size:7.00"x 14.00" 16.33 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i36,267 ft-lb 8.17 It Main Span Full Strength: ............................................. ...............................1..........................................................................................................P......... Live Load: 5,226 lb 5,226 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span #N/A ...................................................................................................................................................................................................... Dead Load: 3,658 lb 3,6581 Max Design Shear:8,884 lb 0.00 ft Main Span ...................................................................................................................................................................................................... Total Load: 8,884 lb 8,884 lb Main Span Max.Downward i 0.320"/0.544" 8.17'/8.17' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ...............................................................................:...................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total)': ...............................................................................1...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracing: ...............................................................................:...................................................................................................................... 0.6 or 1.0 Dead: 2,195 lb 2,195 Ib Cant.Uk.Defl.(Live/Total)::N/A N/A N/A sending Redn: ..............................................................................:...................................................................................................................... Net Reaction 2,195 lb 2,195 lb Re d El,Not Incl.Self Wt.:13.198E+09 Actual El: 3.20E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight::N/A Approx.Tot.Wt.: N/A Allowed Moment., Min.Calc'd Bearing Lengths:: = 1.69 in(Left) = 1.69 in(Right) #N/A T9 18625 67th Ave.NE, 1/10/2024 Str tural Calculati�ls,�mq. 132 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C44SIRLICTION ALC . Important:Top and bottom must be laterally supported at supports and at Oft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T10 Load and Span Diagram(Not To Scale.Pitch,ifany,notshown) 1,000 Other Info.: 800 Main Span,L= 8.50 ft 600 400 Main Span Max.Allowed Live Defl:L/ 480 ............ :=0.21 in '-200 .... ....... .... ....: Main Span Max.Allowed Total Defl:L/ 360 =0.28 in 0 .................................................... o 11 Cantilever(Overhang)Exists? No J-200 1 2 3 4 5 6 7 8 9 -400 Pitch if Sloped: 0.0:12 -600 Load Duration Temp const n 1 zs I Span(ft) Loads From Continuous Member? No Add Self Wt.? QQ Yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No . GluLams Only: Not press treated W Dry w 100 dig F Fa I... Concentrated(Point)Loads Trib.Length, Live Load,psf Dead Load,psf Trib.Width,ft. ft. Live Ibs Dead Ibs Location,ft Point Load D Description,optional T9 5,226 Ib 3,658 lb xD= 4.75 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 12 6x14 14x14 - List properties for what 8 x 12 16 x 16 size lumber? 4x12• 10x12 SlfWt=15.51 E=1600000 Slf Wt=8.12 for what List properties 6 x 1z P- size? Fb=1625 Fv=213 Fcp=625 E=1600000 Fb=1275 Fv=225 Fc Glued Laminated Members(GLIB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) . 3-1/2"x 11-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 13 1/2" 5 1/2"x 9 1/2" Slf Wt= 18.5 List properties List properties for what 3 1/2"x 11 718" 6 3/4"x 9" for what size? 7"x 11-1/4_ j Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 10 1/2" 8 3/4"x 9" I-Level,TJI S 1/2"x 117/8" Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.0E Microllam LVL-Multi-ply No List properties for what 1 (3)1-3/4" x 9-1/2" size LVL? (2)1-3/4" x 11-718"1 (4)1-3/4" x 9-1/2" - (2)1.3/4•x 11.71W w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 5-1/4" x 9-1/2" List properties (3)1-3/4"x 11-7/8" size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" for what size? 3-1/2"x 11-7/8" 3-1/2'x 11-7/e" W Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4•x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member TimbersuandlssLLSL Final Member Results Final Member: 3-1/2"x 14", Bending Overdesign:45.6 Material Library Choose From All Sizes Of Beam Type Timberstrand 1.5E LSL ShearOverdesign: 155.4% Final Size: 3-1/2'x 14 Deflection Overdesign: 80.5% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.80 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 45.6 Actual Member Size:3.50"x 14.00" 8.50 ft FControlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reo'd For Maximums R-Le Left R,-Right Max.Positive Moment::18,751 ft-lb 4.75 ft Main Span Full Strength: ............................................. ...............................;...........................................................................................................P......... Live Load: 2,306 lb 2,920 lb Max.Negative Moment::0 ft-lb 0.00 ft Main Span Lateral ........................................................................................................................................................................................................ Dead Load: 1,678 lb 2,108 lb Max Design Shear:4,972 lb 4.76 ft Main Span ...............................................................................,........................................................................................................................ Total Load: 3,983 lb 5,028 lb Main Span Max.Downward: 0.091"/0.157" 4.42'/4.42' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ........................................................................................................................................................................................................ Main Span Max.upward-1. 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Le Left R,-Right Deflection(Live/Total)': ................................ ..........................................a........................................................................................................................ Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead: 1,007 lb 1,265 lb Cant. Defl:(Live/Total):N/A N/A N/A Bending Red',: q ... .............................. Net Reaction 968 Ib 1,227 Ill, Re d El,Not Incl.Self Wt.:6.806E+08 Actual El: 1.24E+09 0 Live Case Causing Min N/A N/A Approx.Self Weight::15.00 plf Approx.Tot.Wt.: 128 Ib Allowed Moment: Min.Calc'd Bearing Lengths:: = 1.42 in(Left) = 1.80 in(Right) 27,300 ft-lb T10 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpn* 133 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� Pg e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T11 Load and Span Diagram(Not To Scale.Pitch,ifany,not shown) 1,500 Other Info.: 1,00 Main Span,L= 14.50 ft :.................................................. 9500 Main Span Max.Allowed Live Defl:L/i 480 i=0.36 in a :................................................... c Main Span Max.Allowed Total Defl:L/ 360....................1=0.48 in 0 Cantilever(Overhang)Exists? No 'W I � 2 a s 6 10 12 14 16 -soo Pitch if Sloped: 0.0:12 -1,000 Load Duration Tempconstml.zs Span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,plf Load,plf. Load,plf. Floor Loads 40 psf 28 psf 14.75 ft 590.0 lb/ft 590.0 lb/ft 413.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 590.0 lb/ft wD= 533.0 lb/ft 0.012 All other beams .I Combined Total Uniform Load WU= 1,123.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 14 6 x 18 14 x 14 - List properties for what 8 x 16 16 x 16 size lumber? '4x12• 10x14 SlfWt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 SlfWt=8.12 what size? 6x12• V Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) . 3-1/2"x 16" 7"x 14" Acceptable Solutions 5-1/4"x 14" ff3l/2" "x 18" 5 1/2"x 15" Slf Wt= 18.5 List properties for _ x 16 1/2" 6 3/4"x 131/2" what size? I7 x 11-1/4•• w Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties forwhatsize glulam? "x 1"' 8 3/4"x 13 1/2" I-Level,TJI 612"x 117/8••• W Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.0E Microllam LVL-Multi-ply N, I List properties for what 1 (3)13/4" x 14" - - size LVL? (2)1-3/4" x 16" 1 4)13/4" x 14" 1 - (2)1-3/4•x 11-7/a•• F15=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 5-1/4" x 14" __________ - (3)1-3/4" x 16" List properties for what --- tisf properties for size LVL? 3-1/2" x 16" 1 7" x 14" what size? 3-1/2"x 18" 3-i2'z11a/9•• Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4"x18" v Fb=2907 Fv=381.5 Fcp=ouv E 550000 #N/A Final Member Results Final Member Microllam 2.0E LVL I _I Final Member: 5-1/4" x 14", Bending Overdesign: 51.3% Material Library Choose From All Sizes Of Beam Type � Microllam 2.0E LVL Shear Overdesign: 150.8/ Final Size: 5-1/4-.14' Deflection Overdesign: 1.9 Min.Bearing Lengths:= 2.11 in.(Left) .= 2.11 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 1.9% Actual Member Size:5.25"x 14.00" 14.50 ft I Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i30,074 ft-lb 7.25 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 4,278 lb 4,278 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span #N/A ............................................................................... ...................................................................................................................... Dead Load: 4,019 lb 4,0191 Max Design Shear:i8,296 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 8,296 lb 8,296 lb Main Span Max.Downward 0.245"/0.474" 7.25'/7.25' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 2,411 lb 2,411 Ib -Cant..LI Defl.-Live/Total: N/A...................................................N/A -N/A sending Redn: .... ............................. .............(........................)........................................................................................................ ................. Net Reaction 2,319 lb 2,319 lb Req'd El,Not Incl.Self Wt.:12.311E+09 Actual El: 2.40E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight:i21.30 plf Approx.Tot.Wt.:309 lb Allowed Moment: Min.Calc'd Bearing Lengths:i = 2.11 in Left = 2.11 in(Right) #N/A T11 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpn* 134 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� Pg e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T12 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,500 Other Info.: 1,000 Main Span,L= 13.50 ft :.................................................. 9500 Main Span Max.Allowed Live Defl:L/ 480 =0.34 in a Main Span Max.Allowed Total Defl:L/ 360....................=0.45 in 0 Cantilever(Overhang)Exists? No 'W I 2 a s 8 10 12 14 15 -soo Pitch if Sloped: 0.0:12 -1,000 Load Duration Tempconsrm 1.25 span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,plf Load,plf. Load,plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 600.0 lb/ft wD= 540.0 lb/ft 0.0:12 All other beams .I Combined Total Uniform Load WU= 1,140.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 12 6 x 16 14 x 14 - List properties for what 8 x 14 16 x 16 size lumber? '4x12• 10x14 SlfWt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 SlfWt=8.12 what size? 6x12• V Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) 3-1/2"x 16" 7"x 11-7/8" Acceptable Solutions 5-1/4"x 14" ff3112" 16" 5 1/2"x 13 1/2" Slf Wt= 18.5 List properties for _ 16" 6 3/4"x 13 1/2" what size? I7 x 11-1/4•• w Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties forwhatsize glulam? 14" 8 3/4"x 11 7/8" 1-Level,TJI 612"x 117X* Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.0E Microllam LVL-Multi-ply N, I List properties for what 1 (3)13/4" x 14" - - size LVL? (2)1-3/4" x 16" 1 (4)13/4" x 11-7/8" 1 - (2)1-3/4•x 11-7/8•• F15=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 5-1/4" x 14" - (3)1-314" x 16" List properties for what --- ---- tisf properties for ----------- size LVL? 3-1/2" x 16" 1 7" x 11-7/8" what size? 3-1/2"x 18" 3-i2'z 11a/9•• Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4•x 18" v Fb=2907 Fv=381.5 Fcp=800 E 550000 #N/A Final Member Results Final Member Microllam 2.0E LVL I Final Member: 5-1/4" x 14", Bending Overdesign: 71.9/ Material Library Choose From All Sizes Of Beam Type W Microllam 2.0E LVL ShearOverdesign: 169.2% Final Size: 5-1/4-.14' W Deflection Overdesign: 24.4% Min.Bearing Lengths:= 1.99 in.(Left) .= 1.99 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 24.4% Actual Member Size:5.25"x 14.00" 13.50 ft I Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i26,456 ft-lb 6.75 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 4,050 lb 4,050 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span #N/A ............................................................................... ...................................................................................................................... Dead Load: 3,789 lb 3,7891 Max Design Shear:i7,839 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 7,839 lb 7,839 lb Main Span Max.Downward 0.187"/0.362" 6.75'/6.75' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 2,273 lb 2,273 Ib -Cant..LI Defl.-Live/Total: N/A...................................................N/A -N/A sending Redn: .... ............................. .............(........................)........................................................................................................ ................. Net Reaction 2,187 lb 2,187 lb Req'd El,Not Incl.Self Wt.:11.893E+09 Actual El: 2.40E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight::21.30 plf Approx.Tot.Wt.:288 lb Allowed Moment: Min.Calc'd Bearing Lengths:i = 1.99 in Left = 1.99 in(Right) #N/A T12 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpn* 135 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T13 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,400 Other Info.: 1,200 1,000 Main Span,L= 7.50 ft 800 :.................................................. 9600 Main Span Max.Allowed Live Defl:L/ 480 =0.19 in a goo Main Span Max.Allowed Total Defl:L/ 360....................1=0.25 in A 200 Cantilever(Overhang)Exists? No � J 0 -200 1 2 3 4 5 6 7 8 Pitch if Sloped: 0.0:12 -400 -600 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 600.0 lb/ft wD= 540.0 lb/ft 0.0:12 All other beams .I Combined Total Uniform Load WU= 1,140.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.z V Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x 10 - I - - 6x10 List properties for what (3)2 x 12 4 x 14 8 x 8 - - size lumber? 4 x 12• W lox 10 Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? 6x12 1 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLIB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) - 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9" 5 1/2"x 7 1/2" Slf Wt= 18.5 List properties for _ 3 1/2"x 9" 6 3/4"x 7 1/2" what size? I7 x 11-1/4- w Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8"x 9" 8 3/4"x 9" I-Level,TJI 512"x 117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 13/4" x 11-7/8" (3)1-3/4" x 7-1/4" - - size LVL? (2)1-3/4" x 9-1/2" (4) (2)1-3/4'x 11-71W w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what tisf properties for 1.3/4" x 11-7/8" 5-1/4" x 7-1/4" 1-3/4"x 11-7/8" (3)1-3/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2" x 9-1/2" 7" x 7-1/4" what size? 3-1/2"x 9-1/2" 3-i2'z11-7/9' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4"x18- Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Results Final Member rimbe strand 1.55E LSL I Final Member: 1-3/4"x 14", Bending Overdesign: 69.2% Material Library Choose From All Sizes Of Beam Type W TimberStrand 1.5E LSL Shear Overdesign: 113.5 Final Size: 1-3/4-x 14- Deflection Overdesign: 89.7% Min.Bearing Lengths:= 3.07 in.(Left) .= 3.07 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 69.2 Actual Member Size:1.75"x 14.00" 7.50 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i8,068 ft-lb 3.75 ft Main Span Full Strength: ...............................................................................L...................................................................................................................... Live Load: 2,250 lb 2,250 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - Dead Load: 2,053 lb 2,0531 Max Design Shear:i4,303 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 4,303 lb 4,303 lb Main Span Max.Downward 0.069"/0.132" 3.75'/3.75' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 1,232 lb 1,232 Ib -Cant..LI Defl.-Live/Total: N/A...................................................N/A -N/A Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 1,215 lb 1,215 lb Req'd El,Not Incl.Self Wt.:13.246E+08 Actual El: 6.20E+08 63 Live Case Causing Min N/A N/A Approx.Self Weight:i7.50 plf Approx.Tot.Wt.:56 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 3.07 in Left = 3.07 in(Right) 5,016 ft-lb, T13 18625 67th Ave.NE, 1/10/2024 S ctural Calculaftpn* 136 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� Pg e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T14 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,500 Other Info.: 1,000 Main Span,L= 16.25 ft :.................................................. 9500 Main Span Max.Allowed Live Defl:L/i 480 i=0.41 in a :................................................... c Main Span Max.Allowed Total Defl:L/ 360....................=0.54 in 0 Cantilever(Overhang)Exists? No 1 � 2 a s s 10 12 1a 1 18 -soo Pitch if Sloped: 0.0:12 -1,000 Load Duration Temp consrm 1.25 span(ft) Loads From Continuous Member? No V Add Self Wt.? Q ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 40 psf 28 psf 14.50 ft 580.0 lb/ft 580.0 lb/ft 406.0 lb/ft Wall Dead Load 12 psf 9.00 ft 108.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 580.0 lb/ft wD= 514.0 lb/ft 0.012 All other beams .I Combined Total Uniform Load WU= 1,094.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 14 6x20 14x14 - List properties for what 8 x 16 16 x 16 size lumber? '4x12• 10x16 SlfWt=O List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 SlfWt=O what size? 6x12• V Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) . 3-1/2"x 18" 7"x 14" Acceptable Solutions 5-1/4"x 16" ff5x x 19 1/2" 5 1/2"x 16" Slf Wt= 0 List properties for _ x 19 1/2" 6 3/4"x 15" what size? I7 x 11-1/4•• w Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 16 1/2" 8 3/4"x 13 1/2" I-Level,TJI 612"x 117X* W Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 SelfWt=O Stiffeners? 2.0E Microllam LVL-Multi-ply N, I List properties for what 1 1 (3)13/4" x - size LVL? (2)1-3/4" x 18" 1 (4)13/4" x 14" - (2)1-3/4•x 11-7/a•• F15=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=O 2.0E Microllam LVL 1.55E TimberStrand LSL 5-1/4" x 16" (3)1-3/4" x 18" List properties for what --- List properties for size LVL? 3-1/2" x 18" 1 7" x 14" what size? 3-12'z11a/9•• Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=O 3/4•x18• v Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Mi<rollam 2.0ELVL I _I Final Member: 7" x 14", Microllam Bending Overdesign: 68.0% W Material Library Choose From All Sizes Of Beam Type 2.0E LVL Shear Overdesign: 205.8 Final Size: 7' .14' Deflection Overdesign: 1.0 Min.Bearing Lengths:= 1.69 in.(Left) .= 1.69 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 1.0% Actual Member Size:7.00"x 14.00" 16.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i36,111 ft-lb 8.13 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 4,713 lb 4,713 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span #N/A ............................................................................... ...................................................................................................................... Dead Load: 4,176 lb 4,1761 Max Design Shear:i8,889 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 8,889 lb 8,889 lb Main Span Max.Downward 0.284"/0.536" 8.13'/8.13' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 2,506 lb 2,506 Ib -Cant..LI Defl.-Live/Total: N/A...................................................N/A -N/A sending Redn: .... ............................. .............(........................)........................................................................................................ ................. Net Reaction 2,506 lb 2,506 lb Req'd El,Not Incl.Self Wt.:13.169E+09 Actual El: 3.20E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight:iN/A Approx.Tot.Wt.: N/A Allowed Moment: Min.Calc'd Bearing Lengths:i = 1.69 in Left = 1.69 in(Right) #N/A T14 18625 67th Ave.NE, 1/10/2024 S ctural CalculaVI Pg. 137 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRLICTION ALC a>�y °•tiQFq Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T15 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,500 Other Info.: 1,000 Main Span,L= 14.50 ft :.................................................. 9500 Main Span Max.Allowed Live Defl:L/i 480 i=0.36 in a :................................................... c Main Span Max.Allowed Total Defl:L/ 360....................1=0.48 in 0 Cantilever(Overhang)Exists? No 'W I � z a s 8 10 12 to 15 -soo Pitch if Sloped: 0.0:12 -1,000 Load Duration Tempconsrm 1.25 span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,plf Load,plf. Load,plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 600.0 lb/ft wD= 540.0 lb/ft 0.0:12 All other beams .I Combined Total Uniform Load WU= 1,140.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 14 6 x 18 14 x 14 - List properties for what 8 x 16 16 x 16 size lumber? '4x12• 10x14 SlfWt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 SlfWt=8.12 what size? 6x12• V Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) 3-1/2"x 16" 7"x 14" Acceptable Solutions 5-1/4"x 14" 3 1/8"x 18" 5 1/2"x 15" Slf Wt= 18.5 List properties for what List properties for 3 1/2"x 18" 6 3/4"x 13 1/2" what size? I7_x 11-1/4•• Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 15" 8 3/4"x 13 1/2" I-Level,TJI s12"x117/a..• w Web Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.0E Microllam LVL-Multi-ply N, I List properties for what 1 (3)13/4" x 14" - - size LVL? (2)1-3/4" x 16" 1 4)13/4" x 14" 1 - (2)1-3/4•x 11-7/a•• w, F15=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 5-1/4" x 14" __________ - (3)1-3/4" x 16" List properties for what --- tisf properties for size LVL? 3-1/2" x 16" 1 7" x 14" what size? 3-1/2"x 18" 3-i2'z 11a/9•• Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4"x 18" v Fb=2907 Fv=381.5 Fcp=ouv E 550000 #N/A Final Member Results Final Member Microllam 2.0E LVl I Final Member: 5-1/4" x 14", Bending Overdesign:49.0% Material Library Choose From All Sizes Of Beam Type WI Microllam 2.0E LVL ShearOverdesign: 147.1% Final Size: 5-1/4-.14' Deflection Overdesign: 0.4% Min.Bearing Lengths:= 2.14 in.(Left) .= 2.14 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 0.4% Actual Member Size:5.25"x 14.00" 14.50 ft I Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i30,520 ft-lb 7.25 ft Main Span Full Strength: ...............................................................................L...................................................................................................................... Live Load: 4,350 lb 4,350 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span #N/A ............................................................................... ...................................................................................................................... Dead Load: 4,069 lb 4,0691 Max Design Shear:i8,419 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 8,419 lb 8,419 lb Main Span Max.Downward 0.249"/0.481" 7.25'/7.25' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 2,442 lb 2,442 Ib -Cant..UU Defl.-Live/Total: N/A...................................................N/A -N/A sending Redn: .... ............................. .............(........................)........................................................................................................ ................. Net Reaction 2,349 lb 2,349 lb Req'd El,Not Incl.Self Wt.:12.346E+09 Actual El: 2.40E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight:i21.30 plf Approx.Tot.Wt.:309 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 2.14 in Left = 2.14 in(Right) #N/A T15 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpn* 138 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T16 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,400 Other Info.: 1,200 1,000 Main Span,L= 7.50 ft 800 :.................................................. 9600 Main Span Max.Allowed Live Defl:L/ 480 =0.19 in a goo Main Span Max.Allowed Total Defl:L/ 360....................1=0.25 in A 200 Cantilever(Overhang)Exists? No � J 0 -200 1 2 3 4 5 6 7 8 Pitch if Sloped: 0.0:12 -400 -600 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&Iess V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 40 psf 28 psf 15.75 ft 630.0 lb/ft 630.0 lb/ft 441.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 630.0 lb/ft wD= 561.0 lb/ft 0.012 All other beams .I Combined Total Uniform Load WU= 1,191.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x 12 - I - - 6x10 List properties for what (3)2 x 14 4 x 14 8 x 8 - - size lumber? 4 x 12• V lox 10 Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? 6x1' 1 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLIB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) - 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9" 5 1/2"x 7 1/2" Slf Wt= 18.5 List properties for _ 3 1/2"x 9" 6 3/4"x 7 1/2" what size? I7 x 11-1/4- w Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8"x 9" 8 3/4"x 9" I-Level,TJI 612"x 117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 13/4" x 11-7/8" (3)1-3/4" x 9-1/2" - - size LVL? (2)1-3/4" x 9-1/2" (4) (2)1-3/4'x 11-71W w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what tisf properties for 1.3/4" x 11-7/8" 5-1/4" x 9-1/2" 1-3/4"x 11-7/8" (3)1-3/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2" x 9-1/2" 7" x 7-1/4" what size? 3-1/2"x 9-1/2" 3-i2'z 11-7/9' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4"x 18- Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Results Final Member Timbe strand 1.55E LSL I Final Member: 1-3/4"x 14", Bending Overdesign: 62.0% Material Library Choose From All Sizes Of Beam Type Timberstrand 1.5E LSL ShearOverdesign: 104.4% Final Size: 1-3/4-x 14- V I Deflection Overdesign: 81.7% Min.Bearing Lengths:= 3.21 in.(Left) .= 3.21 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 62.0% Actual Member Size:1.75"x 14.00" 7.50 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i8,427 ft-lb 3.75 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 2,363 lb 2,363 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - Dead Load: 2,132 lb 2,1321 Max Design Shear:i4,494 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 4,494 lb 4,494 lb Main Span Max.Downward 0.072"/0.138" 3.75'/3.75' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 1,279 lb 1,279 Ib -Cant..LI Defl.-Live/Total: N/A...................................................N/A -N/A Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 1,262 lb 1,262 lb Req'd El,Not Incl.Self Wt.:13.392E+08 Actual El: 6.20E+08 63 Live Case Causing Min N/A N/A Approx.Self Weight:i7.50 plf Approx.Tot.Wt.:56 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 3.21 in Left = 3.21 in(Right) 5,016 ft-lb, T16 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpn9„,�g. 139 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� Pg e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T17 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,400 Other Info.: 1,200 51 1,000 Main Span,L= 9.25 ft 800 .................................................. g 600 Main Span Max.Allowed Live Defl:L/i 480 i=0.23 in a 400 Main Span Max.Allowed Total Defl:L/ 360 =0.31 in A 200 ..................... .................... p o Cantilever(Overhang)Exists? No 'W I �-200 4 1 2 3 4 5 6 7 8 9 10 -400 Pitch if Sloped: 0.0:12 -600 -800 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 600.0 lb/ft wD= 540.0 lb/ft 0.0:12 All other beams .I Combined Total Uniform Load WU= 1,140.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x 14 - 12x12 - 6 x 12 14 x 14 - List properties for what 8 x 10 - - size lumber? '4x 12• lox 10 Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 SlfWt=8.12 what size? 6x1' 1 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"x 11-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" ff3l/2" x 11 7/8" 5 1/2"x 9 1/2" Slf Wt= 18.5 List properties for _ List properties for whatx 11 7/8" 6 3/4"x 9" what size? I7 x 11-1/4- w Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? x 9 1/2" 8 3/4"x 9" I-Level,TJI 512"x 117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 13/4" x 14" 1 (3)1-3/4" x 9-1/2" - - size LVL? (2)1-3/4" x 11-7/8" 1 (4)13/4" x 9-1/2"(2)1-3/4'x 11-71W w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what tisf properties for 1.3/4" x 14" 5-1/4" x 9-1/2" 1-3/4"x 14" (3)1-3/4"/4"x 11-7/8" --- ---- ----------- size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" what size? 3-1/2"x 11-7/8" 3-i2'z11a/9• Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4"x18" Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Results Final Member rimbe strand 1.55E LSL J -I Final Member: 1-3/4"x 14", Bending Overdesign: 11.2/ Material Library Choose From All Sizes Of Beam Type � Timberstrand 1.5E LSL ShearOverdesign: 59.5% Final Size: 1-3/4-x 14" Deflection Overdesign: 1.1 Min.Bearing Lengths:= 3.79 in.(Left) .= 3.79 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 1.1% Actual Member Size:1.75"x 14.00" 9.25 ft I Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment::12,273 ft-lb 4.63 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 2,775 lb 2,775 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - Dead Load: 2,532 lb 2,5321 Max Design Shear:i5,307 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 5,307 lb 5,307 lb Main Span Max.Downward 0.159"/0.305" 4.63'/4.63' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 1,519 lb 1,519 Ib "Cant..LI Defl."Live/Total: N/A...................................................N/A............................._N/A........... Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 1,499 lb 1,499 lb Req'd El,Not Incl.Self Wt.:16.090E+08 Actual El: 6.20E+08 69 Live Case Causing Min N/A N/A Approx.Self Weight:i7.50 plf Approx.Tot.Wt.:69 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 3.79 in Left = 3.79 in(Right) 4,200 ft-lb, T17 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpnsi fig. 140 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRUCTION ALC aPo� e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T18 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,400 Other Info.: 1,200 1,000 Main Span,L= 6.00 ft 800 :.................................................. 9600 Main Span Max.Allowed Live Defl:L/ 480 =0.1e in a goo Main Span Max.Allowed Total Defl:L/ 360....................1=0.20 in A 200 Cantilever(Overhang)Exists? No � 9 0 2 3 a 5 7 200 Pitch if Sloped: 0.0:12 -400 -600 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 600.0 lb/ft wD= 540.0 lb/ft 0.0:12 All other beams .I Combined Total Uniform Load WU= 1,140.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x8 - (2)2x12 3x14 6 x 8 - - List properties for what (3)2 x 10 4 x 10 - - - size lumber? 4 x 12 Slf Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 6 12 List properties for x P= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 7 1/2" 5 1/2"x 6" Slf Wt= 18.5 List properties for List properties for what 3 1/2"x 7 1/2" 6 3/4"x 7 1/2" what size? I7_x 11-1/4- w Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 7 1/2" 8 3/4"x 9" I-Level,TJI S 12"x 117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 1-314" x 9-1/2" (3)1-3/4" x 7-1/4" - - size LVL? (2)1-3/4" x 7-1/4" (4)1-3/4"x 5-1/2" (2)1-3/4'x 11-7/8- W Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties for 1-314" x 9-1/2" 5-1/4" x 7-1/4" 1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2" x 7-1/4" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-12'z11a/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 1 3/4-x 18- W Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Sawn wood �J Final Member Results Final Member:4 x 10, Douglas Fir- Bending Overdesign: 2.6% Material Library Choose From All Sizes Of Beam Type Larch(North),No.1 /No.2 ShearOverdesign: 89.7% Final Size: 4 x 10 Deflection Overdesign: 120.6% Min.Bearing Lengths:= 1.57 in.(Left) .= 1.57 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 2.6% Actual Member Size:3.50"x 9.25" 6.00 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i5,167 ft-lb 3.00 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 1,800 lb 1,800 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - - Dead Load: 1,644 lb 1,6441 Max Design Shear:i2,559 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 3,444 lb 3,444 lb Main Span Max.Downward 0.047"/0.091" 3.00'/3.00' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 987 Ib 987 Ib ............Cant..Us.Defl....Live/Total: N/A...................................................N/A............................._N/A........... Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 972 lb 972 1b Req'd El,Not Incl.Self Wt.:11.662E+08 Actual El: 3.69E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:i8.11 plf Approx.Tot.Wt.:49 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 1.57 in Left = 1.57 in(Right) 3,529 ft-lb, T18 18625 67th Ave.NE, 1/10/2024 S ctural CalculaV, fig. 141 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRLICTION ALc a do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T19 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,200 Other Info.: 1,000 Main Span,L= 6.50 ft 800 :.................................................. 600 Main Span Max.Allowed Live Defl:L/ 480 =0.18 in a aoo Main Span Max.Allowed Total Defl:L/ 360....................=0.22 in 200 0 Cantilever(Overhang)Exists? No 1W J 0 -200 1 2 3 4 5 6 7 Pitch if Sloped: 0.0:12 -400 Load Duration Tempconsrm 1.25 span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No V Glut-ams Only: -1 Dress treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V� Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 600.0 lb/ft wD= 420.0 lb/ft 0.0:12 All other beams Combined Total Uniform Load wU= 1,020.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North Timber Material Douglas Fu Larch(North Lumber Grade No.1/No.2 .' Timber Grade No.1 Acceptable Solutions Acceptable Solutions - 1 (4)2x8 - I - - (2)2x12 3x14 6 x 8 - - List properties for what (3)2 x 10 4 x 12 - -size lumber? 4x12 V SlfWt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 List properties for 6x 12 p= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 118"x 7 1/2" 5 1/2"x 7 1/2" Slf Wt= 18.5 List properties for List properties for what 3 1/2"x 7 1/2" 6 3/4"x 7 1/2" what size? 17-x 11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5118"x 71/2" 8 3/4"x 9" I-Level,TJI 51/2"x 117/9' V_ Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.OE Microllam LVL-Multi-ply List properties for what 1.314" x 9-1/2" (3)13/4" x 7-1/4" - - size LVL? (2)1-3/4" x 7-1/4" (4)1-3/4"x 5-1/2" - (211-3/4"x11.7/8" w� Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1.314" x 9-1/2" 5-114" x 7-1/4" List properties for 1-3/4"x 9-1/2" (3)1-3/4"x 9-112" size LVL? 3-112" x 7-1/4" 7"x 5-112" what size? 3-1/2"x 9-1/2" 1/2'x 11-7/8' 'w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 i3`1-3/4-x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Timberstrand 1.55E LSL - Final Member Results Final Member: 1-3/4"x 14", Bending Overdesign: 151.5% Material Library Choose From All Sizes Of Beam Type W Timberstrand 1.5E LSL ShearOverdesign: 195.7% Final Size: 1-3/4-x 14- Deflection Overdesign: 225.5% Min.Bearing Lengths:= 2.39 in.(Left) .= 2.39 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 151.5% Actual Member Size:1.75"x 14.00" 6.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracino Reo•d For Maximums R,-Left R,-Right Max.Positive Moment:i5,426 ft-lb 3.25 ft Main Span Full Strength: ............................................. ...............................i..........................................................................................................P......... Live Load: 1,950 lb 1,950 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ...................................................................................................................................................................................................... Dead Load: 1,389 lb 1,3891 Max Design Shear:3,339 lb 0.00 ft Main Span ................................................................................................................................................................. Total Load: 3,339 lb 3,339 lb Main Span Max.Downward: 0.039"/0.067" 3.25'/3.25' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ...............................................................................:...................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.0001, 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total)': ...............................................................................i...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A w/o Mid-Bracing: ...............................................................................:...................................................................................................................... 0.6 or 1.0 Dead: 834 Ib 834 Ib Cant.Uk.Defl.(Live/Total)::N/A N/A N/A sending Redo: ..............................................................................:...................................................................................................................... Net Reaction 819 Ito 819 lb Re d El,Not Incl.Self Wt.:11.891E+08 Actual El: 6.20E+08 58% Live Case Causing Min N/A N/A Approx.Self Weight::7.50 plf Approx.Tot.Wt.:49lb Allowed Moment., Min.Calc'd Bearing Lengths:: = 2.39 in(Left) = 2.39 in(Right) 5,747 ft-lb T19 18625 67th Ave.NE, 1/10/2024 -55' ructural CBIC atiepos, Pg. 142 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CASIrRucTION ALC 1 0p �m Imoortant:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T20 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 500 Other Info.: 400 WOMain Span,L= 10.50 ft 200 Main Span Max.Allowed Live Defl:L/ ,,,,,,,,,,,,,,, 480, ,,,,,,,,,,,,,,, =o.2s in a 100 Main Span Max.Allowed Total Defl:L/ 360, =0.35 in o ......................... J 100 2 4 6 8 to 12 Cantilever(Overhang)Exists? No ] -200 Pitch if Sloped: 0.0:12 300 Load Duration Temp consrn a -400 Span(ft)zs � Loads From Continuous Member? No Ir Add Self Wt.? Q ves No For Wood and Press Treated? Wet Cord? Temp Cord. Sawn Member Repetitive Use? INo . GluLamsOnly: Notpresstreated .J IDy . 100degF&WA Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 40 sf 28 sf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Roof pitch for LL Red'n y� „r �= Total Adjusted Uniform Loads w = 53.2 lb/ft w 37.21b/ft Red'n ) L D- 0.0:12 All other beams Combined Total Uniform Load wu= 90.4lb/ft Concentrated(Point)Loads Trib.Length, Live Load.Ps f Dead Load,Ps f Tnb.Width,ft. ft. Live.Ibs Dead.Ibs Location Point Load C Description,optional FT19 1,950 lb 1 1,389 lb xc= 1.75 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) --1 Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.z .I Timber Grade No.1 xr l Acceptable Solutions Acceptable Solutions (4)2x 10 - - - (2)2x14 3x14 6x8 - - List properties for what (3)2 x 10 4 x 12 - - - size lumber? 4 x 12 v Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 for what size? 6x12 v Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9" 5 1/2"x 7 112" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 9" 6 3/4"x 7 1/2" for what size? 7-x 11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 71/2" 8 3/4"x 9" I-Level.TJI s 1/2••x 11 7/8" v Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 SelfWt=36.4 Stiffeners? - 2.0E Microllam LVL-Multi-ply No List properties for what 1-3/4"x 11-7/8" (3)11-3/4"x 7-1/4" - - size LVL? (2)1-3/4"x 9-1/2" (4)1-3/4"x 7-1/4" - (z)1-3/4-x 11-7/8- w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 11-718" 5-1/4"x 7-1/4" List properties 1-3/4"x 11-7/8" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 9.1/2" 7"x 7-1/4" for what size? 3-1/2"x 9-1/2" 3-1/2-x 11-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4-x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member ,mberscrand tssr LSL I Final Member:1-3/4"x 14", Bending Overdesign: 142.9% Material Library Choose From All Sizes Of Beam Type wI Timberstrand 1.5E LSL Shear Overdesign:98.9% Final Size: 13/4-x14- - Deflection Overdesign:128.9% Min.Bearing Lengths:=2.35 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 98.9 Actual Member Size:1.75"x 14.00" 10.50 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R-Le Left R,-Right Max.Positive Moment:.5,619 ft-lb 1.75 ft Main Span Full Strenath: .................................................... .....................................,..............................................................................................................................P........... Live Load: 1,904 lb 604 Ib Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral ............................................................................................................................................................................................................................................ Dead Load: 1,392 lb 466 Ib Max Design Shear:3,297 lb 0.00 ft Main Span ........................................................................................................................................................................................................................................... Total Load: 3,297 lb 1,071 lb Main Span Max.Downward: 0.088"/0.153" 4.73'/4.73' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): .......................................................................................................................................................................................................................................... Main Span Max.Upward: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Le Left R,-Right Deflection(Live/Total). ........................................................................................................................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):.N/A N/A N/A w/o Mid-Bracino: .............................................................................................: 0.6 or 1.0 Dead: 835 Ib 280 Ib Cant.U Defl.(Live/Total):.N/A N/A N/A sending Red'n: ...............................q............................................................,............................................................................................................................................. Net Reaction 812 Ib 256 Ib Re 'd El,Not Incl.Self Wt.:2.651E+08 Actual El: 6.20E+08 72% Live Case Causing Min N/A N/A Approx.Self Weight:.7.50 plf Approx.Tot.Wt.:79 lb Anowed Moment: Min.Calc'd Bearing Lengths:I = 2.35 in(Left) = 0.76 in(Right) 3,796 ft-lb T20 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpn* 143 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� Pg e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T21 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,200 Other Info.: 1,000 Main Span,L= 3.25 ft 800 :.................................................. iK 600 Main Span Max.Allowed Live Defl:L/ 480 =0.08 in a goo Main Span Max.Allowed Total Defl:L/ 360....................=0.11 in 200 0 Cantilever(Overhang)Exists? No 1W J o -200 0.5 1 1.5 2 2.5 3 3.5 Pitch if Sloped: 0.0:12 -400 Load Duration Tempcornrm 1.25 ! span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No V Glul-ams Only: -1 Dress treated W Dry .I 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V� Live,psf Dead,psf Width,It Load,pff Load,plf. Load,plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 600.0 lb/ft wD= 420.0 lb/ft 0.0:12 All other beams Combined Total Uniform Load wU= 1,020.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North Timber Material Douglas Fu Larch(North Lumber Grade No.1/No.2 .' Timber Grade No.1 Acceptable Solutions Acceptable Solutions 2x8 (4)2x4 - - - (2)2x6 3x6 List properties for what (3)2 x 6 4 x 6 - -size lumber? 4x12 V SlfWt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 List properties for 5x/2 p= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 6" 5 112"x 6" ::] Slf Wt= 18.5 List properties for 3 1/2"x 6" 6 3/4"x 7 1/2.. what size? I7-x 11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI 51/2"x 117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.OE Microllam LVL-Multi-ply List properties for what 1-3/4"x 5.112" (3)1-3/4"x 5-1/2" - - size LVL? (2)1-314"x 5-1/2" (4) - 01-3/4"x11.7/8" w� Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties for 1-3/4"x 5.112" 5-1/4"x 5-1/2" 1-3/4"x 9-1/2" (3)1-3/4"x 9-112" size LVL? 3-1/2"x 5-112" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 1/2'x 11-7/8' 'w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 i3`1-3/4-x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Timberstrand 1.55E LSL - Final Member Results Final Member: 1-3/4"x 14", Bending Overdesign: 906.2% Material Library Choose From All Sizes Of Beam Type W Timberstrand 1.5E LSL ShearOverdesign: 1244.0% Final Size: 1-3/4-x 14- Deflection Overdesign: 2504.1% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 906.2% Actual Member Size:1.75"x 14.00" 3.25 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracino Reo'd For Maximums R,-Left R,-Right Max.Positive Moment:;1,357 ft-lb 1.63 ft Main Span Full Strength: ...............................................................................i...................................................................................................................... Live Load: 975 Ib 975 Ib Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ...................................................................................................................................................................................................... Dead Load: 695 Ib 695 Ib Max Design Shear: 1,670 lb 0.00 ft Main Span ...................................................................................................................................................................................................... Total Load: 1,670 lb 1,670 lb Main Span Max.Downward. 0.002"/0.004" 1.63'/1.63' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ...............................................................................:...................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.0001, 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total)': ...................................................................................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A w/o Mid-Bracing: ...............................................................................:...................................................................................................................... 0.6 or 1.0 Dead: 417 Ib 417 Ib Cant.Uk.Defl.(Live/Total)::N/A N/A N/A sending Red'n: ..............................................................................:...................................................................................................................... Net Reaction 410 Ib 410 Ib Re d El,Not Incl.Self Wt.:12.363E+07 Actual El: 6.20E+08 24% Live Case Causing Min N/A N/A Approx.Self Weight::7.50 plf Approx.Tot.Wt.:24lb Allowed Moment., Min.Calc'd Bearing Lengths:: = 1.19 in(Left) = 1.19 in(Right) 10,316 ft-lb T21 18625 67th Ave.NE, 1/10/2024 -55' ructural CBIC atiepos, Pg. 144 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CASIrRucTION ALC 1 0p �m Imoortant:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T22 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 300 Other Info.: 250 200 Main Span,L= 15.25 ft 150 r 100 Main Span Max.Allowed Live Defl:L/.............................................................,,,,,,,,,,,,,,, =0.38 in a 50 Main Span Max.Allowed Total Defl:L/ 360, =0.51 in o Cantilever(Overhang)Exists? No 1 1-5U 2 4 6 8 10 12 14 16 18 100 Pitch if Sloped: 0.0:12 -150 Load Duration Tempconsrn:t -200 Span(ft)zs � Loads From Continuous Member? No 1w Add Self Wt.? Q yes t7 No For Wood and Press Treated? Wet Cord? Temp Cord. Sawn Member Repetitive Use? INo ., GluLamsOnly: Notpresstreated .J IDy . 100degF&WA Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 40 sf 28 sf 1.33 ft 53.2 Ib/ft 53.2 lb/ft 37.2 lb/ft Roof pitch for LL Red'n y� „r �= Total Adjusted Uniform Loads w = 53.2 lb/ft w 37.21b/ft Red'n ) L D- 0.0:12 All ether beams Combined Total Uniform Load wu= 90.4lb/ft Concentrated(Point)Loads Trib.Length, Live Load.Ps f Dead Load,Ps f Tnb.Width,ft. ft. Live.Ibs Dead.Ibs Location Point Load C Description,optional T21 975 lb 695 lb xc= 6.00 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.z .I Timber Grade No.1 .I Acceptable Solutions Acceptable Solutions (4)2x 12 - - - 6x12 List properties for what (3)2 x 14 4 x 14 8 x 10 - - size lumber? 4 x 12• v 10 x 10 Slf Wt=O List properties Fb=1275 Fv=225 Fcp=625 E=1600000 SIfWt=O for what size? 6x12 v Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade !24F-V4(DF/DF) 3-1/2"x 11-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1l8"x 11 7/8" 5 1/2"x 9 1/2" SIf Wt= 0 List properties List properties for what 3 1l2"x 11 7/8" 6 3/4"x 9" for what size? 7-x 11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 9 1/2" 8 3/4"x 9" I-Level.TJI s 1/2••x 11 7/8" v Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 SelfWt=O Stiffeners? - 2.0E Microllam LVL-Multi-ply No List properties for what 1-314"x 14" (3)1-3/4"x 9-1/2" - - size LVL? (2)1-3/4"x 11-7/8" (4)1-3/4"x 9-1/2" - (2)1-3/4-x 11-7/8- w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=O 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-314"x 14" 5-1/4"x 9-1/2" List properties 1-3/4"x 14" (3)1-3/4"x 11-7/8" size LVL? 3-1/2"x 11-7/8" 7"x 9-1/2" for what size? 3-1/2"x 11-7/8" 3-1/2-x 11-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=O (3)1-3/4-x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member ,mberscrand lssr LSL I Final Member:1-3/4"x 14", Bending Overdesign: 59.0% Material Library Choose From All Sizes Of Beam Type wI Timberstrand 1.5E LSL Shear Overdesign:296.3% Final Size: 13/4-x14- - Deflection Overdesign:1.5 Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 1.5 Actual Member Size:1.75"x 14.00" 15.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R-Le Left R,-Right Max.Positive Moment::8,587 ft-lb 6.00 ft Main Span Full Strenath: .....................................................9....................................................................................................................................................................P........... Live Load: 997 Ib 789 Ib Max.Negative Moment:;0 ft-lb 0.00 ft Main Span Lateral ............................................................................................................................................................................................................................................ Dead Load: 706 Ib 557 Ib Max Design Shear.1,703 lb 0.00 ft Main Span ........................................................................................................................................................................................................................................... Total Load: 1,703 lb 1,347 lb Main Span Max.Downward: 0.293"/0.501" 7.32'/7.32' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): .......................................................................................................................................................................................................................................... Main Span Max.Upward: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Le Left R,-Right Deflection(Live/Total). ........................................................................................................................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):.N/A N/A N/A w/o Mid-Bracino: ............................................................................................: 0.6 or 1.0 Dead: 423 Ib 334 Ib Cant. Defl.(Live/Total):;N/A N/A N/A Bending Red'n: ...............................q............................................................,............................................................................................................................................. 80 Net Reaction 423 Ib 3341b Re 'd El,Not Incl.Self Wt.:6.107E+08 Actual El: 6.20E+08 Live Case Causing Min N/A N/A Approx.Self Weight:.N/A Approx.Tot.Wt.:N/A Anowed Momenr: Min.Calc'd Bearing Lengths:I = 1.22 in(Left) = 0.96 in(Right) 2,777 ft-lb T22 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpn* 145 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T23 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,200 Other Info.: 1,000 Main Span,L= 7.60 ft 800 -600 Main Span Max.Allowed Live Defl:L 480 i=0.19 in a 400 Main Span Max.Allowed Total Defl:L/ 360 =0.25 in 200 ..................... .................... o 0 Cantilever(Overhang)Exists? No 'W I J-200 1 t 1 2 3 4 5 6 7 8 Pitch if Sloped: 0.0:12 -400 -600 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,plf Load,plf. Load,plf. Floor Loads 40 psf 28 psf 14.00 ft 560.0 lb/ft 560.0 lb/ft 392.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 560.0 lb/ft wD= 512.0 lb/ft 0.012 All other beams .I Combined Total Uniform Load WU= 1,072.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x 10 - I - - 6x10 List properties for what (3)2 x 12 4 x 14 8 x 8 - - size lumber? 4 x 12• W lox 10 Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 SlfWt=8.12 what size? 6x1' 1 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9" 5 1/2"x 7 1/2" Slf Wt= 18.5 List properties for List properties for what 3 1/2"x 9" 6 3/4"x 7 1/2" what size? I7_x 11-1/4. w Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 11..x 7 1/2" 8 3/4"x 9" I-Level,TJI s12"x117/B•• V Web Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 13/4" x 11-7/8" (3)1-3/4" x 7-1/4" - - size LVL? (2)1-3/4" x 9-1/2" (4) (2)1-3/4'x 11-71W w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what tisf properties for 1.3/4" x 11-7/8" 5-1/4" x 7-1/4" 1-3/4"x 11-7/8" (3)1-3/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2" x 9-1/2" 7" x 7-1/4" what size? 3-1/2"x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4"x 18- Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Results Final Member Timbe strand 1.55E LSL I Final Member: 1-3/4"x 14", Bending Overdesign: 75.1% Material Library Choose From All Sizes Of Beam Type W Timberstrand 1.5E LSL ShearOverdesign: 122.6% Final Size: 1-3/4-x 14- . Deflection Overdesign: 93.8% Min.Bearing Lengths:= 2.93 in.(Left) .= 2.93 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 75.1% Actual Member Size:1.75"x 14.00" 7.60 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i7,794 ft-lb 3.80 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 2,128 lb 2,128 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - Dead Load: 1,974 lb 1,9741 Max Design Shear:i4,102 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 4,102 lb 4,102 lb Main Span Max.Downward 0.068"/0.131" 3.80'/3.80' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 7.60'/7.60' Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 1,184 lb 1,184 Ib -Cant..LI Defl.-Live/Total: N/A...................................................N/A -N/A Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 1,167 lb 1,167 lb Req'd El,Not Incl.Self Wt.:13.176E+08 Actual El: 6.20E+08 64% Live Case Causing Min N/A N/A Approx.Self Weight:i7.50 plf Approx.Tot.Wt.:57 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 2.93 in Left = 2.93 in(Right) 4,953 ft-lb, T23 18625 67th Ave.NE, 1/10/2024 S ctural Calculatpn* 146 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�1SJRUCTION ALC aPo� e do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T24 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,200 Other Info.: 1,000 Main Span,L= 7.66 ft 800 -600 Main Span Max.Allowed Live Defl:L 480 i=0.19 in a 400 Main Span Max.Allowed Total Defl:L/ 360 =0.26 in 200 ..................... .................... o 0 Cantilever(Overhang)Exists? No 'W I J-200 1 1 2 3 4 5 6 7 8 9 Pitch if Sloped: 0.0:12 -400 -600 Span(ft) Load Duration Temp consrm 1.25 Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: -1 p,ess treated W Dry .I 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,It Load,plf Load,plf. Load,plf. Floor Loads 40 psf 28 psf 14.00 ft 560.0 lb/ft 560.0 lb/ft 392.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 560.0 lb/ft wD= 512.0 lb/ft 0.012 All other beams .I Combined Total Uniform Load WU= 1,072.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) . Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x 10 - I - - 6x10 List properties for what (3)2 x 12 4 x 14 8 x 8 - - size lumber? 4 x 12• W lox 10 Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? 6x12 1 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLIB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) - 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9" 5 1/2"x 7 1/2" Slf Wt= 18.5 List properties for _ 3 1/2"x 9" 6 3/4"x 7 1/2" what size? I7 x 11-1/4- w Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8"x 9" 8 VA"x 9" I-Level,TJI 612"x 117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply N, I List properties for what 13/4" x 11-7/8" (3)1-3/4" x 7-1/4" - - size LVL? (2)1-3/4" x 9-1/2" (4) (2)1-3/4'x 11-71W w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what tisf properties for 1.3/4" x 11-7/8" 5-1/4" x 7-1/4" 1-3/4"x 11-7/8" (3)1-3/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2" x 9-1/2" 7" x 7-1/4" what size? 3-1/2"x 9-1/2" 3-i2'z11-7/9' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4"x18- Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Results Final Member Timbe strand 1.56E LSL I Final Member: 1-3/4"x 14", Bending Overdesign: 72.4% Material Library Choose From All Sizes Of Beam Type Wl Timberstrand 1.5E LSL ShearOverdesign: 120.1% Final Size: 1-3/4-x 14- V Deflection Overdesign: 89.3% Min.Bearing Lengths:= 2.95 in.(Left) .= 2.95 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 72.4 Actual Member Size:1.75"x 14.00" 7.66 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i7,918 ft-lb 3.83 ft Main Span Full Strengt: ...............................................................................L...................................................................................................................... Live Load: 2,145 lb 2,145 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - Dead Load: 1,990 lb 1,9901 Max Design Shear:i4,134 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 4,134 lb 4,134 lb Main Span Max.Downward 0.070"/0.135" 3.83'/3.83' Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 1,194 lb 1,194 Ib -Cant..LI Defl.-Live/Total: N/A...................................................N/A -N/A Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 1,177 lb 1,177 lb Req'd El,Not Incl.Self Wt.:13.252E+08 Actual El: 6.20E+08 64 Live Case Causing Min N/A N/A Approx.Self Weight:i7.50 plf Approx.Tot.Wt.:57 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 2.95 in Left = 2.95 in(Right) 4,916 ft-lb, T24 18625 67th Ave. NE, 1/10/2024 CStrAuetural Calculat&s, Pg. 147 of 208 �S]1 R Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CUCTION LC a>�` Important:Top and bottom must be laterally supported at supports and at4-ft max intervals.Dynamic loading not considered.Compliant with 2018113C. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. �J Job Name: Ironwood Apts Building 1 Beam LD.: T25 Load and Span Diagram(Not Tg scale.Pitch,if any,not shown) 1,200 Other Info.: 1,000 Main Span,L= 9.25 ft 60o sop Main Span Max.Allowed Live Defl:L/ .............. .480 ............. -0.23 in B 400 Main Span Max.Allowed Total Defl:L/ 360 =0.31 in 200 ......................................................... 0 0 Cantilever(Overhang)Exists?No • J-20o 1 2 3 4 5 6 7 8 9 1000 Pitch if Sloped: 0.0:12 -6 -600 Span(ft) Load Duration Temp const'n:1.28 • Loads From Continuous Member? W • Add Self Wt.? QQ yes No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No . Glul-ams Only: Notpresstreated •I Dry •1 100degF&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes -1 Live, sf Dead, sf Width,It Load,plf Load,plf. Load,plf. Floor Loads 100 sf 28 sf 3.50 ft 350.0 lb/ft 350.0 lb/ft 98.0 lb/ft Roof pitch for LL Red'n YG4 Red'n V Total Adjusted Uniform Loads wL= 350.0 lb/ft wD= 98.0 lb/ft 0.0:12 All other beams • Combined Total Uniform Load wu= 448.0lb/ft Partial Uniform Loads On Main Span Only Live Load,I) Dead Load,Dsf Tributary width. Live Load.plf Dead Load.olf Comb'd Load, Start Point, End Point,ft. ft_ 011 ft. Partial Load A 100 psf 25 psf 5.00 ft 500.0 lb/ft 125.0 lb/ft 625.0 lb/ft 0.00 ft 4.50 ft Partial Load B I - - - Partial Load C Partial Load D Descriptior,.oplional Partial Load E Description,.optional Note:Start and End Points Measured From Left Support 4x And Smaller(Lumber) fix And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) • Timber Material Douglas Fir-Larch(North) • Lumber Grade No.1/No.2 • Timber Grade No 1 • Acceptable Solutions Acceptable Solutions (4)2x12 - - - 6x10 List properties for what (3)2 x 12 4 x 14 8 x 8 - size lumber? 4 x 12• • 10 x 10 Slf Wt=15.51 Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 List propertiesfor what size? 7.172 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) • 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 10 112" 5 1/2"x 9" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 9 1l2" 6 3/4"x 7 1/2" for what size? 7_x 11-1/4- • Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 9" 8 3/4"x 9" I-Level,TJI 51/2"x 117/8" • Web . Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-MUI11-pIV No • List properties for what 1-3/4 x 11-7/8" (3)1-3/4"x g-112" - - size LVL? (2)13/4"x 9.1/2" (4)1-3/4"x 7-1/4" - (2)1-3/4'x 11-7/8' • Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 11-7/8" 5-1/4"x 9-1/2" List properties 1-3/4"x 14" (3)1314"x 9-1/2" size LVL? 3-1/2"x 9.1/2" 7"x 7.1/4" 1 for what size? 3-1/2"x 11-7/8" 3112-x 11 7/8- Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 (3)1-3/4-x 18' • Fb=2907 Fv=387.5 Fcp=800 E=155000C #N/A Final Member Results Final Member rmtenhand usF LSL • Bending Overdesign:64.6 Final Member:1-3/4"x 14", Material Library Choose From All Sizes Of Beam Type • Timberstrand 1.5E LSL Shear Overdesign: 112.8% Final Size: 1 3/4-x 14' • Deflection Overdesign:47.5% Min.(searing Lengths:= 3.03 in.(Left) .= 1.99 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 47.5% Actual Member Si-1.75"x 14.00" 9.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracina Read For Maximums R,-Left R,-Right Max.Positive Moment:8,299 ft-lb 3.89 ft Main Span Full strength: ..................................................9...................................;....................................................................................................................................... Live Load: 3,321 lb 2,166 lb Max.Negative Moment:.0 ft-lb 0.00 ft Main Span Lateral Dead Load: 914 lb 625 Ib Max Design Shear:4,235 Its 0.00 ft Main Span Total Load: 4,235 lb 2,791 lb Main Span Max.Downward: 0.157"/0.201" 4.44'/4.44' Main/Main ,,,,,,,,,,,,,,,,,,,,,,,,,,,,Deflection,,,Live,/,Total). Live Case Causing Max N/A N/A ( ): ...................................................................................................................................... Main Span Max.Upward. 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right Deflection(Live/Total). .........................................................................................;....................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):.N/A N/A N/A w/o Mid-Bracing, .........................................................................................,....................................................................................................................................... 0.6 or 1.0 Dead: 54811b 3751b ,,,,,,,,,,,,,,,,Cant;,U .,Defl;,(Live/Total)::N/A ,N/A Bending Red'n: ......... .... .........N/A Net Reaction 527 Ib 354 Ib Req'd El,Not Incl.Self Wt.:4.203E+08 Actual El: 6.20E+08 69 Live Case Causing Min N/A N/A Approx.Self Weight:.7.50 plf Approx.Tot.Wt.:69 It, Allowed Moment: Min.Calc'd Bearing Lengths:i = 3.03 in Left = 1.99 in Right) 4,200 ft-lb T25 18625 67th Ave. NE, 1/10/2024 S ctural Calcula ilqln�kpg. 148 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRUCTION ALc aPo` "ceRx Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T26 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,000 Other Info.: 800 Main Span,L= 9.50 ft 600 :.................................................: g41Jo Main Span Max.Allowed Live Defl:L/ 480 =0.24 in a 200 Main Span Max.Allowed Total Defl:L/ 360....................=0.32 in W o Cantilever(Overhang)Exists? No V 3-200 1 2 3 4 5 6 7 8 9 10 Pitch if Sloped: 0.0:12 d01-600 Span(ft) Load Duration Tempconst'n:1.25 Loads From Continuous Member? No Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: Not press treated v Dry V J 100 deg F&less W Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Raclin? Yes I Live,psf Dead,psf Width,ft Load,pff Load,plf. Load,plf. Floor Loads 100 psf 28 psf 6.00 ft 600.0 lb/ft 600.0 lb/ft 168.0 lb/ft Roof pitch for LL Red'n Raclin Total Adjusted Uniform Loads wL= 600.0 lb/ft wD= 168.0 lb/ft 0.012 All other beams Combined Total Uniform Load WU= 768.0 Ib/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North'. Timber Material Douglas Fr-Larch(North, Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions - (4)2x12 - I - - 6x10 List properties for what (3)2 x 14 4 x 14 8 x 10 - - size lumber? 4 x 12• V 10 x 10 Slf Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 6 12 List properties for x p= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 9-1/2" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" ff3l/2"'/ x 10 1/2" 5 1/2"x 9" Slf Wt= 18.5 List properties for List properties for whatx 10 1/2" 6 3/4"x 9" what size? 7'x 11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? "x 9" 8'VA"x 9" I-Level,TJI 512"x 11 7/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.0E Microllam LVL-Multi-ply No List properties for what 1-3/4" x 11-7/8" (3)1-3/4" x 9-1/2" - - size LVL? (2)1-3/4" x 9-1/2" (4)(2)1-3/4*x 11-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties for 1-3/4" x 11-7/8" 5-1/4"x 9-1/2" 1-3/4"x 14" (3)1-3/4"x 9-112" size LVL? 3-112" x 9-1/2" 7" x 9-1/2" what size? 3-1/2"x 11-7/8" 3-12'x 11-7/8• Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4-x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member rimberstrand 1.55E LSL Bending Overdesi n: 56.0% Final Member: 1-3/4"x 14", g g Material Library Choose From All Sizes Of Beam Type W Timberstrand 1.5E LSL ShearOverdesign: 127.8% Final Size: 1-3/4-x 14- W Deflection Overdesign: 33.9% Min.Bearing Lengths:= 2.63 in.(Left) .= 2.63 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 33.9% Actual Member Size:1.75"x 14.00" 9.50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Riaht Max.Positive Moment:i8,749 ft-lb 4.75 ft Main Span Full Strength: ............................................. ...............................i..........................................................................................................P......... Live Load: 2,850 lb 2,850 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ...................................................................................................................................................................................................... Dead Load: 834 Ib 834 Ib Max Design Shear:3,684 lb 0.00 ft Main Span ...................................................................................................................................................................................................... Total Load: 3,684 lb 3,684 lb Main Span Max.Downward i 0.177"/0.229" 4.75'/4.75' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ...............................................................................:...................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.0001, 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total)': ...............................................................................i...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracing: ...............................................................................:...................................................................................................................... 0.6 or 1.0 Dead: 500 Ib 500 Ib Cant.Uk.Defl.(Live/Total): N/A N/A N/A Bending Red'n: ..............................................................................:...................................................................................................................... Net Reaction 479 Ib 479 Ib Re d El,Not Incl.Self Wt.:14.630E+08 Actual El: 6.20E+08 70% Live Case Causing Min N/A N/A Approx.Self Weight::7.50 plf Approx.Tot.Wt.:71 lb Allowed Moment., Min.Calc'd Bearing Lengths:: = 2.63 in(Left) = 2.63 in(Right) 4,112 ft-lb T26 18625 67th Ave. NE, 1/10/2024 -1 Structur�k b�ulations, Pg. 149 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�SIIRLICTIONCALC Ppo� <<, 0 NO MUOrtem:Top and bottom must be laterally supported at s All uses antl of 4-ft max.intervals.Dynamic loading not consi I d.Compliant with on,i IBC. All designs sM1oultl be checked M a competent professional.All users sM1611 comply with Stele Engineering Law.Injury and/a death can result from Improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T27 1 Load and span Diagram(Not To scale.pitch,if any,not sho wn) Other Info.: fio00o sop Main Span,L= 20.75 ft 400 200 Main Span Max.Allowed Live Defl:L/ ,480 ,,,,,,,,,, =0.521. _ 0 Main Span Max.Allowed Total Defl:L/ 860, ,,,,,,,,,,,,,=o.ss in e-20o 5 10 15 20 25 ....... --400 Cantilever(Overhang)Exists? �-soo Ws ] -800 Right Cantilever,Ca=1 3.00 ft -1,0o0 Cantilever Max Allowed Live Defl:Ca 1. 180 =0.20 in -1,200 Span(ft) Cantilever Max Allowed Total Defl:Ca/.....................180...................€=0.20 in Pitch if Sloped: Load Duration Temp cluaM 1.28 W Loads From Continuous Member? No V Add Self Wt.? Qi ves 0 No For Wood and Press Treated? Wet C.nd? Temp Cond. Sawn Member Repetitive Use? No �J Glul-ams Only: Not press ueaed w Dry 1 100deg F8ess 11 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? ves Live,)sf Dead,)sf Width,ft Load,plf Load,pg. Load,plf. Floor Loads 40 sf 28 sf 1.33 ft 53.2 Ib1 t 53.2 lb1 t 37.2 lb/ft Wall Dead Load 12 sf 10.00 ft 120.0Ib/ft Roof pitch for LL Red'n u=� Red'n V Total Adjusted Uniform Loads wL= 53.2 Ib/ft wo= 157.2 lb/ft 0.0:12 7motner beam V 1 Combined Total Uniform Load `A'u= 210.4 lb/ft Uniform Loads On Cantilever Only Live Load,psf Dead Load,psf Tributary width. Live Load,DI f Dead Load,plf Comb'd Load. ft Of Cant.Load A 25 pf 15 psf 10.00 ft 250.0 Ib/ft 150.0 Ib/ft 400.0 lb/ft Cant.Load B ..................._Descrip'n,opfL. - Cant.Load C ..................._De u rip'n,.opt'I:. - Concentrated(Point)Loads Trib.Lenohh. Live Load Dsf Dead Load Dsf Trib-Width It ft. Live,Ibs Dead,Ibs Location ft Point Load C Description,optional T5 1,500 lb 3061b xc= 23.50 ft Point Load D Descripli optional T5 1,500 lb 3061 xc= 23.50 ft ........................... ...................... Point Load E Descdp6on,o P tional R3 750 lb 4881b xis 23.50 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglat Fir-U,,h(Noun) �_� Timber Material Dotgps Fir-Lxch(Northl Lumber Grade No.1/No.2 . Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 14 6x16 14x 14 List properties for what 8 x 16 16 x 16 size lumber? 4.12• 10x14-625 Slf Wt=15.51 Fb=1275 Fr225 Fc =600000 t=8.2 List properties for.6.t2• p- E1 Slf W 1 what size? Fb=)625 Fv--213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F V4(DF/DF) . 3-1/2"x 16" 7"x 14" Acceptable Solutions 5-1/4"x 14" 31/8"x18" 1 5112"x15" Sg Wt=18.5 List properties for what List properties for 31/2"x 18" 6 3/4"x 131/2"' what size? 7"•t t-tW• Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 51/8"x 15" 8 3/4"x 131/2" 1 I-Level.TJI 512"z 117/8' Web " Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - 2.0E Microllam LVL-Multi-ply List properties for what (3)1-3W.x 14.' - - size LVL? (2)1-3/a"x 16" (4)1-314"at 4" - (2)1.31C•11.71V• w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E Timberstrand LSL List properties for what 7114"x 14" --- ----List properties for --------- (3)1-3/4"x 16" size LVL? 3-1/2"x 16" 7"x 14" what size? --3-1/2"x 18" 3 112'.11-7/8' 1 1 1 E=2000000 Slf Wt=7.4 -.18- v Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member MKrollamzoF LVI Final Member:5-1/4" x 14", Bending Overdesign:184.5/ Material Library Choose From All saes of seam Type V Microllam 2.0E LVL Shear Overdesign:190.5/ Final Size: 5 114-.14- V Deflection Overdesign:1.0% Min.Bearing Lengths:=1.50 in.(Left) .=2.52 in.(Right) Use Conditions selected: Bearing/Buckling Overdsgn:N/A Vert Diff(spprox): 0.00 ft True Length(approx): Final member OK by: 1.0 h Actual Member size:5.25"x 14.00" 23.75 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Braclntt rasa d Far Maximums RiLeft R,-RiDht Me"Positive Moment. ft-lb 9.34 ft Main Span Full Shonum: ................................................................................:......................................................................................................................... Live Load: 498 lb 5,774 lb Max.Negative Moment. ft-lb 20.75 ft On Cant. #N/A .......................................................................................................................................................................................................... Dead Load: 1 635 lb 4155 lb Max Design Shear.;6,901 lb 20.75 ft On Cant. .......................................................................................................................................................................................................... Total Load: 2,133 lb 9,929 lb Main Span Max.Downward 0.092"I0.318" 10.38'/9.96' Main/Main Live Case Causing Max Main Span Both .Deflection(Live/Total). ...............................:......................................................................................................................... Main Span Max.Upward Deflection: 0.232"I0.080" 12.04'115.77' Cant./Cant. Minimums RiLeft R,-Riahl (Live/Total). ............................. ................................................................................................................................................................... Live Load: -540 lb 1,356 lb CaM.Down.Defl.(Live/Total):0.198"/0.14T' 23.75'/23.75' Cant./Cant. w/o Mid-Bradno: .......................................................................................................................................................................................................... 0.6 or 1.0 Dead: 896 lb 2 565 Ib Cam.Up.Defl.(Live/Total):0.043"/0.112" 23.75'/23.76 Main/Main Banding Raen: .............................................................................,......................................................................................................................... Net Reaction 2271b 3,747 lb Req'd El,Not Incl.Self Wt.:2.375E+09 Actual El: 2.40E+09 #N/A Live Case Causing Min On Cam. Main Span Approx.Self Weight:.21.30 ptf Approx.Tot.Wt.:506 lb snowed Mon- Min.Calc'd Bearing Lengths:i =0.54 in Left =2.52 in(Right) #N/A T27 _{{ 18625 67th Ave.NE, 1/10/2024 C�M11S RUCTION ALC al Cal cull !S5Q, Pg. 150 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 ) ep do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T28 Load an d S pa n D iag ram(Not To Scale.Pitch,if any,not shown) 2,500 Other Info.: 2,000 Main Span,L= 10.00 ft 1,500 g,000 Main Span Max.Allowed Live Defl:L/ ............ 480 ........... i=0.25 in a 500 Main Span Max.Allowed Total Defl:L/ 360 =0.33 in a 0 Cantilever(Overhang)Exists? No _ I �-500 2 4 6 8 0 12 -1,000 Pitch if Sloped: 0.0:12 -1'500 Load Duration Tempconsrn:1.2s 1W Span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? in V Glul-ams Only: Not press treated V Dry v, 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes I Live,Psf Dead,psf Width,It Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 18.00 ft - - 270.0 lb/ft Roof Snow(only) 25 psf 18.00 ft 450.0 Ib/ft 450.0 Ib/ft - Floor Loads 40 psf 28 psf 18.00 ft 720.0 lb/ft 720.0 lb/ft 504.0 lb/ft Wall Dead Load 12 psf 20.00 ft d 240.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 1,170.0 lb/ft wD= 1,014.0 lb/ft 0.0:12 All other beams Combined Total Uniform Load WU= 2,184.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fe Larch(North) V Lumber Grade No.1/No 2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 12 6 x 16 14 x 14 - List properties for what 8 x 14 16 x 16 - size lumber? 4 x 12• 10 x 14 Slf Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 SIf Wt=8.12 List properties 6x 12 P= for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) . 3-1/2"x 14" 7"x 11-114" Acceptable Solutions 5-1/4"x 14" 3 1/8"x 15" 51/2"x 13 1/2" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 15" 6 3/4"x 11 7/8" for what size? 7",11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 13 1/2" 8 3/4"x 10 1/2" I-Level,TJI 512"x 117/8"' V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No List properties for what I - (3)1-3/4"x 14" - - size LVL? (2)1-3/4" x 14" (4)1-3/4"x 11-7/8" (2)1-3/4•x l l-7/8'• w' Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 5-1/4"x 14" List properties (3)1-3/4" x 14" size LVL? 3-1/2" x 14" 7"x 11-7/8" for what size? 3-1/2"x 16" 3-1/2•x11-7/8-• Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIfWt=7.4 (3)1-3/4•xIs- 1 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member MicrolWm2.0ELVL 1W BendingOverdesign:65.0% Final Member: 5-1/4" x 14", Material Library Choose From All Sizes Of Beam Type Microllam 2.0E LVL ShearOverdesign: 106.5% Final Size: 5-1/4-x14- DeflectionOverdesign:61.2% Min.Bearing Lengths:= 2.80 in.(Left) .= 2.80 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 It True Length(approx): Final member OK by: 61.2% Actual Member Size:5.25"x 14.00" 10.00 It Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reo'd For Maximums R,-Left R,-Right Max.Positive Moment: ft-lb 5.00 ft Main Span Full Strenath: ..........................................................................._.................................................................................................................. Live Load: 5,850 lb 5,850 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span #N/A ...........................................................................•.................................................................................................................. Dead Load: 5,176Ib 5,177Ib Max Design Shear:i11,027Ib 0.00 ft Main Span ...........................................................................>.................................................................................................................. Total Load: 11,026 Ib 11,027 lb Main Span Max.Downward: 0.110"/0.207" 5.00'/5.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): .............................................................................................................................................................................................. Main Span Max.Upwardi 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right Deflection(Live/Total)': ...........................................................................a............................................................................................................. ..... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracina: 0.6 or 1.0 Dead: 3,106 lb 3,106 lb .........Cant...,U„�,.Defl.:(Live./.Total):eN/A................................................N/A............................_N/A............ sending Redo: Net Reaction 3,042 lb 3,042 lb Req'd El,Not Incl.Self Wt.:i 1.474E+09 Actual El: 240E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight: plf Approx.Tot.Wt.:213 lb Allowed Moment: Min.Caldd Bearing Lengths:i = 2.80 in(Left) 2.80 in(Right) #N/A T28 18625 67th Ave. NE, 1/10/2024 C StructyA ,alculations, Pg. 151 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 44 RLICTIONCALC P�av e �0 Im port tTop tooboflom must be laterallys olos,ltlat sup ports and at..flmax.intervals.Dynamicloatlingno[wnsitlered.othca,ent uiitt2o18p HII tlesigns sM1ould be cM1ecked by a wmpeten[professional.NII users sM1all..ply MiM1 State Engineering Lew.Infury and I or tlee1M1 ten result ham improper use of Us protluc[. Job Name: Ironwood Apts Building 1 Beam I.D.: T29 Load and Span Diagram(Not To scale.Pitch,if any,not sbovml 2,000 Other Info.: 1,5a0 Main Span,L= 20.00 ft 1,500 sop Main Span Max Allowed Live DelL/s 480 ,,,,,,,,, I=0.51 in a o Main Span Max Allowed Total Del / 360 =o.e7 in 5� 5 10 15 0 25 a,000 Cantilever(Overhang)Exil rs vJ -t,500 Right Cantilever,Ce= 3.00 fl -2,000 Cantilever Max Allowed Live Defl:Ca/': 180 =0.20In -z,5o0 Span(it) Cantilever Max Allowed Total Defl:Ca/....................180 I=0.20In Pitch if Sloped: 0.0:12 Load Duration Terroconsrn 125 Loads From Continuous Member? No el, Add Self Wt.? OQ ves O No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No GluLams Only: Not press unall v Dry ,, too deg Fe lass Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? ves Live, of Dead,7sf Width,ft Load,pif Load,pit. Load,pit. Floor Loads 40 sf 28 sf 1.33 ft 53.2 lb/ft 53.21b/ft 37.2 Wit Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Roof pitch for LL Red'n u"=,,, n�, Total Adjusted Uniform Loads wL= 53.2 Ib/ft WD= 157.2 lb/ft 0.0:12 aal,n beat Combined Total Uniform Load wu= 210.4 Ib/ft Uniform Loads On Cantilever Only Live Load,Dsf Dead Load,Dsf Tributary width. Live Load,Dlf Dead Load,Dlf Combed Load, Cl Load AE 25 old 15 pal 10.00 it 250.0lb/ft 150.0 Wit 400.0 Ib/ft Cant.Load B ....................Descrlp'n,gpfl:. - Cant.Load C .................... Concentrated(Point)Loads Trill Length, Live Load,Dsf Dead Load,Dsf Trill Width,ft. ft. Live Ibs Dead Ibs Location.ft Point Load A E 25 psf 15 psf - - 1r,= Point Load B xe= Point Load C Description,optional T5 1,500 lb 306 lb xc= 22.75 ft Point Load D Description,optional T5 1,500 lb 306 lb xn= 22.75 ft Point Load E Description,optional R3 750 lb 488 lb xE= 22.75 ft Point Load F Description,optional T28 5,8501b 5,176 lb xE= 18.00 ft Point Load G Description,optional xg= Point Load H Description,optional xN= Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Lard,"war) Timber Material Douglas Fir-bill 0l Lumber Grade No.I/No.2 Timber Grade Na I Acceptable Solutions Acceptable Solutions 12 x 14 6x16 14 0 x14 List properties for what 8 x 16 16 x 16 size lumber? 4.12• 1 x 14 Slf Wt=15.51 Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 List properties 12• Fb=15 Fv=213 Fcp=625 E=1 for what size? 6a 62 600000 Glued Laminated Members Ill 2.2E Parallam PSL Glulam Grade 24F-V4 MF/DD e, 3-112"x 16" 7"x 14" Acceptable Solutions 5'1..x 14" 3 1/8"x 18" 5 1/2"x 15" Sit Wt=18.5 List properties for what List properties 3 1/2"x 16 1/2" 6 3/4"x 73 1/2" for what size? 7 x � Fb=3625 Fv=362.5 Fcp=750 E=2000000 size 9lulam? 51/6"x 15" 8 3l4"x 131/2" I-Level,TJI 51/2-x 117/r- VI Web - - Fb=3000 F-331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-piv List properties for what (3) size LVL? (2)1J/4"x 16" 1 (4)1-314"x 14" - (2)1-3/4-xtt-7/4-' w Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what - 5-1/4"x 14" _ ifsT prdperties_____ - (3)1-3/4"x 16" ----------- size LVL? 3-112"x 16" 1 7"x 14" 1 for what size? 3-1/2"x 18" 3 IR'.11-1/4-• Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7 4 M t-3/4'a 1C Fb=2907 Fv=387.5 Fcp=800 E=155000 #N/A Final Member ubomilam 2.0E LVL v'. Final Member Results Final Member:5-1/4" x 14", Bending Overdesign:107.0% Material Library cbaare Fromaasu,.olgaam Type I Microllam 2.0E LVL Shear Overdesign:190.5% Final Size: 5114-.14- er Deflection Overdesign:0.8/ Min.Bearing Lengths:=1.50 in.(Left) .=5.03 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(appro.): Final member OK by: 0.8 Actual Member Size:5.25"x 14.00" 23.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case .rein.Reu•d For Maximums R�Left R,-Right Max. m Positive Moent:;21,979 ft-lb 14.40 ft Main Span Full stroonth: ....................................... ..............................,................................................................................................................ Live Load: 1,061 Ib 11,0401b Max.N athir Moment::-16,180 ft-lb 20.00 ft On Cant. #N/A ..........................................................................-................................................................................................................ Dead Load: 2,078 Ib 6 755 1b Max Design Shear:;12,918 lb 19.45 ft Both .................................. Total Load: 3,139 Its 19,7951b Main Span Max.Downward' 0.291"/0.663" 11.00'/10.80' Main Main Live Case Causing Max Main Span Both Deflection(Live/Total): Main Span Max.Upward. 0.216"/0.000" 11.69/0.09 Cant./Main Minimums R�Left R,-Right Defection(Live/Total)' ........................................................................... ................................................................................... Cant.Down.Defl. Live/Total:0.192"/0.024" 23.09/23.00' Cant./Cant. Live Load: -560 lb 5,243 lb ( ). w/o MId-arecina 0.6 or 1.0 Dead: 1 247 Ib 5 3251b ......Cant. Defl.(Live./Total):v0.182"/0.366"..............23.09/.23.00' Main/Main eemm�g aeon: .... .. .. .. ... ......... ........ Net Reaction 56211, 10,399 Its Req'd El,Not Incl.Self Wt .2.300E+09 Actual El: 2.401 #N/A Live Case Causing Min On Cant. On Cant. Approx.Self Weight. plf Approx.Tot.WL:490 lb Allowed Moment Min.Calc'd BearingLengths:1 =0.W in Left =5.03 in(Right) #N/A T29 18625 67th Ave. NE, 1/10/2024 Structural ulations, Pg. 152 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Coles IRUCTIONCALC 0 N'O Important:Top and bottom must be laterally supported se supports and at 4-ftmax.intervals.Dynamic loading not considered.Compliant with 2018 IBC. " All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/a death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam'...! eam I.D.: T30 Load and Span Diagram(Not To scale.Pitch,if any,not shown) 3,500 Other Info.: 3,000 2500 Main Span,L= 10.00 ft 2,000 ........... O Main Span Max.Allowed Live Defl:L/ ..................... .......... 460 =o.zb in 115000 o00 Main Span Max.Allowed Total Defl:L 360.....................=0.33 in A 500 o Cantilever(Overhang)Exists? No V -500 2 4 6 6 0 12 Pitch if Sloped: 0.0:12 -1,000 -1,500 Span(ft) Load Duration Temp consrn:125 V Loads From Continuous Member? No V I Add Self Wt.? Q ves 0 No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No V Glul-ams Only: Not press treated v Dry VI 100 deg Fa less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? ves Live,psf Dead,psf width,ft Load,plf Load,plf. Load,plf. Floor Loads 1 40 psf 1 28 psf 10.00 ft 400.0 IbMt 400.0Ib/ft 280.0 Ib/ft Roof pitch for LL Red'n RAC�V Total Adjusted Uniform Loads wL= 400.0 IbMt wD= 280.0 IbMt 0.0:12 All other beams Combined Total Uniform Load wu= 680.0 Ib/ft Concentrated(Point)Loads Trib.Length, Live Load.psf Dead Load.psf Trib.Width ft. ft. Live Ibs Dead,IIns Location.ft Point Load C Description,optional T1 1,200 Ib 840 Ib xc=E00 Point Load D Description,optional T1 1,200 Ib 840 lb xD= Point Load E Description,optional R1 1,125 Ib 675 lb xi,=Point LoadFDescription,optional Rl 1,1251b 675 lb xF= Note:Location Measured From Left Support Partial Uniform Loads On Main Span Only Live Load,psf Dead Load,psf Tributary width. Live Load,PI Dead Load,plf Comb'd Load, Start Point, End Point,ft. ft_ � ft. Partial Load A 25 sf 15 psf 12.00 ft 300.0Ib/ft 180.0IbRt 480.0 Ib/tMOO 2.00 ft Partial Load B 25 sf 15 psf 12.00 ft 300.0 lb/ft 180.0Ibift 480.0Iblft10.00 ft Partial Load C - Partial Load D i .Des�dption,.optional 400.0 Ib/ft 280.0 Ib/ft 660.0Ib/k2.00 ft Partial Load E Des-phon,.optbnal 400.0 Ib/ft 280.0 Ib/ft 680.0 Ib/ft10.00 ft Note:Start and End Points Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Ftr Larch(North) . Timber Material Douglas hr larch(Noah) Lumber Grade No.1/No.2 V Timber Grade No I Acceptable Solutions Acceptable Solutions 12x12 6x 14 14x 14 List properties for what 8 x 12 16 x 16 size lumber? 4x 12• 10 x 12 SIf Wt=O Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt= List properties 6x 12O for what size? Fb=1625 Fr-213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 14" 7"x 11-114" Acceptable Solutions 5.1/4"x 11.1/4" 3 1/8"x 131/2" 5" xx 11 7/8" SIf Wt=0 3 1/2"x 131I2" 6 3l4•' 101/2" List properties _ _ List properties for what for what size? 7'1t-1/4 Fb=3625 Fr-362.5 Fcp=750 E=2000000 size glulam? 51/8"x 11 718" 1 8 3/4"x 91/2" I-Level.TJI 51/2"x 117/6- V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=O Stiffeners? - - 2.0E Microllam LVL-Multi-plv List properties for what I - (3)1-314"x11-718" - - size LVL? (2)1.3/4"x 14•' 1(4)1.314"x 11.7181• (2)1.3/4-x 11-7/0• v Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=O 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what - ifsYpropefties 5-11a"x11-718 ----------- - (3)1-3/4"x 11-718" -- ---- size LVL? 3.1/2"x 14" 7"x 11.7/8" for what size? 3.1/2"x 14•' 3.1/2'x 11-7/V Fb=3250 F-356.25 Fcp=750 E=2000000 SIf Wt=O (3)1.3/4-x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member rmbersvand 1.55E LSL Bending Overdesign:47.6% Final Member:3-1/2"x 14", Material Library Choose From all sizes of Beam Type I TimberStrand 1.5E LSL Shear Overdesign:79.5/ Final Size: 3-1/2-x 14' V Deflection Overdesign:15.2% Min.Bearing Lengths:=3.41 in.(Left) .=3.41 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 15.2% Actual Member Size:3.50"x 14.00" 10.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing R-'d Fa Maximums RiLeft R,-Right Max Positive Moment:.18,500 ft-lb 5.00 ft Main Span Full strength ..............................................9................................,..............................................................................................................P......... Live Load: 5,725 lb 5,725 It, Max Ne alive Moment:.O ft-lb 0.00 ft Main Span Lateral Mn Dead Load: 3 835 Ib 3 835 Ib Max Design Shear:.9,560 lb 0.00 ft Main Span Total Load: 9,5601b 9,5601b Main Span Max.Downward: 0.173"/0.289" 5.00'/5.00, Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total). ............................................................................................................................................................................................................. Main Span Max.Upward; 0.000"/0.000" 10.00,/10.00, Main/Main Minimums RiLeft R,-Right Deflection(Live/Total). Live Load: Olb Olb Cant.Down.Defl.(Live/Total):.N/A N/A N/A w/o Mid-Bracing 0.6 or 1.0 Dead: 2,6o 91 2 301 Ib Cant.U_.Deft.(Live I Total):;N/A N/A N/A Bending Red'n: ............................................................................................................................................................................................................. Net Reaction 2,6691b 2,301 It, Req'd El,Not Incl.Self Wt.:1.076E+09 Actual El: 1.24E+09 0% Live Case Causing Min N/A N/A Approx.Self Weight. Approx Tot.WE.:N/A Aff-d Moment.' Min.Caldd Bearing Lengths: =3.41 in Left =3.41 in(Right) 27,300 ft-lb T30 18625 67th Ave.NE, 1/10/2024 m m Structural C�! lltl�tions,Pg. 153 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cis RUCTIONCALC 0 NO Important:Top and bottom be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. _v All designs should be checked by a competent professional.All users shall comply wlth State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T31 Load and Span Diag ram(Not To scale.Pitch,x any,not shown) 2,500 Other Info.: 2,000 Main Span,L= 6.00 ft 1,500 i,000 Main Span Max.Allowed Live Defl:L/ ............. .480 ............ =0.15 in E 500 Main Span Max.Allowed Total Defl:L/ 360, ,,,,,,,,,,,,,,,,=0.20 in A 0 ...................... ....... Cantilever(Overhang)Exists?yes ] J-son 1 z 3 a 5 7 e s Right Cantilever,CR= 2 0 ft -1,00 Cantilever Max Allowed Live Defl:CR 0-o.1a in -1,50o span(ft) Cantilever Max Allowed Total Defl:CR/' 180 =0.13 in Pitch if Sloped: Load Duration Temp consrn:1.25 Loads From Continuous Member? No J Add Self Wt.?F0 yes O No For Wood and Press Treated? Wet Cord? Temp Cond. Sawn Member Repetitive Use? No V 1 Glul-ams Only: Not press treated V Dry is 100 deg F e less -� Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes V. Live, of Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads TOsf 28 psf 15.00 ft 600.0 Ib/ft 600.0 Ib/ft 420.0 Ib/ft Wall Dead Load 12 psf 20.00 ft 240.0 Ib/ft Roof pitch for LL Red'n UG4 Red'n V == Total Adjusted Uniform Loads wL= 600.0 Ib/ft wD= 660.0 Ib/ft 0.0:12 All riot,beams Combined Total Uniform Load wu= 1,260.0 Ib/ft Uniform Loads On Cantilever Only Live Load,Dsf Dead Load,Dsf Comb'd Load, Dif ft Tributary width. Live Load.Dlf Dead Load.olf Cant.Load A 25 psf 15 psf 7.00 ft 175.0 Ib/ft 105.0 Ib/ft 280.0 lb/ft Cant.Load B .Descrip'n,.opt'l: 6 400.0Ib/ft 280.0Ib/ft 680.0lb/ft Cant.Load C Descrip;n,,opt;l; - 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglash,Lnuh(Nonh) Timber Material DoglasFir-tarch(Nonn. Lumber Grade No.1/No.t Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x8 (2)2x12 3x14 6x8 - List properties for what (3)2 x 10 4 x 10 size lumber? 4x 12 V Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 for what size? '.6x12 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) . 3-1/2"x 9-1/4" 7"x 9-114" Acceptable Solutions 5-1/4"x 9-1/4" 3 118"x 7 112" 5 1/2"x 6" SIf Wt= 18.5 List properties List properties for what 3 112"x 7 112" 6 314"x 7 1/2" for what size? r x 11-1/4• Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 51/8"x 6" 8 3/4"x 9" I-Level,TJI 512"x 117/8" Web - Fb=3000 F-331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No List properties for what 1-314"x 9-112" (3)1 Jl4"x 7-1/4" - - size LVL? (2)1.314"x 7.1/4" (4)1.3/4" - (2)1-3/4-x 11-71W V Fb=3250 F-356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties 1-314"x 9-112" 5-1/4"x 7-114" _ ______1-3/4"x 11-718" (3)1-314"x 9-1/2" --- -_- size LVL? 3.112"x 7.1/4" 7"x 5-1/2" for what size? 3.1/2"x 9.1/2" 3-1/2'x 11-7/8- 1 Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1.314-x 18' Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Tmberstrand 1.55E LSL Final Member Results Final Member:1-3/4"x 14", Bending Overdesign:190.4% Material Library Choose From All Sim 01 Seam Type Timberstrand 1.5E LSL Shear Overdesign:106.4% Final Size: 1-3/4-x 14- Deflection Overdesign:307.1% Min.Bearing Lengths:=2.33 in.(Left) .=6.43 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 106.4% Actual Member Size:1.75"x 14.00" 8.00 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Live Case Braciao Reo'd For Maximums R,-Left R,-Right Max.Positive Moment:4,700 ft-lb 2.73 ft Main Span Full strength: ........................................................................................................................................................................................................................... Live Load: 1,608 lb 4,542 lb Max.Negative Moment::-4,455 ft-lb 6.00 ft On Cant. Lateral ........................................................................................................................................................................................................................... Dead Load: 1 652 1blb 4 458 Ib Max Design Shear.4,543 lb 6.00 ft Both ........................................................................................................................................................................................................................... Total Load: 3,260 lb 9,000 lb Main Span Max.Downwardi Live Case Causing Max Main Span Both Deflection(Live/Total): 0.028"/0.047" 3.00'/2.88' Main/Main ........................................................................................................................................................................................................................... Main Span Max.Upward: 0.015"/0.003" 3.48'/5.04' Cant./Cant. Minimums R,-Left R,-Right Deflection(Live/Total). .................................... ................................................................................................................................................................................... Live Load: 8lb 2,742 lb Cant.Down.Defl.(Live/Total):.0.033"/0.029" 8.00'/8.00' Cant./Cant. w/o Mid-Bracinn: 0.6 or 1.0 Dead: 852 Ib 2 665 1blb Cant.U .DeFl.(Live/Total):0.030"/0.034" 8.00,/8.00, Main/Main Bending Red'n: ............................... .................................................................................................................................................................................. Net Reaction 848 Ib 5,382 lb Req'd El,Not Incl.Self Wt.:1.523E+08 Actual El: 6.20E+08 55% Live Case Causing Min On Cant. On Cant. Approx.Self Weight.7.50 plf Approx.Tot.Wt.:60 lb Aim-ed Moment Min.Calc'd Bearing Lengths:. =2.33 in Left =6.43 in(Right) 6,195 ftdI T31 18625 67th Ave. NE, 1/10/2024 '�}} St'Fuctural�a(rations, Pg. 154 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CC�SI`RUCTIONCAll PPp ti�eq Important:Top and boftom must be laterally supported at suppons and at 4-ft mac.intervals.Dynamic leading not considered.Compliant wth 20181BC. v All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T32 Load and Span Diag ram(NO To scale.Pitch,if any,not shosm) 800 Other Info.: soo Main Span,L= 12.33 ft 400 Main Span Max.Allowed Live Defl:L/ 480. ............ =0.31 in -2 200 Main Span Max.Allowed Total Defl:L/ 360. =o.a1 in o 0 ...................... ..................... 0 11 2 4 6 8 10 12 14 Cantilever(Overhang)Exists? No V -200 400 Pitch if Sloped: 0.0:12 .soo Load Duration Temp wren¢i25 W Span(ft) Loads From Continuous Member? No V Add Self Wt.? Q Yes O No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No • GluLams Only: Not press uee"d cal j Dry V 1100 deg IF aY less � Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes Live, sf Dead, sf Width,ft Load,plf Load,plf. Load,ph'. Floor Loads 40 sf 28 sf 1.33 ft 53.2 ll 53.2 Il 37.2 lb/ft Roof pitch for LL Red'n u�= rTP�V Red'n Total Adjusted Uniform Loads cal= 53.2 Ib/ft cap= 37.2 Ib/ft 0.0:12 All other beams W] Combined Total Uniform Load wu= 90.4 ll Concentrated(Point)Loads Trib.Length, Live Load,Dsf Dead Load,Ps f Trio.Width,ft. ft. Live Ibs Dead Ibs Location.ft Point Load C Description,optional Tat 1,608 lb 1,652 lb xc= 2.66 ft . Note:Location Measured From Left Support Partial Uniform Loads On Main Span Only Live Load,Dsf Dead Load,Dsf Tributary width. Live Load.Dlf Dead Load.Dlf Comb'd Load, Start Point, End Point,ft. ft 2 ft. Partial Load A 40 psf 28 psf 4.00 ft 160.0 Ib/ft 112.0Ib/ft 272.0 lb/ft 0.00 ft 2.66 ft Partial Load B I I - - - Partial Load C I - Partial Load D ,,,,,,,,,oescri,ption,,optional, - Partial Load E Desariphon,optional - Note:Start and End Points Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material oaglncir-rarchMonro Timber Material -Larch(Nonh) Lumber Grade No.1/No.2 Timber Grade No.1 V Acceptable Solutions Acceptable Solutions (4)2x 12 6x10 List properties for what (3)2 x 14 4 x 14 8 x 10 size lumber? 4 x 12• 1 10 x 10 - Sill Fc625 b=1275 Fv=225 E=1600000 Slf Wt=8.12 List properties F P= 6.12 for whatsize? Fb=)625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) .� 3-1/2"x 9-1/2" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 118"x 10 1/2" 5 1/2"x 9" Slf Wt= 18.5 List properties List properties for what 3 1/2"x 10 1/2" 6 3/4"x 9" for what size? 7-'t t"1/°- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 9" 8 3/4"x 9" I-Level.TJI 512"x 117/8- V Web - - Fb=3000 Fv=331.25 Fcp=8t3 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Mil No - - List properties for what 1-3/4"x 14" 1 (3)1-3/4"x 9-1/2" - - size LVL? (2)13/4"x 9-1/2" 1 (4)13/4"x 9-1/2" - (2)1-3/4-x 11.7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL isTprdpe List properties for what properties--1-3/4"x 14" 5-1/4"x 9-1/2" t _ _ __ _1-3/4"x 14" (3)1-3/4"x 9-1/2" --- size LVL? 3-112"x 9-1/2" 7"x 9-112 for what size? 3-112"x 11-7/8" 3 1/2'x 11-7/8- V Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 I :ai4'x 18' Fb=2907 Fv=38Z5 Fcp=800 E=155000( #N/A Final Member Tmberuland 1.55E LSL J Final Member Results Final Member:3-1/2"x 14", Bending Overdesign:206.3% Material Library choose From All S-Df Beam Type WI Timberstrand 1.5E LSL Shear Overdesign:271.0% Final Size: 3-1/2-.14- Deflection Overdesign:147.7% Min.Bearing Lengths:=1.50 in.(Left) .=1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft Time Length(approx): Final member OK by: 147.7 Actual Member Size:3.50"x 14.00" 12.33 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Braclna Read For Maximums R,-Right Max.Positive Moment:8,912 ft-lb 2.66 ft Main Span Full strength: ............................................................................................................................................................................................................... Live Load: 1,969 Ib 721 Ib Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral ...................................................................................................................................................................................................................... Dead Load: 1 833 1blb 711 Ib Max Design Shear:3,852 Ib 0.00 ft Main Span ...................................................................................................................................................................................................................... Total Load: 3,852 lb 1,431 lb Main Span Max.Downward) 0.084"10.166" 5.55'/5.55, Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total). ..................................................................................................................................................................................................................... Main Span Max.Upward: 0.000"/0.000" 0.00'/12.33' Main/Cant. Live/Total Minimums Deflection R,-Right ( ) Live Load: 0 lb 0 Ib Cant.Down.Deft.(Live/Total):.N/A N/A N/A w/o Midarecino: ..................................................................................................................................................................................................................... 0.6 or 1.0 Dead: 1,236 Ib 426 Ib Cant.Up.Defl.(Live/Total)::N/A N/A N/A Gentling Red'n: .........................q........................................................................................................................................................................................ 0% Net Reaction 1,181 lb 371 Ib Re'd El,Not Incl.Self Wt.:4.818E+08 Actual El: 1.24E+09 Live Case Causing Min N/A N/A Approx.Self Weight. plf Approx.Tot.Wt.:185 lb Allowed Moment Min.Calc'd Bearing Len ths: = 1.38 in Lek =0.51 in(Right) 27,300 ft-lb T32 18625 67th Ave.NE, 1/10/2024 m m Structural C�! ltt�tions,Pg. 155 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cis RUCTIONCALC pPp "eegr 0 NO Important:Top and bottom be laterally supported at supports and at 4-ft as.intervals.Dynamic loading not considered.Compliant with 2018 IBC. _v All designs should be checked by a competent professional.All users shall comply wlth State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T33 Load and Span Diag ram(Not To scale.Pitch,a any,not shown) 1,200 Other Info.: 1'000 Main Span,L= 6.00 ft soo _soo Main Span Max.Allowed Live Defl:L/ ............. .480 ............ =0.15 in n goo Main Span Max.Allowed Total Defl:L 0.20 in A 200 ....................... ...................... J 0 Cantilever(Overhang)Exists?yes ] -200 1 z 3 a 5 7 e s Right Cantilever,CR= 2.00 ft -400 Cantilever Max Allowed Live Defl:CR/;0-0.13 in -soo Span(ft) Cantilever Max Allowed Total Defl:CR/' 180 =0.13 in Pitch if Sloped: Load Duration Temp consrn:1.2S Loads From Continuous Member? No J Add Self Wt.?F0 yes O No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No V] GluLams Only: Not press treated V Dry is 100 deg F e less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes Live, of Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 40 sf 28 sf 7.00 ft 280.0 Ib/ft 280.0 lb/ft 196.0 lb/ft Roof pitch for LL Red'n YG4 Red'n V Total Adjusted Uniform Loads wL= 280.0 Ib/ft wD= 196.0 Ib/ft 0.0 12 All other beam: . Combined Total Uniform Load wu= 476.0 Ib/ft Uniform Loads On Cantilever Only Live Load,Dsf Dead Load,Dsf Comb'd Load, Dif ft Tributary width. Live Load.olf Dead Load.Dlf Cant.Load A 40 psf 28 psf 5.00 ft 200.0 Ib/ft 140.0 lb/ft 340.0 lb/ft Cant.Load B .Descrip'n,.opt'I: 6 125.01 75.0 Ib/ft 200.0 Ib/ft Cant.Load C Desgrip;n,gpt;l; - 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) • Timber Material DargbsFir-tarchIN.& Lumber Grade No.1/No.2 Timber Grade j Na.1 Acceptable Solutions Acceptable Solutions 2x10 (4)2x6 - - (2)2x8 3x8 - List properties for what (3)2 x 6 4 x 8 - - size lumber? 4x 12 Slf Wt=15.51 Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 List properties - for propehat rties 6xt2 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) . 3-112"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5.114"x 9.1/4" 3 118"x 6" 5 112"x 6" Slf Wt-- 18.5 _ 3 1l2"x 6" 6 3l4"x 7 1/2" List properties for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 51/8"x 6" 8 3/4"x 9" I-Level,TJI 512"x 117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - 2.0E Microllam LVL-Ill No List properties for what 1-314"x 7-114" (3)1-314"x - size LVL? (2)1.314"x 5.1/2" (4)1.3/4"x - (2)1-3/4'x 11-7/8' V Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-314"x 7-114" 5-1/4"x 5-1/2" --- -----List properties ----------1-314"x 9-1/2" (3)1-3/4"x 9-112" size LVL? 3.112"x 5.1/2" 7"x 5-1/2" for what size? 3.112"x 9.1/2" 3-1/2•x 11-71W v Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4•x 18 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Timberstrand 1.SSE LSL V Final Member Results Final Member:1-3/4"x 14", Bending Overdesign:576.7% Material Library Choose From All Sizes Of Beam Type I Timberstrand 1.5E LSL Shear Overdesign:642.1% Final Size: 1 3/4•x 14 . Deflection Overdesign:627.9% Min.Bearing Lengths:=1.50 in.(Left) .=2.74 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 576.7% Actual Member Size:1.75"x 14.00" 8.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case eracina Repo For Maximums R-Left Left R,-Right Max.Positive Moment::1,736 ft-lb 2.70 ft Main Span Full strength: .......................................................................................i................................................................................................................................... Live Load: 732 Ib 2,252 lb Max.Negative Moment::-2,047 ft-lb 6.00 ft On Cant. Lateral ........................................................................................................................................................................................................................... Dead Load: 471 Ib 1 587 Ib Max Design Shear..2,054 lb 6.00 ft On Cant. ........................................................................................................................................................................................................................... Total Load: 1,203 lb 3,839 lb Main Span Max.Downward) Live Case Causing Max Main Span Both Deflection(Live/Total): 0.013"/0.018" 3.00'/2.88' Main/Main ........................................................................................................................................................................................................................... Main Span Max.Upward: 0.008"/0.005" 3.48'/4.32' Cant./Cant. Minimums R,-Left R,-Right Deflection(Live/Total). ............................... ...............................................:................................................................................................................................... Live Load: -15 lb 1,412 lb Cant.Down.Defl.(Live/Total):.0.017"/0.019" 8.00'/8.00' Cant./Cant. w/o Mld-Bracing: 0.6 or 1.0 Dead: 228 Ib 1 043 1blb Cant.U .DeFl.(Live/Total):.0.014"/0.013" 8.00,/8.00, Main/Main seeding Red'g: ............................... .................................................................................................................................................................................. Net Reaction 201 Ib 2,431 lb Req'd El,Not Incl.Self Wt.:.8.595E+07 Actual El: 6.20E+08 55% Live Case Causing Min On Cant. On Cant. Approx.Self Weight:.7.50 plf Approx.Tot.Wt.:60 lb Amwed Moment: Min.Calc'd Bearing Lengths:. =0.86 in Left =2.74 in(Right) 6,195 ft-lb T33 18625 67th Ave. NE, 1/10/2024 Structural ! lelblations, Pg. 156 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCW4 RUCTIONCALC aPo� w<<q ' A •'1'O Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall complywith State Engineering I--Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T34 Load and Span Diagram(Not To scale.Pitch,if any,not shown) 500 Other Info.: 411 300 Main Span,L= 22.25 ft 200 :F 100 Main Span Max.Allowed Live Defl:L/ ........... 480 ........... =0.56 in a 0 Main Span Max.Allowed Total Defl:L/ 360 ............_=0.74 in a-100 5 10 15 20 25 ..................... ....... Cantilever(Overhang)Exists?f - No _ 9-300 -300 Pitch if Sloped: 0.0:12 -400 -500 Span(ft) Load Duration 7empconu'n 115 W Loads From Continuous Member? No Add Self Wt.? Q Yes No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No -1 Glul-ams Only: Not press«eated V i ay . 100 deg F ar less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes I Live,psf Dead,psf Width,ft Load,pif Load,plf. Load,plf. Floor Loads 1 40 psf 1 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Roof pitch for ILL Red'n ..�" Redo V _= Total Adjusted Uniform Loads Wt= 53.2 lb/ft wD= 37.2 lb/ft 0.0:12 All other beam: w Combined Total Uniform Load Wu= 90.4 lb/ft Concentrated(Point)Loads Trib.Length, Live Load.psf Dead Load,Rs Trib.Width ft. ft. Live Ibs Dead Ibs Location ft Point Load C Description,optional T33 732 lb 471 lb xD= 9.50 ft Point Load D Description,optional T33 732 lb 471 lb xD= 0.33 ft - Note:Location Measured From Left Support Partial Uniform Loads On Main Span Only Live Load,Ps f Dead Load,Ps f Tributary width. Live Load.DIf Dead Load.Dlf Comb'd Load, Start Point, End Point,ft. ft Of ft. Partial Load A 40 psf 28 psf 3.00 ft 120.0 lb/ft 84.0 lb/ft 204.0 lb/ft 0.00 ft 9.00 ft Partial Load B I I - - - Partial Load C I - Partial Load D ,,,,,,,,D:scription;optional, - Partial Load E D:ascri lion,o Lionel - C........ p...........oppji......... Note:Start and End Points Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Dough Fir-Lsnh(North) .I. Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 _� Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 12 6x 16 14x 14 List properties for what 8 x 14 16 x 16 - size lumber? 4 x 12• 10 x 14 Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? s.1z• Fb-1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DFiDF) 3-1/2"x 16" 1 7"x 14" Acceptable Solutions 5-1/4"x 14" 31/8"x 16 112" 5 1/2"x 13 1/2" Slf Wt= 18.5 List properties for what List properties _ 3 1/2"x 16" 6 3/4"x 13 112" for what size? 7 x 11-1/a Fb=3625 F-362.5 Fcp=750 E=2000000 size glulam? 5 118"x 14" 8 314"x 11 718" I-Level,TJI 51/2"x 117/6"• Web - - Fb=3000 F-331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply I No List properties for what (3)13/4' size LVL? (2)1.3/4"x 16" 1 (4)1-3/4' - (2)1-3/4-x 11-7/a-• Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 5-1/4"x 14" List properties (3)13/4"x 16" size LVL? 3.1/2"x 16" 1 7"x 14" for what size? 3-1/2"x 18" 3-1/2-xll-7/e" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3P1-.1S- Fb=2907 Fv=387.5 Fcp=800 E=155000( #N/A Final Member M,<ronam 2oF tvt Final Member Results Final Member:5-1/4" x 14", Bending Overdesign:148.9% Material Library Choose From All saesof Beam Type Microllam 2.0E LVL Shear Overdesign:479.8% Final Size: s 114•.14- Deflection Overdesign:18.9% Min.Bearing Lengths:=1.50 in.(Left) .=1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 18.9 Actual Member Size:5.25"x 14.00" 22.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case B-in,Redd For Maximums RiLeft R,-Right Max.Positive Moment:18,278 ft-lb 9.50 ft Main Span Full stranotr ................................................................................................................................................................................................................. Live Load: 2,594 lb 1,134 lb Max.Negative Moment:0 ft-Ib 0.00 ft Main Span #N/A .................................................................................................................................................................................................................. Dead Load: 1 9881b 1 012 lb Max Design Shear:.4,582 lb 0.00 ft Main Span Total Load: 4,582 lb 2,146 lb Main Span Max.Downward. 0.342"/0.624" 10.68'/10.68, Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total). .................................................................................................................................................................................................................. Main Span Max.Upward; 0.000"/0.000" 22.25'/22.25' Main/Main Minimums RiLeft R,-Right Deflection(Live/Total). Live Load: 0 lb 0 Ib Cant.Down.Dei(Live/Total):.N/A N/A N/A who Mid-Sracina ..................................................................................:.............................................................................................................................. 0.6 or 1.0 Dead: 1 4341b 6071b Cant.UU.Deft.(Live/Total)::N/A N/A N/A Bending Red'n: .........................................................................................A.................................................................................................................... Net Reaction 1,292 lb 4651b Rei El,Not Incl.Self Wt.:1.860E+09 Actual El: 2.40E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight. pif Approx.Tot.Wt.:474 lb Abo dMoment.' Min.Caldd Bearing Lengths:. = 1.16 in Left =0.54 in(Right) #N/A T34 18625 67th Ave. NE, 1/10/2024 CStrAuetural Calculat&s, Pg. 157 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 «S]1 RUCTION LC a>�` Important:Top and bottom must be laterally supported at supports and at4-ft max intervals.Dynamic loading not considered.Compliant with 2018113C. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. �J Job Name: Ironwood Apts Building 1 Beam LD.: T35 Load and Span Diagram(Not Tg scale.Pith,f any,not shown) 2,500 Other Info.: 2,000 Main Span,L= 6.00 ft 1,500 Main Span Max.Allowed Live Defl:L/ .............. .480........................ 0.15 in 5,000 Main Span Max.Allowed Total Defl:L/ 360.....................=0.20 in vs 500 ........................ .... o Cantilever(Overhang)Exists?No V o -500 1 2 3 4 5 7 Pitch if Sloped: 0.0:12 _1,000 Load Duration Tempcon 'n:1.25 span(n) st Loads From Continuous Member? W Add Self Wt.? QQ yes No For Wood and Press Treated? Wet Cond? Temp Cond. 1-I Sawn Member Repetitive Use? No . Glul-ams Only: Notpresstreated VI Dry VJ 100degF&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes I_ Live,psf Dead, sf Width,It Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 Psf 15 psf 2.00 ft 30.0lb/ft Roof Snow(only) 25 sf 2.00 ft 50.0 Wit 50.0 Ib/ft - Floor Loads 40 psf 28 sf 18.00 ft 720.0 lb/ft 720.0 lb/ft 504.0 lb/ft Wall Dead Load 12 sf 10.00 ft 120.0lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 770.0 lb/ft WD= 654.0 lb/ft 0.0:12 All otter beams .' Combined Total Uniform Load wu= 1,424.0lb/ft Concentrated(Point)Loads Trib.Length, Live Load,psf Dead Load,psf Trib.Width,ft. ft. Live Ibs Dead Ibs Location,ft Point Load Al25 psf 1 15 psf 11 4.00 ft I 14.00 ft 1,400 lb 840 lb xA= 4.13 ft Point Load C Description,optional T34 2,594 lb 1 1,988 lb k=1 2.40 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) fix And Larger(Timbers) Lumber Material Douglas Fir-Larch(Nonh) V Timber Material Da,glas Fir-Larch(North) V Lumber Grade No.t'v,•; V Timber Grade No,1 Acceptable Solutions Acceptable Solutions 12 x 12 6x12 14x14 List properties for what 8 x 12 16 x 16 - size lumber? 4 x 12• V 10 x 10 - Slf Wt=15.51 Fb=1275 Fv=225 Fc=625 E=1600000 Slf Wt=8.12 List properties 6.12 p for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 11 7/8" 5 1/2"x 9" Slf Wt= 18.5 List properties List properties for what 3 1/2"x 10 1/2" 6 3/4"x 9" for what size? 7-x 11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 9" 8 3/4"x 9" I-Level,TJI 51/2"x 117/8" V Web . Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - 2.0E Microllam LVL-MultiTly No V List properties for what - (3)1-3/4"x 9-1/2" - - size LVL? (2)13/4"x 9.1/2" 1 (4)1-3/4"x 9-1/2" - (2)1-3/4'x 11-7/8' v Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what - 5-1/4"x 9-1/2" List properties - (3)1314"x 9-1/2" size LVL? 3-1/2"x 9.1/2" 1 7"x 9.1/2" for what size? 3-1/2"x 11-7/8" 3-1/2'x 11-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4'x18' Fb=2907 Fv=387.5 Fcp=800 E=155000C #N/A Final Member Results Final Member TimbentraM 1.55E 1g1 Bending Overdesi n: 37.7% Final Member:3-1/2"x 11-7/8", 9 9 Material Library Choose From All Si-Of Beam Type • Timberstrand 1.5E LSL Shear Overdesign:69.4% Final Size: 3-1/2-x 11-7/8' V Deflection Overdesign: 68.6% Min.Bearing Lengths:=2.77 in.(Left) .=2.74 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 37.7 Actual Member Size:3.50"x 11.88" 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Izen'd For Maximums R,-Left R,-Right Max.Positive Moment::14,484 ft-lb 2.40 ft Main Span Full strength: ..................................................9...................................;....................................................................................................................................... Live Load: 4,304 lb 4,310 lb Max.Negative Moment. ft-lb 0.00 ft Main Span Lateral .........................................................................................-....................................................................................................................................... Dead Load: 3,455 lb 3,373 lb Max Design Shear:;7,759 lb 0.00 ft Main Span .....................Main Span Max.Downward............................................................................................................................... Total Load: 7,759 lb 7,683lb ........ 0.067"/0.119" 3.00'/3.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total)i .........................................................................................;....................................................................................................................................... Main Span Max.Upward: 0 000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right Deflection(Live/Total): .........................................................................................;....................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Dell.(Live/Total):.N/A N/A N/A w/o Mid-Bracing: .........................................................................................,....................................................................................................................................... 0.6 or 1.0 Dead: 2.0731b 2.0241b Cant;,Up..,Defl;,(Live/Total)::N/A ,N/A Bending Redn: ......... -........ .... .........N/A ......... Net Reaction 2,050 to 2,001 lb Req'd El,Not Incl.Self Wt.:.4.468E+08 Actual El: 7.56E+OS 0 Live Case Causing Min N/A N/A Approx.Self Weight::12.60 pit Approx.Tot.Wt.:76 lb Allowed Moment: Min.Calc'd Bearing Lengths:i =2.77 in Left =2.74 in(Right) 19,938 ft-lb T35 18625 67th Ave. NE, 1/10/2024 S ctural Calcula ilqln�kpg. 158 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRUCTION ALc aPo` "ceRr Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T36 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 2,500 Other Info.: 2,000 Main Span,L= 8.50 ft 1,500 :.................................................: �,Doo Main Span Max.Allowed Live Defl:L/ 480 =0.21 in a 500 Main Span Max.Allowed Total Defl:L/ 360....................=0.28 in ?, o 0 Cantilever(Overhang)Exists? No V J-500 1 2 3 4 5 6 7 8 9 -1,000 Pitch if Sloped: 0.0:12 -1,500 Load Duration 'I temp cons Span(ft)rn:t.zs � Loads From Continuous Member? No Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: Not press treated v Dry V 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes !_ Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 40 DO 28 psf 30.00 ft 1,200.0 lb/ft 1,200.0 lb/ft 840.0 lb/ft Wall Dead Load 12 psf 20.00 ft 240.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 1,200.0 lb/ft WD= 1,080.0 lb/ft 0.012 All other beam, Combined Total Uniform Load WU= 2,280.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 12 6x14 14x14 - List properties for what 8 x 12 16 x 16 - size lumber? 4 x 12• 10 x 12 Slf Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 List properties for 6x 12 P= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"x 11-718" 7"x 9-1/2" Acceptable Solutions 5-1/4"x 11-1/4" ff3l/8"x 13 1/2" 5 1/2"x 10 1/2" Slf Wt= 18.5 List properties forList properties forwhatx 13 1/2" 6 3/4"x 10 1/2" what size? IT x 11-1/4• Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? x 11 7/8" 8 3/4"x 9" I-Level,TJI 512"x117/8" V. Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.0E Microllam LVL-Multi-ply No List properties for what (3)13/4" x 11-7/8' - - size LVL? (2)1-3/4" x 11-7/8" (4)13/4" x 9-1/2" 1 - (2)1-3/4"x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3)13/4"x 11-7/8" List properties for what --- ---- tisf properties for ----------- size LVL? 3-1/2" x 11-7/8" 1 7" x 9-1/2" what size? 3-1/2"x 14" 3.12'x 11.7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 (3)1-3/4'x 18• Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Timberstrand 1.55E LSL I Final Member Results Final Member: 3-1/2"x 14", Bending Overdesign: 31.7% Material Library Choose From All Sizes Of Beam Type 10,I Timberstrand 1.5E LSL ShearOverdesign: 78.9% Final Size: 3-1/2"x 14• - Deflection Overdesign: 30.3% Min.Bearing Lengths:= 3.48 in.(Left) .= 3.48 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 30.3% Actual Member Size:3.50"x 14.00" 8.50 ft I Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i20,727 ft-lb 4.25 ft Main Span Full Sbengd,: ...............................................................................L...................................................................................................................... Live Load: 5,100 lb 5,100 lb Max.Negative Moment:i0 ft-Ib 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - - Dead Load: 4,654 lb 4,6541 Max Design Shear:i9,754 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 9,754 lb 9,754 lb Main Span Max.Downward 0.114"/0.217" 4.25'/4.25' Main/Main /Live Total. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 2,792 lb 2,792 Ib -Cant..UU Defl.-Live/Total: N/A...................................................N/A -N/A Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 2,754lb 2,754 lb Req'd El,Not Incl.Self Wt.:19.451E+08 Actual El: 1.24E+09 0% Live Case Causing Min N/A N/A Approx.Self Weight:;15.00 plf Approx.Tot.WL: 128 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 3.48 in Left = 3.48 in(Right) 27,300 ft-lb, T36 18625 67th Ave. NE, 1/10/2024 G� Structural C�! 11tt�tions, Pg. 159 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCDNs RUCTIONCALC pPp "e�qr 0 AO Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. _v All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T37 Load and Span Diag ram(Not To scale.Pitch,N any,not shown) 4,000 Other Info.: 3,000 Main Span,L= 12.00 ft 2,000 L1,000 Main Span Max.Allowed Live Defl:L/ ............. .480 ............ =0.30 in E 0 Main Span Max.Allowed Total Defl:L/1. 360. ..............I-0.40 in 3,000 z a s a 10 14 16 Cantilever(Overhang)Exists?yes ] -�,000 Right Cantilever,CR= 2.50 ft -3,000 Cantilever Max Allowed Live Defl:CR/;0-0.17 in -4,000 span(ft) Cantilever Max Allowed Total Defl:CR/i 1801-0.17 in Pitch if Sloped: Load Duration Temp consrn:1.2S Loads From Continuous Member? No J Add Self Wt.?F0 yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No J Glul-ams Only: Not press treated V Dry w too deg F e less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes V! Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 16.00 ft - - 240.0 Ib/ft Roof Snow(only) 25 sf 16.00 ft 400.0 Wit 400.0 lb/ft - Floor 2 Loads 100 sf 28 sf 6.00 ft 600.0 lb/ft 600.0 Ib/ft 168.0 lb/ft Floor Loads 40 sf 28 Dsf 10.00 ft 400.0 lb/ft 400.0 lb/ft 280.0 lb/ft Wall Dead Load 12 psf 20.00 ft 240.0Ib/ft Roof pitch for LL Red'n YG4 Red'n V Total Adjusted Uniform Loads wL= 1,400.0 Ib/ft wD= 928.0 Ib/ft 0.0:12 Ali other beams V Combined Total Uniform Load wu= 2,328.0 Wit Concentrated(Point)Loads Trib.Length, Live Load sf Dead Load psf Trib.Width ft. ft. Live.Ibs Dead,Ibs Location ft Point Load A 25 psf 15 psf 15.00 ft 13.00 ft 4,875 lb 2,925 lb xA= 14.50 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No Timber Grade No,1 Acceptable Solutions Acceptable Solutions 12 x 14 6x20 14x 14 List properties for what - 8 x 16 16 x 16 - size lumber? 4 x 12• • 10 x 16 Slf Wt=15.51 Fb=1275 F-225 Fc 625 E=1600000 Slf Wt=8.12 List properties 6x 12 p= for what size? Fb=1625 Fv=213 Fcp=625 E=7600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) 3-1/2"x 16" 7"x 14" Acceptable Solutions 5-114"x 14" 3 1/8"x 19 1/2" 5 1/2"x 15" SIf Wt= 18.5 List properties for hat List properties 3 1/2"x 18" 6 3/4"x 13 1/2" for what size? 7_x 11-1/4_• v i Fb=3625 Fv=362.5 Fcp=750 E=2000000 w size glulam? 51/8"x 15" 8 3/4"x 13 1/2" I-Level,TJI 51/2"x 11 7/8"• Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.OE Microllam LVL-Multi-ply No List properties for what 1 (3)13/4"x 14'. - - size LVL? (2)13/4"x 16" 1 (4)1-3/4"x 14.1 - I,(2)1.3/4•x11.7/6-• Fb=3250 Fv=356.25 Fcp=750 E=2000000 Sit Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 5-1/4"x 14"' List properties - (3)13/4"x Is" size LVL? 3-1/2"x 16" 1 7"x 14" for what size? - x 11 7/8'• Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 3/4'x ts• Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Microllam2.0ELVL Final Member Results Final Member:5-1/4" x 14", Bending Overdesign:21.9% Material Library Choose From All Sizes Of Beam Type . Microllam 2.0E LVL Shear Overdesign:28.40/6 Final Size: S-1/4•.14' V Deflection Overdesign:2.5% Min.Bearing Lengths:=3.36 in.(Left) .=7.62 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 2.5% Actual Member Size:5.25"x 14.00" 14.50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracina Read For Maximums R,-Left R,-Right Max.Positive Moment. ft-lb 5.64 ft Main Span Full Strength: ....................................................................................i................................................................................................................................... Live Load: 8,400 lb 18,155 lb Max.Ne9 alive Moment:;-26,842 ft-Ib .I2 00 ft .On Cant. #N/A Dead Load: 4 839 Ib 11,851 lb Max Design Shear..16,327 lb 12.00 ft Both .......................................................................................................................................................................................................................... Total Load: 13,239 lb 30,006 lb Main Span Max.Downward: 0.272 /0.391" 6.00'/5.88' Main/Main Live Case Causing Max Main Span Both Deflection(Live/Total). .......................................................................................:................................................................................................................................... Main Span Max.Upward; 0.110"/0.027" 6.96'/10.08' Cant./Cant. Minimums R-Le Left R,-Right Deflection(Live/Total). .......................................................................................:................................................................................................................................... Live Load: -651 lb 8,400 lb Cant.Down.Defl.(Live/Total):;0.142"10.110" 14.50'/14.50' Cant./Cant. W/O Mid-Bracina: 0.6 or 1.0 Dead: 2 563 Ib 6 496 Ib Cant.Up.Defl.(Live/Total):0.181-/0.217.. 14.50,/14.50, Main/Main Bending Redn: ...........................q........................................................................................................................................................................................... #N/A Net Reaction 1,839 lb 14,784 lb Re'd El,Not Incl.Self Wt.:2.320E+09 Actual Elm 2.40E+09 Live Case Causing Min On Cant. Main Span Approx.Self Weight.21.30 plf Approx.Tot.Wt.:309 lb mowed Moment: Min.Caldd Bearing Lengths:. =3.36 in Left =7.62 in(Right) #N/A T37 18625 67th Ave.NE, 1/10/2024 -55' ructural Calct�tiegs, Pg. 160 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CASIrRucTION ALC Pow oti`Fq � 0P "•o Imoortant:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T38 Load and Span Diagram(Not To Scale.Pitch,8 any,not shown) 2,000 Other Info.: 1,500 Main Span,L= 6.00 ft 1,000 Main Span Max.Allowed Live Defl:L/ ,,,,,,,,,,,,,,, 480, ,,,,,,,,,,,,,,, =GAS in a 500 Main Span Max.Allowed Total Defl:L/ 360 =0.20 in v 0 ..................................................................................' 0 1 2 3 4 5 7 Cantilever(Overhang)Exists? No v -500 1,000 Pitch if Sloped: 0.0:12 -1,500 Load Duration Temp consrn:125 Span(ft) Loads From Continuous Member? No Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cord? Temp Cord. Sawn Member Repetitive Use? No Glul-amsOnly: Not press treated . Dry w 100degF&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? ves �' Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 40 psf 1 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Roof Itch for LL Red'n u� ed'n �= Total Adjusted Uniform Loads w = 53.2 lb/ft w 37.2 lb/ft P Red'n J L- D- 0.0:12 All other beams Combined Total Uniform Load wu= 90.4lb/ft Concentrated(Point)Loads Trib.Length, Live Load,Ps f Dead Load,Ps f Tnb.Width,ft. ft. Live.Ibs Dead.Ibs Location Point Load C Description,optional FT37 8,400 lb 1 4,839 lb xc= 5.00 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir-larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x14 - 12x12 - 6x14 List properties for what 4 x 16 8 x 12 - - size lumber? 4 x 12• 10 x 10 Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 for what size? 6x 12• Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade I24F-v4(DF/DF) 3-1/2"x 14" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 13 1/2" 5 112"x 9 1l2" SIf Wt= 18.5 List properties List properties for what 3 1l2"x 13 1/2" 6 3/4"x 9" for what size? 7-x 11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 51/8"x 10 1/2" 8 3/4"x 9" I-Level.TJI 512"x117/V v Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - 2.0E Microllam LVL-Multi-ply No List properties for what 1-314"x 14" (3)1-3/4"x 9-1/2" - - size LVL? (2)1-3/4"x 14" (4)1-3/4"x 7-1/4" - (2)1-3/4-x 11-7/8-• • Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-314"x 14" 5-1/4"x 9-1/2" List properties (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 14" 7"x 7-1/4" for what size? 3-1/2"x 14" 3 112'x 11-7/8"• Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 (3)1-3H-x 18' w Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member -mbe,wand 1.55E LSL v Final Member Results Final Member:3-1/2"X 14", Bending Overdesign: 141.7% Material Library Choose From All 5ires Of Beam Type v Timberstrand 1.5E LSL Shear Overdesign:427.5% Final Size: 3 112-x 14" v Deflection Overdesign:362.3% Min.Bearing Lengths:= 1.50 in.(Left) .=4.05 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 141.7 Actual Member Size:3.50"x 14.00" 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracino Read For Maximums R,-Left R,-Right Max.Positive Moment::11,296 ft-lb 5.00 ft Main Span Full Strenath: .....................................................9....................................................................................................................................................................P........... Live Load: 1,560 lb 7,160 lb Max.Negative Moment:;0 ft-lb 0.00 ft Main Span Lateral ............................................................................................................................................................................................................................................ Dead Load: 963 Ib 4,189 lb Max Design Shear: 11,331 lb 5.84 ft Main Span ........................................................................................................................................................................................................................................... Total Load: 2,523 lb 11,349 lb Main Span Max.Downward: 0.027"/0.043" 3.42'/3.42' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): .......................................................................................................................................................................................................................................... Main Span Max.Upward: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Le Left R,-Right Deflection(Live/Total). ........................................................................................................................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):.N/A N/A N/A woo Mid-Bracino: .............................................................................................: 0.6 or 1.0 Dead: 578 Ib 2,514 lb Cant. Defl.(Live/Total):;N/A N/A N/A Bending Red'n: ...............................q............................................................,............................................................................................................................................. 0 Net Reaction 551 Ib 2,487 lb Re 'd El,Not Incl.Self Wt.:2.661E+08 Actual El: 1.24E+09 Live Case Causing Min N/A N/A Approx.Self Weight:.15.00 plf Approx.Tot.WL:90 lb avowed Moment: Min.Calc'd Bearing Lengths:I = 0.90 in(Left) =4.05 in(Right) 27,300 ft-lb T38 18625 67th Ave.NE, 1/10/2024 _{ uctural CalcullVlo%, Pg. 161 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CASIRUCTION ALC Pow "ffgr Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam 1.D.: T39 Load an d S pa n D iag ram(Not To Scale.Pitch,if any,not shown) 1,000 other Info.: 800 Main Span,L= 22.25 ft 00 400 Main Span Max.Allowed Live Deft:L/ ............ 480 ........... i=0.56 in a 200 Main Span Max.Allowed Total Defl:L/ 360 =0.74 in a 0 ................................................ J 200 5 10 15 20 25 Cantilever(Overhang)Exists? No _I -400 Pitch if Sloped: 0.0:12 -600 Load Duration I Temp consrn:tzs 1W -800 Span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? vo V Glul-ams Only: Not press treated v Dry v, 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= WD 0.0:12 °1 Combined Total Uniform Load WD= Concentrated(Point)Loads Trib.Length, Live Load.psf Dead Load,psf Trib-Width ft ft. Live,Ibs Dead Ibs Location Point Load C Description,optional FT9 5,226 lb 1 3,658 lb xc= 17.85 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No 2 Timber Grade No.t Acceptable Solutions Acceptable Solutions 12 x 14 6x18 14 14 - List properties for what 8 x 16 16 x 16 - size lumber? 4 x 12• �' 10 x 16 Slf Wt=15.51 Fb=1275 Fv=225 Fc =625 E=1600000 Slf Wt=8.12 List properties 6x 12 P for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) 3-1/2"x 18" 7"x 14" Acceptable Solutions 5-1/4"x 16" 3 1/8"x 19 1/2" 51/2"x 16" SIf Wt= 18.5 List properties �. List properties for what 3 1/2"x 18" 6 3/4"x 15" for what size? 7"11-t/4• Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 16" 8 3/4"x 13 1/2" I-Level,TJI 51/2"x117/8"• V Web Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - 2.OE Microllam LVL-Multi-ply No List properties for what I (3)1-3/4"x 16" - - size LVL? (2)1-3/4" x 18" 1 (4)1-3/4" x 14" - (2)1-3/4"x 11-7/8"• Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 5-1/4"x 16" _ (3)1-3/4" x 18" List properties for what --- ---- tisTproperties size LVL? 3-1/2" x 18". 7" x 14" for what size? 3-12'x 11 7/8-• - Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 (3)1-3/4•x IS- v Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member wvcrollam2.0FLVL V BendingOverdesign:86.8% Final Member:7" x 14", Microllam Material Library u-se From All Sizes Of Beam Type .I 2.0E LVL ShearOverdesign:236.7% Final Size: 14 Deflection Overdesign:9.2% Min.Bearing Lengths:= 1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 9.2% Actual Member Size:7,00"x 14.00" 22.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reo'd For Maximums R,-Left R,-Right Max.Positive Moment: ft-lb 17.85 ft Main Span Full strength: ..........................................................................._.................................................................................................................. Live Load: 1,033 lb 4,193 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span #N/A ...........................................................................:.................................................................................................................. Dead Load: 1,039lb 3,251 lb Max Design Shear:7,342 lb 18.69 ft Main Span ...........................................................................>.................................................................................................................. Total Load: 2,073 lb 7,443 lb Main Span Max.Downward: 0.371"/0.679" 12.68'/12.68' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): .............................................................................................................................................................................................. Main Span Max.Upwardi 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Le Left R,-Right Deflection(Live/Total)': ...........................................................................a............................................................................................................. ..... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead: 624 Ib 1,950 lb ...........Cant...U,,, .Defl.:(Live./.Total):eN/A................................................N/A............................_N/A............ sending Redo: Net Reaction 4341b 1,761 lb Req'd El,Not Incl.Self Wt.:12.724E+09 Actual El: 3.20E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight: plf Approx.Tot.Wt.:632 lb Allowed Moment: Min.Calc'd Bearing Lengths:: = 0.39 in Left = 1.42 in(Right) #N/A T39 18625 67th Ave. NE, 1/10/2024 G� Structural CAI tet�tions, Pg. 162 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCDNs RUCTIONCALC pPp "`�qr 0 1O Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. _v All designs should be checked by a competent professional.All users shall comply wish State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T40 Load and Span Diagram(Notro scale.Pitch,nary,notshown) 400 Other Info.: 300 200 Main Span,L= 8.55 ft 100 r Main Span Max.Allowed Live Defl:L/ ............. .480 ............ =0.21 in a_-10o0 1 2 3 4 5 6 7 8 9 Main Span Max.Allowed Total Defl:L/ 360, =o.2s in o-too ....................... ..................... m -1-300 Cantilever(Overhang)Exists?No ] -400 Pitch if Sloped: 0.0:12 -600 -soo Load Duration reap worn:1.25 span(ft) Loads From Continuous Member? No Add Self Wt.? QQ yes No For Wood and Press Treated? Wet Cord? Temp Cord. Sawn Member Repetitive Use? No Glul-ams Only: Not press treated V v 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 100 psf 1 28 psf 1.33 ft 133.0 Ib/ft 133.0 lb/ft 37.2 Ib/ft Roof pitch for LL Red'n V Red'n Total Adjusted Uniform Loads wL= 133.0 Ib/ft wD= 37.2 Ib/ft 0.0:12 Ar nme,beams Combined Total Uniform Load wu= 170.21b/ft Concentrated(Point)Loads Trib.Length, Live Load,psf Dead Load,psf Trib.Width,ft. ft. Live Ibs Dead Ibs Location Point Load C Description,optional T7 1,250 lb 579 lb xc= 0.75 ft ........................................................ Point Load D Description,optional T7 1,250 lb 579 lb xD= 6.85 ft Point Load E Description,optional R2 938 lb 578 lb xE= 0.75 ft ....................................................... Point Load F Description,optional R2 938 lb 578 lb xF= 6.85 ft Point Load G Description,optional Wall Dead 300 lb xo= 0.75 ft Point Load H Dascripton,optional Wall Dead 300 lb xH= 0.85 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(Nonh) Timber Material jDouglas Fir-Lech(North) Lumber Grade No.t/No.2 Timber Grade �No.1 Acceptable Solutions Acceptable Solutions (4)2x10 (2)2x14 3x16 6x8 List properties for what (3)2 x 12 4 x 12 - -size lumber? 4x12 e, SIf Wt=15.51 625 E=1600000 SIf Wt=8.12 List properties Fb=1275 F-225 Fcx 12 P= for propehat arties 6 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) . 3.1/2"x 9.1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x9" 51/2"x71/2" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 9" 6 3l4"x 7 1/2" for what size? r x 11-1/4_ Fb=3625 F-362.5 Fcp=750 E=2000000 size glulam? 5118"x 7 112" 8 314"x 9" I-Level,TJI S 1/2"x 117/8" V.. Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-ML lti-ply No List properties for what 1.314"x 11.718" (3)1.3/4"x 7-1/4" - size LVL? (2)1-314"x 9-1/2" (4)1.314"x 7-1/4" - �>I 1 3/4'x 11.7/8' v Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1.314"x 11.718" 5-1/4"x 7-1/4" List properties 1.314"x 11.7/8" (3)1.314"x 9.112" size LVL? 3-112"x 9-1/2" 7"x 7-1/4" for what size? 3-112"x 9-1/2" a2-x 11-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 (3)1-3/4-x 19' Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Timberstrand 1.55E LSL 'W Final Member Results Final Member:1-3/4"x 14", Bending Overdesign: 118.7% Material Library Choose From All Sixes Of Beam Type • Timberstrand 1.5E LSL Shear Overdesign:173.8% Final Size: 1a/4-x 14' V Deflection Overdesign:102.4% Min.Bearing Lengths:=3.59 in.(Left) .=2.71 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 102.4% Actual Member Size:1.75"x 14.00" 8.55 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracina Read Far Maximums R-Le Left R,-Right Max.Positive Moment:6,241 ft-lb 6.16 ft Main Span Full Strength: .................................... .............9...................................:.....................................................................................................................P........... Live Load: 3,000 lb 2,513 lb Max.Negative Moment:0 ft-Ib 0.00 ft Main San Lateral ........................................................................................................................................................................................................................... Dead Load: 2 021 1blb 1,2 61b Max Design Shear.5,020 lb 0.00 ft Main Span ........................................................................................................................................................................................................................... Total Load: 5,020 lb 3,789 lb Main Span Max.Downward: 0.091"/0.141" 4.46/4.36' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total). Main Span Max.Upward: 0.000"/0.000" 8.55'/8.55' Main/Main Minimums R,-Left R,-Right Deflection(Live/Total): .......................................................................................:................................................................................................................................... Live Load: 0 lb 0 to Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracina: 0.6 or 1.0 Dead: 1 212 Ib 766 Ib Cant.Up.Defl.(Live/Total).,N/A N/A N/A Bending Reen: ...........................q........................................................:................................................................................................................................... 67%Net Reaction 1,193 lb 746 Ib Re'd El,Not Incl.Self Wt.:3.032E+08 Actual El. 6.20E+08 Live Case Causing Min N/A N/A Approx.Self Weight:7.50 plf Approx.Tot.Wt.:64 lb Allowed Moment Min.Calc'd Bearing Lengths:. =3.59 in Lek =2.71 in(Right) 4,465 ft-lb T40 18625 67th Ave.NE, 1/10/2024 _{ uctural Calculi io%, Pg. 163 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CASSRUCTION ALC Pow Nffq Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T41 Load an d S pa n D iag ram(Not To Scale.Pitch,if any,not shown) 2,500 other Info.: 2,000 Main Span,L= 7.65 ft 1,500 Main Span Max.Allowed Live Defl:L/ ............ 480 ........... i=0.19 in ,000 Main Span Max.Allowed Total Defl:L/ 360 =0.26 in a 500 Cantilever(Overhang)Exists? No _ I -500 1 2 3 4 5 6 7 8 9 Pitch if Sloped: 0.0:12 -1,000 Load Duration Temp consrn:1.2s 1W Span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? vn V GluLams Only: Not press treated V ply v, 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes I Live,Psf Dead,psf Width,ft Load,p8 Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 15.00 ft - - 225.0 lb/ft Roof Snow(only) 25 sf 15.00 ft 375.0 lb/ft 375.0 Wit - Floor 2 Loads 100 sf 28 sf 6.00 ft 600.0 lb/ft 600.0 lb/ft 168.0 lb/ft Floor Loads 40 sf 28 sf 8.00 ft 320.0 lb/ft 320.0 lb/ft 224.0 lb/ft Wall Dead Load 12 psf 20.00 ft 240.0 lb/ft Itch for LL Red'n .,ram Roof P Red'n Total Adjusted Uniform Loads wL= 1,295.0 lb/ft w'o= 857.0 lb/ft 0.0:12 Allotherbeams Combined Total Uniform Load wu= 2,152.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 12 6x14 14x14 - List properties for what - 8 x 12 16 x 16 - size lumber? 4 x 12• 10 x 10 Sit Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 List properties 6x 12 P= for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) • 3-1/2"x 11-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 11 7/8" 51/2"x 9 1/2" Sit Wt= 18.5 List properties _ _ List properties for what 3 1/2"x 11 7/8" 6 3/4"x 9" for what size? 7 x 11-1/4 Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 9 112" 8 3/4"x 9" I-Level,TJI 51/2"x 11 7/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - 2.OE Microllam LVL-Multi-ply N. List properties for what (3)1-314"x 9-112" - - size LVL? (2)1-3/4"x 11-7/8" (4)1-3/4"x 9-1/2" - (2)1.3/4'x 11.7/8' W Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 5-1/4"x 9-112" List properties - (3)1-3/4"x 11-7/8" size LVL? 3-1/2"x 11-7/8" 7"x 9-1/2" for what size? 3-1/2"x 11-718" 3-1/2"01-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 1-3/4-a18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member -,mberstrand 1.55E LSL V I Final Member Results Final Member: 3-1/2"x 14", Bending Overdesign:72.2% Material Library choose From All S,zesOf Beam Type W Timberstrand 1.5E LSL Shear Overdesign: 119.7% Final Size: z .14 W Deflection Overdesign:89.4% Min.Bearing Lengths:= 2.96 in.(Left) .=2.96 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 72.2% Actual Member Size:3.50"x 14.00" 7.65 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment: 15,852 ft-lb 3.83 ft Main Span Full Strength: ..........................................................................._.................................................................................................................. Live Load: 4,953 lb 4,953 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral ...........................................................................:.................................................................................................................. Dead Load: 3,335 lb 3,335 lb Max Design Shear:i 8,2891b 0.00 ft Main Span ................................................... ........................>.................................................................................................................. Total Load: 8,289 lb 8,289 lb Main Span Max.Downward: Live Case Causing Max N/A N/A Deflection(Live/Total): 0.080'/0.135" 3.83'/3.83' Main/Main ...........................................................................,.................................................................................................................. Main Span Max.Upward. 0.000"/0.000" 0.00'/7.65' Main/Cant. Minimums R,-Left R,-Right Deflection(Live/Total)': ...........................................................................>.................................................................................................................. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/o Mid-Bracing: ................................................(........................................................................................................................................... g 0.6 or 1.0 Dead: 2,001 lb 2,001 lb Cant.U Deft. Live/Total)::N/A N/A N/A Bending Red'n: .......................q.................................................................................................................................................................... 0 Net Reaction 1,9671b 1,967 lb Re 'd El,Not Incl.Self Wt.:.6.503E+08 Actual El: 1.24E+09 Live Case Causing Min N/A N/A Approx.Self Weight: pit Approx.Tot.Wt.: 115 lb Akwed Moment: Min.Caldd Bearing Lengths:: = 2.96 in(Left) =2.96 in(Right) 27,300 ft-lb T41 18625 67th Ave.NE, 1/10/2024 _{ uctural CalcullVlo%, Pg. 164 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CASIRUCTION ALC Pow Nffq Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T42 Load an d S pa n D iag ram(Not To Scale.Pitch,if any,not shown) 2,500 other Info.: 2,000 Main Span,L= 5.33 ft 1,500 Main Span Max.Allowed Live Defl:L/ ............ 480 ........... =0.13 in ,000 Main Span Max.Allowed Total Defl:L/ 360 =0.18 in a 500 Cantilever(Overhang)Exists? No _I -500 1 2 3 4 5 6 Pitch if Sloped: 0.0:12 -1,000 Load Duration I Temp consrn:1.2s 1W Span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? in V GluLams Only: Not press treated V Dry v, 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes I Live,Psf Dead,psf Width,ft Load,pit Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 15.00 ft - - 225.0 lb/ft Roof Snow(only) 25 sf 15.00 ft 375.0 lb/ft 375.0 lb/ft - Floor 2 Loads 100 sf 28 sf 6.00 ft 600.0 lb/ft 600.0 lb/ft 168.0 lb/ft Floor Loads 40 sf 28 sf 8.00 ft 320.0 lb/ft 320.0 lb/ft 224.0 lb/ft Wall Dead Load 12 psf 20.00 ft 240.0 lb/ft Itch for LL Redn .,ram Roof ' P Red'n Total Adjusted Uniform Loads wL= 1,295.0 It/ft w'o= 857.0 lb/ft 0.0:12 Allotherbeams Combined Total Uniform Load wu= 2,152.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir-Larch(Noah) Lumber Grade No.1/No.2 Timber Grade No,1 Acceptable Solutions Acceptable Solutions (4)2x 10 - I - - 3x16 6x10 - - List properties for what (3)2 x 12 4 x 14 8 x 8 - - size lumber? 4 x 12• Sit Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 List properties 6x 12 P= for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9" 51/2"x 7 1/2" Sit Wt= 18.5 List properties List properties for what 3 1/2"x 7 1/2"' 6 3/4"x 7 1/2" for what size? 7_x 11-1/4_ Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 7 112"' 8 3/4"x 9" I-Level,TJI 51/2"x 11 7/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - 2.OE Microllam LVL-Multi-ply N. List properties for what 1-3/4"x 11-7/8" (3)1.3/4" x 7-1/4" - - size LVL? _ (2)1-3/4" x 7-1/4" (4)1-3/4" x 7-1/4" - (2)1.3/4-x 11.7/8- V Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 11-7/8" 5-1/4" x 7-1/4" List properties 1-3/4"x 14" (3)1-3/4"x 9-1/2" size LVL? 3-1/2" x 7-1/4" 7" x 7-1/4" for what size? 3-1/2"x 9-1/2" 3-1/2"01-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 1-3/4-a18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member _wood Bending Overdesi 38.2% Final Member: 6 x 10, Douglas Fir- g gn Material Library choose From All S,resOf Beam Type W Larch(North), No. 1 ShearOverdesign:75.8% Final Size: .,,o W Deflection Overdesign: 162.3% Min.Bearing Lengths:= 1.68 in.(Left) .= 1.68 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 38.2% Actual Member Size:5.50"x 9.25" 5.33 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:;7,687 ft-lb 2.67 ft Main Span Full Strength: ..........................................................................._.................................................................................................................. Live Load: 3,451 lb 3,451 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral ...........................................................................:.................................................................................................................. Dead Load: 2,318lb 2,318 lb Max Design Shear:4,100 Ib 0.00 ft Main Span ................................................... ........................>.................................................................................................................. Total Load: 5,769 lb 5,769 lb Main Span Max.Downward: Live Case Causing Max N/A N/A Deflection(Live/Total): 0.041'/0.068" 2.67'/2.67' Main/Main ...........................................................................,.................................................................................................................. Main Span Max.Upward. 0.000"/0.000" 0.00'/5.33' Main/Main Minimums R,-Left R,-Right Deflection(Live/Total)': ...........................................................................>.................................................................................................................. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/0 Mid-Bracing: .................................................(........................................................................................................................................... g 0.6or1.0 Dead: 1,391Ib 1,391Ib Cant.0 Deft. Live/Total:iN/A N/A N/A Bending Red'n: .......................q.................................................................................................................................................................... 0 Net Reaction 1,370 Ib 1,370 lb Re 'd El,Not Incl.Self Wt.:.2.200E+08 Actual El: 5.80E+08 Live Case Causing Min N/A N/A Approx.Self Weight: pit Approx.Tot.Wt.:68 lb Akwed Momenf: Min.Caldd Bearing Lengths:: = 1.68 in(Left) = 1.68 in(Right) 6,445 ft-lb T42 _{{ 18625 67th Ave.NE, 1/10/2024 C�M11S RUCTION ALC al Cal oul�,tio�So, Pg. 165 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 1 ep do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T43 Load an d S pa n D iag ram(Not To Scale.Pitch,if any,not shown) 2,500 other Info.: 2,000 Main Span,L= 5.66 ft 1,500 Main Span Max.Allowed Live Defl:L/ ............ 480 ........... =0.14 in ,000 Main Span Max.Allowed Total Defl:L/ 360 =0.19 in a 500 Cantilever(Overhang)Exists? No _I -500 1 2 3 4 5 6 Pitch if Sloped: 1,000 Load Duration I Temp consrn:1.2s Span(ft) Loads From Continuous Member? No V Add Self Wt.? Q yes Q1r No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? in V GluLams Only: Not press treated V Dry v, 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes I Live,Psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 15.00 ft - - 225.0 lb/ft Roof Snow(only) 25 sf 15.00 ft 375.0 lb/ft 375.0 lb/ft - Floor 2 Loads 100 sf 28 sf 6.00 ft 600.0 lb/ft 600.0 lb/ft 168.0 lb/ft Floor Loads 40 sf 28 sf 10.00 ft 400.0 lb/ft 400.0 lb/ft 280.0 lb/ft Wall Dead Load 12 psf 20.00 ft 240.0 lb/ft Roof 'Itch for LL Redn P Red'n Total Adjusted Uniform Loads wL= 1,375.0 lb/ft w'o= 913.0 lb/ft 0.0:12 Allutherbeams Combined Total Uniform Load wu= 2,288.0lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x12 - - - 6x10 List properties for what (3)2 x 14 4 x 16 8 x 10 - - size lumber? 4 x 12• W 10 x 10 Slf Wt=O Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=O List properties 6x 12 P= for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9" 51/2"x 7 1/2" SIf Wt= 0 List properties List properties for what 3 1/2"x 9" 6 3/4"x 7 1/2" for what size? 7_x 11-1/4_ Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 7 112"' 8 3/4"x 9" I-Level,TJI 51/2"x 11 7/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 SelfWt=O Stiffeners? - 2.OE Microllam LVL-Multi-ply No List properties for what 1-3/4"x 11-7/8" (3)1.3/4" x 7-1/4" - - size LVL? (2)1-3/4" x 9-1/2" (4)1-3/4" x 7-1/4" (2)1.3/4'x 11.7/8' V Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=O 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 11-7/8" 5-1/4" x 7-1/4" List properties - (3)1-3/4"x 9-1/2" size LVL? 3-1/2" x 9-1/2" 7" x 7-1/4" for what size? 3-1/2"x 9-1/2" 3-1/2"01a/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=O 1-3/4-a18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member -,mberstrand 1.55E LSL V I Final Member Results Final Member: 3-1/2"x 14", Bending Overdesign: 198.0% Material Library choose From All S,zesOf Beam Type W Timberstrand 1.5E LSL Shear Overdesign:232.6% Final Size: z .14 W Deflection Overdesign:342.8% Min.Bearing Lengths:= 2.31 in.(Left) .=2.31 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 198.0% Actual Member Size:3.50"x 14.00" 5.66 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reo'd For Maximums R,-Left R,-Right Max.Positive Moment:9,162 ft-lb 2.83 ft Main Span Full Strength: ..........................................................................._.................................................................................................................. Live Load: 3,891 lb 3,891 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral ...........................................................................:.................................................................................................................. Dead Load: 2,584 lb 2,584 lb Max Design Shear:6,475 1b 0.00 ft Main Span ................................................... ........................>.................................................................................................................. Total Load: 6,475lb 6,475 lb Main Span Max.Downward: Live Case Causing Max N/A N/A Deflection(Live/Total): 0.026'/0.043" 2.83'/2.83' Main/Main ...........................................................................,.................................................................................................................. Main Span Max.Upward. 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right Deflection(Live/Total)': ...........................................................................>.................................................................................................................. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W10 Mid-Bracing: ................................................(........................................................................................................................................... 9 0.6or1.0 Dead: 1,550 lb 1,550 lb Cant.0 Defl. Live/Total:iN/A N/A N/A Bending Red'n: .......................q.................................................................................................................................................................... 0 Net Reaction 1,550 Ib 1,550 lb Re 'd El,Not Incl.Self Wt.:.2.800E+08 Actual El: 1.24E+09 Live Case Causing Min N/A N/A Approx.Self Weight: Approx.Tot.Wt.:N/A Anowed Moment: Min.Caldd Bearing Lengths:: = 2.31 in(Left) =2.31 in(Right) 27,300 ft-lb T43 18625 67th Ave. NE, 1/10/2024 `,Structural CaI44atigns, Pg. 166 of 208 1 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CC RU NCTIO ALIZ aP�` ,tie q ti e Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.compiler nt with 201818C. All designs should be checked by competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T44 Load and Span Diagram(Not To Scale.Pitch,ifany,not shown) 1,200 Other Info.: 1,000 800 Main Span,L= 6.00 ft 600 a 400 Main Span Max.Allowed Live Defl:L/ ............... 480 ............. =0.15 in 200 Main Span Max.Allowed Total Defl:L/ 360 0.20 in ........................................................... is o e Cantilever(Overhang)Exists? No - -00 1 2 3 a 6 7 J goo Pitch if Sloped: 0.0:12 -600 Load Duration rempconsrn:1.25 V 1 -800 Span(ft) Loads From Continuous Member?I No Add Self Wt.? QQ vas No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No Glul-ams Only: Not press treated V Dry - tap deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? vas • Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 1 40 psf 1 28 psf 10.00 ft 400.0 lb/ft 400.0 Ib/ft 280.0 lb/ft Roof pitch for LL Red'n RPdn Total Adjusted Uniform Loads wL= 400.0 lb/ft wD= 280.0 lb/ft 0.0:12 tAll other bearns -J Combined Total Uniform Load wu= 680.0 lb/ft Concentrated(Point)Loads Trib.Length, Live Load.psf Dead Load Rs f Trib.Width ft. ft. Live Ibs Dead Ibs Location ft Point Load C Description,optional R1 1,125 lb 675 lb xc= 1.25 ft Point Load D Description,optional T4 1,980 lb 1,746 lb xD= 1.25 ft Note:Location Measured From Left Su pport 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas h,La,ch(North) V Timber Material Douglas hr-Larch(North) Lumber Grade No.1/No.2 V J Timber Grade No i Acceptable Solutions Acceptable Solutions (4)2x 10 3x16 6x10 List properties for what (3)2 x 12 4 x 14 8 x 8 size lumber? 4 x 12• 1 SIf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 for what size? 6x 12 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3.1/2"x 9.1/4" 7"x 9-1/4" Acceptable Solutions 5.1/4"x 9-1/4" 3 1/8"x 9" 5 1/2"x 7 1/2" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 9" 6 3/4"x 7 1/2" for what size? "11-1/4. Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 7 1/2" 8 3/4"x 9" I-Level.TJI i 1/2••x 117/B- V Web . Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No List properties for what 1-3/4"x 14" 1 (3)1-3/4"x 7-1/4" - - size LVL? (2)13/4"x 9-1/2" 1 (4)1.3/4" x 7-1/4" - (2)1-3/4•011-7/8- Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 13/4"x 14" 5-1/4" x 7-1/4" --- -----tisT properties ----------- (3)1-3/4"x 9-1/2" size LVL? 3.1/2"x 9-1/2" 7"x 7.1/4" for what size? 3.1/2"x 9.1/2" 3-1/2'x 11-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 (3)1-3/4'x 18' V Fb=2907 Fv=387.5 Fcp=800 E=155000( #N/A Final MemberIV Final Member Results Timberstrand 1.55E LSL Final Member:3-1/2"x 9-1/2", Bending Overdesign:73.2% Material Library Choose Ron,All Sues Of Beam Type �, TimberStrand 1.5E LSL ShearOverdesign:45.6% Final Size: 3-12-x9-112- Deflection Overdesign: 69.6% Min.Bearing Lengths:= 2.30 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 45.6% Actual Member Size:3.50"x 9.50" 6.00 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Live Case Brach,Read For Maximums R-Left Left R,-Right Max.Positive Moment:7,519 ft-lb 1.28 ft Main Span Full strenafh: ...................................................9................................................................................................................................................................P........... Live Load: 3,658 lb 1,847 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral ..........................................................................................._.......................................................................................................................................... Dead Load: 2,787 lb 1,375 lb Max Design Shear:i6,445 lb 0.00 ft Main Span ...................................................................................................................................................................................................................................... Total Load: 6,445 lb 3,222 lb Main Span Max.Downward: Live Case Causing Max N/A N/A Deflection(Live/Total): 0.067"/0.118" 2.76'/2.76' Main/Main ..........................................................................................._.......................................................................................................................................... Main Span Max.Upward: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Left Left R,-Right Deflection(Live/Total). ...................................................................................................................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracing' ...................................................................................................................................................................................................................................... 0.6 or 1.0 Dead: 1,672 lb 8251b Cant U .,DefL,(Live 1q !):N/A ,N/A Bantling Red'n: .... ......... N/A ......... Net Reaction 1,654 lb 807 Ib Req'd El,Not Incl.Self Wt.:.2.270E+08 Actual El: 3.88E+08 0% Live Case Causing Min N/A WA Approx.Self Weight:.10.20 alf Approx.Tot.Wt.:61 lb Allowed Moment. Min.Calc'd Bearing Lengths: =2.30 in(Left) = 1.15 in(Right) 13,025 ft-lb T44 18625 67th Ave. NE, 1/10/2024 Structural CAI Itions, Pg. 167 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cis RUCTIONCALC pPp "`eqr 0 1O Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. _v All designs should be checked by a competent professional.All users shall comply wlth State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T45 Load and Span Dill ram(Not To scale.Pitch,N any,not shown) 1,500 Other Info.: 1,000 Main Span,L= 7.50 ft _500 r Main Span Max.Allowed Live Defl:L/ ............. .480 ............ =0.19 in a 0 Main Span Max.Allowed Total Dell:L/ 360 =0.25 in o 1 2 3 4 5 6 1 8 ....................... ...................... J500 Cantilever(Overhang)Exists?No ] -1,000 Pitch if Sloped: 0.012 -1.500 Load Duration Temp consrn:1.25 span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ yes No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No -1 Glul-ams Only: Not press treated V v 100 deg F e less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15psf 4.00 ft - - 60.0lb/ft Roof Snow(only) Npsf 4.00 ft 100.0 Ib/ft 100.0 Ib/ft - Floor Loads 1 40 psf 1 28 psf 2.00 ft 80.0 lb/ft 80.0 Ib/ft 56.0 lb/ft Roof pitch for LL Red'n V VF Red'n V Total Adjusted Uniform Loads A.= 180.0 Ib/ft wD= 116.0 Ib/ft 0.0.12 All nmer beams Combined Total Uniform Load wu= 296.0 Ib/ft Concentrated(Point)Loads Trib.Length, Live Load,psf Dead Load,psf Trib.Width,ft. ft. Live Has Dead Ibs Location Point Load A 25 psf 15 psf 13.00 ft 15.00 ft 4,875 lb 2,925 lb xA= 3.75 ft Point Load C Description,optional R1 1,125 lb 67511 xc= 0.75 ft Point Load D Description,optional R1 1,125 lb 675 lb xD= 6.75 ft Point Load E Description,optional T4 1,980 lb 1,746 lb_ xE= 0.75 ft Point Load F Description,optional T4 1,980lb 1,746 lb xF= 6.75 ft Note:Location Measured From Left Supportl 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Lach(North) Timber Material DorglasFir-Iamh(North) Lumber Grade No.I/No.2 ._ Timber Grade [No.1 Acceptable Solutions Acceptable Solutions 12 x 12 6x 14 14x 14 List properties for what 8 x 12 16 x 16 size lumber? 4x 12• V 10x12 SIf Wt=15.51 Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 List properties for6x 1Y 1-tu what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(oF/DF) . 3-112"x 11-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 11-114" 3 118"x 13 1/2" 5 1/2"x 10 1/2" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 13 1/2" 6 3/4"x 9 1'.. for what size? 7_x 11 1i4 Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 51/8"x 10 1/2" 8 314"x 9" 1-Level,TJI 5tR"x 117/8" '1' Web - Fb=3000 F-331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.OE Microllam LVL-Multiply N. List properties for what 1 (3)1-3/4"x 11-7/8" - - size LVL? (2)1.3/4"x 11.718"1 4)1.3/4"x 9-1/2" - (2)1-3/4-x 11.7/r V Fb=3250 F-356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 5-114"x 11-7/8" - (3)1-3/4"x 11-7/8" List properties for what --- -----List properties ----------- size LVL? 3.112"x 11.7/8" 1 7"x 9.1/2" for what size? 3.112"x 14" 3-1/2-x 11-7/8- v Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7 4 I BI 1 3/4-„18- v Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Ti nka-vand 1.55E LSL Final Member Results Final Member:3-1/2"x 14", Bending Overdesign:30.3% Material Library Choose From All Sias Of Beam Type V Timberstrand 1.5E LSL Shear Overdesign:149.4% Final Size: 3-1/2-x 14- . Deflection Overdesign:62.9% Min.Bearing Lengths:=3.78 in.(Left) .=3.78 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 30.3% Actual Member Size:3.50"x 14.00" 7.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracian Reo'd For Maximums R,-Left R,-Right Max.Positive Moment:20,956 ft-lb 3.75 ft Main Span Full strength: .......................................................................................i................................................................................................................................... Live Load: 6,218 lb 6,218 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral ........................................................................................................................................................................................................................... Dead Load: 4,3 51b 4 325 1blb Max Design Shear.. 10,592 Ib 0.00 ft Main Span ........................................................................................................................................................................................................................... Total Load: 10,592 lb 10,592 lb Main Span Max.Downmrdi Live Case Causing Max N/A N/A Deflection(Live/Total): 0.093"10.153" 3.75'/3.75' Main/Main ........................................................................................................................................................................................................................... Main Span Max.Upward: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right Deflection(Live/Total): ..................................... ...............................................:................................................................................................................................... Live Load: 0 Ile 0 Ib Cant.Down.DeFl.(Live/Total):.N/A N/A N/A w/o Mid.Bracinn: 0.6 or 1.0 Dead: 2,625 Ib 2 625 Ib Cant.U .DeFl.(Live/Total)::N/A N/A N/A Bendrog Red'n: ............................... .................................................................................................................................................................................. Net Reaction 2,591 lb 2,591 lb Req'd El,Not Incl.Self Wt.:7.569E+08 Actual El: 1.24E-09 0% Live Case Causing Min N/A N/A Approx.Self Weight:15.00 plf Approx.Tot.Wt.:113 Ile Allowed/s--t Min.Calc'd Bearing Lengths:. =3.78 in Left =3.78 in(Right) 27,300 ft-Ib T45 18625 67th Ave. NE, 1/10/2024 C1s R CStrtactural C�1� ions, Pg. 168 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 T LICTIOIN ALc aPo� ti�eq� a Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/cr death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I'D.: T46 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) aoo Other Info.: 600 Main Span,L= 6.00 ft 400 200 Main Span Max.Allowed Live Defl:L/ 480 =0.15 in a 0 Main Span Max.Allowed Total Defl:L/ 360 =0.20 in a Zoo 1 z 3 4 5 7 ...................... ....................... goo Cantilever(Overhang)Exists?No V I -600 0o -1, Pitch if Sloped: 0.0:12 -0000 Span(ft) Load Duration Temp carlsrn:125 Loads From Continuous Member? No - Add Self Wt.? OO Yes No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No Glul-ams Only:INot pressheated w Dry V 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes - Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 2.00 ft - - 30.0lb/ft Roof Snow(only) 25 psf 2.00 ft 50.0 lb/ft 50.0 Ib/ft - Floor Loads 1 40 psf 1 28 psf 2.00 ft 80.0 lb/ft 80.0 Ib/ft 56.0 lb/ft Roof pitch for LL Red'n VG4 Red'n V == Total Adjusted Uniform Loads wL= 130.0 lb/ft wD= 86.0 lb/ft 0.0:12 al other beams V Combined Total Uniform Load wu= 216.0lbt t Concentrated(Point)Loads Trib.Length, Live Load,Dsf Dead Load,psf Trib.Width,ft. ft. Live Ibs Dead Ibs Location Point Load C Description,optional FT1 1,200 lb 840 lb xD=E5.00 ......................................................... Point Load D Description,optional T1 1,200 lb 840 lb xD= ..........................................P........... Point Load E Description,o optional R6 2,781 lb 2,289 lb xE= :................... .......oP.......al Point Load F Description,o optional R6 2,769 lb 1,682 lb xF= Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material IAuglaF Fir-La ch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2xio 6x10 List properties for what (3)2 x 12 4 x 14 8 x 8 - - size lumber? 4 x 12• V 10 x 10 Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 what size? 6.12 v Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 2044(DF/DN . 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5.1/4"x 9.1/4" 31/8"x 101/2" 1 51/2"x 71/2" SIf Wt= 18.5 List properties for List properties for what 3 1l2"x 9" 6 3/4"x 7 112" what size? 7-x 11.1/4- v Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 71/2" 8 3/4"x 9" I-Level,TJI 512"x117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-MuIIL IV No V List properties for what '22"x 14-- 1 (3)1-314" - size LVL? (2)1.3/4"x 9.1/2" 1 (4)1-314" - (2)1-3/4-01-7/8- V Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-314"x 14" 5-114"x 7-114" - (3)1-3/4"x 9-1/2" List properties for what --- -_-List properties for ----------- size LVL? 3-1/2"x 9-1/2" 7"x 7-114" what size? 3.1/2"x 9.1/2" 3.12'x 11.7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 3/4'x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member TimberstraMl.B5El5L V Bending Overdesi n:66.1% Final Member:3-1/2"x 9-1/2", 9 9 Material Library choose From All Sues or Beam Type W Timberstrand 1.5E LSL ShearOverdesign:27.0% Final Size: 1'3-12-xe-12' Deflection Overdesign:34.7% Min.Bearing Lengths:=2.74 in.(Left) .=2.60 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 27.0% Actual Member Size:3.50"x 9.50" 6.00 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Live Case Bracina Read For Maximums R,-Left R,-Right Max.Positive Moment. ft-lb 2-52 ft Main Span Full strength: .........................................................................................:..................................................................................................................................... Live Load: 4,369 lb 4,361 lb Max.Negative Moment:;0 fl-Ib 0.00 ft Main Span Lateral Dead Load: 3 316 Ib 2 912 Ib Max Design Shear::7,685 lb O.Do ft Main Span ........................................................................................,..................................................................................................................................... Total Load: 7,685 lb 7,273 lb Main Span Max.Downward: 0.087"/0.148" 3.00'/3.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ............................................................................................................................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): .........................................................................................:..................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):;N/A N/A N/A w/o Mid.Bracina: ................................ ..................................................................................................................................................................................... 0.6 or 1.0 Dead: 1990 lb 1747 lb ,,,,,,,,,,,,,,,,,,Cant„U .,Deft(Live/,Total):N/A..........................,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,N/A ,,,,,,,,,,,,,,, Bend/ag Recta: .... .............�......... ...................................N/A Net Reaction 1,972 lb 1,729 lb Req'd El,Not Incl.Self Wt.:2.861E+08 Actual EI: 3.88E+08 0% Live Case Causing Min N/A N/A Approx.Self Weight:10.20 plf Approx.Tot.Wt.:61 lb All-ed Moment Min.Calc'd Bearing Lengths: =2.74 in Left =2.60 in(Right) 13,025 ft-lb T46 18625 67th Ave. NE, 1/10/2024 S ctural Calcula ilqln�kpg. 169 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CCX'NSJRUCTION ALc aPo` "ceRr Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T47 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 3,000 Other Info.: 2,500 Main Span,L= 3.00 ft 2,000 .................................................: Main Span Max.Allowed Live Defl:L/ 480 =0.08 in 000 Main Span Max.Allowed Total Defl:L/ 360....................=0.10 in ;Soo 0 Cantilever(Overhang)Exists? No J 0 -500 0.5 1 1.5 2 2.5 3.5 Pitch if Sloped: 0.0:12 -1,000 Load Duration 'I Temp cons Span(ft) rn:t.zs � Loads From Continuous Member? No Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V GluLams Only: Not press treated v Dry V too deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes !_ Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 100 psf 28 psf 20.00 ft 2,000.0 lb/ft 2,000.0 lb/ft 560.0 lb/ft Wall Dead Load 12 psf 20.00 ft 240.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads WL= 2,000.0 lb/ft WD= 800.0 lb/ft 0.012 All other beam, Combined Total Uniform Load WU= 2,800.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 V Timber Grade No.1 Acceptable Solutions Acceptable Solutions 2x14 (4)2x6 - - - (2)2x10 3x101 d__ - - - List properties for what (3)2 x 8 4 x 8 - - - size lumber? 4 x 12 Slf Wt=15.51 Fb=1275 Fv=225 Fc 625 E=1600000 Slf Wt=8.12 6 12 List properties for x P= what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLIB) 2.2E Parallam PSL Glulam Grade 24F-v4(DF/DF) 3-1/2"x 9-114" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" P 1/8"x 6" 5 1/2"x 6" Slf Wt= 18.5 List properties for List properties forwhat 1/2"x 6" 6 3/4"x 7 1/2" what size? r x tt-t/a• Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 1/8"x 6" 8 VA"x 9" I-Level,TJI 512"x 11 7/8" V Web Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No List properties for what 1-314" x 7-1/4" (3)1-3/4"x 5-1/2" - - size LVL? (2)1-3/4"x 5-1/2" (4)1-3/4"x 5-1/2" (2)1-3/a'x 11-7/8' v Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties for 1-314" x 7-1/4" 5-1/4"x 5-1/2" 1-3/4"x 9-1/2" (3)11-3/4"/4"x 9-1/2" --- ---- ---------- size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3.12'x 11.7/8' v Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 1 3/4-x 18' Fb=2907 Fv=387.5 Fcp=800 E 550000 #N/A Final Member Sawn wood Final Member Results Final Member:4 x 10, Douglas Fir- Bending Overdesign: 67.9% Material Library Choose From All Sizes Of Beam Type V! Larch(North),No.1 /No.2 ShearOverdesign: 137.2% Final Size: 4.10 W Deflection Overdesign: 621.7% Min.Bearing Lengths:= 1.93 in.(Left) .= 1.93 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 67.9% Actual Member Size:3.50"x 9.25" 3.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R,-Left R,-Right Max.Positive Moment:i3,159 ft-lb 1.50 ft Main Span Full Strength: ...............................................................................L...................................................................................................................... Live Load: 3,000 lb 3,000 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral bracing ..................................................................................................................................................................................................... - - - Dead Load: 1,212 lb 1,2121 Max Design Shear:i2,D48 lb 0.00 ft Main Span ...............................................................................:...................................................................................................................... Total Load: 4,212 lb 4,212 lb Main Span Max.Downward 0.010"/0.014" 1.50'/1.50, Main/Main Total/Live. . i Live Case Causing Max N/A N/A Deflection( Total): Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Left Left R,-Right (Live/Total): ...............................................................................L...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 727 Ib 727 Ib ............Cant..Us.Defl....Live/Total: N/A...................................................N/A............................._N/A........... Bending Redn: .... ............................. .............(........................)......................................................................................................................... Net Reaction 720 1b 720 1b Req'd El,Not Incl.Self Wt.:15.103E+07 Actual El: 3.69E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight::8.11 plf Approx.Tot.Wt.:24 lb Allowed Moment. Min.Calc'd Bearing Lengths:i = 1.93 in Left = 1.93 in(Right) 3,529 ft-lb T47 18625 67th Ave.NE, 1/10/2024 -55' ructural Calct�tiegs, Pg. 170 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CASIrRucTION ALC Pow oti`Fq � 0P "•o Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T48 Load and Span Diagram(Not To Scale.Pitch,8 any,not shown) 1,400 Other Info.: I,200 1,000 Main Span,L= 6.50 ft 800 z 600 Main Span Max.Allowed Live Defl:L/.............................................................,,,,,,,,,,,,,,, =0.16 in aoo Main Span Max.Allowed Total Defl:L/,,,,, 360, =0.22 in 200 ....... o Cantilever(Overhang)Exists? No V J o -200 1 2 3 4 5 6 7 Pitch if Sloped: 1 0.0:12 aoo Load Duration temp comra 1z -600 Span(ft)s � Loads From Continuous Member? No V Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cord? Temp Cord. Sawn Member Repetitive Use? No GluLams Only: Not press treated Dry . 1tx1 deg F a less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 40 sf 28 sf 14.00 ft 560.0 Ib/ft 560.0 Ib/ft 392.0 lb/ft for LL Redn u� „r Roof Itch ' _= Total Adjusted Uniform Loads w 560.0 Ib/ft w I P Red'n ) f L= D 392.0 b/ft - 0.0:12 All other beams Combined Total Uniform Load wu= 952.0Ib/ft Concentrated(Point)Loads Trib.Length, Live Load.Ps f Dead Load,Ps f Tnb.Width,ft. ft. Live.Ibs Dead.Ibs Location Point Load C Description,optional FT27 498 lb 1,635 lb xc= 1.00 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(No,1 Timber Material Douglas Fir-larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x 10 - - - (2)2x14 3x16 6x8 - - List properties for what (3)2 x 10 4 x 12 - - - size lumber? 4 x 12 v Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 for what size? 6x12 v Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 124F-v4(DF/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9" 5 1/2"x 7 1/2" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 7 1/2" 6 3/4"x 7 1/2" for what size? 7',11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 71/2" 8 3/4"x 9" I-Level.TJI S 1/2"x 117/8" v Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 SelfWt=36.4 Stiffeners? - 2.0E Microllam LVL-Multi-ply No List properties for what 1-3/4"x 11-7/8" (3)1-3/4"x 7-1/4" - - size LVL? (2)1-3/4"x 7-1/4" (4)1-3/4"x 7-1/4" - (2)1-3/4-x 11-7/8- w Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 11-718" 5-1/4"x 7-1/4" List properties 1-3/4"x 11-7/8" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 7.1/4" 7"x 7-1/4" for what size? 3-1/2"x 9-1/2" 3 112-x 11-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 (3)1-3/4-x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member -mbersuand 1.55E LSL Final Member Results Final Member:1-3/4"x 14", Bending Overdesign: 120.5% Material Library Choose From All Sizes Of Beam Type Timberstrand 1.5E LSL Shear Overdesign: 172.0% Final Size: 13/4-x 14- Deflection Overdesign:179.9% Min.Bearing Lengths:= 3.52 in.(Left) .=2.46 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 120.5 Actual Member Size:1.75"x 14.00" 6.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums R-Le Left R,-Right Max.Positive Moment::6,190 ft-lb 2.93 ft Main Span Full Strenath: .....................................................9.....................................i..............................................................................................................................P........... Live Load: 2,241 lb 1,897 lb Max.Negative Moment:;0 ft-lb 0.00 ft Main Span Lateral ............................................................................................................................................................................................................................................ Dead Load: 2,682 lb 1,550 lb Max Design Shear:4,923 lb 0.00 ft Main Span Total Load: 4,923 lb 3,447 lb ......................Main Span Max.Downward,............................................................................................................................................. Live Case Causing Max N/A N/A Deflection(Live/Total): 0.040"/0.077" 3.19'/3.19' Main/Main .......................................................................................................................................................................................................................................... Main Span Max.Upward: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Le Left R,-Right Deflection(Live/Total). ........................................................................................................................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):.N/A N/A N/A woo Mid-Bracino: .............................................................................................: 0.6 or 1.0 Dead: 1,609 lb 930 Ib Cant. Defl.(Live/Total):;N/A N/A N/A Bending Red'n: ...............................q............................................................,............................................................................................................................................. 58 Net Reaction 1,594lb 915lb Re 'd El,Not Incl.Self Wt.:2.202E+08 Actual El: 6.20E+08 Live Case Causing Min N/A N/A Approx.Self Weight:.7.50 plf Approx.Tot.Wt.:49 lb Anowed Moment: Min.Calc'd Bearing Lengths:I = 3.52 in(Left) =2.46 in(Right) 5,747 ft-lb T48 18625 67th Ave. NE, 1/10/2024 C1s R CStrtactural C�1� ions, Pg. 171 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 T LICTION ALc aPo� ti�egN a Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/cr death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I'D.: T49 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 500 Other Info.: 400 300 Main Span,L= 6.00 ft 200 100 Main Span Max.Allowed Live Defl:L/ ,,,,,,,,,,,,, 480 ,,,,,,,,,,,,, =0.15 in c 0 Main Span Max.Allowed Total Defl:L/ 360 =0.20 in -.-too A 1 2 3 4 5 1 7 3-200 Cantilever(Overhang)Exists?No V I -300 Pitch if Sloped: 0.0:12 400 Load Duration Temp calsralzs -500 Span(ft) Loads From Continuous Member? No - Add Self Wt.? OO Yes O No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No Glul-ams Only:INot press heated w Dry V 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I vet - Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 2.00 ft - - 30.0lb/ft Roof Snow(only) 25 psf 2.00 ft 50.0 lb/ft 50.0 Ib/ft - Floor Loads 1 40 psf 1 28 psf 2.00 ft 80.0 lb/ft 80.0 Ib/ft 56.0 lb/ft Roof pitch for LL Red'n VG4 Red'n V == Total Adjusted Uniform Loads wL= 130.0 lb/ft wD= 86.0 lb/ft 0.0:12 All other beams Combined Total Uniform Load wu= 216.0 Ibt t Concentrated(Point)Loads Trib.Length, Live Load,Dsf Dead Load,psf Trib.Width,ft. ft. Live Ibs Dead Ibs Location,fl Point Load C Description,optional FT1 1,200 lb 840 lb xD=E5.00 ......................................................... Point Load D Description,optional T1 1,200 lb 840 lb xD= ..........................................P........... Point Load E Description,o optional R1 1,125 lb 675 lb xE= :................... .......oP.......al Point Load F Description,o optional R1 1,125 lb 675 lb xF= Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Urch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 . Timber Grade No.1 Acceptable Solutions Acceptable Solutions (4)2x8 (2)2x 12 3x14 6x8 - - List properties for what (3)2 x 10 4 x 10 size lumber? 4 x 12 v Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 what size? 6x12 v Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/)N . 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5.1/4"x 9.1/4" 31/8"x 71/2" 51/2"x6" SIf Wt= 18.5 List properties for List properties for what 3 1/2"x 71/2" 6 3/4"x 7 1/2" what size? 7"x 11.1/4" v Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 71/2" 8 3/4"x 9" I-Level,TJI 512"x117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fb1=2312.5 Self Wt=36.4 Stiffeners? - 2.0E Microllam LVL-MuIIL IV No V List properties for what ""x 11-7/8" (3)1-3/4"x - size LVL? (2)1.3/4"x 7.1/4" (4)1-3/4"x - (2)1-3/4-01-7/8- V Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 11-7/8" 5-1/4"x 7-1/4" LisF prbpertf 1_-3/4"x 11-7/8" (3)1-3/4"x 9-1/2" --- -_- es for ---------- size LVL? 3-1/2"x 7-1/4" 7"x 5-1/2" what size? 3.1/2"x 9.1/2" 3.12'x 11.7/e' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 3/4-x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Sawnwood V Final Member Results Final Member:4 x 12,Douglas Fir- Bending Overdesign:48.1 Material Library Choose From All Sizes of Beam Type W Larch(North),No.1/No.2 ShearOverdesign:47.4% Final Size: 4 x 12 Deflection Overdesign:276.0 Min.Bearing Lengths:=2.07 In.(Left) .=2.07 In.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 47.4% Actual Member Size:3.50"x 11.25" 6.00 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Live Case Bracina Read For Maximums R,-Left R,-Right Max.Positive Moment:4,856 ft-lb 3.00 ft Main Span Full strength: .........................................................................................:..................................................................................................................................... Live Load: 2,715 lb 2,715 lb Max.Negative Moment:;0 fl-Ib 0.00 ft Main Span Lateral Dead Load: 1 803 Ib 1 803 Ib Max Design Shear:4,OO6 lb 0.D0 ft Main Span ........................................................................................,..................................................................................................................................... Total Load: 4,518 lb 4,518 lb Main Span Max.Downward: 0.032"/0.053" 3.00'/3.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total). ............................................................................................................................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): .........................................................................................:..................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):;N/A N/A N/A w/o Mid.Bracina: ................................ ..................................................................................................................................................................................... 0.6 or 1.0 Dead: 1082 lb 1082 lb ,,,,,,,,,,,,,,,,,,Cant„U .,Defl (Live/,Total):N/A..........................,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,N/A ,,,,,,,,,,,,,,, Bend/ag Recta: .... .............�......... ...................................N/A Net Reaction 1,064 lb 1,064 lb Req'd El,Not Incl.Self Wt.:.1.753E+08 Actual EI: 6.64E+08 0% Live Case Causing Min N/A N/A Approx.Self Weight:9.87 plf Approx.Tot.Wt.:59lb AllowedM-enc Min.Calc'd Bearing Lengths: =2.07 in Left =2.07 in(Right) 5,303 ft-lb T49 18625 67th Ave. NE, 1/10/2024 C1s R CStrtactural C�1>v ions, Pg. 172 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 T LICTION ALc aPo� ti�egN a Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/o death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam 1. 600 D.: T49 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) Other Info.: 400 Main Span,L= 6.50 ft zoo Main Span Max.Allowed Live Defl:L/ ,,,,,,,,,,,,, 480 ............, =o.1s in a o Main Span Max.Allowed Total Defl:L/ 360 =0.22 in a 1 2 3 4 5 6 7 ....................... .......................: Jd00 Cantilever(Overhang)Exists?No Pitch if Sloped: 0.0:12 -600 Load Duration Temp cona'n:125 -1 Span(n) Loads From Continuous Member? No - Add Self Wt.? OO yes O No For Wood and Press Treated? Wet Cond? Temp Cord. Sawn Member Repetitive Use? No V Glul-amsOnly: Not press treated w Dry V 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I yes I Live,psf Dead,psf Width,ft Load,pif Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 2.00 ft - - 30.0lb/ft Roof Snow(only) 25 psf 2.00 ft 50.0 Ib/ft 50.0 lb/ft - Floor Loads 1 40 psf 1 28 psf 2.00 ft 80.0 lb/ft 80.0 lb/ft 56.0 Ib/ft Roof pitch for LL Red'n VG4 Red'n V == Total Adjusted Uniform Loads wL= 130.0 lb/ft wD= 86.0 lb/ft 0.0:12 All other beams Combined Total Uniform Load wu= 216.0 Ibt t Concentrated(Point)Loads Trib.Length, Live Load,Dsf Dead Load,psf Trib.Width,ft. ft. Live Ibs Dead Ibs Location,fl Point Load C Description,optional FT1 1,200 lb 840 lb xD=E5.75 ......................................................... Point Load D Description,optional T1 1,200 lb 840 lb xD= ..........................................P........... Point Load E Description,o optional R1 1,125 lb 675 lb xE= :................... .......oP.......al Point Load F Description,o optional R1 1,125 lb 675 lb xF= Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material D.91.Fir-Urch(North) �_ Timber Material Douglas Fir-Larch(North) �I Lumber Grade No.1/No.2 . Timber Grade No.t Acceptable Solutions Acceptable Solutions (4)2x 10 (2)2x 14 3x16 6x10 - - List properties for what (3)2 x 12 4 x 12 size lumber? 4 x 12 n Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 what size? 6xl2 v Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 2044(DF/)F) . 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5.1/4"x 9.1/4" 31/8"x9" 1 51/2"x7112" SIf Wt= 18.5 List properties for List properties for what 3 1l2"x 9" 6 3/4"x 7 112" what size? 7-x 11.1/4- v Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 71/2" 8 3/4"x 9" I-Level,TJI 512"x117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-MuIIL IV No V List properties for what 13/4"x 9-1/2" (3)1-3/4"x - size LVL? (2)1.3/4"x 9.1/2" (4)1-3/4"x - (41-3/4-01-7/8- V Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what LisF prbpertf 1-3/4"x 9-1/2" 5-1/4"x 7-1/4" 1_-3/4"x 11-7/8" (3)1-3/4"x 9-1/2" --- -_- es for ---------- size LVL? 3-1/2"x 9-1/2" 7"x 7-114" what size? 3.1/2"x 9.1/2" 3.12'x 11.7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 3/4'x 18- Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member TimberstraM 1.55E 15L V Bending Overdesi n:96.6% Final Member:3-1/2"x 9-1/2", 9 g Material Library choose From All Sizes Of Beam Type W Timberstrand 1.5E LSL Shear Overdesign:138.8% Final Size: '3.1/2'.9-12- Deflection Overdesign:68.8% Min.Bearing Lengths:= 1.50 in.(Left) .=1.841n.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 68.8% Actual Member Size:3.50"x 9.50" 6.50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracina Read For Maximums R,-Left R,-Right Max.Positive Moment. ft-lb 1.75 ft Main Span Full strength: .........................................................................................:..................................................................................................................................... Live Load: 2,390 lb 3,105 lb Max.Negative Moment::0 fl-Ib 0.00 fl Main Span Lateral Dead Load: 1 595 Ib 2 061 Ib Max Design Shear::5,126 lb 6.32 ft Main Span ........................................................................................,..................................................................................................................................... Total Load: 3,984 lb 5,166 lb Main Span Max.Downward: 0.077"/0.128" 3.19'/3.19' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ............................................................................................................................................................................................................................... Main Span Max.Upward Deflection: 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): .........................................................................................:..................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):;N/A N/A N/A w/o Mid.gracing: ................................ ..................................................................................................................................................................................... 0.6 or 1.0 Dead: 9571b 1236 lb ,,,,,,,,,,,,,,,,,,Cant„U .,Defl (Live/,Total):N/A,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,N/A ,,,,,,,,,,,,,,, eeadrng Recta: .... .............�......... ...................................N/A Net Reaction 9371b 1,217 lb Req'd El,Not Incl.Self Wt.:2.277E+08 Actual EI: 3.88E+08 0% Live Case Causing Min N/A N/A Approx.Self Weight:10.20 plf Approx.Tot.Wt.:66lb All-ed Moment Min.Calc'd Bearing Lengths: = 1.42 in Left = 1.84 in(Right) 13,025 ft-lb T50 _{{ 18625 67th Ave.NE, 1/10/2024 C�M11S RUCTION ALC al Cal oul�,tio�SQ, Pg. 173 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 ) ep do Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam l.D.: T51 Load and Spa n D iag ram(Not To Scale.Pitch,if any,not shown) 2,000 other Info.: 1,500 Main Span,L= 4.00 ft if,000 Main Span Max.Allowed Live Defl:L/ ............ 480 ........... =0.10 in a Main Span Max.Allowed Total Defl:L/ 360 =0.13 in 500 Cantilever(Overhang)Exists? No _I 0 Pitch if Sloped: 0.0:12 0.5 1 1.5 2 2.5 3 3.5 4.5 Load Duration I Temp consrn:tzs 'W -500 Span(ft) Loads From Continuous Member? No V Add Self Wt.? QQ yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? in V GluLams Only: Not press treated v Dry v, 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes I Live,Psf Dead,psf Width,ft Load,pit Load,plf. Load,plf. Roof Loads(not including snow) 20 sf 15 sf 4.00 ft - - 60.0 lb/ft Roof Snow(only) 25 sf 4.00 ft 100.0 lb/ft 100.0 lb/ft - Floor 100 psf 28 psf 10.00 ft 1,000.0Ib/ft 1,000.0lb/ft 280.0lb/ft Wall Dead Load 12 psf 20.00 ft 240.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 1,100.0 lb/ft wD= 580.0 Ib/8 0.0:12 All other beams Combined Total Uniform Load WU= 1,680.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas Fir Larch(North) Lumber Grade No.1/No 2 Timber Grade No.t Acceptable Solutions Acceptable Solutions 2x14 (4)2x6 - - - (2)2x10 3x10 - - - List properties for what (3)2 x 8 4 x 8 - - size lumber? 4 x 12 1 SIf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 SlfWt=8.12 for what size? 6x12 W Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F.V4(DF/DF) . 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 6" 5 1/2"x 6" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" for what size? 7",11-1/4- Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI 512"x 11 7/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No List properties for what 1-3/4" x 7-1/4" 1 (3)1-3/4"x 5-1/2" - - size LVL? (2)1-3/4"x 5-1/2" 1 (4)1-3/4"x 5-1/2" - (2)1-3/4•x 11-7/r w Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4" x 7-1/4" 1 5-114"x 5-1/2" List properties 1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2"' 7"x 5-1/2" for what size? 3-1/2"x 9-1/2" 3-12"x 11-7/8• 'w Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 3/4-x 18- 'w Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member 5a p Wppd Bending Overdesign:23.5% Final Member: (2)2 x 10, Douglas Material Library Choose From All Sizes Of Beam Type Fir-Larch(North), No. 1 /No.2 Shear Overdesign: 100.7/ Final Size: (2)2 x 10 Deflection Overdesign:334.4 Min.Bearing Lengths:= 1.80 in.(Left) .= 1.80 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 23.5% Actual Member Size:3.00"x 9.25" 4.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracina Read For Maximums R,-Left R,-Right Max.Positive Moment:i3,374 ft-lb 2.00 ft Main Span Full Strength: ..........................................................................._.................................................................................................................. Live Load: 2,200 lb 2,200 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral ...........................................................................:.................................................................................................................. Dead Load: 1,174Ib 1,174Ib Max Design Shear:i2,074Ib 0.00 ft Main Span ...........................................................................>.................................................................................................................. Total Load: 3,374 lb 3,374 lb Main Span Max.Downward: 0.020"/0.031" 2.00'/2.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): .............................................................................................................................................................................................. Main Span Max.Upwardi 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right Deflection(Live/Total)': ...........................................................................a.................................................................................................................. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracina: 0.6 or 1.0 Dead: 704 Ib 704 Ib .................................................N/A.............................N/A............ sending Redo: Net Reaction 696Ib 696 Ib Req'd El,Not Incl.Self Wt.:17.258E+07 Actual El: 3.17E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight::6.95 plf Approx.Tot.Wt.:28 lb Albwed Moment: Min.Caldd Bearing Lengths:: = 1.80 in(Left) = 1.80 in(Right) 4,167 ft-lb T51 18625 67th Ave. NE, 1/10/2024 Structural CaI44atigns, Pg. 174 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CC 1 RUCTION%.ALIZ aP�` tie,gry to Important:Top and bottom must be laterally supported at supports and at 4-fit max.intervals.Dynamic loading not considered.compiler nt with 201818C. All designs should be checked by competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: T52 Load and Span Diagram(Not To Scale.Pitch,ifany,not shown) 2,000 Other Info.: 1,500 Main Span,L= 8.50 ft 1,000 Main Span Max.Allowed Live Defl:L/ ............... 480 ............. =0.21 in a 500 Main Span Max.Allowed Total Defl:L/ 360, =0.28 in W o 4 5 6 7 ........................ ........................ 0 1 2 3 8 9 Cantilever(Overhang)Exists? No 350C 1,000 Pitch if Sloped: 0.0:12 -1,500 Span(ft) Load Duration rempconsrn:1.25 V Loads From Continuous Member? No Add Self Wt.? QQ ves No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No GluLams Only: Not press treated V Dry - 100 deg F&less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 1 100 vsf 28 sf 2.00 ft 200.0 lb/ft 200.0Ib/ft 56.0 lb/ft Wall Dead Load 12 sf 20.00 ft 240.0Ib/ft Roof pitch for LL Red'n 12wd'n Total Adjusted Uniform Loads wL= 200.0 lb/ft wD= 296.0 lb/ft 0.0:12 All other beams V Combined Total Uniform Load wu= 496.0 lb/ft Concentrated(Point)Loads Trib.Length, Live Load.psf Dead Load Rs f Trib.Width it ft. Live Ibs Dead Ibs Location ft Point Load D Description,optional Seismic down 10,000 Ib xD= 6.85 ft Point Load E Description,optional Wall plf 1,0001 xE= 1.00 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) V] Timber Material Douglas Fir-larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 12 6 x 14 14 x 14 PSlf List properties for what 8 x 12 16 x 16 size lumber? 4x 12• List properties 10x10 Wt=15.51 Fb=1275 Fv=225 Fcp=625 E=1600000 SIf Wt=8.12 for what size? 6z 12 Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24VV4(DF/DF) . 3-1/2"x 11-718" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/2" 3 1/8"x 15" 5 1/2"x 9 112" SIf Wt= 18.5 List properties List properties for what 3 1/2"x 13 112" 6 314"x 9" for what size? 7-x t1-1/4• "1" Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 10 1/2" 8 3/4"x 9" I-Level,TJI 51/2"x II 7/8- V Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-plv No List properties - (3)1-3/4"x 9-112" - - size LL? (2)1 , -3/4" x 11-7/8"1 (4)1.3/4" x 9-1/2" - (2)1-3/4'x11-7) Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 5.1/4 x 9-1/2 List properties - (3)1-3/4"x 11.7/8" size LVL? 3-1/2"x 11-7/8" 1 7" x 9-1/2" for what size? 3-1/2"x 11-7/8" 3-1/2'x 11-7/8' Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wt=7.4 3/4-.18- 1 Fb=2907 Fv=387.5 Fcp=800 E=155000( #N/A Final Member Mioohm2.oELVL Final Member Results -I Final Member:5-1/4" x 14", Bending Overdesign: 177.1% Material Library choose Fran al sizes Oftl-Type 1 Microllam 2.0E LVL ShearOverdesign:78.6% Final Size: 5-1/4-x14- W I Deflection Overdesign:245.0% Min.Bearing Lengths:= 1.50 in.(Left) .=2.63 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 78.6% Actual Member Size:5.25"x 14.00" 8.50 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Live Case Bmcina Read For Maximums R-Left Left R,-Right Max.Positive Moment::16,415 ft-lb 6.85 ft Main Span Full Strength: ...................................................9....................................:...........................................................................................................................P........... Live Load: 2,791 lb 8,909lb Max.Negative Moment:.0 ft-lb 0.00 ft Main Span #N/A ...................................................................................................................................................................................................................................... Dead Load: 2,231 lb 1,466 lb Max Design Shear:.10,254 lb 8.27 ft Main Span ...........................................................................................:.......................................................................................................................................... Total Load: 5,022 lb 10,375 lb Main Span Max.Downward: 0.062"/0.080" 4.76'/4.59' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total)i ...................................................................................................................................................................................................................................... Main Span Max.Upwards 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Left Left R,-Right Deflection(Live/Total). ...........................................................................................:.......................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):.N/A N/A N/A W/O Mid-Bracing: ..........................................................................................._.......................................................................................................................................... 0.6 or 1.0 Dead: 1,339 lb 8801b CanLU .,Defl (Live%Total):;N/A ,N/A Bending Red'n: .... -........ ......... N/A ......... Net Reaction 1,284 lb 825 Ib Req'd El,Not Incl.Self Wt.:6.956E+08 Actual El: 2.40E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight:.21.30 alf Approx.Tot.Wt.: 181 lb Allowed Moment Min.Calc'd Bearing Lengths:: = 1.28 in(Left) =2.63 in(Right) #N/A T52 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 175 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 1 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(2.053)L(2.250) D(2.078)L(1.061) D(4.160 L(4.50) D(4.1I0 .QM Qt1.061) D 0.3920 L 0.560 (0,3920�L(0.560 j W 18x46 10*1 Span=22 330 ft T�h Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 14.0 ft, (2nd floor) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 0.0-->>6.250 ft, Tributary Width = 14.0 ft, (3rd floor) Point Load : D=2.053, L=2.250 k @ 6.250 ft, (T13) Point Load : D=4.160, L=4.50 k @ 13.20 ft, (T13 X2) Point Load : D=4.160, L=4.50 k @ 19.330 ft, (T13 X2) Point Load : D=2.078, L= 1.061 k @ 9.660 ft, (T29) Point Load : D=2.078, L= 1.061 k @ 20.250 ft, (T29) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.695: 1 Maximum Shear Stress Ratio= 0.230 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 157.182 k-ft Va:Applied 30.0 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 22.330 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.356 in Ratio= 751 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.685 in Ratio= 391 > 360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-Fules- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 22.33 ft 1 0.333 0.112 75.43 75.43 377.92 226.30 1.00 1.00 14.65 195.48 130.32 +D+L Dsgn. L= 22.33 ft 1 0.695 0.230 157.18 157.18 377.92 226.30 1.00 1.00 30.00 195.48 130.32 +D+0.750L Dsgn. L= 22.33 ft 1 0.604 0.201 136.74 136.74 377.92 226.30 1.00 1.00 26.16 195.48 130.32 +0.60D 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 176 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 1 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn. L= 22.33 ft 1 0.200 0.067 45.26 45.26 377.92 226.30 1.00 1.00 8.79 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.6849 11.293 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 26.136 30.000 Max Upward from Load Combinations 26.136 30.000 Max Upward from Load Cases 14.028 15.349 D Only 12.108 14.651 +D+L 26.136 30.000 +D+0.750L 22.629 26.163 +0.60D 7.265 8.791 L Only 14.028 15.349 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 177 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(2.052)L(2.250) D(0.240) a- D(0.420)L(0.60) D(OA20)L(0.60) W 18x46 Span= 12.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2nd floor) Point Load : D=2.052, L=2.250 k @ 4.0 ft, (T13) Uniform Load : D= 0.0280, L=0.040 ksf, Extent=4.0-->> 12.330 ft, Tributary Width = 15.0 ft, (3rd floor) Uniform Load : D= 0.0120 ksf, Extent=4.0-->> 12.330 ft, Tributary Width =20.0 ft, (wall) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.208: 1 Maximum Shear Stress Ratio= 0.112 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 46.965 k-ft Va:Applied 14.634 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 12.330 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.033 in Ratio= 4,486 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.062 in Ratio= 2386 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 12.33 ft 1 0.097 0.053 22.01 22.01 377.92 226.30 1.00 1.00 6.90 195.48 130.32 +D+L Dsgn. L= 12.33 ft 1 0.208 0.112 46.97 46.97 377.92 226.30 1.00 1.00 14.63 195.48 130.32 +D+0.750L Dsgn. L= 12.33 ft 1 0.180 0.097 40.73 40.73 377.92 226.30 1.00 1.00 12.70 195.48 130.32 +0.60D Dsgn. L= 12.33 ft 1 0.058 0.032 13.21 13.21 377.92 226.30 1.00 1.00 4.14 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.0620 6.165 0.0000 0.000 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 178 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W2 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 12.740 14.634 Max Upward from Load Combinations 12.740 14.634 Max Upward from Load Cases 6.907 7.739 D Only 5.833 6.896 +D+L 12.740 14.634 +D+0.750L 11.013 12.700 +0.60D 3.500 4.137 L Only 6.907 7.739 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 179 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(4.019)L(4.278) D(0.240) 8 D(0.420)L(0.60) D 0.420 L 0.60 W 18x46 Span= 12.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2nd floor) Point Load : D =4.019, L=4.278 k @ 3.0 ft, (T11) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 3.0-->> 12.330 ft, Tributary Width = 15.0 ft, (3rd floor) Uniform Load : D= 0.0120 ksf, Extent= 3.0-->> 12.330 ft, Tributary Width =20.0 ft, (wall) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.236: 1 Maximum Shear Stress Ratio= 0.131 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 53.471 k-ft Va:Applied 17.014 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio= 3,918 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.072 in Ratio= 2064 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 12.33 ft 1 0.112 0.061 25.32 25.32 377.92 226.30 1.00 1.00 7.96 195.48 130.32 +D+L Dsgn. L= 12.33 ft 1 0.236 0.131 53.47 53.47 377.92 226.30 1.00 1.00 17.01 195.48 130.32 +D+0.750L Dsgn. L= 12.33 ft 1 0.205 0.113 46.43 46.43 377.92 226.30 1.00 1.00 14.75 195.48 130.32 +0.60D Dsgn. L= 12.33 ft 1 0.067 0.037 15.19 15.19 377.92 226.30 1.00 1.00 4.78 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.0717 6.059 0.0000 0.000 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 180 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W3 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 17.014 15.615 Max Upward from Load Combinations 17.014 15.615 Max Upward from Load Cases 9.054 8.220 D Only 7.960 7.395 +D+L 17.014 15.615 +D+0.750L 14.751 13.560 +0.60D 4.776 4.437 L Only 9.054 8.220 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 181 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W4 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.240) D(4.019JGC(4?l78) D 0.420 L 0.60 y b D 0.3920 Q .560 d b W 18X46 �T Span=22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 14.0 ft, (2nd floor) Point Load : D =4.019, L=4.278 k @ 11.660 ft, (T11) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 11.660-->>22.0 ft, Tributary Width = 15.0 ft, (3rd floor) Uniform Load : D= 0.0120 ksf, Extent= 11.660-->> 22.0 ft, Tributary Width=20.0 ft, (walls) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.624: 1 Maximum Shear Stress Ratio= 0.194 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 141.266 k-ft Va:Applied 25.342 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 22.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.293 in Ratio= 901 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.556 in Ratio= 475 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 22.00 ft 1 0.297 0.093 67.10 67.10 377.92 226.30 1.00 1.00 12.17 195.48 130.32 +D+L Dsgn. L= 22.00 ft 1 0.624 0.194 141.27 141.27 377.92 226.30 1.00 1.00 25.34 195.48 130.32 +D+0.750L Dsgn. L= 22.00 ft 1 0.542 0.169 122.73 122.73 377.92 226.30 1.00 1.00 22.05 195.48 130.32 +0.60D Dsgn. L= 22.00 ft 1 0.178 0.056 40.26 40.26 377.92 226.30 1.00 1.00 7.30 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.5563 11.377 0.0000 0.000 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 182 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W4 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 17.939 25.342 Max Upward from Load Combinations 17.939 25.342 Max Upward from Load Cases 9.629 13.173 D Only 8.311 12.169 +D+L 17.939 25.342 +D+0.750L 15.532 22.049 +0.60D 4.986 7.301 L Only 9.629 13.173 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 183 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W5 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.240) D(0.420:Q0.60) D(0.4P4 L(0.60) W i Bx46 Span-7.750 R Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2ND FLOOR) Uniform Load : D = 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (3RD FLOOR) Uniform Load : D= 0.0120 ksf, Tributary Width = 20.0 ft, (WALLS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.076: 1 Maximum Shear Stress Ratio= 0.068 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 17.118 k-ft Va:Applied 8.835 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 19,624 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.009 in Ratio= 10329 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-M-es- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 7.73 ft 1 0.036 0.032 8.11 8.11 377.92 226.30 1.00 1.00 4.19 195.48 130.32 Dsgn. L= 0.02 ft 1 0.000 0.032 0.09 0.09 377.92 226.30 1.00 1.00 4.18 195.48 130.32 +D+L Dsgn. L= 7.73 ft 1 0.076 0.068 17.12 17.12 377.92 226.30 1.00 1.00 8.84 195.48 130.32 Dsgn. L= 0.02 ft 1 0.001 0.068 0.20 0.20 377.92 226.30 1.00 1.00 8.83 195.48 130.32 +D+0.750L Dsgn. L= 7.73 ft 1 0.066 0.059 14.87 14.87 377.92 226.30 1.00 1.00 7.67 195.48 130.32 Dsgn. L= 0.02 ft 1 0.001 0.059 0.17 0.17 377.92 226.30 1.00 1.00 7.67 195.48 130.32 +0.60D Dsgn. L= 7.73 ft 1 0.021 0.019 4.87 4.87 377.92 226.30 1.00 1.00 2.51 195.48 130.32 Dsgn. L= 0.02 ft 1 0.000 0.019 0.06 0.06 377.92 226.30 1.00 1.00 2.51 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0090 3.897 0.0000 0.000 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 184 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W5 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 8.835 8.835 Max Upward from Load Combinations 8.835 8.835 Max Upward from Load Cases 4.650 4.650 D Only 4.185 4.185 +D+L 8.835 8.835 +D+0.750L 7.673 7.673 +0.60D 2.511 2.511 L Only 4.650 4.650 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 185 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending o(O.,40) , r D(0 240) D(0.420)L(0.60) D 0.420 L 0,80 (9.789M. 4.050) 'a 0(3Y789)L(4.050) D(0.560)L(0.3920) l W 18x46 1 TT Span=22.0 h Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D= 0.040, L=0.0280 ksf, Tributary Width = 14.0 ft, (2ND FLOOR) Point Load : D= 3.789, L=4.050 k @ 5.0 ft, (T12) Point Load : D= 3.789, L=4.050 k @ 18.50 ft, (T12) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 0.0-->>5.0 ft, Tributary Width = 15.0 ft Uniform Load : D= 0.0280, L=0.040 ksf, Extent=4.750-->>22.0 ft, Tributary Width = 15.0 ft Uniform Load : D= 0.0120 ksf, Extent=4.750-->>22.0 ft, Tributary Width =20.0 ft Uniform Load : D= 0.0120 ksf, Extent=0.0-->>5.0 ft, Tributary Width =20.0 ft, (WALLS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.742: 1 Maximum Shear Stress Ratio= 0.251 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 167.992 k-ft Va:Applied 32.775 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 22.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.339 in Ratio= 778 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.731 in Ratio= 361 > 360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-Fules- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 22.00 ft 1 0.399 0.134 90.35 90.35 377.92 226.30 1.00 1.00 17.50 195.48 130.32 +D+L Dsgn. L= 22.00 ft 1 0.742 0.251 167.99 167.99 377.92 226.30 1.00 1.00 32.78 195.48 130.32 +D+0.750L Dsgn. L= 22.00 ft 1 0.657 0.222 148.58 148.58 377.92 226.30 1.00 1.00 28.96 195.48 130.32 +0.60D 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 186 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W6 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary OT Sheai-VaTu—es— Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn. L= 22.00 ft 1 0.240 0.081 54.21 54.21 377.92 226.30 1.00 1.00 10.50 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.7312 11.000 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 31.882 32.775 Max Upward from Load Combinations 31.882 32.775 Max Upward from Load Cases 17.079 17.504 D Only 17.079 17.504 +D+L 31.882 32.775 +D+0.750L 28.181 28.957 +0.60D 10.247 10.502 L Only 14.803 15.271 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 187 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W7 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.240) L(2.250) D(4.10)L(4.50) D(2-052)L(2.250) D(0.420)L(0.60)D(2'0 D(0.3920 L 0.560 p W 18x46 j Span=22.330 R �T�T Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 14.0 ft, (2ND FLOOR) Point Load : D=2.052, L=2.250 k @ 5.60 ft, (T13) Point Load : D=4.10, L=4.50 k @ 13.50 ft, (T13 X2) Point Load : D=2.052, L=2.250 k @ 21.40 ft, (T13) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 0.0-->>5.50 ft, Tributary Width = 15.0 ft, (3RD FLOOR) Uniform Load : D= 0.0120 ksf, Extent=0.0-->>5.50 ft, Tributary Width =20.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.553: 1 Maximum Shear Stress Ratio= 0.184 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 125.108 k-ft Va:Applied 24.022 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.293 in Ratio= 913 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.545 in Ratio= 491 > 360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary OT ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 22.33 ft 1 0.255 0.087 57.73 57.73 377.92 226.30 1.00 1.00 11.32 195.48 130.32 +D+L Dsgn. L= 22.33 ft 1 0.553 0.184 125.11 125.11 377.92 226.30 1.00 1.00 24.02 195.48 130.32 +D+0.750L Dsgn. L= 22.33 ft 1 0.478 0.160 108.26 108.26 377.92 226.30 1.00 1.00 20.85 195.48 130.32 +0.60D Dsgn. L= 22.33 ft 1 0.153 0.052 34.64 34.64 377.92 226.30 1.00 1.00 6.79 195.48 130.32 Project Title: 18625 67th Ave. NE, 1/10/2024 Engineer: Structural Calculations, Pg. 188 of 208 Project ID: Project Descr: Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W7 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.5453 11.165 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 24.022 22.397 Max Upward from Load Combinations 24.022 22.397 Max Upward from Load Cases 12.705 12.100 D Only 11.317 10.297 +D+L 24.022 22.397 +D+0.750L 20.846 19.372 +0.60D 6.790 6.178 L Only 12.705 12.100 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 189 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W8 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.635 L(0.50) D(0 240 D(1.635 L(0.50) 8 6- D(0.420 L 0.60 D(O.420?L(0.60) W 18X46 Span=12.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2ND FLOOR) Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (3RD FLOOR) Point Load : D= 1.635, L=0.50 k @ 1.330 ft, (T27) Point Load : D= 1.635, L=0.50 k @ 7.750 ft, (T27) Uniform Load : D= 0.0120 ksf, Tributary Width =20.0 ft, (2ND FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.221 : 1 Maximum Shear Stress Ratio= 0.130 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 49.920 k-ft Va:Applied 16.934 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio= 4,658 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.066 in Ratio= 2236 > 360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 12.25 ft 1 0.115 0.069 25.97 25.97 377.92 226.30 1.00 1.00 8.95 195.48 130.32 +D+L Dsgn. L= 12.25 ft 1 0.221 0.130 49.92 49.92 377.92 226.30 1.00 1.00 16.93 195.48 130.32 +D+0.750L Dsgn. L= 12.25 ft 1 0.194 0.115 43.93 43.93 377.92 226.30 1.00 1.00 14.94 195.48 130.32 +0.60D Dsgn. L= 12.25 ft 1 0.069 0.041 15.58 15.58 377.92 226.30 1.00 1.00 5.37 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.0658 6.160 0.0000 0.000 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 190 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W8 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 16.934 15.829 Max Upward from Load Combinations 16.934 15.829 Max Upward from Load Cases 8.955 8.109 D Only 8.955 8.109 +D+L 16.934 15.829 +D+0.750L 14.939 13.899 +0.60D 5.373 4.865 L Only 7.979 7.721 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 191 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W9 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.42p)L(0. a�-3 - L(4.71 S) D 0.240 D 0.420 L(0.60) W 18x48 Span=20.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2ND FLOOR) Point Load : D =4.176, L=4.713 k @ 4.250 ft, (T14) Uniform Load : D= 0.0120 ksf, Extent=0.0-->>4.250 ft, Tributary Width=20.0 ft, (Walls) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 0.0-->>4.250 ft, Tributary Width = 15.0 ft, (3rd floor) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.374: 1 Maximum Shear Stress Ratio= 0.176 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 84.583 k-ft Va:Applied 22.935 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.177 in Ratio= 1,407 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.323 in Ratio= 771 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 20.75 ft 1 0.169 0.082 38.34 38.34 377.92 226.30 1.00 1.00 10.67 195.48 130.32 +D+L Dsgn. L= 20.75 ft 1 0.374 0.176 84.58 84.58 377.92 226.30 1.00 1.00 22.93 195.48 130.32 +D+0.750L Dsgn. L= 20.75 ft 1 0.323 0.152 73.02 73.02 377.92 226.30 1.00 1.00 19.87 195.48 130.32 +0.60D Dsgn. L= 20.75 ft 1 0.102 0.049 23.00 23.00 377.92 226.30 1.00 1.00 6.40 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.3229 9.960 0.0000 0.000 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 192 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W9 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 22.935 13.429 Max Upward from Load Combinations 22.935 13.429 Max Upward from Load Cases 12.262 7.451 D Only 10.673 5.977 +D+L 22.935 13.429 +D+0.750L 19.869 11.566 +0.60D 6.404 3.586 L Only 12.262 7.451 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 193 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 10 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.240) D(0.3920)L(0.560) a D(0.3920)L(0.560) a- a j W t 8x46 j 8yeA=18-0 ft fly Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 14.0 ft, (2ND FLOOR) Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 14.0 ft, (3RD FLOOR) Uniform Load : D= 0.0120 ksf, Tributary Width = 20.0 ft, (WALLS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.437: 1 Maximum Shear Stress Ratio= 0.160 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 98.824 k-ft Va:Applied 20.805 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.160 in Ratio= 1,426 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.312 in Ratio= 730 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-M-es- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 19.00 ft 1 0.213 0.078 48.28 48.28 377.92 226.30 1.00 1.00 10.17 195.48 130.32 +D+L Dsgn. L= 19.00 ft 1 0.437 0.160 98.82 98.82 377.92 226.30 1.00 1.00 20.81 195.48 130.32 +D+0.750L Dsgn. L= 19.00 ft 1 0.381 0.139 86.19 86.19 377.92 226.30 1.00 1.00 18.15 195.48 130.32 +0.60D Dsgn. L= 19.00 ft 1 0.128 0.047 28.97 28.97 377.92 226.30 1.00 1.00 6.10 195.48 130.32 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.3124 9.554 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 20.805 20.805 Max Upward from Load Combinations 20.805 20.805 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 194 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 10 Vertical Reactions Support notation : Far left is# Values in KIPS Load Combination Support 1 Support 2 Max Upward from Load Cases 10.640 10.640 D Only 10.165 10.165 +D+L 20.805 20.805 +D+0.750L 18.145 18.145 +0.60D 6.099 6.099 L Only 10.640 10.640 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 195 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 11 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.240) D(0.4480)L(0.840) D O( 4480�L(0 840) a W 18x46 Span= 15.80 ft A, Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 16.0 ft, (2ND FLOOR) Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 16.0 ft, (3RD FLOOR) Uniform Load : D= 0.0120 ksf, Tributary Width = 20.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.333: 1 Maximum Shear Stress Ratio= 0.146 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 75.391 k-ft Va:Applied 19.086 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.087 in Ratio= 2,171 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.165 in Ratio= 1150 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-M-es- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 15.80 ft 1 0.157 0.069 35.45 35.45 377.92 226.30 1.00 1.00 8.97 195.48 130.32 +D+L Dsgn. L= 15.80 ft 1 0.333 0.146 75.39 75.39 377.92 226.30 1.00 1.00 19.09 195.48 130.32 +D+0.750L Dsgn. L= 15.80 ft 1 0.289 0.127 65.41 65.41 377.92 226.30 1.00 1.00 16.56 195.48 130.32 +0.60D Dsgn. L= 15.80 ft 1 0.094 0.041 21.27 21.27 377.92 226.30 1.00 1.00 5.38 195.48 130.32 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.1648 7.945 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 19.086 19.086 Max Upward from Load Combinations 19.086 19.086 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 196 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 11 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from Load Cases 10.112 10.112 D Only 8.974 8.974 +D+L 19.086 19.086 +D+0.750L 16.558 16.558 +0.60D 5.385 5.385 L Only 10.112 10.112 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 197 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 12 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(4.069)L(4.350) D(1.635 L(0.50) D(4.069)SL(d:35p� O(0.240) D 0.44a0 L 0.640 b D O. 20 L 0.60 b W18x46 �C 4�1T Span=22.0 ft �T Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2ND FLOOR) Point Load : D =4.069, L=4.350 k @ 2.0 ft, (T15) Point Load : D=4.069, L=4.350 k @ 16.850 ft, (T15) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 16.850-->>22.0 ft, Tributary Width = 16.0 ft, (3RD FLOOR) Uniform Load : D= 0.0120 ksf, Extent= 16.850-->>22.0 ft, Tributary Width=20.0 ft, (WALL) Point Load : D= 1.635, L=0.50 k @ 10.50 ft, (T27) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.508: 1 Maximum Shear Stress Ratio= 0.199 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 115.062 k-ft Va:Applied 25.997 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 22.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.259 in Ratio= 1,020 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.501 in Ratio= 527 > 360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary OT ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 22.00 ft 1 0.247 0.096 55.94 55.94 377.92 226.30 1.00 1.00 12.52 195.48 130.32 +D+L Dsgn. L= 22.00 ft 1 0.508 0.199 115.06 115.06 377.92 226.30 1.00 1.00 26.00 195.48 130.32 +D+0.750L Dsgn. L= 22.00 ft 1 0.443 0.174 100.27 100.27 377.92 226.30 1.00 1.00 22.63 195.48 130.32 +0.60D Dsgn. L= 22.00 ft 1 0.148 0.058 33.56 33.56 377.92 226.30 1.00 1.00 7.51 195.48 130.32 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 198 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 12 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.5010 11.251 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 23.267 25.997 Max Upward from Load Combinations 23.267 25.997 Max Upward from Load Cases 12.220 13.476 D Only 11.047 12.521 +D+L 23.267 25.997 +D+0.750L 20.212 22.628 +0.60D 6.628 7.513 L Only 12.220 13.476 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg. 199 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 13 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.240) a L(2.363) _ D(0.420)L(0.60) D(0.420 L 0.60 A, W 18x46 j Span=20.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2ND FLOOR) Point Load : D=2.132, L=2.363 k @ 12.60 ft, (T16) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 0.0-->> 12.60 ft, Tributary Width = 15.0 ft, (3RD FLOOR) Uniform Load : D= 0.0120 ksf, Extent=0.0-->> 12.60 ft, Tributary Width=20.0 ft, (WALLS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.532: 1 Maximum Shear Stress Ratio= 0.182 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 120.291 k-ft Va:Applied 23.656 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.228 in Ratio= 1,079 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.434 in Ratio= 566 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 20.50 ft 1 0.253 0.087 57.29 57.29 377.92 226.30 1.00 1.00 11.36 195.48 130.32 +D+L Dsgn. L= 20.50 ft 1 0.532 0.182 120.29 120.29 377.92 226.30 1.00 1.00 23.66 195.48 130.32 +D+0.750L Dsgn. L= 20.50 ft 1 0.462 0.158 104.54 104.54 377.92 226.30 1.00 1.00 20.58 195.48 130.32 +0.60D Dsgn. L= 20.50 ft 1 0.152 0.052 34.37 34.37 377.92 226.30 1.00 1.00 6.82 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.4344 10.191 0.0000 0.000 18625 67th Ave.NE, 1/10/2024 Structural Calculations,Pg.200 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 13 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 23.656 18.568 Max Upward from Load Combinations 23.656 18.568 Max Upward from Load Cases 12.297 9.926 D Only 11.358 8.643 +D+L 23.656 18.568 +D+0.750L 20.581 16.087 +0.60D 6.815 5.186 L Only 12.297 9.926 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.201 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 14 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending a D 0.240 L(2.363) D 0.420 L 0.60 D 0.420 L 0.60 W 18x46 Span=16.750 ft d Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2ND FLOOR) Point Load : D =2.132, L=2.363 k @ 8.750 ft, (T16) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 0.0-->>8.750 ft, Tributary Width = 15.0 ft, (3RD FLOOR) Uniform Load : D= 0.0120 ksf, Extent=0.0-->>8.750 ft, Tributary Width=20.0 ft, (WALLS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.351 : 1 Maximum Shear Stress Ratio= 0.147 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 79.408 k-ft Va:Applied 19.220 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.099 in Ratio= 2,033 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.187 in Ratio= 1075 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 16.75 ft 1 0.166 0.071 37.48 37.48 377.92 226.30 1.00 1.00 9.19 195.48 130.32 +D+L Dsgn. L= 16.75 ft 1 0.351 0.147 79.41 79.41 377.92 226.30 1.00 1.00 19.22 195.48 130.32 +D+0.750L Dsgn. L= 16.75 ft 1 0.305 0.128 68.93 68.93 377.92 226.30 1.00 1.00 16.71 195.48 130.32 +0.60D Dsgn. L= 16.75 ft 1 0.099 0.042 22.49 22.49 377.92 226.30 1.00 1.00 5.51 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.1870 8.231 0.0000 0.000 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.202 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 14 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 19.220 14.156 Max Upward from Load Combinations 19.220 14.156 Max Upward from Load Cases 10.032 7.631 D Only 9.188 6.525 +D+L 19.220 14.156 +D+0.750L 16.712 12.248 +0.60D 5.513 3.915 L Only 10.032 7.631 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.203 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 15 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.240) L(2.775) a D(0.420 L 0.60 D(017.420)L .60 i W 18x46 L Span=16.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2ND FLOOR) Point Load : D=2.532, L=2.775 k @ 8.660 ft, (T17) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 0.0-->>8.660 ft, Tributary Width = 15.0 ft, (3RD FLOOR) Uniform Load : D= 0.0120 ksf, Extent=0.0-->>8.660 ft, Tributary Width=20.0 ft, (WALLS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.348: 1 Maximum Shear Stress Ratio= 0.147 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 78.782 k-ft Va:Applied 19.144 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.092 in Ratio= 2,122 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.174 in Ratio= 1119 >=360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 16.25 ft 1 0.165 0.070 37.27 37.27 377.92 226.30 1.00 1.00 9.16 195.48 130.32 +D+L Dsgn. L= 16.25 ft 1 0.348 0.147 78.78 78.78 377.92 226.30 1.00 1.00 19.14 195.48 130.32 +D+0.750L Dsgn. L= 16.25 ft 1 0.302 0.128 68.40 68.40 377.92 226.30 1.00 1.00 16.65 195.48 130.32 +0.60D Dsgn. L= 16.25 ft 1 0.099 0.042 22.36 22.36 377.92 226.30 1.00 1.00 5.50 195.48 130.32 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.1742 8.032 0.0000 0.000 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.204 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 15 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 19.144 14.397 Max Upward from Load Combinations 19.144 14.397 Max Upward from Load Cases 9.983 7.738 D Only 9.162 6.659 +D+L 19.144 14.397 +D+0.750L 16.648 12.462 +0.60D 5.497 3.995 L Only 9.983 7.738 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.205 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 16 CODE REFERENCES Calculations per AISC 360-16, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D 0.240 L(2.775) D(1.635) (0.4980) D(1.635) (0.4980) D(0.420)L(0.60) D(0 420�L(0.60) e 7 i W 18x46 Span=18.750 R A-1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D= 0.0280, L=0.040 ksf, Tributary Width = 15.0 ft, (2ND FLOOR) Point Load : D=2.532, L=2.775 k @ 9.250 ft, (T17) Uniform Load : D= 0.0280, L=0.040 ksf, Extent= 0.0-->>9.250 ft, Tributary Width = 15.0 ft, (3RD FLOOR) Uniform Load : D= 0.0120 ksf, Extent=0.0-->>9.250 ft, Tributary Width=20.0 ft, (WALLS) Point Load : D= 1.635, L=0.4980 k @ 12.750 ft, (T27) Point Load : D= 1.635, L=0.4980 k @ 17.50 ft, (T27) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.471 : 1 Maximum Shear Stress Ratio= 0.171 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma:Applied 106.621 k-ft Va:Applied 22.287 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.159 in Ratio= 1,415 > 480. Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <480.0 n/a Max Downward Total Deflection 0.314 in Ratio= 716 > 360. Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <360.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary OT ShearVa-FuTes- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 18.75 ft 1 0.232 0.084 52.48 52.48 377.92 226.30 1.00 1.00 10.88 195.48 130.32 +D+L Dsgn. L= 18.75 ft 1 0.471 0.171 106.62 106.62 377.92 226.30 1.00 1.00 22.29 195.48 130.32 +D+0.750L Dsgn. L= 18.75 ft 1 0.411 0.149 93.09 93.09 377.92 226.30 1.00 1.00 19.44 195.48 130.32 +0.60D Dsgn. L= 18.75 ft 1 0.139 0.050 31.49 31.49 377.92 226.30 1.00 1.00 6.53 195.48 130.32 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.206 of 208 Steel Beam LIC#:KW-06013604,Build:20.23.06.01 Bradley Engineering,Inc. (c)ENERCALC INC 1983-2023 DESCRIPTION: W 16 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+L 1 0.3143 9.268 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 22.287 18.928 Max Upward from Load Combinations 22.287 18.928 Max Upward from Load Cases 11.405 9.762 D Only 10.883 9.762 +D+L 22.287 18.928 +D+0.750L 19.436 16.636 +0.60D 6.530 5.857 L Only 11.405 9.166 18625 67th Ave. NE, 1/10/2024 Str tural Calculati S 207 of 208 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C44SIRLICTION ALC aPo� "`@ax. to NO Important:Top and bottom must be laterally supported at supports and at Oft max.intervals.Dynamic loading not considered.Compliant with 2018 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Ironwood Apts Building 1 Beam I.D.: W17 Load and Span Diagram(Not To Scale.Pitch,ifany,notshown) 1,200 Other Info.: ELEV.SAFETY BEAM 1,000 800 Main Span,L= 7.00 ft --600 Main Span Max.Allowed Live Defl:L/ 480 ............ i=0.18 in a goo -.... ....... .... .... v 200 Main Span Max.Allowed Total Defl:L/ 360 =0.23 in o 0 Cantilever(Overhang)Exists? No V J-200 1 2 3 4 5 6 8 -400 Pitch if Sloped: 0.0:12 -600 Span(ft) Load Duration Temp const'n:1.25 Loads From Continuous Member? No - Add Self Wt.? QQ Yes No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No _V GluLams Only: Not press treated w Dry log deg F&ies: Concentrated(Point)Loads Trib.Length, Live Load.psf Dead Load.psf Trib.Width,ft. ft. Live Ibs Dead Ibs Location.ft Point Load C Description,optional Elevator Safety Beam 10,000 Ib xc= 3.50 ft Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch(North) Timber Material Douglas Fir-Larch(North) Lumber Grade No.1/No.2 Timber Grade No.1 Acceptable Solutions Acceptable Solutions 12 x 12 6x14 14x14 - List properties for what 8 x 12 16 x 16 size lumber? 4x12• 10x12 - SlfWt=15.51 E=1600000 Slf Wt=8.12 for what List properties 6 x 1z P- size? Fb=1625 Fv=213 Fcp=625 E=1600000 Fb=1275 Fv=225 Fc Glued Laminated Members(GLIB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) 3-1/2"x 11-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/2" 3 1/8"x 11 7/8" 5 1/2"x 9 1/2" Slf Wt= 18.5 List properties List properties for what 3 1/2"x 11 7/8" 6 3/4"x 9" for what size? 7_x 11-1/4_ J Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 10 1/2" 8 3/4"x 9" I-Level,TJI 51/2"x117/8" V Web - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 2.0E Microllam LVL-Multi-ply No List properties for what 1 (3)1-3/4" x 9-1/2" size LVL? (2)1-3/4" x 11-718"1 (4)1-3/4" x 9-1/2" - (2)1-3/4'x 11-7/8' V Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 5-1/4" x 9-1/2" List properties (3)1-3/4"x 11-7/8" size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" for what size? 3-1/2"It 11-7/8" 3-1/2•x 11-7/8" v Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 1(3)1-3/4-x 1B• Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member A365teelw-shape V Final Member Results Final Member:W8X18,A36 Steel W- Bending Overdesign: 55.1 r Material Library Choose From All Sizes Of Beam Type . Shape Shear Overdesign:432.5% Final Size: w8x18 V Deflection Overdesign: 154.4% Min.Bearing Lengths- Use Conditions Selected: Bearing/Buckling Overdsgn: 154.1 Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 55.1 Actual Member Size:5.25"W x 8.14"D 7.00 ftF Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reci'd For Maximums R-Le Left R,-Right Max.Positive Moment::17,610 ft-lb 3.50 ft Main Span Full Strength: ............................................. ...............................;...........................................................................................................P......... Live Load: 5,000 lb 5,000 lb Max.Negative Moment:i0 ft-lb 0.00 ft Main Span Lateral ........................................................................................................................................................................................................ Dead Load: 63 Ib 63 Ib Max Design Shear:5,063 lb 0.00 ft Main Span ..............................................................................._........................................................................................................................ Total Load: 5,063 lb 5,063 lb Main Span Max.Downward: 0.069"/0.069" 3.50'/3.50' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): ........................................................................................................................................................................................................ Main Span Max.upward-1. 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Le Left R,-Right Deflection(Live/Total)': ................................ ..........................................a........................................................................................................................ Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total)::N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead: 381b 381b Cant. Defl:(Live/Total):N/A N/A N/A sending Red'm .... ............ a. ....... .............................. Net Reaction 0 Ito 0 Ib Req'd El,Not Incl.Self Wt.:17.056E+08 Actual El: 1.80E+09 5 Live Case Causing Min N/A N/A Approx.Self Weight::18.00 pif Approx.Tot.Wt.: 126 Ib Allowed Moment: Min.Calc'd Bearing Lengths:: 26,033 ft-lb W17 18625 67th Ave. NE, 1/10/2024 Structural Calculations, Pg.208 of 208 General guidelines for minimum number of 2X6 Jack and King Studs Required. Number of full height studs(Kings)-This table based off King height,size of opening,and exposure King Height H <_ 10' 10'< H :512' 12'< H < 16' Wind Category Cat B Cat C Cat D Cat B Cat C Cat D Cat B Cat C Cat D 4' Header 1 1 1 1 1 1 2 2 2 6' Header 1 2 2 1 2 2 2 3 3 8' Header 1 2 2 1 2 2 2 3 3 10' Header 2 2 2 2 3 3 3 4 4 12' Header 2 2 3 2 3 3 3 4 4 14' Header 2 2 3 2 3 3 3 4 4 16' Header 2 2 3 2 4 4 3 NA NA 18' Header 2 2 3 2 4 4 3 NA NA H is the height of the King Stud (i.e.full height stud continuous from base plate to double top plate) This table is based off IRC 2018 Table R602.7.5 and adapted via rational analysis per IBC 1604.4 For walls over 16', additional analysis required (Use LVL studs U.N.0) Number of studs supporting header(Jacks)-This table based off the vertical load and height of Jack Jack Height 5'Jack 6'Jack 7'Jack 8'Jack 9'Jack 10'Jack 11'Jack 12'Jack 13'Jack 1000 lb point load 1 1 1 1 1 1 1 1 1 2000 lb point load 1 1 1 1 1 1 1 1 1 3000 lb point load 1 1 1 1 1 1 1 2 2 4000 lb point load 1 1 1 1 2 2 2 2 2 5000 lb point load 2 2 2 2 2 2 2 2 3 6000 lb point load 2 2 2 2 2 2 2 3 3 7000 lb point load 2 2 2 2 2 3 3 3 3 8000 lb point load 2 2 2 2 3 3 3 3 4 9000 lb point load 3 3 3 3 3 3 3 4 1 4 10000 lb point load 3 3 3 3 3 3 4 4 NA These calculations were performed with Weyehauser Forte in Oct. 2022 Point load is live plus dead load. e.g. 3,000 Live+2,000 Dead =5,000 lb point load Use the more conservative option if interpolating between values Diagram of typical window and door openings in exterior stud wall (typ.) TOP CRIPPLE STUDS DOUBLE TOP PLATE, TOP CRIPPLE STUDS OVERLAP 4'MIN. HEADER HEADER WINDOW OPENING DOOR KING STUDS OPENING JACK STUDS---- KING STUDS SILL PLATE JACK STUDS CRIPPLE % BOTTOM STUDS PLATE CITY OF ARLINGTON ` 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 18725 67TH AVE NE Permit#: 5516 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31052300200500 DATE OF ISSUANCE. Scope of Work:New construction of a 3-story mixed use building Valuation: 10756649.53 OWNER APPLICANT CONTRACTOR GRANDVIEW NORTH LLC Grandview North LLC GRANDVIEW NORTH LLC 18705 67TH AVE NE PO Box 159 PO BOX 159 ARLINGTON,WA 98223 Arlington,WA 98223 ARLINGTON,WA 98223 360-435-7171 360-435-7171 LIC:601 858 917 EXP:05/31/2024 LIC:GRANDNLO13KP EXP:07/14/2024 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2018 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 82 OCC GROUP: R-2;Residential BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 03/06/2024 Applicant Signature Date Building Official Date CONDITIONS FOG abatement and a discharge agreement will be required for any future commercial tenants requiring such.Class 1 at the moment.Adhere to the approved plans.Approved job copy shall be onsite for inspections.Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 03/06/2024 Building Plan Review $40,314.74 03/06/2024 Processing/Technology $25.00 03/06/2024 Building Permit $62,022.67 03/06/2024 Park-Community MF $122,754.00 03/06/2024 Traffic Mitigation-C/MF $228,732.00 03/06/2024 State Surcharge-1st DU $6.50 03/06/2024 State Surcharge-add'I DU $162.00 03/06/2024 State Surcharge-Commercial $25.00 Total Due: $454,041.91 Total Payment: $40,314.74 Balance Due: $413,727.17 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail CITY OF ARLINGTON ` 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 18725 67TH AVE NE Permit#: 5516 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31052300200500 DATE OF ISSUANCE. Scope of Work:New construction of a 3-story mixed use building Valuation: 10756649.53 OWNER APPLICANT CONTRACTOR GRANDVIEW NORTH LLC Grandview North LLC GRANDVIEW NORTH LLC 18705 67TH AVE NE PO Box 159 PO BOX 159 ARLINGTON,WA 98223 Arlington,WA 98223 ARLINGTON,WA 98223 360-435-7171 360-435-7171 LIC:601 858 917 EXP:05/31/2024 LIC:GRANDNLO13KP EXP:07/14/2024 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2018 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 82 OCC GROUP: R-2;Residential BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. J) 03 07 2 03/06/2024 Applicant Signature Date Building Official Date CONDITIONS FOG abatement and a discharge agreement will be required for any future commercial tenants requiring such.Class 1 at the moment.Adhere to the approved plans.Approved job copy shall be onsite for inspections.Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 03/06/2024 Building Plan Review $40,314.74 03/06/2024 Processing/Technology $25.00 03/06/2024 Building Permit $62,022.67 03/06/2024 Park-Community MF $122,754.00 03/06/2024 Traffic Mitigation-C/MF $228,732.00 03/06/2024 State Surcharge-1st DU $6.50 03/06/2024 State Surcharge-add'I DU $162.00 03/06/2024 State Surcharge-Commercial $25.00 Total Due: $454,041.91 Total Payment: $40,314.74 Balance Due: $413,727.17 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail Snohomish County Planning and Development Services REG RECEIPT: 23863-1031962 CASHIER ID: SCDSJB 03/08/2024 Date Printed: March 8, 2024 10:49 5602-Arlington Interlocal 15,307.20 Sub Total 159307.20 Sales Tax 0.00 NC-SalesTax 0.00 TOTAL DUE 15,307.20 RECEIVED FROM: Grandview North, LLC CHECK 15,307.20 TOTAL TENDERED 15,307.20 CHANGE DUE 0.00 3/8/24, 11:30 AM InTouch Pay-Point-of-Sale District Office 315 N French Ave Arlington,WA 98223 Receipt#:21833 Clerk:Priest Terminal:2 3/8/2024 11:31 AM NMITIGATION FEES,MITIGATION Qty Item Amount 1 000MITIGATION 72555.00 Mitigation Fees IRONWOOD Sub Total 72555.00 Tax 0.00 Total 72555.00 Check 72555.00 18005 Change Due 0.00 https://app.intouchpay.com/pointofsale/receipt 1/1 ✓ APPLICATION STATUS SA F E bu l It"LLC ❑ Initial Review ® 2 Review ❑ 311 Review WASHINGTON ❑ Approved With Conditions ❑ APPROVED PLAN REVIEW FROM SAFEBUILT APPLICANT: GRANDVIEW NORTH LLC EMAIL: GV@GRANDVIEWINC.NET PHONE # 360-435-7171 DATE: 11/10/23 FROM: Lou Tyler EMAIL: Ityler@safebuilt.com PROJECT: IRONWOOD APT PHONE # 206-503-5948 ADDRESS: 18725 67T" AVE NE PERMIT NUMBER: BLD-5516 BLDG 1 OCCUPANCY GROUP: R-2/13 CODES REVIEWED: TYPE OF CONSTRUCTION: V-B ❑ 2015 IRC ® 2018 IBC ® 2018 IMC NUMBER OF STORIES: 3 ® 2018 UPC ® 2018 IFGC ® 2018 WSEC For processing: Please re-submit in full the entire completed document sets with all revisions clouded or otherwise identified and respond in writing to each comment by marking the attached list or creating a separate response letter. Please send electronic revisions of review comment responses to the attention to the City of Arlington. Be sure to include on the resubmittals the engineer's or architect's "wet" stamp, signature, registration number and date on the cover page of any structural calculations, all details, and affected sheets of the plans. Please understand that other review agencies/divisions may have revision comments, which are not contained within this comment letter. Please contact the local jurisdiction for a list of these agencies. Sincerely, Lo-w Zm -7elem Sr. Plans Examiner Phone: 206-503-5948 1621 114th Ave SE, Ste 219 Bellevue WA 98004 ltyler(a,safebuilt.com 11Page This is a second comment letter to request further clarification of items remaining from the first comment letter. COMMENTS ITEM SHEET COMMENT 1. COVER ENERGY INFORMATION SHEET There is inconsistencies with the energy information on the cover sheet and what was relayed in response letter from Glenn C Wells dated 10/12/23 Item 4. • Please correct the cover sheet to match the information shown in the letter. A DRAWING INDEX GENERAL A 0 1 Item 4.:The WSEC credits have been modified to the enclosed which will A0.1 SITE PLAN DETAILS segregate the residential portion from the commercial space,which will remain ARCHPPECfURAL as stated on the cover sheet.All of the commercial spaces have been revised to A7.0 FIRST FLOOR PLAN "Shell only".The existing mechanical plan has been deleted and will be A2.0 SECOND FLOOR PLAN resubmitted at the time of tenant improvements.Separate WSEC lighting and mechanical forms will be submitted with the TI package. A3.0 THIRD FLOOR PLAN A4.0 ROOF PLAN Energy Credits C406.1 A5.0 ELEVATIONS 3.Heating option:electric heat only: -1 point A5.1 ELEVATIONS 2.1 Air leakage control and efficient ventilation: 1 point A6.0 BUILDING SECTIONS 5.3 Efficient water heating: 1 point A6.1 BUILDING SECTIONS 6.1 Solar electric system: 2 points A6.2 BUILDING SECTIONS 7.1 Appliance package: 1.5 points A7.0 WALL SECTIONS&DETAILS Total: 4.5 points A8.0 FIRE RATED ASSEMBLIES A8.1 FIRE RATED ASSEMBLIES The full energy credits have been added to the cover sheet.The residential units A8.2 FIRE STOPPING DETAILS will have cadet heaters and there will not be any mechanical equipment,other A9.0 ADA TYPE-A NOTES&DETAILS than the ductless split units for the corridors,which will not have any ductwork A9.1 ADA TYPE-B NOTES &DETAILS associated with it. A10.0 PARTIAL FIRST FLOOR PLAN A10.1 PARTIAL FIRST FLOOR PLAN There is a typical unit venting diagram located on sheet A14.0 that shows the A10.2 PARTIAL FIRST FLOOR PLAN pathway for the unit venting and its relationship to the operable portion of the A11.0 PARTIAL SECOND AND THIRD FLOOR PLANS window,when applicable. A11.1 PARTIAL SECOND AND THIRD FLOOR PLANS A11.2 PARTIAL SECOND AND THIRD FLOOR PLANS A11.3 TYPICAL PLANS Al2.0 SCHEDULES A13.0 EXITING PLANS DOES NOT REFLECT THE A14.0 TYPICAL VENTING PLAN CREDITS SHOWN IN THE At 4.1 RISER DIAGRAM COMMENT LETTER MO.0 MECHANICAL SCHEDULES AND NOTES FROM GLENN WELLS M1.0 FIRST FLOOR MECHANICAL PLAN M2.0 SECOND FLOOR MECHANICAL PLAN M3.0 THIRD FLOOR MECHANICAL PLAN I P2.0 TYPICAL PLUMBING AND VENTING PLAN P3.0 RISER DIAGRAM 2018 WSEC RESIDENTIAL ENERGY CODE ENERGY CREDITS R406: 3. HEATING OPTION - ELECTRIC HEAT ONLY: -1 POINT 1.7 ADVANCED FRAMING AND RAISED HEEL TRUSSES: 0.5 POINT 2.2 OPTIONAL COMPLIANCE BASED ON SECTION R402.4.1.2. REDUCE THE TESTED AIR LEAKAGE TO 0.25 cfm/fl2 MAX. AT 50 PASCALS: 1 POINTS 5.4 ELECTRIC HEAT PUMP WATER HEATER MEETING THE STANDARS FOR TIER 1 OF NEEA,s ADVANCED WATER HEATING SPECIFICATIONS: 2 POINTS 7.1 APPLIANCE PACKAGE: 1.5 POINTS TOTAL 4.5 POINTS DEFERRED SUBMTfTALS 2018 WSEC COMMERCIAL ENERGY CODE ELECTRICAL WSEC CREDITS C406.1- 3 POINTS FIRE ALARM SYSTEM CREDIT g3: REDUCED LIGHTING POWER OPTION 2 PER C406.3.2 FRE SPRINKLER SYSTEM CREDT g5: ON-STE SUPPLY OF RENEWABLE ENERGY PER C406.5 TOTAL:66 POINTS3 POINS F YSTEM TRUSS DRAWINGS 2 Page 2. 1 ENERGY CODE SELECTIONS A6.0 • Show cross section that reflects the energy heel trusses and hardware connections for such design when selecting option 1.7. The cross seetlon does mt show advanced framing as per energy credit selected whh raised heel $r s�ecn a�.w v oc 8 i 5 •e sav a rea uasrtni KAM , 4 I a m v eai uim b ING AND VENTING PLAN 2018 WSEC RESIDENTIAL ENERGY CODE T G 0 T N L C NVl'%PMNT 'I 1.7 ADVANCED FRAMING AND RAISED HEEL TRUSSES: 0.5 POINT T A A cm AT Y FA45CAL�.' 5.4 ELECTRIC HEAT PUMP WATER HEATER MEETING THE STANDARS FOR TIER 1 OF NEEA's ADVANCED WATER HEATING SPECIFICATIONS: 2 POINTS 7.1 APPLIANCE PACKAGE: 1.5 POINTS TOTAL 4.5 POINTS is 2018 WSEC COMMERCIAL ENERGY CODE WSEC CREDITS C406.1- 3 POINTS CREDIT y3: REDUCED LIGHTING POWER OPTION 2 PER C406.3.2 3 POINTS CREDIT p5: ON-STE SUPPLY OF RENEWABLE ENERGY PER C406.5 TOTAL: 6 POINTS 3. A6.2 FIRE BLOCKING AND A8.0 This correction remains as this has not addressed fully for the horizontal requirement with example shown below. • Show fire blocking per 2018 International Building Code (IBC) Section 718.2.2 and 718.2.3 Vertically at the ceiling and floor levels and horizontally at intervals not exceeding 10'. (To be addressed on main floor throughout.) • Verify the corridor ceiling is constructed properly as many trades people use this area to hide ducts, electrical, and communication wiring. Show how the trades will install their lines and maintain fire separation as required between floors.NO DETAIL WAS PROVIDED SHOWING FIREBLOCKING. 3 P a g c i !WALL I I-OJR ROOF/ CEILING HALLWAY NONRATED 4 NU NDED CEILMG A .1 Subfloor F loor joist. Ijoistotru truss Insulation Soffit secured _ Finish ::all and Soffit in place ceiling materials Wood stud - Fiberglass insulation provides 2 x 4 fireblock- - wall fireblock between concealed spaces of wall and floor system 4 Page CLASS"C'ASPHALT SHIMLES ROOF TRUSSES•24'O.C. OVER 30'BUILDING FELT 1 BY MAN IF. W'CDX PLYWOOD SHEATHING R-4S BLO N-N INSUL. 1WIERS T PARTITIONS N FIRE PARTITION WALL fED a/FIRE-RATED CAULK (U LATER 5/8'GIDB. NON-RATED TYP.•STAIRWAY i OTHER SHAFTS 6 I-H=(Z)LAYER 1/2'TYPE C GM. DOUBLE TOP PLATE PER 113.12 R-tl SAID GATT (U LAYER OF 5/8'TYPE'x'GWB (U LAYER OF S/8'TYPE'x"Cd16 OVER US STIRS a IS'O.C. EA SIDE(I-HOUR REQD) OVER 2.6 STUDS•IS'O.C. RESILIENT CHANNEL 4 I-SIDE RILL HEIGHT A I PER U3.C.114A2-SEE SHEET A&I o� �a NOTE: FIRE BLCCKRY•NOT TO ExCEED 10'NTERVALS (U LAYER 5l8'TYPE C GWB.OVER RESILIENT CHANNEL CL'G t ELEVATOR/ Fireblockingis 9TAIRUTAY a SIM required at all TJI FLOOR JOISTS interconnections NOTE: I PER PLAN.TYP. SEE STRUCTURAL CALCULATIONS FOR between concealed STUD WALL SCHEDULE AND TALL WALL DETAILS p vertical and horizontal b spaces,such as those created by soffits (U LAYER 5/8"TYPE C B.OVER RESILIENT C14AWEL•CL'G RESILIENT CHANNEL AN 4 I-SIDE RILL HEriHT TYP.FULL HEIGHT t EACH WALL TYP,7x4 BLK'G OVER P.T.US SILL PLATE W AB.PER PLAN 4'CONC, SEE FOUNDATION PLAN FOR A.B. SLAB ON GRADE SIZE 4 SPACING REQUIREMENTS ° 4° °° . n u • III—III—III—I I —III- -I SEE 5TR)CTURAL Dora. I—I III—I —III—� III—III— I— SOILS REPORT=I I— a MIL.vlscvEErL TYP. THICKENED SLAB PER 31RUCT. ELEVATOR/ STAIRWAY Ca, SIM. 1-HOUR FIRE BARRIER SCALE: 3/4"=1'-O* 4. 1 ADA PARKING A9.0 • Provide details for ADA parking. Show signage, length, width, and van parking. Cross reference these details with the site plan showing access to building. • Provide drawings on either a magnified parking on site plan or on the architectural drawings where this will be shown as the site plan is scaled too small. 5 Page f� _ G ow[ns�o..s 40 VAN ACCESSIBLE W-0'YIA. 9'-0' V STALL WOT-i STALL W-i ' 0' 0•W. 9-0,WN AT VAN �._ ACLLSSHLE STALL 13 1 EXIT PLAN A13.0 The exit plan did not completely address all the items that were needed to demonstrate that the exit plan is code compliant. • Include occupant loads for all floors and total occupant loads at the exits at main floor from the areas in which it serves. (Lobby not addressed.) • Please show compliance to exiting requirements of stair well according to IBC Section 1028.2 Exception 2 where ALL items have been met when passing through the main lobby. Clearly show with measurements that this has been accounted for that all firewalls are properly identified and that fire doors meet the minimum requirements per Table 716.1(2) for stairwell enclosers doors. 6 Page ..... � ELE 114 , I I w L8- q? f LY UP 2 --- X- - 0 A7 25 PERSONS a S� 1 RESIDENTIAL TYI LOBBY 1 � 100A A2 UN15EX 6° -� r 10 ) 12 — '-E ti L E A51NCs I cq DOOR SCHEDULE DOOR DOORS FRAME DOOR KICK REMARKS NO. WIDTH HEIGHT THICKNESS TYPE MAT FIN MAT FIN HDW TYPE PLATE 1 3'-0" 7'-0" 1 3/4" A ALUM BA ALUM BA 1 STOREFRONT 3 3'-0' 7'-0- 1 3/4- B SC S WD S 3 45 MIN. FIRE LABEL 5 3'-0" 7'-0- 1 3/4- B SC S WD S 2 8 3'-0' 7'-0- 1 3/4- B SC S WD S 7 IPR 3'-0" 7'-0- 1 3/4- C SC S I WD S 5 8 3'-6- 1 7'-0' 1 3/4" 1 B Sc S WD S 45 MIN.FIRE LABEL 9 3'-0' 7'-0- 1 3/4- B SC S WD S 1f 3'-0- 7'-0- 1 3/4- B SC S WD S 11 3'-0' 7'-0- 1 3/4- B SC S WD S 12 3'-0' 7-0- 1 3/4- B SC S WD S 13 3'-0- 7'-0- 1 3/4- B SC S WD S AA = ANODIZED ALUMINUM BA- BRONZED ANODIZED FG = FIBERGLASS HARDWARE TYPE 1 THRESHOLD,1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET wl LOCK,CLOSER,WEATHER SEAL,STOP 2 THRESHOLD,1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w LOCK,WEATHER SEAL,STOP 3 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET,SMOKE SEAL,CLOSER,STOP. 4 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET w LOCK,CLOSER,DRAFT SEAL, STOP. 5 2 PAIR BALL-BEARING HINGES,LEVER LATCH SET W LOCK,PANIC HARDWARE,CLOSER,STOP. 6 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET w/PRIVACY LOCK,CLOSER,STOP. 7 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET w STORE LOCK,STOP. 8 1 1/2 PAIR BALL-BEARING HINGES LEVER LATCH SET W LOCK,STOP. CLOSURE NOTES: 1. THRESHOLDS TO BE 1/2-BEVELED EDGE MAX,PROVIDE SWEEPS 0 ALL THRESHOLDS 2. ALL CLOSERS TO HAVE SILENCERS,5fs MAX INTERIOR 1 HOUR T 716.1(2) 3. THE ACTUATING PORTION OF RELEASING DEVICE SHALL EXTEND AT LEAST ONE-HALF OF THE DOOR LEAF WID--i 4. THE MAXIMUM UNLATCHING FORCE SHALL NOT EXCEED 15 POUNDS. STAIRWELL ENCLOSURE DOORS 7 Page Do ❑ ❑ ❑ ❑ ❑ ❑ ❑ L ❑ ❑ ❑ ❑ ❑ INCLUBUE OCCUPANT 1-1111 PLANS WITH TFIRSTI FLOOR EXITING PLAN 14 S27 SPECIAL INSPECTIONS Verify that welding is included on the special inspection schedule as it looks like "NO" for required inspections has been marked. Is this true? T� T 11 12'STEEL PLATE WEB (ST)µ/6"ASTM-BOLTWI NOT B TIB"I.O. SIB"DIAMETER X Y LONG 4X4%5I18 HSS COLUMN WELD TO R STIFFENERSON EACH SIDE DARD WASHER TO CONNECT THREADED ROD@24.O.C. INTERIOR TOP PLATE WITH S'1fi'FILLET OF EACH BEAM®BEAM EACN BEAM TO COLUMN.I.E.(6)T— INTER ;UIS IXd ALLSIDES BEARING LOCATIONS THRU-BOLTS FOR INTERIOR COLUMNS. 2X8 NAILER,BOLT T04X4XBI18 O AND(4)TOTAL FOR END COLUMN COLUMN WITH 5IB"I.D.STANDARD 4X4 EEP IS HSS COLUMN OUTLINE 6I6•THICK 4"X4'450EGREE >E. WASHERS AND RED-LOCTITE ID 4"%4"X—GUSSETWELOEDTOBASE GUSSETON EACH SIDE OF ND OR MIDDLE TOP PLATE PER PLAN NAIL SHEAR WALL SHEATHING TO ICE PUTS LHESCOLUMN WITH CONTINUOUS O BASE PLATE WITH 1l4' NAILERS WITH I(M AT 3"O.C.MIN. 1M'FILLET WELD G ALL EDGES CONTINUOUS FILLET WELD AT ALL CONTACTING EDGES 4-6 HSS STEEL COLUMN (6)1Ltfi'DIA HOIFS CLEAR THRCUG INTERIOR TOP PLATE DETAIL SECTION 1-1 4X4X5/16 HSS NAILER DETAIL OTY(14)TOTAL SCALE:1'=1'-0' SCALE:Y4--IW SCALE:1'=1'4Y W16X48 STEEL BEAM PER PUN, 1 MB'THREADED STUD®/8'O.C. lLG@4(Y'O.C. GTY.(1B)BEAMSSAMESDE. AND('FROM ENDS OF EACH BEAM. W1BX46 STEEL BEAM PER PUN;fFILLET ELD TO STEEL BEAM WI II4'CONT. DIFFERENT LENGTHS WELD TO STEEL BEAM WI1p'COM. OTY.(16)BEAMS SAME 512E WELD.ATTACH D(PUTEWI B'STEELPLATE WEB STIFFENERS ON EA. FILLET WELD.ATTACK 2X PLATE W/ DIFFERENT LENGTH ^f3'X1N'SO.WASNERBNUi IBE OF BEAM WEBBINGaBEAM BEARING TXB"X1M"SO.WASHERSNUT LOCATIONS.ll4"CONTINUOUS FILLET H)TI'BOLTS WITH T9'I.D. WELD@CONTACTING EDOES.ONE SIDE W18X48 BEAMS BREAK OVE0. STANDARD WASHERS. A.SIDE OF BEAM WEBBING®BEAM ER OF HSS COLUMN BOLT W16X46 TO TOP PLATEEARING LOCATIONS.1/4"CONTINUOUS (A)T/6"BOLTS WITH T/B'LD LLE T WELD W ALL CONTgcnNG FACES NDARD WASHERS. 1'4"LONG X 6"WIDE X 3I6"THICK DRILL I"DIAETER HOLE CLEAR W1BX46 TO TOP PUTS STEEL PLATEPER INTERIOR TOP THROUGH W-FLANDE FOR TIS"BOLTS1'LONG%8'WIOE X 3Id'THC%STEEL PUTS DETAILWITHIA-CONTINUOUS ER INTERIOR TOP PLATE DETAIL WITH IN- DRILLI'DIAMETERHOLECLEAR FILLET WELD ATALL CONTACTINGONTINUOUS FILLET WELD AT ALL THROUGH WiLPNGE FOR T/S"BOLTS EDGES WRIT STEEL COLUMN 39"THICKLATE 5DEGREEGUSSONTACTING EDGES WITH STEEL COLUMN IMERIIXt TOPPLATEWITH1l4'CONTINFILLETWELDATALLCONTACTINGE (2)BB•TOP PI-ATEWTEGREEGUSBETO 4 IN WAL16HSSCTAIL EV ET INTERIOR WELD AT ALL CONTACTING WALL PER DETML'EE' IN WALL PEROETpIL'EE' FILLET WELD AT ALL CONTACTING EDGES 6 W18X46 TO HSS4X4X5/16 DETAIL 7 W18X46 TO HSS4X4X5/16 DETAIL SCALE 3I4-TO" AT BEAM SPLICE SALE 311-V-" AT END COLUMN DRAWING TO BE PRINTED ON 24'X36"IN ORDER TO BE SCALE 8 Page CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 18725 67th Ave NE Building Permit Number BLD 5516 Name &Address of Owner Occupant Load Number of Stories GRANDVIEWS IRONWOOD PLACE LL IBC Table 1004.5 / 399 3 20505 OLYMPIC PLACE NE, SUITE 101 Type of Construction/ Sprinkler System Required Use ARLINGTON,WA 98223 VB/Yes Residential Apartments THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2021 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP R-2 OCCUPANCY ISSUED March 23, 2026 BY BUILDING OFFICIAL C> For the best experience, open this PDF portfolio in Acrobat X or Adobe Reader X, or later. 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Date: 06/05/2026 Permit#: 5516 Permit Date: 08/04/2023 Review Date: 02/01/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 02/29/2024 Scheduled Time: 00:00 Completed Date: 02/14/2024 Description: Review Status: Approved Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Notes Changes approved: Open space shown northwest of building 2 changes from 5828sf to 6210sf Mini park calculation changed from 10,923sf to 11,305sf 02/12/2024 Onsite landscaping/open space calculation changed from 29,668sf to 28,085sf Dumpster pad changed from 461 sf to 514sf Concrete sidewalk changed from 3980sf to 5524sf Asphalt parking changed from 43756sf to 43648sf Property Information Parcel#: 31052300200500 GRANDVIEW NORTH LLC GRANDVIEW NORTH LLC 18705 67TH AVE NE 18725 67TH AVE NE ARLINGTON, WA 98223 Zoning: 126 MULTI-FAMILY MKTLot: Block: Permit#: 5516 Permit Date: 08/04/23 Permit Type: COMMERCIAL BUILDING Project Name: Ironwood Place BLDG 1 Applicant Name: Grandview North LLC Applicant Address: PO Box 159 Applicant, City, State, Zip: Arlington,WA 98223 Contact: Scott Wammack Phone: 360-435-7171 Email: gv@grandviewinc.net Scope of Work: New construction of a 3-story mixed use building Valuation: 10756649.53 Square Feet: 70626 Number of Stories: 3 Construction Type: VB Occupancy Group: R-2; Residential ID Code: Permit Issued: 03/28/2024 Permit Expires: 09/27/2024 Form Permit Type: COMMERCIAL BUILDING Status: ISSUED Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052300200500 18725 67TH AVE NE GRANDVIEW 126 MULTI- NORTH LLC FAMILY MKT Contractors Contractor Primary Contact Phone Address Contractor Type License License# GRANDVIEW NORTH SCOTT 360-435-7171 PO BOX 159 CONSTRUCTION COA 601 858 917 LLC WAMMACK CONTRACTOR GRANDVIEW NORTH SCOTT 360-435-7171 PO BOX 159 CONSTRUCTION Labor& GRANDNLO13KP LLC WAMMACK CONTRACTOR Industries Plan Reviews Date Review Type Description Assigned To Review Status 01/26/2024 PERMIT TECHNICIAN Kristin Foster In Review 01/26/2024 COMMERCIAL SafeBuilt Approved BUILDING 02/01/2024 COMMERCIAL AIRPORT In Review BUILDING 02/01/2024 COMMERCIAL AIRPORT In Review BUILDING 02/01/2024 COMMERCIAL PLANNING Approved BUILDING 02/01/2024 COMMERCIAL No comments,LT&KS PW-ADMIN-GIS Approved BUILDING FOG abatement and a discharge agreement will be COMMERCIAL Approved with 02/01/2024 BUILDING required for any future commercial tenants requiring such. PW-SEW-REV Conditions Class 1 at the moment.SB 02/01/2024 COMMERCIAL PW-WAT-REV In Review BUILDING Fees Fee Description Notes Amount Building Plan Review Table 4-2 $40,314.74 Processing/Technology $25.00 Building Permit Table 4-1 $62,022.67 Park-Community MF Multi-family $122,754.00 State Surcharge-1st DU Residential-1st Unit $6.50 State Surcharge-add'1 DU Residential Additional Units $162.00 State Surcharge-Commercial Commercial Only $25.00 Traffic Mitigation-C/MF Commercial/Multi-family $228,732.00 Total $454,041.91 Attached Letters Date Letter Description 03/06/2024 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 12/15/2023 Grandview North LLC 17422 Hannah Hardwick $40,314.74 03/28/2024 Grandview North LLC 18178 Hannah Hardwick $184,995.17 04/28/2026 XBP Conf: $228,732.00 313403662 Outstanding Balance $0.00 Notes Date Note Created By: 08/18/2025 Intersection at 188th and 67th needs to be complete prior to CO issuance. Kristin Foster 03/08/2024 Received SnoCo traffic and Arlington School District impact fee receipts Kristin Foster 03/06/2024 Emailed the permit to SAFEbuilt for signature Kristin Foster 03/06/2024 Traffic impact fees are deferred to CO issuance.Total due prior to CO=$228,732.00. Kristin Foster Snohomish County Traffic Fees in the amount of$15,307.20 need to be paid prior to CO. 02/12/2024 Need SnoCo Traffic receipt for a total of$15,307.20 and Arlington School District receipt for a Kristin Foster total of$72,555.Bldg 1 total=$27,640.00 Bldg.2 total=$44,915.00 01/26/2024 SAFEbuilt sent approved plans Kristin Foster 01/11/2024 Received resubmittal.Grandview sent to SAFEbuilt for review. Kristin Foster 11/09/2023 SAFEbuilt sent second round review comments. Kristin Foster 10/26/2023 Received resubmittal and sent to SAFEbuilt for review. Kristin Foster 10/09/2023 SAFEbuilt sent review comments. Kristin Foster 09/11/2023 In review with SAFEbuilt Kristin Foster 09/11/2023 Add any applicable mitigation fees and check for school fees. Kristin Foster 08/04/2023 Send to Safebuilt after PH and Marc's approval Kristin Foster 08/04/2023 Deferred submittals:fire sprinkler and fire alarm Kristin Foster Uploaded Files Date File Name 03/28/2024 19495552-2024 BLD5516 IssuedPermit.pdf 02/01/2024 18402430-20240126 BLD5516 ApprovedStructuralPlans Part2.pdf 02/01/2024 18402431-20240126 BLD5516 ApprovedStructuralPlans Part3.pdf 02/01/2024 18402432-20240126 BLD5516 ApprovedStructuralPlans Partl.pdf 02/01/2024 18402137-20240126 BLD5516 ApprovedSturcturalCalcs Part2.pdf 02/01/2024 18402138-20240126 BLD5516 ApnrovedSturcturalCalcs Part3.pdf 02/01/2024 18402139-20240126 BLD5516 ApprovedSturcturalCalcs Part4.pdf 02/01/2024 18402140-20240126 BLD5516 ApnrovedSturcturalCalcs Partl.pdf 02/01/2024 18402057-20240126 BLD5516 ApprovedSitePlan.pdf 02/01/2024 18402053-20240126 BLD5516 ApprovedGeotech.pdf 02/01/2024 18402048-20240126 BLD5516 ApnrovedArchPlans.pdf 08/04/2023 16408147-20230802 BLD5516 SitePlan.pdf 08/04/2023 16407043-20230802 BLD5516 EnergyCode.pdf 08/04/2023 16407035-20230802 BLD5516 Anp.pdf Date: 06/05/2026 Permit#: 5516 Permit Date: 08/04/2023 Review Date: 02/01/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 02/29/2024 Scheduled 00:00 Time: Completed 02/06/2024 Date: Description: FOG abatement and a discharge agreement will be required for any future commercial tenants requiring such. Class 1 at the moment. SB Review Status: Approved with Conditions Assigned To: PW-SEW-REV Time In: 00:00 Time Out: 00:00 Hours: 0.2 Property Information Parcel#: 31052300200500 GRANDVIEW NORTH LLC GRANDVIEW NORTH LLC 18705 67TH AVE NE 18725 67TH AVE NE ARLINGTON, WA 98223 Zoning: 126 MULTI-FAMILY MKTLot: Block: IRONWOOD APARTr-IMm. NM,..,18.,J Mr.,-18x- BUILLDINGle I z z w 725 JJ 9 r AVENUE NI-ER a ARLIjIN G& ION, WASHRING&TION 0 0 z 0 Ix ARCHITECTURAL SYMBOLS PARTIAL ABBREVIATION LIST CODE INFORMATION DRAWING INDEX AS ANCHOR BOLT HOR HORIZONTAL GENERAL AD AREA DRAIN HB. HOSE BIB A.F.F. ABOVE FINISHED FLOOR CODE INFORMATION CODE ANALYSIS BUILDING SECTION SYMBOL ALUM. ALUMINUM IGL. INSULATED GLASS A 0 R I Item 4.:The WSEC credits have been modified to the enclosed which will ACT ACOUSTICAL CEILING TILE INSUL. INSULATION A0.1 SITE PLAN DETAILS segregate the residential portion from the commercial space,which will remain BA BRONZE ANODIZED LOC. LOCATION BUILDING AREA: 70,626 S.F. FRONTAGE PER 506.3 NOT NEEDED ARCHITECTURAL as stated on the cover sheet.All of the commercial spaces have been revised to BM BEAM MAT. MATERIAL FIRST FLOOR R-2: 13, VB B OCCUPANCY: ALLOWABLE = 36,000 S.F. A2 0 SECOND FLOOR PLAN 370 S.F. AREA CALCULATIONS: A1.0 FIRST FLOOR PLAN "Shell only'.The existing mechanical plan has been deleted and will be MB MACHINE BOLT FIRST FLOOR B: 9,625 S.F. resubmitted at the time of tenant improvements.Separate WSEC lighting and CLO CLOSET 9,625<36,000 OK A3. . WALL SECTION SYMBOL C CARPET 0 THIRD FLOOR PLAN MTL METAL SECOND FLOOR R-2: 23,790 S.F. mechanical forms will be submitted with the TI package. F 841 S. . CMU CONCRETE MASONRY UNITS NS NEAR SIDE THIRD FLOOR R-2: 23, FIRST FLOOR R-2: 13,370 <28,000 OK A4.0 ROOF PLAN Energy Credits C406.1 GONG.W CONCRETE TOTAL AREA R-2: 61,001 S.F. VB R-2 OCCUPANCY: ALLOWABLE = 21,000 x 3= 63,000 S.F. A5.0 ELEVATIONS OC ON CENTER 3.Heating option:electric heat only: -1 point CONN. CONNECTION TOTAL AREA B. 9,625 S.F. TOTAL R-2 = 61,001 <63,000 S.F. A5.1 ELEVATIONS 2.1 Air leakage control and efficient ventilation: 1 point N CONT. CONTINUOUS P PAINT TOTAL BUILDING HEIGHT: 38'-8" A6.0 BUILDING SECTIONS NORTH ARROW CL CENTER LINE P CODE: 2018 IBC .LAM. PLASTIC LAMINATE 5.3 Efficient water heating: 1 point CL'G CEILING PL. PLATE A6.1 BUILDING SECTIONS 6.1 Solar electric system: 2 points TYPE OF CONSTRUCTION: VB PS PANIC SWITCH A6.2 BUILDING SECTIONS 7.1 Appliance package: 1.5 points DBL. DOUBLE PT PRESSURE TREATED OCCUPANCY: R-2/B ATO WALL SECTIONS&DETAILS Total: 4.5 points DF DRINKING FOUNTAIN PWD PLYWOOD TOTAL BUILDING OCCUPANCY: 452 PERSONS A A8.0 FIRE RATED ASSEMBLIES DET. DETAIL S STAIN SPRINKLER SYSTEM: YES NFPA 13 Dee INTERIOR ELEVATION SYMBOL SS STAINLESS STEEL FIRE ALARM: YES A8.1 FIRE RATED ASSEMBLIES The full energy credits have been added to the cover sheet.The residential units EA. EACH A8.2 FIRE STOPPING DETAILS will have cadet heaters and there will not be any mechanical equipment,other C ELEV. ELEVATION S/S SERVICE SINK ADA TYPE A RESIDENTIAL UNITS: 5 UNITS SC SOLID CORE TOTAL RESIDENTIAL UNITS: 82 UNITS A9.0 ADA TYPE-A NOTES&DETAILS than the ductless split units for the corridors,which will not have any ductwork E.W. EACH WAY e EXT'R EXTERIOR SITT. SHEET A9.1 ADA TYPE-B NOTES &DETAILS associated with it.16 UNITS DETAIL SYMBOL SF SQUARE FOOT FIRST FLOOR: A10.0 PARTIAL FIRST FLOOR PLAN FF FACTORY FINISH SECOND FLOOR: 33 UNITS A10.1 PARTIAL FIRST FLOOR PLAN typical g g There is a t ical unit venting diagram located on sheet A14.0 that shows the T TEMPERED GLASS THIRD FLOOR: 33 UNITS pathway for the unit venting and its relationship to the operable portion of the F.O.F FACE OF FOUNDATION A10.2 PARTIAL FIRST FLOOR PLAN T&G TONGUE AND GROOVE �I WINDOW NUMBER F.O.S. FACE OF STUD TYP TYPICAL A11.0 PARTIAL SECOND AND THIRD FLOOR PLANS window,when applicable. F.H. FIRE HYDRANT TIGL TEMPERED INSULATED GLASS FS FAR SIDE A11.1 PARTIAL SECOND AND THIRD FLOOR PLANS e 202 DOOR NUMBER FD FLOOR DRAIN U.N.O. UNLESS NOTED OTHERWISE A11.2 PARTIAL SECOND AND THIRD FLOOR PLANS �i OFFICE GA. GAUGE BUILDING OCCUPANCY A11.3 TYPICAL PLANS Z ROOM NAME&NUMBER G VERT. VERTICAL Al2.0 SCHEDULES 2m2 LB GLUE LAM BEAM GWB GYPSUM WALL BOARD A13.0 EXITING PLANS DOES NOT REFLECT THE WD WOOD TOTAL BUILDING FOOTPRINT: 22,995 TYPICAL VENTING PLAN CREDITS SHOWN IN THE HT HEIGHT WR OCCUPANT LOAD:B WEATHER RESISTANT BARRIER A14.11 RISER DIAGRAM o HM HOLLOW METAL WWF WELDED WIRE FABRIC FIRST FLOOR TOTAL: 214 PERSONS MO.0 MECHANICAL SCHEDULES AND NOTES COMMENT LETTER zo SECOND FLOOR RESIDENTIAL: 119 PERSONS M1.0 FIRST FLOOR MECHANICAL PLAN FROM G LE N N WELLS THIRD FLOOR RESIDENTIAL: 119 PERSONS M2.0 SECOND FLOOR MECHANICAL PLAN VICINITY MAP M3.0 THIRD FLOOR MECHANICAL PLAN o TOTAL RESIDENTIAL UNITS: 82 UNITS P2.0 TYPICAL PLUMBING AND VENTING PLAN TOTAL OCCUPANT LOAD OF THE BUILDING: 452 PERSONS P3.0 RISER DIAGRAM f9i:�w NE m - oin vi Xc m m 2018 WSEC RESIDENTIAL ENERGY CODE 108tM1 St Nf h ^ � 1BBIM1 f St NE T G O N L C N 1 P o Xmo,.�Pa,w c�ITE d 1.7 ADVANCED FRAMING AND RAISED HEEL TRUSSES: 0.5 POINT o A A mtMOX.AA A 5.4 ELECTRIC HEAT PUMP WATER HEATER MEETING THE STANDARS FOR TIER 1 a ' OF NEEA's ADVANCED WATER HEATING SPECIFICATIONS: 2 POINTS 7.1 APPLIANCE PACKAGE: 1.5 POINTS J ^g e R TOTAL 4.5 POINTS N DEFERRED SUBMITTALS sn�o.a 2018 WSEC COMMERCIAL ENERGY CODE NOTE: ELECTRICAL WSEC CREDITS C406.1- 3 POINTS S a, THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENTS FIRE ALARM SYSTEM CREDIT#3: REDUCED LIGHTING POWER OPTION 2 PER C406.3.2 3 POINTS 3 £ '° THAT IN MY PROFESSIONAL JUDGMENT ARE APPROPRIATE TO SATISFY FIRE SPRINKLER SYSTEM CREDIT#5: ON-STE SUPPLY OF RENEWABLE ENERGY PER C406.5 TOTAL: 6 POINTS Q m . TR USS THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090 ��^GB�L�C. YSTEM DRAWINGS CIVIL STRUCTURAL ARCHITECT OWNER GLENN C WELLS , A.I.A. GRANDVIEW NORTH LLC 6RPo� eR'^'c 811 YEW ST It 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 P.O. BOX 159 s BELLINGHAM, WA 98229 ARCHITECT TEL (360) 352-4553 ARLINGTON, WA 98223 (360) 752-5795 3 v MECHANICAL ELECTRICAL LANDSCAPE GENERAL CONTRACTOR 3 ROBISON ROBISON ENGINEERING, INC. ENGINEERING, INC. N.A. GRANDVIEW NORTH LLC 19401 40TH AVENUE W, SUITE 302 19401 40TH AVENUE W, SUITE 302 P.O. BOX 159 LYNNWOOD, WASHINGTON 98036 LYNNWOOD, WASHINGTON 98036 ARLINGTON, WA 98223 (206) 364-3343 (206) 364-3343 COMMERCIAL ENERGY CREDITS: RESIDENTIAL ENERGY CREDITS: o C7 3. REDUCED LIGHTING POWER: PRIMARY HEATING SOURCE OPTION 3: ° Z Option 2 in accordance with Section C406.3.2a For heating system based on electric resistance only (either forced air or zonal) A a. Projects using this option may not use Item 2. w EFFICIENT BUILDING ENVELOPE OPTION 1.7: co a Advanced framing and raised heel trusses or rafters > 0 C406.3 Reduced lighting power. Interior lighting within the whole building, building addition or tenant space Vertical Glazing U-0.28 C F shall comply with Section C406.3.1 or C406.3.2. Dwelling units and sleeping units within the building shall R-49 Advanced (U-0.020) as listed in Section A102.2.1, Ceilings below a vented attic E. comply with Section C406.3.3. and ct CQ a R-49 vaulted ceilings with full height of uncompressed insulation extending w a a W C406.3.2 Reduced lighting power option 2. The total connected interior lighting power calculated in over the wall top plate at the eaves. � coX CQ accordance with Section C405.4.1 shall be 80 percent or less of the lighting power values specified in Table 0 W 0 C405.4.2(1) times the floor area for the building types, or by using 80 percent or less of the total interior AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION OPTION 2.2: x lighting power allowance calculated in accordance with Section C405.4.2. Compliance based on Section R402.4.1.2: E Reduce the tested air leakage to 2.0 air changes per hour maximum at 50 Pascals T 1 co C406.3.3 Lamp fraction. No less than 95 percent of the permanently installed light fixtures in dwelling units or and sleeping units shall be provided by high efficacy lamps with a minimum efficacy of 65 lumens per watt. For R-2 Occupancies, optional compliance based on Section R402.4.1.2: W Reduce the tested air leakage to 0.25 cfm/ft2 maximum at 50 Pascals and (n 5. ON-SITE SUPPLY OF RENEWABLE: All whole house ventilation requirements as determined by Section M1507.3 a�y in accordance with Section C406.61b of the International Residential Code or Section 403.8 of the International Fly b. This option is not available to buildings subject to the prescriptive requirements of Section C403.3.5. Mechanical Code shall be met with a heat recovery ventilation system with 04 W 04 C406.5 On-site renewable energy. A whole building, building addition or tenant space shall be provided with minimum sensible heat recovery efficiency of 0.65. 1�1 01 on-site renewable energy systems with on annual production per square foot of no less than the value specified To qualify to claim this credit, the building permit drawings shall specify the in Table C406.5 based on the total conditioned floor area of the whole building. The on-site renewable used in option being selected and shall specify the maximum tested building air leakage this option shall be separate from on-site renewables used as part of Section C406.7 or used to qualify for any and shall show the heat recovery ventilation system. exception in this code. EFFICIENT WATER HEATING OPTION 5.4: ♦ ��.� Water heating system shall include one of the following: � ♦���•o Electric heat pump water heater meeting the standards for Tier I of NEEA's advanced water heating specification or For R-2 Occupancy, electric heat pump water heater(s), meeting the standards for Tier I of NEEA's advanced water heating specification, shall supply domestic hot water to all units. If one water heater is serving more than one dwelling unit, all hot water supply and recirculation piping shall be 3 insulated with R-8 minimum pipe insulation. - a3 To qualify to claim this credit, the building permit drawings shall specify the wo option being selected and shall specify the water heater equipment type and the minimum equipment efficiency. 14 APPLIANCE PACKAGE OPTION 7.1: o All of the following appliances shall be new and installed in the dwelling 1 unit and shall meet the following standards: CQ Dishwasher -Energy Star rated Refrigerator (if provided) -Energy Star rated j2 r Washing machine -Energy Star rated i 0 ..2 G Dryer -Energy Star rated, ventless dryer with a minimum CEF rating of 5.2. '^ N To qualify to claim this credit, the building permit drawings shall specify the 0 option being selected and shall show the appliance type and provide a documentation of Energy Star compliance. At the time of inspection, all 0 { appliances shall be installed and connected to utilities. Dryer ducts and o ADD exterior dryer vent caps are not permitted to be installed in the dwelling unit. "(�� o •� 11 �' PARKING ] 1%00, DIMENSIONS p TO PLANS _ co E-F c j" Q) • PARKING tool bb �N 11 g � P 3 VAN -RESERVED, RESERVED LLISTALL N r cuARAGTER5 5HALL BE W141TE PARKING PARKING JBLL ON BLUE BACKGROUND CHARACTER5 TO BE 1_4 E PER IBC WA AMENDMENTS Ill I"IN HEIGHT PER Q4 Z Z PER LATEST EDITION AN51 TABLE 103.2.4 —4 W►. m WIN y L; �,' AN51 5ECTION 1033.12 dT*I STALL w.. I ` AR ACCESSIBLE A Z7 STATE DISABLE PWMG STALE DISABLE PWNG PERMIT WWDEED PERMIT REWD INTERNATIONAL SYMBOL OF 1--1 a W +E O• W V, ACCE551BILITY PER LATEST Q r Q r F-L A Z d EDITION AN61 SECTION 103b3.1 W a, 8�-0" MIN AT VAN 1 ~QW $ �.+.�.. ACCESS3= STALL a � � EW � W W ZE 0 GRADE GRADE IE-1 A B N D DISABLE PERSON PARKING SIGNAGE + SCALE: 3/4"=1'-q" 3 O L� d E E u B A A6.1 A6.0 231'm" z ° z 10'-0" 40'-3" W A 23'-g" b'-3" b'-3" I 23'-1" 23'-0" 15'-b" 15'-g" 12'-1" 2l'-b" W 4'-0" b'-m" Ig'-g" b'-m" 3'-m"4'-0"3'-0 3'-b" b'-m" 3'-3"3'-3" b'-0" l'-m" 4'-0"3'-b" 4'-0" 4'-0" 3'-b"4'-0" l'-0" b'-0" 3'-3"3'-3" b'-m" b'-b" 4'-0"3'-3"4'-g" b'-m" 4'-9" 4'-g" b'-m" 5'-0" '-0"4'-0"3'-0'3'-b" 6'-0" 3'-3"3'-3" b'-m" l'-9" 1'-0" 4'-b" 51 5l 1 BI �JA2J_ _ A2 BI I�_3�� BI A2 _ _ A2 BI AI AI B A2 _ A7_ AI I E c W BED11 BATH 2 BEDTM BATH 7 BEDTM BATH I BEDT�/BA�iH� I STUDIO./DEN I 5TUD10 W DEN BEDTT/I BATH I 1 BED 2 BATH 118 120 BI BI I 122 1 124 W1 1 126 I 128 I 130 1 132 fir- , 112 1 525 SF I 1W SF. l°A 6F. 1 54G 6F A7.0 15265F. 53SF529 ltSF. b 13 W4 ADA TYPE A ADA TYPE B ADA TYPE B ADA TYPE B ADA TYPE B ADA TYPE A ADA TYPE A ADA TYPE AA7 0 ❑ ❑' IL,yry7. _ J(3)SELF-STOR.UNT15 I A7.0 I -I I I I I W3 ELEC. I I I I I A7.0 51 F II3 I O I O 4 O T_ 4 14 O I O 4 ® I A6.0 r 09 ... 4 ............. 4 .......................... 4 ............. 4 ............ ............. 4 — m a 0....g.l.g....O.. 4 ...I..... .... 4 Ig....O i O glg O I O glg O V N� e I I W I I I I I I 24R 51 I ELEVI I A7. g UP H --- °�� 1 0- I G"O 1 -� I �— r-J N — E 9 sl UN15EX s A61: ❑ I ❑ I ❑ I ❑ ❑ I ❑ ❑ I ❑ 11 e 1 29.2 PERSONS I I 1 1 1005 — —— —— wrc TYPE EE2 I Wli TYPE DDI I Wrc TYPE E N I Wrc TYPE�4 W1 wrc TYPE DEN wrc TYPE DCC4EN 4 wrc TYPE Bea I STUDIO TYPE E L _ 0 SHELL ONLY � S I BED w/DEN I STUDIO I I BED w/DEN I I BED/I BATH I STUDIO w/DEN I STUDIO w/DEN I ]BED/I BATH I STUDIO w/DEN —I 0 mm w5 119 I 121 I 123 I 125 n7.0I 127 1 129 I n7.0 131 1 133 STAIRS - e A7,0 25 PERSONS 6186F 50 6F 6686F 510 SF. I 528 SF. 560 SF. I 5106F SF. _ 1 7 RESIDENTIAL TYPE B I ADA TYPE A I ADA TYPE B I ADA TYPE B AD TYPE B I ADA TYPE B ADA TYPE B I ADANT YPE e ❑ I I s2 LOBBY �I � rr g ❑ -3-4-10 6�� -m" �_m_ 5._g�� b-0 5'_9" m4' " m �_b�� bAm" 3'_3��3�_3�� bam" 3'_b" _9�� b'-m" 4'-b" 5'_m" 5'_m" �_m�4�_m�� -03'_J. 3'_3��3._3�� �3'_b"4_b O 100A A2 ___❑——— [�] _ _ BI AI al a2 e UNISEX 55 3'- 4'-0"3'-3"4' n IOOC w Im 12 „m R2 8_g r IT-6" IT'-6" 10'-m" 25'-b" 25'-6" I6'-0" 10'-0" 25'-b" @'-9" m 8 R2 0Q s2 O / LEASING nt OFFICE I m A/V FOOD I e L W FILES I F— n7.D Im 1 W 2018 W5EG e I Ed C, RESIDENTIAL ENERGY GODS a a R2 RESIDENTIAL ~ ^ ® � LOUNGE 0 •Please show compliance to + S mmE W7 _ exiting requirements of stair well e N according to IBC Section 1028.2 CORRI)OF Exception 2 where ALL items s3 have been met. Clearly show 6 =1 o a with measurements that this has F A6.2 rl Og ❑ 1,2 PERSONS a 1 been accounted for. p a W1 R2 0 SHELL ONLY 1 A7.ID 0 IOI a s, 2018 W5EG COMMERCIAL ENERGY CODE m 9 PERSONS V a a RESIDENTIAL o s 92 FITNESS CE N/7 NTER 55 A7.0 115 I a s � II R2 1 - Q3 v r 0 z O M 22.8 PERSONS S E-E S2 SHELL ONLY Z Z a •--I W►. I I F SHELL ONLY .a m 6 SHELL ONLY 51 F x u _1111 Z�d 5T UNISEX ®11 j e Z d w m R2 120 22 PERSONS r a A 0 y.mm I"1 9 51 E- L slll R�--1-21 1z sHELI$NLY WALL LEGEND PP4 C)E" 21 = W5 COMMON STAIRS 5 mm A7 0 IT ROOM NON-RATED 1-HP,WALL 4-)„i �? `9 ❑ O I co 4R I 5.V,R. e 9 1-HP WALL(112 HOUR REQ'D) s I I 122 �„ 3 M Sb 1 1 _ = F ------ BRICK VENEER I A6.2 O 51 ❑D 5 1 l�T FIRST FLOOR UNITS TOTAL RESIDENTIAL UNITS C I'-b" V_ V 1 2 1�I OCCUPANT LOAD: 214 PERSONS STUDIO 1 STUDIO 13 �--I IS'-g —13'�" 22,995 S.F. GROSS ADA TYPE A UNITS STUDIO w/DEN 5 STUDIO w/DEN 23 FIRST FLOOR PLAN STUDIO(UNITS 121 &128) 2 1 BED/1 BATH 5 1 BED/1 BATH 21 12 bT,_m, 0� —Of 1 BED(UNITS 118&130) 2 1 BED/1 BATH w/DEN 2 1 BED/1 BATH w/DEN 12 W 10 E SCALE: 3/32"=1'-0" 2 BED(UNIT 132) 1 2 BED/2 BATH 3 2 BED/2 BATH 13 u_ TOTAL ADA TYPE A UNITS 5 TOTAL FIRST FLOOR UNITS 16 TOTAL UNITS 82 3 B A —4 A6.1 A6.0 231'm" Z ° Z W-9" W A 2_m x 12'-b" A 0) -m" 3'-0'5'-m" b'-m" 5'-m"3'-01141-0"3'-0 3'-b" b'-m" 3'-3"3'-3" 6'-0" 3'4"3'4"4'-0"3'-6" 4'-0" 4'-0" 3'-b"4'-0" '-6"3'-b" 6'-m" 3'-3"3'-3" b'-m" 3'-b"3'-m"4'-m"3'-3"4'-9" b'-m" 4'-b" 5'-0" b'-m" 5'-0" '-0"4'-0"3'-0'3'-b" b'-m" 3'-b"'-m" b'-m" 3'-b"4'-3" 6'-0" 4'-b" d d _ � AI A2 A2 BI BI A2 A2 BI AI AI ® A2 Al I - W� d � y I BI I I el I E, o a W B WIT TYPE AA3 UNIT TYPE CC5 i TYPE W5 I WIT TYPE M WIT TYPE ff2 I WIT TYPE BB4 w1T TYPE CC3 I wR TYPE CCB rt TYPE BB5 I wrc TYPE A42 cli v 2 BED/2 BATH I STUDIO w/DEN BED/I BATH 2 BED/2 BATH 2 BED/2 BATH I BED/I BATH I STUDIO w/DEN 5TUD10 w/DEN I BED/I BATH 2 BED/2 BATH M U] O 216 I 217 I 218 I 220 W7 BI B1 222 I 224 W2 1 228 228 I W7 230 I 232 A 869 SF I 5$5 51 I 11411, I 11611, A7 0 $116 SF. I ST0 SF A7.O I 528 SF. I 555 BF I 554 SF I 80l 5F. 0 ADA TYPE B ADA TYPE B W4 ADA TYPE B I ADA TYPE B ADA TYPE B I ADA TYPE B JJ ADA TYPE B I ADA TYPE B A7.0 ADA TYPE B I ADA TYPE B ❑ I ❑ i A7.0 ❑ I co ❑ -- I -- ' ❑ IQ r ❑ IU I ❑ I ❑ v co a I I s m e JI -� I 4�_ L--� J L j A e J r-JJ L--� _J 4L7-7R7L W3 I I ILi ' cO I I I I A7.0 r e el w7 �... I O 4 O I O L- O I O - 4 O I O I 4 O I O 4 4 a a A7.0 4 4 a M O A6.0 1 _ -------�--_............ 13 3 � .o ............ 4 .......................... 4 .......... .... 4 ............ ............. 4 ....... ..... 4 .......................... 4 ............. 4 ............ ............. wrcrrPE66, F1 o gIg o I O Ig o i o gIg o i O gIg o 1 2 a e I BED/I BATH BUILDING I I I I I W3 a2 215 ❑ STORAGE I ELE WS I I I I A7.0 I I I I uP = 5645F. , , �I� ADA TYPE B „ UF -- -� r- I ♦ i� A6.1 - W4 ��STAIRS I I I 1 I ' I W5 ' •��• e v BI AZO I 1 ne_1 ❑ I El 1 El El ❑ El ❑ - _� —i———, WIT TYPE EE2 I WIT TYPE DD2 I WIT TYPE EE4 1 Wli TYPE BBIm W2 I w1T TYPE CC3 1 Wrc TYPE CCb I 4 WIi TYPE 806 1 Wrc TYPE VN12 L _ I BED w/DEN 1 STUDIO 1 W7 I BED w/DEN 1 I BED/I BATH I STUDIO w/DEN I STUDIO w/DEN 1 1 BED/I BATH 1 STUDIO w/DEN e W7 I 219 1 221 1 7.0 223 225 n7.01 227 1 229 1 n7.0 231 1 233 stAlRs - s 4 A7 0 718 SF 543 SF. 693 SF 5%SF I 528 SF. 591 SF. I 5%5F 5%5F z _ Wrc TYPE CC, A7.0 TYPE B I ADA TYPE B I ADA TYPE B I ADA TYPE B AD TYPE B I ADA TYPE B ADA TYPE B I ADA TYPE B 1 3i STUDIO w/DEN AI 213 ❑ O; ® �4 AZ BI 1 BI AI BI I BI wo 214 A2 b" bA0" 3'3'3' bAl A2 ® e m m .O 0 ❑ DAIYPE EES ❑ AI '_ ❑" 12A 9" Im'-3" 15'-3" M Ja _ ADA TYPE B b" s v BED w/DEN 4'-3"4'-m" 6" m" m' 5'-9" b'-m" 5'-9" 3'-m'4' m3' 3" 6'-m" 3'-b" m'4'-m"3'-3"4'-9" b'-m" 4'-b" 5'-m" -m" -m" -m3'-b" E.-m" 3'-3'3'-"b'-m" 3'-b" STUDIO w/DEN 0 O ——❑�—————665 sF— 12'-9" 12'-9" 2'-m" TYPE B Wrc TYPE CC9 12'-b" I,'-b" Im'-m" 25'-b" 25' rJ AI ? 211 ❑ wlr TYPE BBB bb-m^ cj ADA TAPE B I BED/ BATH - a 4 0 212 A2 e cQ 1 622 SF — A7.0 ❑ADA TYPE B I 2 — , 4 e a W7xD AI e A7.0 W4 61 a a a o a I A7.0 v e Da a a - � wrc e69 - Z I BED/I BATH j .o o a a2 2090 O 4 sTo 5F Wrc TYPE OM N H = ADA TYPE B STUDIO w/DEN g, 0 ❑ 210 a1° - _ — ------ -- Q 6225F. v ADA TYPE B _ .. Tn Wli D./EE6JL] I E 1 N _ 01 I BED w/DEN ri �12 A2 2Q7 -------- --- 0 ADA TTYPE B 02 `P q .O WIT TYPE D03 m Q••' C.7 STUDIO C\2 02 - 0 0 ❑ 208 Al° o c9 AI A7.0 ® ADA6TYPE w2 ———————— ———— ' ------------- m LNrT PDE1ODDb 1. 0 0 4 wrcSTT�DDS� a s ? 205 ❑ A7 m ❑ 206 Al R = W SR ADA TYPE B 4 ADA TYPE 13 - — 25 0 ^ ------ --❑--------- N �zj �O E-- WIT TYPE DD4 4 4 LNIT TYPE DD3 " a' •--I W Z 5TU 10 ADA TDVPE B C) (D ADATTYPE B ❑� O F a 203 ❑ ❑ 204 Al 52T SF 56T SF. a r: e O Zaw --------J � [I w Adz 5 s e Wli TYPE A44AZ e ~O 2 BED/2 BATH w1T TYPE JA Q'❑ A O 201 0 O. .O 0 BED w/DEN 810 SF. $ ADA TYPE B O O W5 AD202 B WALL LEGEND �cc v ° A7.0 W7 _ NON-RATED m _ 12 T 9 AI I � I A7.0 � -———- 1-HP,WALL m �' 0 `9 30�R I ❑0 e ••••••••••••• 1-HR WALL(112 HOUR REQ'D) BI 62 I BI ' 3 O B2 UP I _ F e -- BRICK VENEER 2'-9° 2'm" STAIRS SECOND FLOOR UNITS N -m" 4'-3"4'-m' 4'-m" 13'-9" 1 , OCCUPANT LOAD: 119 PERSONS STUDIO 6 �--I w 23,790 S.F. GROSS STUDIO w/DEN 9 �I SECOND FLOOR PLAN 1 BED/1 BATH 8 12 SCALE: 3/32"=1'-0" 1 BED/1 BATH w/DEN 5 fn E 2 BED/2 BATH 5 u_ TOTAL SECOND FLOOR UNITS 33 3 B A -4 A6.1 A6.0 231'0" z ° Z W-9" W A 2.0 x -3" I 12'-9" 12'-9" 10'-3" 15'-3" 13'-0" 12'-b" A 3'-05'-0.. 6'-0" 5'-0"3'-0"4'-0"3'-03'_6" b�_0�� 3'_3��3�_3�� b,_0�� s'_b"s'_b"a'-0��3�_b�� a'-0" a'-0" 3'_b"a'-0" �_6��3�_b�� b,_0�� 3'_3"5'_3" b,-0" 3'_6"Y_0W_0"Y_3` 4:_9" 6'_0" a'_b" 5'_0" 6'_0" 5'_0" '_0"a'-0"s'_0's'_b" b,_0" 3'_b"V_0` b'-0" 3'_6"4'-3" b,_0�� a,_b„ d d A W e I'-0" 1'_0° e ti W A co AI A2 A2 BI BI A2 AZ BI AI AI ® A2 Al I � y BI I 1 el 1 p. o a W B Wli TYPE AA3 UN T TYPE CCB T TYPE W5 I WIT TYPE*2 WIT TYPE FF2 I WR TYPE B84 UNIT TYPE CC3 I UNIT TYPE CC5 R TYPE BM I UNIT TYPE A42 v 2 BED/2 BATH I STUDIO w/DEN I BED/I BATH 2 BED/2 BATH 2 BED/2 BATH I BED/ BATH I STUDIO w/DEN STUDIO w/DEN I BED/ BATH 2 BED/2 BATH M U] O 316 I 317 1 318 I 320 W7 BI B1 322 I 324 W2 1 326 328 I W7 330 I 332 A 849 SF 1 555$F 1 554 SF I $116 SF A7 e $116 SF. 1 510 SF A7.0 1 525 SF. 1 5%BF I 554 SF 1 80l SF. 0 ADA TYPE B ADA TYPE B W4 ADA TYPE B I ADA TYPE B ADA TYPE B 1 ADA TYPE B JJ ADA TYPE B 1 ADA TYPE B A7.0 ADA TYPE B 1 ADA TYPE B I — r ` F 1 ❑ i A7.0 ❑ I ❑ -- I -- 1 ❑ I ❑ r ❑ I ❑ I ❑ I ❑ v co I I I I W3 I 1 I I I I I A7.0 r e el W7 .... I O 4 O I O a 4 O 1 O a l a O 1 O 4 a O 1 O 4 =a A7.0 a ICI M 4 O A6.0 1 B2 = 4............ 3 m .o ............ 4 .................... 4 4 4 .. .. 4 4 WIT TYPE BBT O g l I'd ° 1 ° a e BED/ BATH � BUILDING I I I I W3 I I I ❑ a2 315 STORAGE ALE W5 I I I I A7.ID I I I �N = sa45F ADA TYPE 3171 r-- a r�___ __ r...F,•�•'. -- J-� I �— I �— u.� i �— L_, —� i �— rr=� :1 �— i IS ♦...�'�, e BI W4 f STAIRS Ae 1 ❑ ' ❑ ' ❑ ' ❑ ❑ ' ❑ r ❑ ' ❑ W5 — e I I 1 I I I A7.0 1 WIT TYPE EE2 1 WIT TYPE DD2 I WIT TYPE EE4 1 WIT TYPE BBIZ 1n12 1 WIT TYPE CC3 1 WIT TYPE CC6 1 4 WIT TYPE W6 I WIT TYPE NH2 L _ BED w/DEN I STUDIO I W7 BED w/DEN 1 BED/ BATH I STUDIO w/DEN I STUDIO w/DEN I BED/ BATH I STUDIO./DEN e — W7 I 319 1 321 1 7,� 323 I 32b n�.0 327 1 329 n7.0 331 1 333 stAlRs - TI6 SF 543 SF. 6%SF 5%SF 528 SF. 592 SF. 5%SF 5%SF WR 77PE CCl 4 A7.0 A7.0 TVPE B I ADA TYPE B I ADA TYPE B I ADA TYPE B 1 ADA TYPE B I ADA TYPE B I ADA TYPE B I ADA TYPE B 1 3i ,� STUDIO w/DEN AI 313 ❑ O: ® �4 AZ BI 1 BI AI BI 1 BI wo 314 A2 bAl AZ ® e o m °� -O 0 ❑ DALINT TTPE EE?i ❑ AI '_ ❑" 12A 9" 10'-3" 15'-3" M Ja _ ADA TYPE B b" E s v BED w/DEN 4'-3" 5'-9" 3'-0'4' 03' 3" b'-0" 3'-b" 0'4'-0"3'-3"4'-9" 6'-0" 4'-b" 5'-0" -0" 5'-0"3'-0'4'-0" -03'-6" b'-0.. 3'-3'3'-A.b'-0" 3'-b"4'-6"4'-0" STUDIO w/DEN 0 __—�_____-sF- 12'-9" 12'-9" MR TTPE CC9 12'-6" IT'-6" 10'-0" 25'-6" 25'-6" I6'-0" 10'-0" rJ AI ? 311 ❑ � UNIT TYPE BBB 166-01, `j ADA TAPE B I BED/I BATH - a 4 0 312 A2 e 622 SF e m ----Z— A7.0 ❑ADA TYPE B I 2 , 4 m e n a AI W7 1 --- e e o A7.0 a o n I A7.0 BI v e D] a WIT BBI Q, I BED/I BATH J 309 ° 4 WR TYPE ADA TYPE B STUDIO w/DEN 0 ❑ 310 AI° " ______________ Q u 6226F. — ry '^ [El o ADA TYPE B - .. _ Tn NT BETYPEEN I [~ 1 I BED w/DEN �o �12 ADA OTYPE B a O WIT TYPE D03 m 0•i' C.7 STUDIO C\2 W2 — 0 ❑ 308 cAI A7.0 ® ADA6TYPE W2 m N WRST'PE DDb 0 0. 4 WITSTtYPE DDS� s ? 305 ❑ A7 m ❑ 308 Al R = 4W SR ADA TYPE B ® ADA TYPUDIOE B - - �,., .. r _-------_--- --ED] -------- m U] z H m � E Zz e m WIT TYPE DD4 4 4 WIT TYPE DM STUDIO STUDIO ❑p 303 ❑ ❑ 304 AI C'3 E ADA TYPE B -, Q ADA TYPE B - - O v s --------J� ID]UNIT TYPE A44 N O Adz 2 BED/2 BATH WIT TYPE JJI a` 0 A2 301 O O• •O 0 BED w/DEN °' A 80 SF. - - ADA TYPE B O O W5 E B E WALL LEGEND �wxy �� S `P ^ O TY ADA v A7.0 W7 _ NON-RATED E- m _ Qko - �I A7.m T m ---- I-HR WALL „••i � -" ❑ B2O ISR BI e e •••••••• -HR WALL!IR HOUR REQ'D) co BRICK VENEER THIRD FLOOR FLOOR UNIT p e 2,0„ STAIRS OCCUPANT LOAD: 119 PERSONS STUDIO 6 �--I w 23,841 S.F. GROSS STUDIO w/DEN 9 �I 10'-6" 9'-0" 15'-9" IS'-9" 15'-0" THIRD FLOOR PLAN 1 BED/1 BATH a 10 �I SCALE: 3/32"=1'-0" 1 BED/1 BATH w/DEN 5 fn E 2 BED/2 BATH 5 u_ TOTAL THIRD FLOOR UNITS 33 3 z z w � A C,2 m �, CONTINUOUS GUTTER q 0 ® '� m pa --- 5/12 5/12 L - 5/12 5/I2 :or = c - 1T w d I bA2 6/12 1 6N2 5/I2 5/12 5/12 5/12 5/12 5/12 lu II III � � � III II II II II II � �L -FF= CRICKET I. L-- CRI }} T , co = L J -1 �IT-- L L � V—' — — —J�— — — —JL--- W u u u Js _ L zL u d u u _I L—u——J L---J �L L EQUALLY I I p 11 I I I r 4 fi r— � 11 I I q I I P I I I ram/VENTS I I I u r 1 I I I I COMPOSITION I I I F y� Irll L--_ J SPACED �L ===JL=== -- ---J_ FL SpNGLE5SLA5S�- � , �I ---- ---� --- --- �� ---� 11��11 Il II ❑ ° ° ° ° ° ° ° ° ° ❑ RIDGE ❑ ❑ ❑ ° ° ° ° ° ° 13 r 1 a T 1 ❑ ° ° ° ° ° ° ° ° ❑ ❑ ❑ ❑ ❑ ° ° ° ° ° ° ° r --7, _r----r— -- �__� V i° ❑ ❑ Ir2 BF OPENING,TYP. I SOLAR-DEFERRED TO SHOP DRAWINGS PHASE n J I I I I I I I .,. L CRICKE�—— III-ALL --L -- �I __ _.. _ CRIGKEi CRICKET 5/12 ° ° L L J J2m"x3m ATIF •i�. PL=J L LESS, L �I ° ° ===�11 —_ --_— L—== L- I 5/12 11 5/11 5/12 5/12 r= I� L- r1 v L 5/12 5/12 1 L 6 12 6A2 1 =J L- _= 5/12 5/12 bq2 6!�I2 1 f �_ (�--Fa 1 1 L= 1 + J 3 �3 L--------- L---J --------- T---L L =J F IL---JL--------- N L� G� rJ m �f L J c cv NOTE: I r 4/Iz G a/1z _ NO DRAFT5TOP5 cq PER NFPA 13 6 1 y VENTILATION CALCULATIONS IEIC III EXCEPTION 1 6/I2 - �r CRI 23,063/300 = 76.88 SF VENTS y 395/2 = 2963/144 = 20.5 S.F. + 20x2 SF GABLE VENT= 60.5 2 1.-J L-JL J RIDGE 80x72 SI= 40 S.F. + 60.5= 100.5>76.88 m 0 LE m •.r II II I aL L II � _� U LL---J ° ° II II d L_ =�I r ----------- P� M m ---------- L= G� ° ° II JI I E 3 n n �I o -----��=JL�---J L--JL—JL------ JL U d } CONTINUOUS GUTTER U o Nf f° L� CJ F c� a � u II II ° ° II JI n c l L--- ----- L---JL-------- ° ° O �F �1 z z m �I z �--1 6/12 CRICKET r= ° ° III c L Q' ---- -LL---J L---JLACR apq4/12 4/12I r�,•i C��2 LL IF i� LL----� �L �J� +�` co 3 O N ROOF PLAN SCALE: 3/32"=i'-0" E u_ 3 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ...................,....................................................................................................................................■.........................................................................■................... .....................I..■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.■.I�................................... 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PER DETAIL SHEET A8.1 !U LAYER 5/8"GWB TYPE C NON-RATED SUSPENDED CEILING OVER RESILIENT CHANNEL Ot GUARDRAIL 2 GUARDRAIL INTERIOR STAIR DETAIL 4 TYPICAL STAIR RAILIN TYPICAL HALLWAY SCALE: 1"-1' 0" O SCALE: 1"-1' O" O SCALE: 1" 1' 0" O SCALE: 1"-1' O" O SCALE: 1„-1.-0" NA ♦ ��min The cross section does not show advanced framing as CLASS c COMP ROOF per energy credit selected OVER 30-BLDG.PAPER with raised heel OVER 1/1"COX OR 1A6"OSB SHEATHING./Sd's®6"/12"O.C. 3 i q _ ci3 ROOF TRUSSES BY w MANUFACTURE o 24"O.G. - wo 2 8"HOIST 6 I BEAM o A8.1 NOTE: 12 CLASS C COMP ROOF $ tL FIRE BLOCKING NOi TO Q 4 OVER 30-BLDG.PAPER z 2"GAP EXCEED 10'INTERVALS OVER 112"CDX OR 1/16"OSB _ w - SHEATHING w/Sd's o 6"/12"O.C. CQ I o � 3 o W5 3 4 ROOF TRUSSES BY MANUFACTURE a 24"O.C. U � � b 11 __-- - - - - - - - - - - �� �33'-01,TOP. rj R-49 BLOUN-IN INSUL. -HOUR STAIR HOUR -- ----- ----- ----- ---- A7.0 WALLS(TYP.) STAIRS ROOF/CEILING 16 ELEVATOR SH FT NON-RATED R N U IT P� A7.e A8.0 A8.1 I E c A7.0 A8.0 A8.1 e - 1 4 W3 TYP. @ 11/2"GYPCRETE OVER 2x6 STUDS o I6"O.C. G e i A8.0 A8.1 A7.0 CORRIDOR w/R-21 BATS INSUL. C„) U STAIRS - G 12" n ? = 3/4"TKs PLYWOOD NON- RATED e a NOTE: i GLUED AND NAILED SEE ELEVATO i �24'-0"3RD FF. G o SHOP DRAWIN o FOR REQUIRE ENTS e a -14'-0"2ND FF. � / U U T o A7.0 CLR / CONS.RAILING HOUR m I FLOOR/CEILING a •C 'd C.) 0 6 // -NON-RATED 1 W5 3 4 HALLWAY SUSPENDED CEILING APARTMENT UNIT a A7.0 A8.0 A8.1 1 ¢ W3 TYP. @ 2x6 STUDS o I6"O.C. a I-HOUR 1 1/2"GYPCRETE OVER ELEv.SHAF 6 A8.0 A8.1 A7.0 CORRIDOR 3/4"T$G PLYWOOD w/R-21 BATT INSUL. - Q W5 3 4 0 Y A7.0 i GLUED AND NAILED NON-RATED e O i m y _ - 14'-0"2ND FF. icy (n E- A7.0 A8.0 A8.1 - E ST IRS m 3 m R-21 BATT - --- - / / --- _F INSULATION -� (TYPICAL) / f / I HOUR W �yyJ FLOOR/CEILING NON-RATED A Z 40'-0"IST FF. 3 S-y� CLR f SUSPENDED CEILING w @ A7 0 HALLWAY APARTMENT UNIT 1H-1 O e NOTE: m W5 3 4 1 4 W3 TYP. @ e A 3 SUMP PUMP PER ASME 2.2.2.5 IN ELEVATORS 4 $ A7.0 A8.0 A8.1 A8.0 A8.1 A7.0 CORRIDOR a Z E PROVIDED WITH FIREFIGHTERS'EMERGENCY Hy O $ -a, OPERATION. A DRAIN OR SUMP PUMP SHALL A7.0 TYP.TOP - BE PROVIDED, THE SUMP PUMP/DRAIN SHALL <BOTTOM = 2x6 STUDS a 16"O.C. ryM� y HAVE THE CAPACITY TO REMOVE A MINIMUM OF R-21 BATT INSUL U F+�I POLYURETHANE 0 ,..i 11.4 3M l3p00 CALM)PER ELEVATOR A7.0 LIM N . 0 WEATHER PROOFING ON-RATED _ AROUND ELEVATOR PIT �.A 1 PROVIDE SUMP PUMP A5 - �0'-0"IST FF. v 00 REQUIRED -- ,. ... __.... .. ._ 3 4"SLAB ON GRADE OVER 6 MIL VISQUEEN O 4 6"COMPACTED(9016)STRUCTURAL FILL �i Q SEE STRUCTURAL DWG5.4 SOILS REPORT OELEVATOR SECTION rl ® SCALE 1/4"-1' BUILDING SECTION Q C° A �A SCALE: 1/4"-1'-0" 12 E E u_ 3 z .: w � A 0) pa FLASHING m dy .o E., EXTERIOR GRADE VINYL FLOOR w/COVED BASE w .d. 02 I2"05B E o W d p y H WRB 3/4"P.T.PLYWOOD M w O s, M ` x SIDING I/8"/FT F SLOPE T EXTERIOR GRADE VINYL FLOOR v w/COVED BASE W ~ I _ I�1 SLOPE DECK DETAIL DECK •;:;;;; G) • SCALE: 3"=1'-0" SCALE: 1"=1'-0" Q 3 �3 $ CLASS C COMP ROOF OVER 30'BLDG.PAPER wo OVER I2"CDX OR 1/16"OSB 'Z SHEATHING w/Sd's 0 6"/12"O.G. 12 ROOF TRUSSES BY Q q MANUFACTURE s 24"O.C. 12 CLASS C COMF ROOF o Q4 OVER 30 BLDG PAPER cv z OVER I2"CDX OR 1/I6"05B 5HEAT14ING w/8d's®6"/12"O.C. cQ a I o ROOF TRUSSES BY a MANUFACTURE.24"O.C. F 8 v�i AZ0 T.O.P. n oI/2 HOUR WALL 6 5 12 HOUR WALL I ~ \ A8 1 NON-RATED HOUR R-49 BLOWN-IN INSUL. U A7.0 ROOF/CEILING ROOF/CEILING 3 4 W5 HALLWAY A8.0 A8.1 A7.0 HALLWAY NON-RATED 6 APARTMENT UNIT SUSPENDED CEILING APARTMENT UNIT a TYP. ® W3 1 4 4 A7.0 TYP. @ W3 1 4 - CORRIDOR A7.0 A8.0 A8.1 A6 0 CORRIDOR A7.0 A8.0 A8.1 I E 16 2x STUDS a Ib"O.0 2x6 STUDS®I6"O.C. a w/R-21 GATT INSUL. 1 I2"GYPCRETE OVER w/R-21 BATTT INSUL. o z 3/4"T$G PLYWOOD C�2 ,p v E 12" NON-RATED NON-RATED J. - GLUED AND NAILED - .24'-0"3RD FF. a O 'd e y c - _._._ - -._.. -- __- -. _- -_ ___ ___ _ ___ -__ - --__ ___ ---_ -__ ___---- - �i U a 1/2 HOUR WALL % 5 1 1/2 HOUR WALL I W o HOUR A8.1 I HOUR c0 i.i 3 4 5 9 FLOOR/CEILING FLOOR CEILING B •d 'd U a HALLWAY A8.0 A8.1 7.0 i� II" 6 HALLWAY e TYP. @ W3 1 4 a� f A7 0 APARTMENT UNIT TYP. @ W3 1 4 sSPENDED CEILING APARTMENT UNIT a CORRIDOR 77.0 A8.0 A8.1 i CORRIDOR A .0 A8.0 A8.1 f 2x STUDS e Ib"O.C. 7 2x6 STUDS®I6"O.C. p 25 I2"4"T$G L OVER i z w/R-21 BAii INSUL. w/R-21 BAii INSUL. 3/4"iEG PLYWOOD z NON-RATED NON-RATED 0 Q f 3 = GLUED AND NAILED - A6.0 .14'-0"2ND FF. O m / F E-C7 DECK® 2 �E Q A6.1 HOUR A8.1 HOUR W �J FLOOR/CEILING FLOOR/CEILING a Gil A8.0 A8.1 7.0 I2 HOUR WALL f I/2 HOUR WALL NON-RATED T F A Z SUSPENDED CEILING V a A W HALLWAY TVP. ® W3 4 0 A7.0 APARTMENT UNIT HALLWAY APARTMENT UNIT - Z CO� tv TYP. @ W3 1 4 A z x CORRIDOR A7.0 A .0 A8.1 4 CORRIDOR A7.0 A8.0 A8.1 2n a F $ a A7.0 ti F TYP TOP 2x6 STUDS !BOTTOM 2xb STUDS a Ib"O.C. _ 6 w/R-21 BAT INSUL. R-21 BAii INSUL. - e NON-RATED NON-RATED L Li- -0'-0"16T FF. �"� co 3 4"SLAB ON GRADE OVER S MIL V16MEEN O S6"COMPACTED(90 0)STRUCTURAL FILL i� E STRUCTURAL DIUGS.t SOILS REPORT BUILDING SECTION BUILDING SECTION Q -!!4 w O SCALE: 1/4"_V_0„ O SCALE: 1/4"-1' 0" E E u_ 3 z z w � A C,2 A 0 � n y w W GLA66 G COMP ROOF W I OVER 30"BLDG.PAPER sc a 3 A OVER IR"GDX OR 1/16"OSB y,,E", c � W SHEATHING w/M's m 6"/12"O.G. M w O 124 ROOF TRUSSES BY x MANU E FACTURE®24"O.C. T , V co WaU ]-HOUR STAIR 6 WALLS(TYP) A8.1 3 4 W5 A8.0 A8.1 A7.0 APARTMENT UNIT u si%i A6.0 1 1/2"GYPCRETE OVER •��%i 3/4"i4G PLYWOOD v L 12° GLUED AND NAILED .24'-0"2ND FF. \\\111 / c.3 3 4 5 o FIREBLOCKING 7.0 / APARTMENT UNIT STILL NOT F f CORRECT IN GLA55 G COMP ROOF n a f/ 1 IR"GYPCRETE OVER OVER 30"BLDG.PAPER DETAILS OVER 1/2"HIN GDX OR 1/16"05B 3/4"i4G PLYWOOD SHEATHING w/Sd's®6"/12"O.G. / 3 GLUED AND NAILED z .14'-C"2ND FF. - �// A6.0 Q 4 ROOF TRUSSES BY MANUFACTURE®24"O.C. y� u / \ R-30 BATT � - 3 4 5 /% NSUL. A8.0 A8.1 A7 / / .. I M 57-577- / - d3'-0"TOP. U I Provide a 2 UR WALL 4TBOiiO�hl - q50 I HOUR I HOUR detail of 2 = 6 ROOF/CEILING ROOF/CEILING16 A7.0 corridor false cat T -NON-RA ED m 6 APARTMENT UNIT W3 4 HALLWAY SUSPENDED CEILING APARTMENT UNIT Ceiling ° I E Q .0'-0"151 FF. A7 0 TYP. CAD - O m CORRIDOR A7.0 A 2x STUDS®I6"O.C. Q I/2" PCRETE OVER w/R-21 BATT INSUL. ' 3 idG PLYWOOD 4"SLAB ON GRADE OVER$MIL VI5QUEEN NON-RATED GL D AND NAILED O "d 4 6"COMPACTED(90%)STRUCTURAL FILL `� •• tD 5EE STRUCTURAL DWG$.4$OILS REPORT O BUILDING SECTION - -- SCALE: 1/4"=1'-O" m R-30 BATT 5 1/2OUR WALL U INSUL. A7 0 I HOUR HOUR $ FLOOR/CEILING FLOOR/CEILING B 6 APARTMENT UNIT TYP. ® W3 4 HALLWAY NON-RATED APARTMENT UNIT a l� A7.0 SUSPENDED CEILING - 3 CORRIDOR A7.0 A A8.1 2x STUDS®16"O.C. I/2" CRETE OVER 9 Z" Q w/R-21 BATT INSUL. - O NONRATED 3/4" 4G PLYWOOD 0 - A7 0 GLU AND NAILED - O E -14' E- a iZr W I HOUR I HOUR R-30 BATT8.6 W FLOOR/CEILING FLOOR/CEILING NSUL A Z W 1/2 HOU y ALL NONRATED I H ~0 `- SUSPENDED CEILING I--x A7.0 OFFICE HALLWAY = OFFICE A z x S TYP. ® W3 4 d 2 CORRIDOR A7.0 A A8.1 �4D v A7.0 - a 6 - 2x6 STUDS®Ib"O.C. e 6 r- AZ0 w/R-21 BATT INSUL e A7.0 �••s 00 NON-RATED - .y 3 .0'-0"IST FF. c C 4"SLAB ON GRADE OVER 6 MIL VISQUEEN 4 6"COMPACTED(90%)5TRUCTURAL FILL rl v 5EE STRUCTURAL DWG6.4 SOILS REPORT E O BUILDING SECTION v E SCALE: 1/4••-1'-0" u_ 3 In"OSB z o-z. 2"MIN.AIR GAP w [� WRB 1 at ern ►a-i LAP OVER FLASHING BAFFLE WRB LAP OVER FLASHING - WRB LAP OVER FLASHING \ >. CD CLA55 C COMP ROOF SIDING OVER 30"BLDG PAPER I V] OVER In'CDX F W SEALANT / c� I w02 i / a 0 A I / E. :%o a W Z-FLASHING CONT.GUTTER j/ 1� M 5 O 0 0 � STAPLE FORTI-FLASHING I STAPLE FORTI-FLASHING 5/4 TRIM TRUSSES BY 5/8"GWB F MANUFACTURE � I 5/8"GLUEI 5/8"GLUE7 ®24"O.C. co INSUL.BEAM(TYP.) [� ~ R-49 INSUL. r^ SiL.LINTEL INSUL.BEAM(iYP.) STL.LINTEL INSUL.BEAM(TYP) HEAD FLASHING TUCK UNDER BLDG PAPER VENTED HARD I SOFFIT PROVIDE DRIP EDGE FLASHING-LAP OVER FLASHING-LAP OVER INSULATED GLAZING 11��11 HYDROFLASH SELF ADHERED HYDROFLASH SELF ADHERED BACKER R°° �o WALL SECTION w a WEEP HOLES WEEP HOLES a SEALANT SCALE: 1"=1'-O" BACKER ROD a BACKER ROD d SILICONE SEALANT SILICONE SEALANT NON-RATED EXTERIOR WALL NON-RATED EXTERIOR WALL NON-RATED EXTERIOR WALL OWINDOW HEAD O WINDOW HEAD O WINDOW HEAD SIDING SCALE: 3"=l'-O" SCALE: 3"=l'-O" SCALE: 3"=l'-O" LAP WR OVER FLASHING MIN.U-VALUE_.29 MIN.U-VALUE_.29 MIN.U-VALUE=19 I In'GYPCRETE ♦ �j�iii VINYL INSULATED VINYL INSULATED VINYL INSULATED GLAZING(TYP.) GLAZING(TYP.) GLAZING(TYP.) FLASHING OIUdERS OPTION:USE OUJERS OPTION:USE WOOD SILL STOREFRONT WINDOWS STOREFRONT WINDOWS BACKER ROD ON STREET FRONTAGE ON STREET FRONTAGE a SEALANT SPLIT FACE BENJAMIN OBDYKE HYDROFLASHLE I I SOLDIER COURSE o SELF ADHERED OR EQUAL OVER WOOD SILL WOOD SILL WINDOW NAIL FLANGE- BACKER ROD a BACKER ROD a TYP.AROUND PERIMETER OF WINDOW SILICONE SEALANT SILICONE SEALANT "3 - 5/4 TRIM GMU VENEER wo MASONRY SILL MASONRY SILL �'--- WRB I-HR FLOOR/CEILING m Ja I In"OSB 2x6 STUDS®16"O.G.w/ TYP.AROUND PERIMETER n _ R-21 BATT INSUL. 5/8"GLB. m HYDROFLASH SELF ADHERED ;_---- HYDROFLASH SELF ADHERED TYP AROUND PERIMETER OF WINDOW ---- TYP AROUND PERIMETER OF WINDOW WRB �� In B"OS LAY OVER WRB m BOTTOM a SIDES LAY OVER WRB o BOTTOM a SIDES - NON-RATED cv I"AIR GAP ®�65CC,w/ I" 2x65TUC. SIDING O WALL SECTION I ^, AIR GAP e 16"O.G.w/ I M R-21 BATT INSUL. 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FROM DOWNSPOUTS c I TYP.AROUND PERIMETER CONNECT TO STORM SYSTEM a I FILTER FABRIC 8 MIL VISQUEEN U BUILDING ENVELOPE t RAINSGREEN BARRIER OVER CO-TECH RE ORT FILL y PER GEO-TECH REPORT o I SHALL BE SPECIAL INSPECTED BY WABO CERTIFIED CLEAN WASHED m FIRM<INSPECTOR WHO WILL SIGN-OFF ON THE SYSTEM STATING, DRAIN ROCK R-10 RIGID wSULAr10N c TYP.AROUND PERIMETER I "THE BUILDING ENVELOPE FULLY MEETS THE MANUFACTURER'S 4"PEA FOOTING DRAIN (TYP.AROUND PERIMETER) INSTALLATION RECOMMENDATIONS". CONNECT STORM SYSTEM (TYP.AROUNDRU11 IING) 1- F�1 s5 NON-RATED 3 HYDRO FLASH PLYWOOD NOTE: ® WALL DETAIL E- �H Q Sd SCALE: 1"-1'-O" ALL WOOD ADJACENT TO SOIL OR E-'C7 'o FLASHING CONCRETE TO BE PRESSURE TREATED A z z TRIM SEALANT 86 Z Zaz t A � SIDING g 5/8"GWB 5/8"GWB w/R-13 SOUND BATTS ;, 2x4 STAGGERED w/R-13 SOUND BAITS w/R-13 SOUND '-- 1--1 1--1 O FLASHING DETAIL 2x6 STUDS o 16"O.G 5ND5 ON 2x6 PLATES - _ 2x6 STUDS a 16"O.G. 2x STUDS s 16"O.G. 2x4-1UD5 ND O.G. W Z BATTS w/R-13 SOUND BATTS m ^' O SCALE: 6'-1'-O' In'OSB In"OSB OE $ - 05B PER In"OSB PER ;! 2x6 STUDS T I6 O.G. w/R-21 SOUND BATTS N w/ 21 BATT INSU. STRUCTURAL .:`. 7 "-' STRUCTURAL � r-i GO 3 WRB WRB R B L -- a TYP.AROUND PERIMETER I TYP.AROUND I 5/8"GWB - � � PERIMETER n 5/8"GWB TYPE X - RESILIENT CLIPS TYPE X 5/6"GWB TYPE X 5/8"GWB TYPE X 5/8"O�.11BI"AIR GAP 5/8'GWB 5/8"GWB EA SIDE2x6 STUDS 9 I6"OL TYPE X (2)LAYERS RESILIENT CLIPS TYPE X +� NGMU VENEER R-21 BATT INSUL. RESILIENT CLIPS 5/8"GWB 5/8"GWB TYPE X ~ 3 TYPE X . O G v NON-RATED EXTERIOR NON-RATED EXTERIOR 1-HR. CORRIDOR WALL(1/2-HR. RED) 1-HR. RESIDENTIAL PARTY WALL 1-HR. INTERIOR ELEVATOR/STAIR WALL 1-HR. INTERIOR WALL INTERIOR WALL w� WALL TYPE O WALL TYPE 8WALL TYPE OWALL TYPE 8WALL TYPE W6 WALL TYPE W7 WALL TYPE 12 SCALE: 1 1/2"=l'-O" SCALE: 1 1/2"=V-O" SCALE: 1 1/2"=l'-O" SCALE: 1 1/2"=l'-O" SCALE: 1 1/2"=V-0' SCALE: 1 1/2"=l'-O" SCALE: 1 1/2"=V-0" E u_ 3 z z w � A FIRE RATED A m WALL/FLOOR/CEILING d d w Subfl°°` PENTRATIONS `° Floorjoist. -joist or truss BLANK OPENINGS,SEE I/A82 M 3 A • OUTLET PENETRATIONS,SEE 2/A82 y:E- �., c ;4cxt Dad,�j d .i Insulation Soffit A55 PIPE PENETRATIONS,SEE 3/A8.2 M rn O..an + secured Finish wall and Soft ' in place ceiling materials r x Wood 2 x 4 fireblock stud Fiberglass insulation provides 00 wall fireblo between concealed \ `� spaces ck of wall and floor system w WaU GLASS"C"ASPHALT 51411 GLASS"C"ASPHALT SHINGLES GLASS"C"ASPHALT SHINGLES ROOF TRUSSES s 24"O.C. OVER 30'BUILDING FELT d ROOF TRUSSES o 24"O.C. OVER 30"BUILDING FELT a ROOF TRUSSES®24"O.C. OVER 30'BUILDING FELT d BY MANI I/2"CDX PLYWOOD SHEATHING BY MANUR 12"CDX PLYWOOD SHEATHING BY MANUIF. 12"CDX PLYWOOD SHEATHING i R-49 BLOWN-IN INSUL. R-49 BLOILN-IN IN5UL. R-49 BLOWN-IN INSUL. ��j�'NA NOTE: PENETRATIONS OF FIRE BARRIERS a PARTITIONS TO MEET I$.C.114 - NOTE: 3 ALL ELECTRICAL BOXES IN FIRE PARTITION WALL SHALL BE SURFACE MOUNTED w/FIRE-RATED CAULK (U LAYER 5/8"GW$ m (I)LAYER 5/8"CID$. NON-RATED NON-RATED TYP.e STAIRWAY a OTHER SHAFTS 6 (IJ LAYER 5/8"G.W$. I-HOUR(2)LAYER 1/2"TYPE C GID$. A8.1 DOUBLE TOP PLATE q NON-RATED DOUBLE TOP PLATE R-11 SOUND BATT PER 113.12 (U LAYER OF 5/8"TYPE"X"GWB R-11 SOUND BATT $ (U LAYER OF 5/8"TYPE"X"GWB R-II SOUND BATT EACH SIDE OVER 2x4 5TUD5 APARTMENT UNIT APARTMENT UNIT M EA.SIDE(I-HOUR REQ'D) APARTMENT UNIT HALLWAY s 16,"O.C.STAGGERED (I)LAYER OF 5/6"TYPE"X"G115 l OVER 2x4 STUDS a 16"O.G. (U LAYER OF 5/8"TYPE"X"CLUB (U LAYER OF 5/8"TYPE"X"CAB OVER 2x6 STUDS®16"O.C. 2 OVER 2x4 STUDS o 16"O.G.RESILIENT CHANNEL A8.1 3 2x6 BOTTOM PLATE,TYP. EA,51DE 0-HOUR REQ'D) RESILIENT CHANNEL l u� OVER 2x6 STUDS a Ib"O.G. 4 5 4 TJI FLOOR JOISTS A8.1 I-SIDE FULL HEIGHT -HOUR A8 1 112"GYPCRETE A8 1 1-SIDE FULL HEIGHT $ PER PLAN,TYP. TJI FLOOR JOISTS MIN 3/4"T!G FLOOR SHEATHING PER B.C.I 114.42-SEE SHEET 48.1 PER PLAN,TYP SEE STRUCTURAL ., ....-., .-.. .., .. fn o , >Q l eQ ti nonnonoo onnon Dononlonnonotonnn i` NOTE: U I-HO .0 UP FLOOR ASSEMBLY FIRE BLOCKING NOT TO EXCEED 10'INTERVALS (U LAYER 5/8"TYPE C CID$,OVER PER I$ ,111,TYP., (1)LAYER 5&'TYPE C GOB.OVER RESILIENT CHANNEL®CL'G SEE DETAIL I/A8.1 RESILIENT CHANNEL e CL'G APARTMENT UNIT HALLWAY APARTM NTUNIi APARTMENT UN 2xb DBL TOP PLATE.TYR A8.1 rn'- A8.1 m'- 2x6 BOTTOM PLATE,TYP. ELEVATOR/ A8.1 TMI'• Fireblocking is I U 5 STAIRWAY g sIM required at all O A8.1 1 12'GYPCRETE TJI FLOOR JOISTS U ections PER PLAN,TYP. IN MIN 3/4'T*FLOOR SHEATHING NOTE: between concealedo SEE STRUCTURAL SEE STRUCTURAL CALCULATIONS FOR 'b STUD WALL SCHEDULE AND TALL WALL DETAILS ....:........ .. vertical 0 x a o Q and horizontal o e Q spaces,such as 0 m those created by d ^d I-HOUR FLOOR ASSEMBLY soffits (U LAYER 5/8"TYPE C GID.6,OVER PER 1$.C,111,TYP., (U LAYER 5&'TYPE C G.Wb.OVER gx APARTMENT UNIT HALLWAY RESILIENT CHANNEL®CL'G SEE DETAIL I/AV RESILIENT CHANNEL a CL'G � �r 3 RESILIENT CHANNEL APARTMENT UNIT APARTMENT UNIT EACH WALL TYP.,2xb BLK'G OVER RESILIENT CHANNEL 1w-1 .�" Q 4 I-SIDE FULL HEIGHT rJ P.T.2xb SILL PLATE w/A.B.PER PLAN 4 I-SIDE FULL HEIGHT a O TYP.FULL HEIGHT TYP.FULL HEIGHT SEE FOUNDATION PLAN FOR A$. TYP.FULL HEIGHT IMY� E.E o, A8.1 EACH WALL TYP.,2x4 BLK'G OVER A8.1 A8.1 EACH WALL TYP.,2x4 BLK'G OVER F+� E. 517E a SPACING REQUIREMENTS -`-a F.T.2x4 SILL PLATE w/A.B.PER PLAN P.T.2x6 SILL PLATE w/A.B..PER PLAN � z 4"GONG, SEE FOUNDATION PLAN FOR A.B. 4"GONG, 4"GONG, SEE FOUNDATION PLAN FOR A.B. —4 W— m SLAB ON GRADE SIZE d SPACING REQUIREMENTS SLAB ON GRADE SLAB ON GRADE - SIZE d SPACING REQUIREMENTS W " �Ff�6 }fi< =� III=1 ° Y ' '• — — SEE STRUCTURAL E -I I--III—I1II--III—I1 —IIIIII—II I III_III_—I III I1 III=_ 1 I_III—I=III-1 I I——11 I DWG5. III I�II II_III�--I�I I—=III-I1 II II=—III—III=I 1 ' w° _• III II II I—_III—� 5EE STRUCTURAL DWG5. I-II I�II II III-III--I--III--III—III=I 1 _ • III=1 I III—I—=III—1 I I—_—I II SEE STRUCTURAL D WG5. a SOILS REPORT a SOILS REPORT a SOILS REPORT > 8 MIL,VI5QUEEN,TYP. 8 MIL,VI5QUEEN,TYP. MIL,VI5QUEEN,TYP. F THICKENED W SLAB PER STRUCT. THICKENED SLAB PER STRUCT. THICKENED SLAB PER STRUCT. ZQ= W c0 CORRIDOR (1/2 HOUR REQ'D) UNIT PARTY WALL ELEVATOR/ STAIRWAY C SIM. co 3 1-HOUR FIRE PARTITION O1-HOUR REQ'D FIRE PARTITION 1-HOUR FIRE BARRIER SCALE: 3/4"-l'-B" SCALE: 3/4"=1'-O" SCALE: 3/4"=1'-O" p t� 00 v rn w E E u_ 3 Design No.L530 6.L.axain wauI...I-n-N..tin.mirk,46 I,.beg with wroth of butt a tl la-tenter spat,ng of otrq=nm,woad " 1HOUR 50 to 54 STC a„�z,sole pe,oe a<ilh,I It',iIS dna�nlelseand with e�irPe re,e macsn,e,ieretlbo,furrng hvi-�leiun�lm Iong almensf°n GA FILE NO.WP 3242 GENERIC FIRE SOUND U...ob-in-d Assembly Rating-111, THERMAFISER INC-111,11an 90 V Fmisb Riiii-39 Mi. GYPSUM WALLBOARD,RESILIENT CHANNELS,MINERAL OR GLASS ---- .: z Title aealgn was eyalpated using a loss aeslgn me[M1otl oMer Man q,e Limit States Dmipn MMM1otl(e.g.,Worklnq Stress Dalgn - -(Op - ]A)-Glass fiber insulation,secured t.the FIBER INSULATION,WOOD STUDS W ,n A MMM1od).For jpaaaicaons employing we omit states Design wMhoa,vp.M1 as ean1.load nowt-tion-toraballbeosea-see subfl o6 ngtwltn staples,or to she wp.d]oiseswlt�n o.g90ln�elam gal,steelwirez,orarapetl.verthe resgient Resilient channels 1fi"o attached at right angles to ONE SIDE Df2x4 wood T yY {/ /\y I-a GPlde lixuy orlrxuVT ne/gypsum pan ( embe¢/q,psum 17 1' brans Any uh ckne f glass Iber-wilth studs 24"D c with 1-1/4"Type S drywall screws.One layer 5/8"type X gypsum \-/� /� /` �. �-' CV bD I-y md-too,sprn rng ma UL c,as:<at. ,k I asgm smtate a„,',g c a au s a,a/sr Fre Rossmncess O wallboard or gypsum veneer base applied at right angles to channels with 1 �" I0 products shall bear Me UL or cUL Cernflenindu Mark for 1pnsmctrona employing[M1e UL or CUL Certlflcatlon(aucM1 ea bed - __ _ ______ A capaaa>,rapettirelr• 68 m:plat or-wha FillM ( l. 7A) As.n ahlroll ire. 11od 68hi Type S tlrywaN screws 8"Co.with vertical joints located midway between r co Anyb h. - k rr to anri ng cnaratredsc ts,spot ea ,thin studs.3"mineral or glass(bar insulation In stud space. r•. � the concealed spaces e[e es e t 0 aura n.[Warne/,M pa a teelaFrthhrl Members/gypsum panel ce l ng membrene. OPPOSITE SIDE:One layer 5!8 type X gypsum wallboard or gypsum veneer Thickness', 5-318" '' d d A sc.rep atmn-each _ _ _ _ base applied parallel or at right angles to studs with 5tl cement coated nails,1- Approk.Weight:7 psf = d, 0 I f - -_ Min 1 in'tMck glass Flbe rineuianon bearing lmetuL cllasslnczm°n Marking azto Surface eurningeCna actenstks a�d%sr Fire long, s 15/64"heads,7°D.C. Fire Test: Based on UL R14196, E-' i 7/8"I 0,0915" hank _________.__.__.____ ______ L_.._.___ - aassnnce tits pad over the res rent channel/gypsum panel for steel r thing Members/gvpsnm panel)ra I ng memnrane. Vertical joints staggered 24"on opposite sides.(LOAD-BEARING) [\7 �702 /7 �7�� �... 7"7T/7T- ' m'k a rt 'a sn t r - 05NK05371,2.15-05, W �-1 y.Gypsum Roars*-1/2 or 5/s n. c w a. ass 0 wallboard nsta led wtn ong dacha on perpendcu ar co UL Design U309 [YJ a' A - 3 oaring channels antl fastenee t.channels with 1 In.long wailb.artl screws located 3/4 in,antl an.from wa lI-d sitle ,E-1 w \ ].Into antl 12 n.OC n me f eld At baeeee antl jo ins,two Rang rh.nne,s are Psea wn th extend a m n of 6 n beyond Sound Teat: NRCC TL-93-098, y, �., each antl.f lone IRC-IR- -98 .7 M �G ALADIA DRYWALL SUPPLIES LTD M o AMERICAN GYPSUM CO 1 w Pe C CERTAINTEED GYPSUM INC,-Types FRPC,Type C,Type%2 - CON R TAL ILDIN O 1 HOUR WALL rb F CONTINENTAL BUILDING PRODUCTS OPERATING CO,L L C Type LGFC-C/A A nnnonAL GrvsumG osUNvaas e rvpes s Oapc,rGFc -. CO r .g DaW=A 3 XP C,FSx G,Fsw G Sk C,Fsw c L T PABCO BUILDING PRODUCTS L L L,DBA PABCO GYPSUM Types C,PG-C GYPSUM PRODUCTS UNITED STATES GYPSUM COL Type CC1 x2 USGTHAIBORAL DRYWALL S-LLC Type CP --- --- R - --- --- ✓ "X USG MEXICO S A DE C V Tvpe C ��: lA Gypsum.-.d rttI.r r hu.,thick, f tl heaets.f wallboak;cz[[Ile V,th long 6mens.n perpbentl"[ajar[.{ _ ! R / T�,.y furrng channels antl fastened mcham st board screws hexcentla inn al and stle Sst sieuc[tUry r2 PTtwry icSi REeOncs �!""p""! 12'n CC 1.the f"eltl.At butte In,1-t p rurr no channe s are U m.f 6'n beyondWill ' /Z) .yy✓! each end.f ldn[ I'['�(si0 N CENTAINTEED GYPSUM INC Tvpe FFPC,T-C Tvpe X 2 ry eEN U Sys-WPEl 2 FIRE NBC<f2mw a R 7B G mB.-(As an alter-rhil t.Item 7)-Fl-wnb'rem 3A.No.5/e'n tM1ck,aa'n vi gyp . 52 1 u 159mm('l.")Ce T d X yea Table A-9.1 g.3.1A b.ardyPns[alled and secures as Oesckbed n teem T w kh max strew spac ng 9 n c yp p ducts 1 la i sde olstaygered;Oath tie su SEx!IfrtQA Xs] wPUIIR D xa9mm(2x 4)w a d Uh Je 2layers Loon eel,iustanable Wall weal VUNITED STATES GYPSUM CO UUM I Insuia,i in (3 ) Jd ry 1.Floor Systems The .. II cons st of one of me st law ng. h„r 4PommzlQe)-1 L Fasten base Ia II hor zonfall 41 min III,')ttrews s d SOUND,BCC(E010) _g,stem sna 1 lees Fears yw re ny Pace tableA9.10.3.1A System no] g Syat m-I- v n,I,dry r x d O O and,a s and sc - 87m"'O a5") bo I12")o. or 30mm(1`hall nails spaced E(21 (nl,p.Fasten race layer wall WBa wide wm)eddetl st lay ecuimhih I her all tom¢.As an.11.. .mt3/3211.trick eight aI kg/m'(9.]IblfN) aside Fart Cully pr hor ontally using 6lmm(2"7 is sspaad 300mm(12") S-1.orinq-Min 314 in.thick pbwooa with exterior glue,conforming to PS 5-83,min grade"Standard".Face grain of r Plaster may be op,Ned"'hi,entire surface of gypslum b a�tl, o nor Simm(E")nails spared 2GOmm(8")o.c l.inis mart be other.Tape and ,,,wood to be pe,p-thu,Mr in the trusses with Joints staggered. dve`ee t UL ULC rtf finish outer layer joints with Cerla-ld products. zucM1 products sM1all bear the UL orou...tC....)Mark tor jaristlictions emq.y g e oat a r,ca[,o Vapor aarr,er-[Optional)-Commercial asphalt sa[uratetl felt,0.03o in.Feick, n rra es (surn as Canada),respe rve FInIaM1 FloarinA-Floor Topping HlxWre*-Mtn 3/411-ehlckneas.IIt.or[opping mixture having aminlmum ®�♦�•I��a comp ess,ve strength or 1500 psi.Rarer inmanufacturer's instructions accompanying the material in,specific,nix design. MAXXONCORD_TypesiiGC,GC2D00.L-1,T-F,CT,99 O1-HOUR PARTY WALL ••: RAPID FLOOR SYSTEMS IF,RFP,RFU,tine""," I-J• Flo.[M.t Materials*-(Optlona0-Flnor mat IST mahe,lIt Into It'dover the subnoor.Rafe,1.manufacturer's Ins[ructlons 1 N-T.S- egartling[he minimum thickness.f floor topping over each I..,mat material, 3,A1ct,,N MaFR3 HP Alt-1--Mat LP, ustl-Mae4LP Al.lolol-R,Ac.ustLMat GD.P,Enkaz.nic 9130,Enkas.nlc 9110 HP,Acpus[i-Mat -(Op[lonah-Referto manufacturer's Ins[ructf.ns regarding--it-thickness of flop t pl ng t~j Ill Sound Ailing "`f°Irnm°^tmac^al'°r'm°°,'a,dI-f°r°aka °',,,°^ra,°r°ems ONE-HOUR FLOOR/CEILING,ROOF/CEILING ASSEMBLIES J� - - mr..praaa,.n .t(CSM).r Maxx.n Ramm,tament(MR) a. sen( ggcsGl2osq th _ 3� Natal OLatlr(Optl.noI-F.Suse with.r as an alternate[.Crack Suppression Hot(CSM).r Maxx..Fbill s-tt(MR))- Dallas. RHE In11 9 9 113 6 4 U3 3M1a In,ex d,,tl galvanized steel tlsi-mesh,3.41bs/sq yd l.we Iola over the floor not materla,.Floor t.pping I((fSRP2540 ICC-ES 1.1fl21tcn9ue-sna-plmue,Fpan-tales ahea+ll ny(Fapnun!), 5/e' I- yrrA 59 p1r 1301991]963 plod withaaYE110pf 1aAelNe sna nailed kh ahau be min 1-uz im I¢fsgr11s3 ESN-1159 Ammhq R wo Ildml Oi nit; baNmdy 5311r NGf]m2109 1 riwood Members*-Min9-t/zm.asap°I^shaped wandminaspared atamax-12m.nd anon uhan ulfN,e'3u/G1 2.Te'gwell N01141iill hoerEeampRingwith ASIA1C1936 ES mp and bosom lords mmlm.m 14I in,asap it zit/z in,,(and Imt R A bf lw9l r1atN C um hoer., CeltherSMlcrollam laminate0tveneer lumber(LVL)or Tlmber5[rantl laminated Rrantl lumber(LSL).Webs van all HF Nth 615R N6c5U1NJ1 ��ry� .3/a in.wick Pen.rm.nte Npa ose,Psz Fxp.a.re 1.munllatmn shall be in.rr.raanre with Nwrwn+Ras 59w NRro1n4s IN' FCA 50-01 J.Tllg lalrt tr, mm�e .rats puElshed hbi-olt- WNR FCA 60-03 4.9N'-tAICN91ue 56erinewetien•{aptionaq j hats-Nam 718 In deep,formed of min 0.019 fit.[hick(x6 gauge)Rol,,steer Installed perpen Roth,m 5851( R96RS0 Q 9 th-hi spates 1-1/2-from sna pit earn ohI cf gypsy.board sna joints and 24m.Oc away ram ono No (mpdum too( IN866 PFS 5.Realllemshi le(Iequlrea li Ineuletlon le usea,optlanal If ssr cnari-ue-dt.].ian wmh ulH-droa eaa.a)at aath'nlat I-d.n.At manna,open-,aaiutenI Plates Na. nA9D 3sa9a FA"1 insulation is om5teal on .y dapped h in...it ried with-hu,strand.f rvo.1k swG gaw aree'i-,at each end.f-urlii' 'See ESR-2153 of PF911etlnyhri ther Insulation aptlone. .-. FUrring enanne,s-For use.,in Item IB.N.m 7/8 In deep,farmed of min O.Gla in.think(26 gauge)crIv steel off ye As 3/r AR¢fl m (maNlk 49 HE 350PI° 8 8 ! 4 q7 M scat" erpendl<ular t°I°,sts.Fu:rivg.hanne,s spaced,-1/2 In.from and.,with shi f gypsum board end joints and 09.0 AR!FAR 49 HE 31 IS10 Nuts:Far Information an llC tits STC rail nits for Awemb N 9, Chi .. ..ed l.joisn with spp,.rt aipe pre.4)at eath Imo[1-oh n.AI thanne, St, was Sawr dFark--ofT-JohnP DPbW Fles Rated Role spite,hilacent pie-e -napped 61,.l and tied with double s[rana.I Mr.19 5WG gale steel wire at a,,ru,I of.-h., Nth E"a 2d13 MS02 AeMMbfk4TJ4035, 2 pArs1/1" kow lI lw 53f4C 27111 MS35 ,2 su oriel[„-5reel waminq Nembe.s*-One support clip[°be usedmsuppon furring channels at the S/D' I[[E50.AI141 ww nit ch to�e Support clips nagea to slue of joist botlu.no„9..wuh one l-t/21n.long no.ll gauge(0.1as Qr13v led link en or 21112 I((ESRA1141 4A let dmmt'slonk)r,I- Idml 52 I[L HAV 140 s.11501 STRONG-TIE LO INC-ryve 6C sva,fnll lw MFSR 48066 WN AI200S0694 52 HE d3462 41abd bill 1-HOUR ROOF-CEILING - 1. Q3'ad PRY Z usetl[orpreven[tmtad.n of[fhe suppor[�Ilpz(I[m 4)�at gdn ypsum b.e d ord fI.!-old along wag 14 9 A[gy,-b.ardtenes Fdvm No idf II( 13461 Dot a Q `.1-(3 In.CC spacing°f fur leg Suanneb),stabilizer straps span between the channek and are screw-attached t°the 59 FSlf d806d FFd jt rt clip l°<atl°n usir,q rvo..self-tapping steer screws.0n furrng channels near 11. 38 1 Add- 1! () and,rallel wkh wall�o a.f the z[abllize hetl[o 5e plr lead•; .N Q s=re[won�,runa'gN..BseR[apping steel screwsi.The f'eesentl.f thecstabllizer stoup is twlstetl 190 degree,tbentupwa d,antl, Olnkba,Ub rPuddonnderdaNsn.tq msauxa,ern 9a+gieue.hbnP9eltbabdla®mvrA'IkwinYroMo,e erampindlM moo,,orn6lmRnehwe oo lih.Peme de,kNedwloima,00 l)a � wag- 1-attached to[M1e.ire of me s[ructu,alw.Otl member 60[tomnange.n the side of[he support clip nearest[he .amdntgde.fagasso d9hidrsNmodglFwnSgbFep"p.ram�w4'm.rpsdkprHmdgUw 356)Bd1. O a NOTE: C) O 1-HOUR FLOOR/ CEILING °STORAGE WA S,ORU DER"E a 1 THE INTERIOR STAIRWAYS N.T.S. F ce C�2 N C6 O 'd 5/V"GWB TYPE X W 2x4 STAGGERED r STUDS ON 2x&PLATES RESILIENT CLIPS C) TOP w/R-21 SOUND BATTS d 0 3 Fd Fd �cJ f° (2)LAYERS GIB. c 5/81,GWB TYPE X FZF51LIENT CHANNEL INSTALL w/CONNECT CHANNEL It/SCREW HOLE G BOTTOM TYPICAL EXCEPT G BOTTOM PLATE WHICH IS REVERSED w BOTTOM 1/4 GAP TOP AND BOTTOM - FOR CAULKING M E E- on F+I z" W -4 IN SOUND BATTS -Cl 8.6 -HOUR FIRE ASSEMBLY (1)LAYER 5/8"TYPE C G.W$, A A Z SEE DETAIL I/THIS 5NEET OVER RESILIENT CHANNELE-i c 2x4 STUDS G 16"OC. .-.... ........, ,...._. .�rFII O d1 I-HOUR FIRE ASSEMBLY STAGGERED w/ RESILIENT CHANNELS �NL4 Z kcal $ SEE DETAIL T/THIS SHEET SOUND BATTS CORRIDOR WALL O INSTALL IN SAME DIRECTION F+i E-: Off�ASSEMBLY DETAIL O SOUNDWALL DETAIL w SCALE: 1 1/2,r=1'-0" SCALE: 1 1/2"=1'_0" �y 3fJ 3 O L� CO v d � rn w s E to 3 4.Physical Properties as Z ° c9 ao,As nn,as„nmA,: 5.Performance&Typical Physical Properties z Z Faro FxDepylm NBdTtpp tams Touch Tlme 0 I--I wriprairs mrlmya oreh�r npd(haeawl 3MT"Fire Barrier Rated Foam Cvlan AVWlebb: Mrmmf Nwma FIP,.BMp Ump,rYPI,F nn SovarIp AVmnipy-S avvmesmloE IASTmcnlalY 2ev° APPACatlon l'empr'rvmro xnnpe: Su°m I30°F(10°ta 4Y'CI W El A knTemP.mrnr.R.nAe: p•mlgmF,-�pga°c, wcEaaDmmrEa.m .Iw1 FIP 1-Step BpmrB MnE iAa MONi: Puma 0 u _ e0 ►a 3Mr"Fire Barrier Sealant GP 25WB+ sec is riD APrMemmdAsn e4nN N °'Wwma wr1+ass-d-erc r w mmnwmf+.l�t �e al°rm°Mse � o ® � wAt-.* rrewNamr�ar.rrerwrLamtliawMbpr+A Product Data Sheet ate+ are Aeantk Rnrner 17-ionnmdins 11duce Q m o Product Data Sheet sum.«NummB,asr„,c54,: rl,me spray o.smake oewl°pme,ro +� r+��+mnble+4resF.on*e'>w+ ® © p3 ,� FlVO�Pn par�a asrlme4 (ASTM E90md ASTME4111: wall."nally' 'y 1.Product vaevn 18.nfl tau wool(31[adi 1ptV.lvea:lalnmwmP.]mL,lump?.arm.Fwwl.mu.M1ua'ArnmmralRr,aim�xer.FaAtxra.+nmse gym, „ •. 1.ProductDescriptl0n conswmam ..waa.rsml matI-purmRaroaunsPRISundwayuvde,wuanJn EppnBfo®lpI, vocLnnHzoaeapiel lordsp:aw6's tip o asrT poo.s Min P R n b f. ! N':+fivk l,.awaa.velmwmw Wm WParpeoeatbm Preaum twoyun,emrao Wrdk ramuhdon.PapeMs upmEve G1q@um temmraaaea msbraamfeme,Pullrnmdependa R Era Nxw :b 1 »N mr¢aMnmOWe [; 4 55.Paakaging,Storage,Shelft�fe mnamgimunummehMmmpt robe hwmbaadnghmmrlrmaad mamww� 0.1l yR,teabs.staaaaawwlummismata,TypicaaaaNvmda=c) Up M BeWa'P2\EN acAIL d r Isaty rinpr 0«apvasma h mwoamm mcW woos,pause mamblejeckniog D' flmibksoW fNuingafim, t sltPmnmmlylminuta w w x . N x . Id.I I IN vxalkrr PsalmpaSgWlnamltlp pW M1mAramtNFeplwtuneYn0.rr.sl+hAaSWab Avmbm4EnW . . .fit x s m e W 02 y M tick IIW'uwwda. AVlxuerAuyhp Wrt '+>nM1lt,xem product mnmtmmaugbrflumgegaioxemokemdflemc. 957 Ll AirLeekege(LL14]9Swpon6l: <ICF.MrSgFt waaa,r py, N, StwnBVl 3M F A d SeW"CP-SM1@ A l'N W'.:1 infiysysdrovbm ✓rf avdPYFu CaMJ1'C1'rdwnngaA laApre W A w w J1rF Ba BeWc`2fMB PtimPb'mJ:apm yMPa htbm Arxw,a flea. J•N ♦p pgi, ',x>eaaA Bc vpe-ni of'aFInIYWwlAeaCPnw&Fdxm.music, � � ]bW: Up b llapY6mlmhw yaw rtmr.aaamN a1b°'rawmaa--- ," EFm Wuy Ib,maahNarr wramar u m am-co,"p, O `J � � ATTENTION:CODE OFFICIALS Laea Men,me'mm�k or LEEovoc regnlmtare.a5o&1.voc rbmwan.ar.a tNl nba al .fill Wrthr Badm'C 21N rd.na bob ma oleo P�malappmemhataa DL bhaIYLIEI M P W dal rCPad3VB.aHIAIIfa.a la naxuH lnarAPwlspwadaNWnm fmmhw f _]P bx mWebaw yrrn« i conrenta(Iesr H'r0and exmnpr sol.enml N ram- a v firm 4 panm.a upo A.JN 1an'aryslnnfCPuw'9-y},RIawWW drum, Frr-o'r' PIPI-Step C•a UD O ap •1 lt.vl mlaeafar _1'ah4atwxps .'tar Vpmug eacrJ.tG ra ° a ..vW.tl!aealnMSnrxnh4.l.entlp:rr;xmrnelrameg4mlYiarY�]M ni.aiyaiphor�4Wer ® Ise Rabi Firump Poem ® UL'IILC rioted F .T�,. 8.Installation Techniques �..t Product Featume waLLn rum ""�� 5r InstallatlonTeDhnlnnuee �6Ym.".a FYAuWwiniHnllrrarl¢IY4Am4 'Dn S.WltwarMN¢} e ® MedsMTME8l& KAD'LCSIIS C6W1V0319ArrMOrh-EAFIra➢Ma-ilnryPr„fel+rDlx(Ihrinrvan3%uAry .t.uA11A rip/�IlrvA/odmu'IAga9rrddeb Lk. �E W .Firm muss +Woke Wwibovnr«s'mr Y A➢p'WL+L'k LawukmaaarWpwyiNrp narrveu7a.e, sa sum „suck �•, ® M«amelnmoaemalawmoecoaef pmsivc6rtPaavoa rm¢¢mpNmaun E" w R`nrk ThrmRfiss.ag•iin a-Fiq nx sham ba Clsynoia.1ancuNan erbind f.( pooWnmuld,AHr.M ESII onloa sAFrmt �a Pwperxlary\Nib THnt Pthr avy"binnrM ehriauYMdceltamdvuld havlalmi'ibrEmpopa Mhrslai vf:M aM"Pb9mlvlWO PtepYlxW, P. P p Iv`IRflttp ila pRp {ULIrio'e N u511J Ilea Ilrwi DLC 3!WB finmralnf•H+rmlm oPharJmmaad rot anrrdlla�lmte"Wlmrel'.adaMAtrbmaraarn Rleheab -- oo,&Ira Berrbr.Ft Fa an(F1P I4SW1+E Nr tq wel v,telso,xn aaeanotvrotandata flap Flom T , co F1 0.1vu-s -lxm nnelm WmpMgaBulpmem a°boob hppyktlwhAap to Wiaaaed • R nuable! dw da -rod[lull.Fawt Canal lnna led Irh IA h oval erbnnm lm+,'ervd dill v •'"" ns,kolapxalm'rC Sop arse imp rrye Mle Inlmlatla Daelh I'll tlb zPaUSbl:drib and Fir l-3p d Ittl'Atrhu appliablp JM LU I' d youm(amNa ^I aumWme eStAAh'rMEIPfiE .Nvlul➢n lma Inf1a11vNm OaAb: I:ma pplMbl aap'N vt'h a'y VrorNl d dmYxaNntlaxprr'mN DLI N FN l dl prrtyliNiglmf, Sa8 Emmf Winn .F'aell+m MAaW GV,F sy n Sur r' a I CP RB:uby p adpn '46v'Nh bon ail WI II da N441rberpnt E II e,lmtm FIPI-Drop knack Gn'd 7 m NC' IF d 'I ThC FA'1 Eup rode bCM d eIndustrialrobn 'f-asyAa M0,kfl s,ayw Ian CP3 0 Fry ImA I.IMn+ 3 d b dx hh da pp'�abr:imtlw,epm, dwA wlm the yn tin h. CI I'. �I fl wlM wvw if wdetl -"In ar ..porple YtlapINY mbl Hrrd lrtHlWmArl dTW a.:F CI WI EI a A IIA Dowd, w-appaer Lfmkalbu Cn oar cocky FlPl sup h- A vrM IY rcper Is lm.a HFIYCI de my Y cnrrNN rL118ydra 7111arlxra .win:iron uL rams , n IdYJM FIeBa 91 CP3 V\B { dY� p«a '4 h,uxPF(9•C vni to Qurckcurc&elWim«b Aercea fwminvel wool sntl amdk rcatora,Malt IDxut apre,FIPI-Sk,.allea, aw.1ab tMt blaadall pl R l"rob. nil• FM -'a+ ^wAa 714.3.2 Membrane penetrations. Membrane penetra- oar atl M. A IP!' 1 JI p .. 1-MF a A CP raB WI 1. emh m Wad 1 1 P ry 1 (eP�anpmynYted 1, ke pl rn,a Preen or tonbllb dmbbe.DanalapPll FIP 1-StePu kmuK 'PGC TfA I'r y .prom ed,IMs -�Yrcm 11Y 1 Wti" Ce vPoly aN'Into W v��ao n-Cowed 4 "fh ant YVNly camp CY nmrenN to YInl.Thb pudyAllamxaaFtyblO [ions shall comply with Section 714.3.1.Where walls Or hanaemnmkamnmanefx """p' wk 6 N HT APPROVED 2.Applieations a(•ly nanaen«me°m,emmwr am,°Aw r.'s� sal"eel.uA.ro,.n Ea ebnmm«. re Inaxa.an nil cl,dun.p ur wmm,lamn„a I lode:films mask nblecceble w•inwu.me b [Hall mr sae wiM ahbdnatni pnly.b>Ichlreme(ePel:ipye, partitions are required to have afire-resistance rating / Fi) Pextbacolm.Altai avn.awnawxya.-nr euapu anti wx+x.ir{i.�cae.a ;a NpTICG rhh nBuwpovtwpllbtx"ewMeNbrinor pagvhYktbMalC%'C)plpr 11'Irical4T ica°om ins opening, ppe, - pipe,rom imtioo pmarniau gh<wcrete FI w� a nomw,llmegam®wagEmram�blis recessed fixtures shall be installed such that the)squired 2.n„ IICadOn6 3.Specifications r ` 7.Maintenance ,,.pp,!,ire"ya, 7.Maintenance fire resistance will not be reduced. w 4 v p;x. Namva sNg says Ww a rook ea nNw ae ww p m aupmn rWlauonr segos am baWlaniraa apeaa came _I "!+p Vomeo-®nmm.nonk beem'rinda.r WalW lnmmramw»q rH rApllvebinin,laulek.FAivwurt,Inpany P,:adpanr,@r..lnva�Bai,xmyrmmn PD'1- FlP1-8 barons the tdbw Mn anmane Med uNlonmevvvtdenae WM mail llaehla Exceptions: � I'ceI HlyAgrlmmxnrJM"FHIaeN«amhm er 3Sw'Br 1e SeA me MJmyaepe mmchnle haapb iane:rteuvk vPRNJM'Fke mnabeann4YaJw0.lsdumNd.rM Step rMa be poor I any rot,rudCANAU,grml 15aposo mmaitg bum Seumo]Nw-nm'oppiiq °P P°d taHPm°°�°e a@PIS"r w+n bTAPa )p w n%wavomo-mlon.;M'Enr O.da.-serum eennil.¢npwh'uaaa In ivarnumva:awmc�ICN NaaAlnp ;l=1•• °O,m raoaw�amayGrr•will,pgv:namartAraeA aadamayd aa:aun N:rn'ada«v aaA degpuew PIP I-Slap shell be rmbd to the cnleriaarGNULC S115 StaWrd Tell ssmnmala-Aatwrm PIP lamp iL LlnW'wm 1.Membrane penetrations of maximum 2-hour tare- epp:uuivm tv9mmv➢mbP+mntlryde Wlowivypauomrin Mnrflvm.9naisiLayia+elh:rtml'u ImWryrum,whAummlmum la lit,(I2'mmlm«Nr ova tHaavm[muxlel. MclM1oa for Firo Tarn of Prndnlim FimmpSpmm¢ASTM ENrUL 73J P rP1 NPAPImac,dpniasdodaytn'CI.caMd:,ppawrrdarmursatlm,�de.aulsons¢hws-'a-inw':rmd Intenek Intertek "Mont Tex IdlM1od for sunncc aimingosicasnstiraareuilding Mmenals. R"mrassab. trsistance-rated walls partitions by steel ales- V 4atimNNa-amhe5oh S.Avallablh mwfvo w« roam+•tinwMwxawuawnm .amna.ahhd nlr�wr¢a1: S,AYgligblllty AS.dInesol.1Iva-Idfarlamoss Me"vrrso,salATalE ty [deal boxes[listre not exceed a Square inches arnxmnlm arm. """°^^"'°'°" ""mFn°wLOm Sonnd Trensmissian Lossoraailaing Paniema uM eleroenm®aA$TM E4IJ sotaturnon "osaw-bnimtBmive PIP I-Props Ywilpble in]2.r3M1oc paAr'AIRk FbrsdtlitraceMnita and puMuiny infm'Mdon ropNinPapsaMalEerlM'"Fie Protaoaon r ' J4Fiiv OnninyminmCP1lWB.iravaaSEMmJM ArMv(psdFier Prcwmkm Rroraa Utnbvwnk Dxlpn.JM"Fim&rhm 9mhlwWp3W'a.0 gwe5mkm tiro Raliog5aoalmWaYon Flp lapp"a" meetEnregwrmmnof �avnllaw-FneSuppestion Praaupu,pleaN oah l-600az&16P7arviyil n'wwJMaornwmsw. (0.0103 mz)in area,p provided the aggregate area a°tilaWe in te.IO u.vWdpN(I1!ArmLN.c A.m.r[tyro{nA'vrAape1,v¢mrtltipm(6aevA l wlka-lor(I�Care)u-foA snoam Iimmh PaN,tAmN Sadm case-Plmlbing of the openings throughthe membrane does not sullen sal andpuohJyfnbrn lan»pvdfny a4h sdaMtM^Phn T21upin�ua.¢Flam Wt.I5d6i1a�lAB'mulsA uuu l\isomilresmy, ae 1BC.IRC,IFC,IPC,IMC,N'FPA SOOO,NEC(I:FPA]0).\FPA I@I aM NRCC. ymy°pa„aa-Elxmul exceed 100 square inches(0.0645 ri in any 100 3.Specifications 9.Safe Handling Information square feet(9.29 me)of wall area.The annular JM H mmm¢a d a..!mdM".u. 9.Safe Handling Information wmA A,a y�xW,wpsa„3DD,mrp w a and bousla hemp l paka apmala y onh g N x dapmal 4.Storage&Shelf Life can>vn➢ ma.x!ran'cr�rynarnsEerrrlrsasl➢„armANramAxradaonn. u all a mane 1. nm a,powa p' x�e lra°FlsssK:rn eda ra+'o'ns rm..ron smrnN FIP lust,ouleaerlaradiMoas indryvaMiombm,,Wkq Erpo°FIS°Coodlp°C).napti _ .space between the wall membrane and the box ® ♦1l4 Tla sk r1,,: 'I W:Hr Ifra:pr. Yxw rvb mm�e rya fma;rMwwarpmutmofem FlP l-Stepwbhallmere pmkeging lfpraaun finems,am pmNm n shall not exceed/g inch(3.2 rum).Such boxes on � *1�iit ,pep L. 11 .tlb a1a 7c LL I. 1 fro. -air e: amwxaawmNmw mull-Sale Hills 12 bugle m idgirs!oponod Mai inm dome Lscc Sa4'an 5). ntl+ ..„ •�,I�a JM F.¢ 11.111.3111m tlw : a:ndrw -air +^� "� opposite sides of the wall or partition shall be ♦gyp PSA Llv,v 9nndmdT -hvd„r Foe sloe pmata.P issoi-m .ur a¢da°' N„ -A sy°mr¢ Sbelf Lee FIT lahpshdflikhlz rmnthin angipslmgremd wnwn>,fiom aueorpxkagio8+bulamred . +�a Ir°� 'w tip I� ^roam tlm�mNrllme Separated one of the following: P e�E-.o-r nxrm yx�rree -� "'p mnw�m6mm�orx Asp�orWo ew w wa P Y g� ASTMS v3Ell,nui ldin a dr .,done,T sack : dens. prop..pea. wiceP m eW\w,6g°FLrN`C)md bebw 90`FlJa.aT). m C-IoW eI It atuWmd MeN a ip r nv'Fb S,it,,m..M'F9.: S,µ,..nm m h as " nA i`A "'Imrl¢I New. d �'" `�' ° I.I.By a horizontal distance of not less than lmlemcPmolass ossassion-rMCIBC,IACIFC IP Tc,'"" payv>:as SMkd YWWMNaN py n amy - io-en L"wmMnq Fwtmfamna8l Ihte of Raduaim lYYMM) wTe.1 ,a pw rom'nno+mmoa ♦ °Ixxx w.vaenwq,oar,umm. a AMC(NTPA70v NEPAI01. p -coos I'lu tlrsNl hlvWN PEhaig eras ears) room r.man sit+.row 24 Incites(610 mm)where the wall or gBsax S'N has S litaxesta e4w4 aam„.+: amsNaxadtria S doe ,d hpNPIFIDgmslrenl'M1pN BWAm rum that'sd4pw.ImldN mnmm,x+°"�"$;na�inanv" v g (eat n) 1MEaneaeaNuw6 partition is constructed with individual For IDCMIa NpDmtrentnORJM F'm PrpkclimPs 'me re:tsx-ce-Ilo 1-F[S warts u'aulY 4mrsh RA Y clsouplaralmtnft 9AIErIMaa a9agrParV it aaxSMrae ,� p had ov anridge) kRGMIG1p1pF mncommunlcahng stud cavities; O For mare'nhatlonon JM"Fire Prgeatlan PmdacfAvSa.:\,wla mmSrewW w,wJlawmnra mane "xissfass,m'124 in assiaprwalsou'u ¢ uema,OmM wan ysleme c'i'.1-B'A-32B-f68r �ymj Nrp] Oa wllNl nlDAhhxrvN MCMiWJM1I-0mlp"p,Veararlerx nGnm y Jz 1.2.B a horizontal distance of not less than _ yvn.w,wmWplwayawhrxpmtvaawnm, the depth of the wall cavity where the _ 3x wall cavity is filled with cellulose loose- as �3 fill,rockwool or slag mineral wool insula- w o O BLANK PENETRATIONS O PIPE PENETRATIONS tine` lI 1.3.By solid fireblocking in accordance with II Section 718.2.1; 1.4.By protecting both outlet boxes with listed putty pads;or w 1.5.By other listed materials and methods. Qe 714.4 Horizontal assemblies.Penetrations of a fire-reels- tance-rated floor,floor/ceiling assembly or the ceiling mem- brane of a roof/ceiling assembly not required to be enclosed yk in a shaft.by Section 712.1 shall be protected in accrndance 1 .%5 with Sections 714.4.1 through 714.4.4. 714A.1 Through penetrations.Through penetrations of ch horizontal assemblies shall comply with Section 714.4.1.1 r� or 714.4.1.2. GO z eala!!Illll1, SERIES SSP PUTTY&PUTTY PADS FS-ONE ay Exceptions: $PeC$�a P High Performance Intumescent � 1.Penetrations by creel,fattens of Lopper con- toFiresto Sealant -.•" v APPLICATIONS PRODUCT DESCRIPTION '."; drains, pipes,robes or vents or concrete or � SpecSeal®Sees SSP Polly and Putty Pads SpeS 1p)Series SSP Putty'is a no,hardenng mums t compound designed to seal through- Product deacription .7'� masonry items through a single hro[C9is- •rl t used to seal through penetrations as well penetration,As s enter membrane penetrations against the spread of fire smoke and toxic ■limmescentharands when exposed io and sealant that z5 tance-rated floor assembly where the annular U as onstruction gaps and blank openings. gasses.SpecSeal®Putty expands noteeghtli-isoignalsed when exposed to high temperatures helpsproectmmbustbleandnoncombustiblepmetrat ors for spume is protected with materials that prevent i SpecSeal®Putty Pads are used to sealamund or flames. up ton hours file rating the passage of flame and hot gases sufficient elecr cal boxes to reduce sound Transmission Requiring no tools SpecSeal®Series SSP Putty's soft andpl'bl k'g it easy to install by hand Product features �a`y to ignite Cotton waste when sublecled to (see Techncai Update)and ii-der,fr, Trucking into openings,haaggress-ohes onrakes it suitable for use with all common construction ■Smoke gas and watermsstant after neatens has cured ASTME119 or f1L 264 time Lempel otters lire In es stance.These pads also provdeamelemd materials as well astable jacketing and ppes.SpecSeal®Putty romans sort easymreuse or ■contains no halogen soMenls or asbesms conditions under a minimum positive pleasure is method of application when seating through reties[ ■High fre rating properties differential of 0.01 inch(2.49 Pa)of wafer at ■water based,pas w clean I F penetrators and in game applications.are SpecSeal®Ser ea SSP Putty Pads prov de th same level ip t r I' tlpaa for easy v ,,,� 4 the location of the penetration for the time used to de a cushion to allow movement application to electrical boxes or other p (ants The pad i 'ently s d i fit typical l-1/2' ■Protects most typical frsoff in-andion applications O provide Technical Data- „FS ONE period equivalent t0 the fire resistan <"ling N 0 to due to selling expans on and coniracCon or (38 m)deep 45b thcutting piecing t required. d both si 'd e [poly ■Palatable oaeincal basis cterh 1 of the construction penetrated. Penetrating vibration Sp cSeal®Patty P d easily applied with m d 0 angle eomponentsysternsaa table acryc Pane g UI e ■Meets LEEDTM regbremeMs for nicer pnmrenmentai quality cred t ed p nail items With a maximum 6-inch(152 tm31)nOm- T E 41 Low EmM1t ng Maier ens,Sealants and Adhesives and 4.2 Pants Color Red oral diameter Shall not be limited to the pone- 0 Non Harden ng Easy reVoiL and Coat ngs Applion-ternperawre Flo too CIG Is 46°OI b 3 tration of a single fire resistance rated floor NTwo Stage Intumescence features aggressive expansion. Areas of application sun arming ome Approx.20-3o rum. assemhl provided they Ile area Of the k�.a Endothermic Fillersabsorb beat&release water. ■Slash co and ly-on tit APprox.2 rum/3days y.P toxem �1 IW peer an pipes m11lty Appmx.sin openings through the .ssentbly does not 'f� U Q Highly Adhesiyeformula Stays put.Allows movement. ■Insulated steel and copperpipes era lanre area[ up no a-S Imes wins"I volume exceed 144 square inchcs(92 goo oul in any r ■Cable bundles Te oo.mure fin ce(ouraal -40°F m 212°F(-40-C to leancs NOTE: +� Cd o soft a Pliable far easy blstallation. sunace burning area<enenae m s CONTRACTOR TO CONTACT A 100 square feet(9.3 m2)of floor area. �y ® ■Closed or vented plastic pipes e creed.a No Water-Soluble Expansion Ingredients means better water resistances ■HVAC penetrations (perm E a-saj oil evalopment s 3hl CONSULTANT BEFOG 2.PenenadOnS In a single concrete[loot by Steel, b eb V �r Sound Deadening!Excellent sound attenuation dies.Reduces noise transmission. Sound transmission classification 5a unk-a 1.Cspeaik aopxructian nprope For use with (ASTME90.991 I F'RODUGi INSTALLATION, ferrous or copper conduits,pipes, robes or c ■concrete,masonry,divwaA and woos Boor assembles Approval¢ vents with a maximum Cinch(152 ran)nom- PERFORMANCE ■wall and floor aasembliesrated up hot 4 hours •Calmns Stara Flra Mamhal-No.4485-1200,m0 inal diameter,provided the concrete,grout or N Cityof New Vork-MEA 32696M Vol.IV - SpecSealeSeres Sestedfy'stheba f yt ih 1 eion andmostcom fASTMEe14(oratings Examples Tanked In ncc.Mence with fin nar is installed the full thickness Of the Titor qq tl $ystemshave beentestedforallcommonlormsof consbuctonandmost commonpenehaniswho ratings ■Sealing around combustible pipe penetrations in Are rated -UL 1479 •ASTM E814 •ASTM E84 floor Or the thickness required to maintain the la� 3 J up to 3 hours Sound attenuation properties have also been tested as per ASTM G919 and E90 cpnstmcton Va xn1so"eta fire-resistance rating.The penetrating items r� Q Addtonally,SpecSeal®Seres SSP Putty Pads have been tested to UL263(ASTM E119 NFPA 251) ■Seal ng %und non-combustble penetr'aaons n lire rated �� shall not be limited to the penetration of a sin- and are classf ed for up to 2 hours as a Wall Opening Protective Material for use with bath metallic cons rpq "a gle concrete floor,provided the area of the (� and nonmetallic outlet or switch boxes installed in gypsum wallboard assembles(steel and wood stud eL uesvr ura tie nsa ones m © °"°"'n" E'1 '" opening through each floor does not exceed E-a assemblies).Boxes poruseled with SpecSeal®Putty Pads have been successfully testedwth box sparing '1 rV rednaedm leas tone is(ace rum). 144 square inches(92 900 mal WW1 Z z 3.Penetrations by listed electrical boxes of any I�•t W.�j sNfperial, provided such boxes have beenPHYSICAL PROPERTIES °tFM tested for use in fire-resistance-rated extern- r A Q'an gc1,11 mL us °u aenaapPmwnraemnFot9Aaem9r4m°taeAFwl4mlmFwmr APPRDAD es and installed in accordance with the �•J f PHYSICAL PROPERTIES Z1-� �J, m instructions included in the listing. F-I ` PratERtflama "a'SSPPu 714A.1.1 Installation.Through penetrations shall be r~ A� od SPECIFICATIONS installed as tested in the approved fire-resistance-rated h+'t I-a A Z '• Color: Red Than mstopp gp tty h Il be as p t t t gel tumescent con herd g p ntl.Th putty, pp a% assembly. EJy > Odin: None when exposed t high fork or flu h II b capable of expanding a m of five braes.Range J of confinunq p hall be from 230Ff s,000"F(1INT 1o>53e C)Theputty shall be soft 714.4.1.2 Through-penetration firest0 s stem. Density: 1.451,4L(12.Oe IWgal end pliable a thaggreaslve adhesion and shall not contain any water-aaluble lntumeseenl ingredients, P Y 0•Q1 sdids: t00% The putty shall be UL Classified and/or FM Systems Approved and tested to the requirements of Through penetrations shall be protected by an Ey M'ram ASTM E814(ULl479). approved through-penetration firestop system installed Egtatdm aegrrs 230°F IAo'C) SPECIFIED DIVISIONS and tested in accordance with ASTM E 814 or UL O E-1 ., Volume Expansion: >5(tr4progrraHkin 1479,with a minimum positive pressure differential of Q'i cc DIV. 7 07840 Through Penetration Flrestoppingcc hSerdceTemp: _lo'F(-23-G)_120`F(g9-G) 0.01 inch of water(2.49 Pa).The system shall have an W y DIV. 13 logos Speolal Ccnstr,ton Hre Suppression&Supervisory Systems F rating/T rating of not less than 1 hour but not less gn shale Temp: Less than 1201FI4913) c SLCRaIin9: tin DIV. 15 15250 Mechanical Insulation-Rm Protedlon than the required rating of the floor penetrated. i""H Cd! r r� YOCContmY': O.mlbsgatO.OgiA DIV is 16050 Basic Electrical MatelialsB Methods Exceptions: 4••J h+l 00 Shall NnNmt 1.Floor penetrations contained and located .--I within the cavity of a wall above the floor 3 or below the floor do not require a T rating. 2.Floor penetrations by floor drains, tubL drains or shower drains contained andOUTLETlocated within the concealed space Of a hor- P E N E T R A T I O N SEALANTS lour penettratibly run not rmaxi a T rating. 3.Floor penetrations of maximum 4-inch (102 rum) nominal diameter penetrating do directly into metal-enclosed electrical Epower switchgear do not require a T rating, ex 3 GENERAL NOTES TYPE A ADA NOTES o -4 I. ALL INTERIOR BEARIfJG WALLS,MEMBRANE PENETRATIONS,DECKS,FLOORS,4 38. I-HOUR PARTY WALLS,FIRE-RESISTANCE-RATED WALLS AND PARTITIONS 1003.9 Operable Parts. Lighting controls, electrical 1003.12.3.1 Clear Floor Space. A clear floor 1003.12.5.4 Cooktop.Cooktops shall comply with 308 Reach Ranges Z rZ-r ANY OTHER FRAMED SURFACE TO BE I-HR.(TYP.ALL UNITS) REQUIRE STEEL OR OTHER L16TED MATERIAL ELECTRICAL BOXES THAT DO NOT panelboards,electrical switches and receptacle outlets, space,positioned for a forward approach to the Section 1003.12.5.4. pq A environmental controls,appliance controls, operating work surface,shall be provided. Knee and toe 303.1 General.Reach ranges shall complywith Section E a EXCEED I6 SQUARE INCHES IN AREA. THESE ARE ALLOWED,PROVIDED THE 1003.12.5.4.1 Approach.A clear floor space, 308. c °a ►. 2. CONSTRUCTION CONSULTANTS OF WASHINGTON,LLC OR EQUAL SHALL FERFORM hardware for operable windows,plumbing fixture con- clearance complying with Section 306 shall be a SPECIAL INSPECTION OF THE EXTERIOR ENVELOPE PER ENGROSSED NB 1846, AGGREGATE AREA OF THE OPENINGS THROUGH THE MEMBRANE DOES NOT trots,and user controls for securit or intercom s stems positioned for a parallel or forward approach to EXCEED Imo SQUARE FEET OF WALL AREA. THE ANNULAR SPACE BETWEEN THE shall comply with Section 309. y y provided.The clear floor space shall be centered the ceokto shall be provided. UNLESS OWNER SIGNS AN AFFIDAVIT THAT HE WILL OWN THE BUILDING FOR A MIN. p y P, P 308.E Forward Reach. O y WALL MEMBRANE AND THE BOX SHALL NOT EXCEED I/8". SUCH BOXES ON on the work surface. p.. � OF 5 YEARS AFTER 15T OCCUPANCY. EXCEPTIONS: clear Y.5.4.2 Forward approach.Where the 308.2.7 Unobstructed.Where a forward reach is OPPOSITE SIDES OF THE WALL OR PARTITION SHALL BE SEPARATED BY ONE EXCEPTION: Cabinetry shall be permitted 4A d rn p 1. Receptacle outlets serving a dedicated use. under the work surface, clear floor space is positioned for a forward unobstructed,the high forward reach shall be 48 I 3. IN ALL OCCUPANCIES,AND SOAP I S SUCH C.GRAB BARS,TOWEL BARS, OF THE FOLLOWING(11432). p 9 provided the following 9 g approach,knee and toe provided.complying inches all b ram maximum and the low forward F .�- PAPER DISPENSERS MID SOAP DISHES,ETC.PROVIDED ON OR WITHIN WALLS, A. 8Y A HORIZONTAL DISTANCE OF NOT LESS THAN 24"WHERE THE WALL 2. Where two or more rope facto outlets are ro- criteria are met: ( ) P P with Section 306 shall shall provided.The under- reach shall be 15 inches(380 ram)minimum above cst d 02 I SHALL BE INSTALLED AND SEALED TO PROTECT STRUCTURAL ELEMENTS FROM OR PARTITION IS CONSTRUCTED WITH INDIVIDUAL vided in a kitchen above a length of counter (a)The cabinet can be removed without side of the ceokto shall be insulated or other- W cabinetry P the floor. y W f% Is A MOISTURE. NON-COMMUNICATING STUD CAVITIES. top that is uninterrupted by a sink or appliance, removal or replacement of the work sur- wise configured to protect from burns, 8. BY PROTECTING OUTLET BOXES WITH LISTED PUTTY PADS OR EQUAL. one receptacle outlet shall not be required to face, abrasions,or electrical shock. d'5 � amp d X 4. SHOWERS IN ALL OCCUPANCIES TO BE FlNISNED A5 SPECIFIED ABOVE TO A BE TYP. ev w a cemply with Section 3h9. eO .. HEIGHT OF 12"ABOVE DRAIN INLET. MATERIALS OTHER THAN STRUCTURAL 39, EXITING AND DOORS: (b)The floor finish extends under the cab?- 1003.12.5.4.3 Parallel approach.Where the BEDROOM M rn O.. an 2i ELEMENTS USED IN SUCH WALLS TO BE OF A TYPE WHICH IS NOT ADVERSELY 3. Floor receptacle outlets. netry,and clear floor space is positioned for a parallel WINDOW SI A. FOR PURP05ES OF INFORMATION,ALL MEANS OF EGRESS DOORS 4. HVAC diffusers. c 4. AFFECTED BY MOISTURE. SHALL BE READILY OFENABLE FROM THE SIDE FROM WHICH EGRESS O The walls behind and surrounding the approach,the clear floor space shall be Can- SHALL ` x 5. ALL TOILET ROOMS TO BE PROVIDED WITH A MECHANICALLY OPERATED 15 TO BE MADE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE 5. Controls mounted on ceiling fans. cabinetry are finished. tered on the appliance. E• OR EFFORT.1010.1.9 8. Where redundant controls other than light 1003.12.3.2 Height.The work surface shall be 34 1003.12.5.4.4 Controls.The location of con- EXHAUST 5Y5TEM CAPABLE OF PROVIDIfJG A COMPLETE CHANGE OF AIR inches(865 ram)maximum above the floor. trols shall not re EVERY 15 MINUTES. SUCH 5Y5TEM5 TO BE CONNECTED DIRECTLY TO THE 5. ALL LIGHTED EXIT SIGNS WILL REQUIRE CONTINUOUS ILLUMINATION switches are provided for a single element, quire reaching across burners ,.y WITH BACK-UP DURATION CAPABILITY OF eO MINUTES IN CASE OFSec- PRIMARYo W OUTSIDE,AND THE POINT OF DISCHARGE TO BE AT LEAST 5'FROM ANY one control in each space shall not be required EXCEPTION:A counter that is adjustable to 1003.12.5.5 Oven.Ovens shall comply with E m POWER LOSS. 1013b3 to be accessible. provide a work surface at variable heights 29 ,o ro OPERABLE WINDOW. tion 1003.12S.5.Ovens shall have controls on C. EXIT ILLUMINATION POWER SUPPLY SHALL INCLUDE BACK-UP 7. Reset buttons and shut-offs sewing a li- inches(735 ram)minimum and 38 inches(915 a c ^! 9 PP front panels,on either side of the door. 6. EVERY UNIT TO HAVE A SMOKE DETECTOR IN EACH BEDROOM AND ONE IN THE ances, in and plumbing fixtures. ram)maximum above the floor,or that can be CAPABILITY IN THE EVENT OF A POWER FAILURE. THE EMERGENCY piping 9 9 v` HALL. SMOKE DETECTORS W RECEIVE THEIR PRIMARY POWER FROM THE POWER 5YSTEM SHALL PROVIDE POWER FOR DURATION OF NOT LESS 8. Electrical anelboards shall not be required to relocated within that range tit cabioutnets cutting the space shall b Clear floor space.A clear floor Pcounter or damaging adjacent cabinets,walls, space shall be provided.The oven door in the '/ x BUILDING WIRING WHEN SUCH WIRING IS SERVED FROM A COMMERCIAL SOURCE. THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES,UNIT comply with Section 309.4. doors,and structural elements,shall be permit- P FFF••--111 WIRING TO BE PERMANENT AND WITHOUT A DISCONNECTING SWITCH OTHER THAN EQUIPMENT,OR AN ON-SITE GENERATOR THIS REQUIREMENT APPLIES 1003.10 LaundryEquipment,Washin machines and ted. p open position shall not obstruct the clear floor - THOSE REQUIRED FOR OVER CURRENT PROTECTION,SMOKE DETECTORS AS 9 space for the oven. FIG.3FOR V TO THE BUILDING AS WELL AS FOR EVERY ROOM THAT REQUIRES TWO clothes dryers shall comply with Section till. 1003.12.3.3 Exposed Surfaces.There shall be UNOBSTRUCTED FORWARD REACH SHOWN ON PLANS SHALL BE INTERCONNECTED w/BATTERY BACK-UP.9012.112 EXITS.10083 1003-12.5.5.2 Side-Hinged Door Ovens.Side- � A/ no sharp or abrasive surfaces under me exposed w D. TACTILE EXIT SIGNS PER All1.1-2009 ARE REQUIRED AT THE 1003.11.2.2 Lavatory. Lavatories shall comply hinged door ovens shall have a countertop element, the high side reach shall be 48 inches 1. EXTEND THE FIRE-RESISTIVE WALL PROTECTION TO THE SOLE PLATE BEHIND with Section 606. portions of work surface counters. positioned adjacent to the latch side of the oven (1220 mm)maximum and the low side reach shall be THE TUBS OR SHOWER UNITS WHICH ABUT A REQUIRED FIRE-RATED WALL. REQUIRED EXIT DISCHARGE DOORS TO THE EXTERIOR 1013.4 EXCEPTION: Cabinetry shall be permitted 1003.12.4.1 Clear Floor Space. A clear floor door, 15 inches(380 mm)minimum above the floor. 40, AIR LEAKAGE CONTROL: space,positioned for a forward approach to the 8. ALL GLAZING i0 BE CLASS 60 MINIMUM. under the lavatory,provided the following write- 1003.12.5.5.3 Bottom-Hinged Door Ovens. EXCEPTION: Existing elements that are not THE THERMAL BUILDING ENVELOPE SHALL BE CONSTRICTED TO LIMIT AIR is are met: sink,shall it provided.Knee and toe clearance g altered shall be ermined at 54 inches 1370 ram) 9. INSTALL ONE 2A,10-B:C PORTABLE FIRE EXTINGUISHER AT THE BOTTOM complying with Section 306 shall be provided. Bottom-hinged door ovens shall have a ceun- P LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS DI SECTION MATERIALS (a)The cabinetry can be removed without tertop positioned adjacent to one side of the maximum above the Boor. MORE JG OF EACH 0VE THE RECOMMEND SECURITY CABINETS,FIIOUNT NO THROUGH R402.4.4, THE SEALING METHODS BETWEEN DISSIMILAR MATERIALS EXCEPTIONS: x removal or re lacement of the lavatory; door. MORE THAN 54"ABOVE THE FLOOR LEVEL.INSTALL ADDITIONAL FIRE EXi, SHALL ALLOW FOR DIFFERENTIAL EXPANSION AND CONTRACTION. THE P ry' E 1. The requirement for knee and toe clear- y ♦°'� • A5 NEEDED SO ONE 15 LOCATED WITHIN A MAX.TRAVEL DUST.OF 15'FROM ALL (b)The floor finish extends under the cab?- 1003.12.5.5.4 Controls.The location of con- COMPONENTS 2A THE BUILDING THERMAL ENVELOPE AS LISTED IN TABLE bowl shall not apply to more than one ® ♦�q PORTIONS OF THE BUILDING. netry;and troll shall not require reaching across burners. ♦ ��Aq R4024.1-R402.4.5 SHALL BE INSTALLED IN ACCORDANCE WITH THE bowl of a multi-bowl sink. MANUFACTURER'S INSTRUCTIONS AND THE CRITERIA LISTED IN TABLE R402,4.1.1, (c)The walls behind and surrounding the 1003.12.5.6 Refri erator/Freezer. Combination 1 •�� i 10. STREET ADDRESS NUMBERS SHALL BE VISIBLE AND LEGIBLE FROM THE cabinetry are finished. 2. Cabinetry shall be permitted to be added 9 i STREET. AS APPLICABLE TO THE METHOD OF CONSTRUCTION.THE BUILDING SHALL HAVE under the sink,provided the following cri- refrigerators and freezers shall have at least 50 (a) AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR 1003.12 Kitchens and kitchenettes. Kitchens and teria are met: percent of the freezer compartment shelves, 20 max 11. CLOTHES DRYERS SHALL BE CONNECTED TO A DUCT DIRECTLY TO THE kitchenettes shall comply with Section 1003.12. including the bottom of the freezer 54 inches 510 41. ALL HVAC DUCTING SHALL COMPLY WITH THE LATEST 5MACNA REQUIREMENTS (a) The cabinetry can be removed 1370 min maximum above the floor when the "o EXTERIOR. 1003.12.1 Clearance. Clearance complying with ( ) AND CHAPTER I6 OF THE 2015 IBC STANDARDS FOR SEISMIC BRACING. p y 9 without removal or replacement shelves are installed at the maximum heights pos- '•�. E$ E`cy Section 1003.12.1 shall be provided. of the sink, 12. EVERY UNIT TO HAVE COMFORT HEATING FACILITIES. Bible in the compartment.A clear floor space, a _ 42. ALL WOW IS SUBJECT TO INSPECTION AND APPROVAL UNDER 2015 1003.12.1.1 Minimum Clearance. Clearance (b) The Floor finish extends under the positioned for a parallel approach to the refriger- �" _ 13. FLASHIfJG SHALL BE PROVIDED FOR ALL EXTERIOR OPENINGS. INTERJATIONAL MECHANICAL CODE AND THE WASNINGiON STATE AMENDMENTS between all opposing base cabinets,counter tops, cabinetry,and atonfreezer,shall be provided.The centerline of 3 s ADOPTED BY THE CITY, appliances, or walls within kitchen work areas the clear floors ace shall be offset 24 inches 610 14. ALL llNliS WILL BE SEPARATED WITH 5/8"GWB TYPE X DRAFT STOPS IN THE shall be 40 inches 1015mm minimum. (c) The walls behind and surround- p ( x "3 ( ) ram)maximum from the centerline of the appli- ATTIC. 43. PRIOR TO INSULATING ANY DUCTWORC,INSPECTION AND APPROVAL 15 ing the cabinetry are finished. REQUIRED. 1003.12.1.E U-Shaped Kitchens.In kitchens whh ante. E wo 15. ROOF SHEATHING WILL HAVE EXTERIOR OR INTERMEDIATE GLUE. counters,appliances,or cabinets on three config- 1003.12.4.2 Height.The front of the sink shall be 10 max uous sides,clearance between all opposing base 34 inches(865 mm)maximum above the floor, 1003.13 Windows.Windows shall comply with Section I6. THE STEP FROM THE LANDING i0 THE llNli AT THE THRESHOLD OF EVERY 4s�e.uwaars.oastyn4m•dswallnriOrserraasesvnvmwerlr cabinets,countertops,appliances,or walls within measured to the higher of the rim or counter sur- 1003.13. 255 �^ OPENING SHALL NOT EXCEED 1/2",WITH BEVELED EDGE. kitchen work areas shall be 60 inches(1525 ram) face. 1003.13.1 Natural ventilation. Operable windows (b) FIG.308.3.1 minimum. required to provide natural ventilation shall comply >20-25 UNOBSTRUCTED SIDE REACH 11. ALL STAIR RISERS TO BE A MAXIMUM 1"HIGH AND TREADS TO BE II"MINIMUM. LO® EXCEPTION:A sink and counter that is adjust- with Sections provide and 309.3. >510-635 THE HANDRAILS TO BE MOUNTED 1 1/2"FROM THE WALL AND 1 1/2"DIAMETER Ui Good 1003.12.2 Clear Floor Space.Clear floor spaces able to variable heights 29 inches(735 ram) m PIPE. LOCATE 34"ABOVE THE NOSING OF THE TREAD AND EXTEND 12"PAST required by Sections 1003,12.3 through 1003.12.5 minimum and 36 inches(915 mm)maximum 1003.13.2 Emergency escape.Operable windows FIG.308.2.2 308.3.2 Obstructed High Reach.Where a clear MTHE LAST RISER AT THE TOP AND BOTTOM OF THE STAIRS. COMBINATION OF shall comply with Section 305. above the floor,or that can be relocated within required to provide an emergency escape and res- OBSTRUCTED HIGH FORWARD REACH floor space complying with Section 305 allows a par- t/ VERSATILITY AND EFFICIENCY 1003.12.3 Work Surface.At least one section of that range without cutting the counter or dam- cue opening shall comply with Section 309.2. allel approach to an element and the high side reach S. NON-BEARING WALLS i0 BE HELD DOWN FROM THE BOTTOM CHORD OF THE $ counter shall provide a work surface 30 inches(760 aging adjacent cabinets,walls,doors and strut- 308.3 Side Reach. is over an obstruction,the height of the obstruction 'Z ROOF TRUSSES WITH SIMPSON STC CLIPS TO ENSURE THAT THE TRUSS CHORD Although its a space saving solutionth's 27 inch wide washed ram) minimum in length complyingwith Section tural elements, provided rough-in plumbing shall be 34 inches(865 mm)maximum above the $' WILL NOT BEAR ON THE WALL. 1003.12.3. permits connections of supply and drain pipes 308.3.1 Unobstructed.Where a clear floor space floor and the depth of the obstruction shall be 24 dryer combination doesn't mmprorniseon capacity,with w for sinks mounted at the height of 29 inches complying with Section 305 allows a parallel inches(610 ram)maximum.The high side reach 19. BATHROOMS AND LAUNDRY ROOMS TO HAVE SEPARATE AND INDIVIDUAL Aire large 43 cubic foot tub.Itcemes equipped with the (735 mm),shall be permitted. approach to an element and the edge of the clear shall be 48 inches(1220 mm)maximum above the EXHAUST 5Y5TEM5. TmeBalamn-Anti-Vibration System,minlminn9 nci tub ••= floor space is 10 inches(255 mm)maximum from the floor for a reach dep th of 10 Inches(255 ra nt, m)maxi- m moveme along with TuPooWuhe technology swingyou 20 1003.12.4.3 Faucets.Faucets shall comply with 71 Q„� Dann Section 309. z 20. USE DENSGLA55 GOLD AT ALL EXTERIOR LOCATIONS AND USE GWB APPROVED minutes on larger loads•,It also features an Incemal heating FOR WET LOC.IN ALL BATHROOMS AND UNHEATED STORAGE ROOMS. COVER elemerd with a NSF-certified Santry cycle Jot a few mare 0 1003.12.4.4 Exposed Pipes and Surfaces. m u INSIDE COMBUSTION CONSTRUCTION,SUCH AS STORAGE UNITS WITH 5/8"GWB. masons this small washer/dryer mmbo comes with huge Water supply and drain pipes under sinks shall be ,Fy a cleaning and spxe-saving benefits. 30 min* insulated or otherwise configured to protect 0 21. MECHANICAL/ELECTRICAL INSTALLER TO TOTAL ALL PROPOSED HEATING 760 against contact.There shall be no sharp or abra -ij - p EQUIPMENT AND SHOW EQUIPMENT WILL COMPLY WITH W5EC. SPECIFICATIONS INNOVATIONS sive surfaces under sinks. +1 •As<".rt utvs tsNs c"Psr'Prw warw� 1003.12.5 Appliance Where provided, kitchen rho '�o Fy a 22. NO AIR ADMITTANCE VALVES ARE ALLOWED, DISHWASHER WILL NEED AN AIR Nweaurt^•smmassScrFl o,um •wndw co"a.cv"e oM"q PP P E E n U GAP. (TYF.ALL UNITS) .or.m wn.rvmm'wnn •se..m nd.".Icsy appliances shall comply with Section 1003.12.5. x N lsrwumlue wm.ncy •u•re urans s.nluncnu 1003.12.5.1 Operable Parts.All appliance con- E 23. T4P LINES WILL NEED TO BE RUN TO THE EXTERIOR OR AN APPROVED DRAIN. ,UDD PPN ,Nsresamw s.MDrygsw E m trots shall comply with Section 1003.9. > THIS APPLIES TO THE DRAIN PAN AS WELL(5EPERATE LINES). AL50 YOU WILL .14wersar Pmsrsmr •ccw+.a�ocn." "� EXCEPTIONS: NEED EXPANSION TANKS BECAUSE IT 15 A CLOSED WATER SYSTEM. •s1smFFI+rrFs.ams. •srmmmmtbnedwr CO eAee.w eNus) •sm..oar�e•' 1. Appliance doors and door latching (� 24. PROVIDE EMERGENCY(BACK-UP POWER)TO EXTERIOR LIGHTING THRU 10 .o„�.w.,�Mn-vie.cw"zrr^„ devices shall not be required to comply F PARKING LOT. srvuaH oaslou •N,m.r w"oreuc with Section 309.4. •uprrontnesvarc Wnttol P.nnvmn •wu."Ie.me"i.c eF.,.cm" *36 min.(915)if part of T-shaped turning 10maz >10-24 G Z..) 25. WATER HEATER TO BE INSTALLED AND THE INSULATED PAD TO COMPLY WITH os.IuoaeW and oIr4A-cr<mw •s...cer"� space per Sections 304.3.2 and 1003.3.2 2. Bottom-hinged appliance doors,when in 255 255-610 W5EC SECTION 420.ALL WATER HEATERS SHALL HAVE SEISMIC TIE DOWNS. •ovans4wsamrmsa eu.om..rcn •Ia•nms- the open position,shall not be required Q„I+ FIG.1003.12.4 ALL WATER HEATERS WILL REQUIRE SEISMIC STRAPPING AT THE TOT,AND orkbTsutl ' KITCHEN SINK FOR TYPE A UNITS to cemply with Section 309.3. (a) (b) � .acnwer DerrOprnliq BOTTOM THIRD OF THE BOILER,2015 UPC SECTION 5012 ••• - -• w FIG.308.3.2 G "d a PEDESTAL AS REQUIRED�` R OBSTRUCTED HIGH SIDE REACH 0 a ALL WATER HEATERS SHALL BE EQUIPED WITH AN EXPANSION TANK PER 2015 FOR ADA ACCESS TO VENT O MC SECTION 1009. TYP. KITCHEN SINK CLR o I ° mum.Where the reach depth exceeds 10 inches 0 11- U 3 26. CARBON MONOXIDE DETECTORS ARE REQUIRED OUTSIDE OF EACH SLEEPING SCALE: N.T.S. TYPE A ADA 5'-0 I/4" (255 mm),the high side reach shall be 46 inches W t0 depth ram)maximum above the floor for a reach o AREA IN ALL UNITS AS WELL AS EACH FLOOR LEVEL.915.1.1(TYP.ALL UNITS) TYP. WASHER/ DRYER 30"MIN. CLR. depth of 24 inches(610 ram)maximum. Fly b U f° 21. ALL HOODS TO VENT TO EXTERIOR '� EXCEPTION:At washing machines and clothes c SCALE: N.T.S. TYPE A ADA dryers,the height of the obstruction shall be per- CITY OF ARLINGiON REQUIREMENTS.COMPLETE NFPA 13 SPRINKLER COVERAGE the floor. IS REQUIRED.. PROVIDE REINFORCING FOR GRAB BARS 4 SEAT 309 Operable Parts 3 29. ALL WEATHER EXPOSED DECKS AND STAIRWAYS SHALL BE CONSTRUCTED OF O PER 601 f? TREATED WOOD OR OTHER APPROVED SPECIES NOT SUBJECT TO a 309.1 General.Operable parts required to be accessi- Z DETERIORATION. z - W/D AD.A.TUB ble shall comply with Section 309. U)OE 309.2 Clear Floor Space.A clear floor space comply- a E-I 30. PROVIDE CLASS I FLAME SPREAD FINISH MATERIAL SUCH AS SIDING AND C_ CEILING LOCATED IN THE COVERED STAIRWAY, ing with Section 305 shall be provided. �I I--I Z Z -T--1 309.3 Height.Operable parts shall be placed within one <11 NOTE: or more of the reach ranges specified in Section 308. % x30"MIN, COUNTERS IN ADA KNEE SPACE A E-a 31. CONTRACTOR TO PROVIDE CLAS5 CFIR=RETARDANT ROOFING PER 2015 IBC. PROVIDE LISTING INFORMATION. 30"x 60" 309.4 Operation.Operable parts shall be operable with W T�P4 TYPE A UNITS _ CLIP AREA V G-' � 32. CONTRACTOR TO PROVIDE TRUSS ENGINEERING AT SITE FOR FIELD INSPECTOR �T" - � 30"x 48" one hand and shall not require tight grasping,pinching, A � i0 BE 34"AFF. ° T LR AREA I�--------- or twisting of the wrist.The force required to activate yr-� VERIFICATION BEFORE INSTALLATION OF TRUSSES. - u 9F-r III Be 11 �I operable pads shall be 5.0 pounds(22.2 N)maximum. m 33, ANCHOR BOLTS SET IN PLACE,DRILLED IN PLACE,OR OTHERWISE INSTALLED MOVABLE EXCEPTION: Gas pump nozzles shall not be ISP PLAN VIEW QUARTZ COUNTERTOP @ ----------l" a0 A z AFTER THE CONCRETE HAS SET UP SHALL ONLY BE DONE UNDER THE @ ,,, CLR ARE pW (EXTEND A MIN.OF 9" IL--� ---- J required to provide operable parts that have an acti- IMMEDIATE OBSERVATION OF AN APPROVED SPECIAL INSPECTOR PER 2015 2 / aZ' OVER CABINET.) A vating force of 5.0 pounds(22.2 N)maximum. W Hy O IBC. I/-'+- 30"MIN. 30.68 0x6g f`�t W r--n p 34. 6110WER5 IN APARTMENTS MUST CONFORM TO IBC CHAPTER It 4 ANSI,WHICH _ jrl r--/ STATES A MINIMUM OF 1024 SQUARE INCHES AND A MINIMUM 30"CIRCLE CLEAR, KITCHEN /e IS F~E~ O Z $ WITH NO PROTRUSIONS INTO IT. /,.� o 0 r- 35. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED AND SHALL BE NOT LE55 -tjft 0 cc y THAN U VALUE 34. / 34"HIGH -_-_-__ ILD 36. FIRE CAULK ALL PENETRATIONS THROUGH I HR ASSEMBLIES. / 4'-0" COUNTER i MOVABLE ^�.r to 31. -Hit CEILINGS: CEILINGS SHALL FORM CONTINUOUS RESISTIVE MEMBRANES BUT 36"HIGH X ISLAND u H"1 N MAY HAVE OPENINGS FOR PLUMBING PIPES,DUCTS,AND ELECTRICAL OUTLETS, I +42 COUNTER IB" 18" .--I 3 PROVIDED THE FOLLOWING CONDITIONS ARE MAINTAINED 114.4.12). O = LAV.COUNTER OBSTRUCTION ALLOWED A. APPROVED FIRE DAMPERS SHALL PROTECT DUCT OPENINGS, RE FRIG 0 JI PER 1003.11.2.4,4 EXCEPTION 0 B. INDIVIDUAL ELECTRICAL OUTLET BOXES SHALL BE OF STEEL OR +24 O OTHER APPROVED MATERIALS AND SHALL NOT BE GREATER THAN 16 0 SQUARE INCHES IN AREA. PROVIDE BLOCKING FOR FUTURE �c C. RECESSED LIGHTING MUST BE FIRE RATED FOR ONE-HOUR FIRE ELEVATION GRAB BARS PER DETAILS SHEET Ali v RESISTIVE FLOOR/CEILING OR CEILING/ATTIC ASSEMBLIES OR yQiI - RENISTANC FIRE RE515TIVE MATERIALS TESTED FOR FIRE TYPE A ADA KITCHEN @ADA WORK SURFACE TYPE A ADA RESTROOM RESISTANCE. rn E SCALE:3/8"=l'-O" SCALE: 3/4-l'-O" SCALE: 1/2"-l'-O" E A.D.A. TUB/SHOWER 3 /� TYPE B ADA NOTES LG (a LG 1004.9 Operable Parts. Lighting controls, electrical 5.At water closets where a side wall is not 1004.1 L3.1.1 Lavatory.A clear floor space or REFRIGERATIONLG uawaooa ury aeon switches and receptacle outlets, environmental con- available for a 42-inch(1065 mm)grab bar complying with Section 305.3,positioned for a Z .� H 4 4 20Strots,electrical panelboards,and user controls for seta- complying with Section 604.5,1 reinforce- Parallel approach,shall be provided at a lava- WLTCS2 A I or intercom systems shall comply with Sections ment fora swing-up grab bar complying with tory.The clear floor space shall be centered on cvt ea ►-i Top Mount Refrigerator IMAM. J J �. 309.2 and 309.3. Section 1004.11.1.1 shall be permitted. the lavatory. A EXCEPTIONS: 6.At water closets where a side wall is not EXCEPTION: A lavatory complying with y W available for a 42-inch(1065 mm)grab bar Section 606 shall be permitted.Cabinetry Lrrq.[rgamr3c wh, 1. Rece tacle outlets sewin a dedicated use. d W ;q s,verinla o:or rBnO'8praecHvaCurwarUn P 9 complying with Section 604.5.1 reinforce- shall be permitted under the lavatory pro- LA d u) o W a.3 c°h wgr Ceparny 2. Where two or more receptacle outlets are pro- ment for two swing-up grab bars complying vided the following criteria are met: I V] wrmlum r®a,mgrnz.�util vided in a kitchen above a length of counter with Section 10D4.11.1.1 shall be permitted F m .�- lonlekaDgxlmal-Lksq[ two D"Duel Ehmmb g to be installed in lieu of reinforcement for (a)The cabinetry can be removed without k top that is uninterrupted by a sink or appliance, removal or replacement of the lava- W 02 -" senmrn xwi eoyCWm* one receptacle outlet shall not be required to rear wall and side wall grab bars. tory;and y W D• 3 A Anne v4ndow com with Section 309. 7. In shower compartments larger than 36 E o d W ply P 9 I The floor finish extends under the cab- y, �., d 3. Floor receptacle outlets. inches(915 min)in width and 36 inches inet yl and N . a pro (915 mm) in depth reinforcement for a M on O Z) 4. HVAC diffusers. shower seat is not required (c)The walls behind and surrounding the 5. Controls mounted on ceiling fans. 1004.11.1.1 Swing-up Grab Bars.A clearance of cabinetry are finished. Ell 18 inches(455 mm)minimum from the centerline 1004.11.3.1.2 Water Closet.The water closet E• 6. Controls or switches mounted on appliances. of the water closet to any side wall or obstruction co shall be rovided where reinforcement for swing- shall comply with Section on.T 1.3.1.2. 7. Plumbing fixture controls. P 9- c0 I:nloy n.w wry.m conxwl yn„r the grab bars a provided.When the approach to the w1ercl se Location.The centerline of � ,.y b°»,wish La. eppuenc r S. Reset buttons and shut-offs Serving appi- the water closet is from the side,the 18 inches the water closet shall be 16 inches(405 min) LG ThinQ :Pp " °`u nee antes,piping and plumbing fixtures. (455 min)minimum shall be on the side opposite minimum and 18 inches(455 min)maximum •"'° A - - 9. Where redundant controls other than light the direction of a from one side of the a °" approach Reinforcement shall required clearance. accommodate aswing-up grab bar centered 15'/, 1004.11.3.1.2.2 Clearance. Clearance switches are provided for a single element, inches 400 min from the centerline of the water one control in each space shall not be required ( ) around the water closet shall comply with W air °•....... to be accessible. closet and 28 inches all t min)minimum in length, Sections 1004.11.3.1.2.2.1 through ^T a.,<o uw,e; .sm,w„r, a,e, I�.a+i measured from the wall to the end of the horizon- 1004.11.3.1.2 2.3. " e+,.a.wew um.,rw nw 10.Within kitchens and bathrooms,li htin con- tal portion of the grab bar.Reinforcement shall a r _ inn _ g 9 EXCEPTION: Clearance complying with `/ troll,electrical switches and reCe facie outlets accommodate aswing-up grab bar with a height in .n. ....:"<°„ P Sections 1003.1124.2 through are permitted to be located over cabinets with the down position of 33 inches(840 min)minimum ur P 1003.11244 °ui�.,mrm counter tops 36 inches(915 min)maximum in and 36 Inches adequate min)maximum. in acne- " wwe„w`u r height and 25'/2 inches(650 mm)maximum in inert shall be adequate to resist forces in actor- 1004.11.3.1.2.2.1 Clearance Width. vmm xr:. """`""" °SUOh .,+r"w'•.m u depth. dance with Section 609.8. Clearance around the water closet shall » v �' „ „ p EXCEPTION:Where a water closet is osi- be 48 inches (1220 mm) minimum in '°'`"^'"'"°` 1004.10 Laundry Equipment.Washing machines and p width,measured perpendicular from the clothes dryers shall comply with Section 1004.10. boned with a wall to the rear and to one side, side of the clearance that is 16 inches the centerline of the water closet shall be 16 (405 min)minimum and 18 inches(455 1004.10.1 Clear Floor Space.A clear floor space inches(405 min)minimum and 18 inches(455 min)maximum from the water closet can- " » .+°* .»r„:..r m � complying with Section 305.3,Shall be provided.A min)maximum from the sidewall terline. o®:: parallel approach shall be rovided for a to loading w ����' PER 1004JI P PP P P 9 requin L2 Clear Floor Space.Clear floor spaces Clearance around Clearance Depth. ® ♦����q „ machine.Aforward or parallel approach shall be pro- required by Section 1004.11.3.1 (Option A) or ♦ An PROVIDE REINFORCING FOR Clearance around the water closet shah 1� GRAB BARS!SEAT vided for a front loading machine. 1004.11.3.2(Option B)shall comply with Sections be 56 inches (1420 min) minimum in �♦j j 1004.11 Toilet and Bathing Facilities.Toilet and bath- 1004.11.2 and 305.3. depth,measured perpendicular from the CLR ing fixtures shall comply with Section 1004.11_ 1004.11.2.1 Doors.Doors shall not swing into the rear wall. 5'-0 1/4" clear floor space or clearance for any fixture. EXCEPTION:Fixtures on levels not required to be 1004.11.3.1.2,2.3 Increased Clearance Poam accessible. EXCEPTION:Where a clear floor space com- Depth at Forward Approach.Where a plying with Section 305.3,excluding knee and 1004.11.1 Grab Bar and Shower Seat Reinforce- toe clearances under elements, is provided forward approach is provided,the clear- »» ment.Reinforcement shall be provided for the future within the room beyond the arc of the door ante shall be 66 inches(1675 min)mini- �o installation of grab bars and shower seats at water swing. mum in depth,measured perpendicular �� - closets,bathtubs and shower compartments.Where from the rear wall. _ 34 a"w,emw,,,..r..,,,,.,,,,,•,a,,,,,,,,,,,,,,,=�r,,,,,...,,,.,. „A,`....,.,�,,..,w.,..°,.+wA:a..v,<,.». .,w.,.,.:.,°....,..n,.a++��.,..,,,,.,..w.i... ...�a�.+,.,".,...e.,,,.,,.,,,,,<:.,,.,w,.:r`:»$�'° walls are located to permit the installation of grab 1004.11.2.2 Knee and Toe Clearance.Clear floor bars and seats complying with Section 604.5 at water space at fixtures shall be permitted to include 1004.11.3.1.2.2.4 Clearance Overlap.A �3 NB Oil knee and toe Gearances com in with Section vanity or other obstruction 24 inches(610 closets;grab bars complying with Section 607.4 at PY g wo bathtubs;and for grab bars and shower seats com- 306. min)maximum in depth,measured per- pendicular from the rear wall,shall be P. LGaazwxa laaneeuear W/D plying with Sections,608.3,808 21.3,608.2.2.3 and 1004.11.3 Toilet and Bathing Areas.Either all toilet milted to overlap the required clearance, \7 608.2.3.2 at shower compartments;reinforcement and bathin areas provided shall com with Section shall be provided for the future installation of grab 1004.11.3.g1 Option A),or one toilet and bathingprovided the width to the remaining clear- shall bars and seats complying with those requirements. ( ) n mnme at the water closet is 33 inches(840 q Deck Y 9 q area shall comply with Section 1004.11.3.2(Option )minimum. ILMV1762 _- ----- EXCEPTIONS: S. 1004.11.3.1.3 Bathing Fixtures.Where pro- LG Top Control Dishwasher with QuadWashTra end prnmw0erbtlw 210x 68 1 In a room containing only a lavatory and a 1omply with Option 1 Each 31.fixtu provided shall vided, a bathtub shall comply with Section MEasyRackT PIUS s water closet,reinforcement is not required comply with Section 1004.11.3,1. 1004,11.3.1 3.1 or 1004.11.3.1.3.2 and a provided the room does not contain the only EXCEPTIONS: shower compartment shall comply with Section P; U 30"x 48" 10 U lava cry or water closet on the accessible 1. Where multiple lavatories are provided in 1004.11.3.1.3,3. .2 1.]cuic ov.n[ap.crcy ;p CLR AREA level of the unit. a single toilet and bathing area such that 1004.11.3.1.3.1 Parallel Approach Bath CQ - e!uyclsn®lue rlor - travel between fixtures does not re uire tubs.A clearance 60 inches t 525 min min- LU 2.At water closets reinforcement far the side q ( ) m 12.7"tamable plemerer ,,,,�„, wall vertical grab bar component required by travel through other parts of the unit,not imam in length and 30 inches(760 min) 1 1000 wens TIP cmool Duhwrmm,Min owawalli a"o E ryiii Plot L - Section 604.5 is not required. more than one lavatory is required to minimum in width shall be provided in front of 10 P-I rehab tDaeeaesr 3.A[water closets where wall space will not comply with Section 1004.11.3.1, bathtubs with a parallel approach.Lavatories o P 2. A lavatory and a water closet in a room complying with Section 606 shall be permit- z IAum Cooky - permit a grab bar complying with Section fed in the clearance.A lavato com in p8onr 604.5.2,reinforcement for a rear wall tab containing only a lavatory and water rY P Y 9 9 with Section 1004.11.3.1 1 shall ba permit- v�i apD CFAt Exhemr Iy �q, bar 24 inches 610 min minimum in ten th closet,provided the room does not con- m Y `ki I ( ) 9 ted at one end of the bathtub if a clearance u I II u O thin the only lavatory th water closet on •.r LJ L_J LJ LJ centered on the water closet shall be pro- 48 inches(1220 min)minimum in length and o vided. the accessible level of the unit 30 inches(760 min)minimum in width is pre- p ®� 4.At water closets where a side wall is not vided in front the bathtub. U available fora 42-inch(1065 min)grab bar 1004.11.3.1.3.2,2 Forward Approach Bath- Eli] aar Linn complying with Section 604.5.1,reinforce- tubs.A clearance 80 inches(1525 min)min- r+m,i .. �<M r bathtubs with a forward a ment for a sidewall grab bar,24 inches(610 imum in length and 48 inches(1220 min) min)10NS minimum in length,located 12 inches minimum in width shall be provided in front of ..u,� , IS" IB" rew er 24" min)LAV.COUNTER OBSTRUCTION (305 maximum from the rear wall,shall each.A water peeeM + eau w,, " :e„ • � �» ALLOLED PER 1004.113.122.4 be provided. closet and a lavatory shallll be permitted in the clearance at one end of the bathtub. """"°w"°�"' ,tlr nnw.mme e,uen.weemaa>. PROVIDE BLOCKING FOR FUTURE - 'a""iYNi1m"""'"'"""""I <w,ro�<.x.n�,.,,v,.o+.="+,eoo.w.w.•,x,v.•..u„r.rr.ne»o..nvr,rre»x,.u.s+xu,,,,.nu GRAB BARS PER DETAILS SHEET AI0.1 EE4 a��<rr,,.,.,ri,a,,n.nano,,,",.,.u>w,,,.r,."am,.,r«,r+ua..ro... °°•°°- �°� "' "� -.a TYPE B ADA RESTROOM LEGEND �r�meaa SCALE: 1/2„-1,-0„ DUPLEX OUTLET CABLE TV 0 'b �W DEDICATED OUTLET Qw.H. WHOLE HOUSE FAN a +s r ro,e9 9urxgp.wen 8'-6" U +mcea_ s„ins„xo»".:,nm, aeo. „uennawen.wwHwwe»»,n,..wva»a,»"r<w.mn°uurw TYP. SWITCHED OUTLET Ip EXHAUST FAN y.x d a�A,-an tarn. a SURFACE MOUNTED OUTLET SAS SMOKE DETECTOR "d "Ly (�j f° .o,wvavnh ewm a -""""'� yp •L oPrrelrn;w Pal • Q� LEATHER PROOF OUTLET -4DB DOOR BELL _ O _ __p__ w ��'+ wm+r '°i"Oenbp1 cyst F REFRIG I I 4 FOUR FLEX OUTLET �� DOOR BELL CHIME la groi IPPWPY c�O 226 r' Dim+naem.acaprmy +a" - - YN' 220 V OUTLET +He HOSE BIB 3 wain:is aa- Z H.l U aa^ O Q 0+pm,as a:r 4'-0" I I $ SWITCH CADET HEATER ...,...r.,,.,...,.u.,..,m.,.,.,,,.».m,..w,..,•x°... ,ma,w., ...,..m",.,..,.:a..,,.,.,<..,,mne ,•,"w"","x", nrpc�noanww»awm,mina,wwinml,mw.neniM.wi.eaarune.weererrvanwaxuanoner "rs = b 30"x 48" / $F FAN SWITCH (E7 0- CLR AREA _/ E� DUCTLESS SPLIT ,I 1,--rfl m -r-- / V 3-WAY 5WITCH �4�V-4 W z ®SP ----- $H.L O 14EATLAMP a b I KITCHEN / HEAT LAMP SWITCH A W TYPICAL KITCHEN APPLIANCES - - V PHONE ¢ LIGHT DE AZd DETERMINRMINED 6Y OWNER/ 8.6 ISLAND / C CARPET ARCHITECT) _y A d Zi SCALE: N.T.S. dw oU �A +a„- W LOOD F FLOOR FLOUR.LIGHT I W 1,O,J msP O VP VINYL PLANK a W p LOCATE OUTLETS AT 15"AFF.UNLESS OTHERWISE NOTED. E 4 E-I $ ADA TYPE A 24"OBSTRUCTED SIDE REACH-34" Q O E- uIORC SURFACE UNOBSTRUCTED FORWARD 4 SIDE REACH<15"MIN.-46"MAX. '�' �'Cc O ALL OPERABLE PARTS TO BE PLACED ESE RANGES TYPICAL KITCHEN PL. PRIVACY CY LOCK ITYP.ALL BEDROOMS 4 BATHS) � (� SCALE: 3/8"=V-0" SM.=SURFACE MOUNTED OUTLET --I 3 O v d 12 n w E E ki u_ 3 P1AM.WAIN5OOT TYR 54"MIN. AROUND PERIMETER z .; z 12" 42"MIN, RESTROOM IALL UAL w '� A M X MIN.4'ABOVE FLOOR p. C12 ►a ►- 50AP DISPENSERco q 24"x36"5.5.MIRROR 1 �. CD 36"MIN. 3'1"-41" RESIDENTIAL P.T.DISPENSER MATCH LINE SEE SHEET A10.1 LouNGE d 04 w 2'-m 12 — —— —— LEVER HANDLE —— —— ImOE .�- FAUCET 02 d I z _ e - iP x Q S c��t m e m 0 53 FLOOR TO 24"MIN. WRAP PIPES IN = x E. EXTEND UFUARDS I6"MIN. 42"MAX. RIGID IN5UL.TO co WALL 6" PREVENT BURNS 18"MAX. _ I W •.-I 0 B A B TYPICAL RESTROOM ELEVATIONS ® Tax O SCALE: 1/4••-1•-0•• T R2 SHELL ONLY a - W1 IOI nze OS 0 s11 e 51 � I ♦ �j min e - - ---- - - -- - GOOSENECK w/ _ rT, ADA LEVER FALSE BASE FOR �o _ ADA.AccE55 - RESIDENTIAL 3 52 FITNESS CENTER e 9 3 u W7 115 _ � 55 o wo A7.0 FREFOPo'1ED RIGID IN5UL. ON PIPES TO PREVENT BURNS T A a = m SHELL ONLY 9 v � CABINET ELEVATION cv g O -- --- --- I e s2 W1 a A7.e = A o �? SHELL ONLY ° F 1-16-1O m e SHELL ONLY - 51 e ❑ I Ill -_ 1 � 11 1 a U T e T R2 —,\ I F ram+ A 15E� O 02 U c) S 12 I C7 I SI a C\2 - R2 T 9 'd a O �� SHELL ONLY ❑ R2 IIS COMMON a L 2 IT ROOM N A F 199 TYP.1 c �UNI6EX Z Z c Q Y s EE- r ---------------� n 51 � 4'-II I!1 6'-O" II'-9 I/a" zz� m K UP 1 O 24R e 9 a W1 STAIRS S.Y.R. c ® � Q-i��7�d ME ENE F 122 a HOZaW KEY PLAN p� A z i OS a4 O ❑ - - - U) zx $ o W-2" TL—1 V-10" ,'-4' S'-," �rl- GO +� 10'-b" 9'-m" c 0 PARTIAL FIRST FLOOR PLAN w SCALE: 3/16••=1'-B" E E u_ 3 .ti b'-0" "19'-9�� L. b'-0" 1�-0' 3'-0" 4'-0" 3'-0 3-411 "b'-0" Y-3 Y-311 "b'-0 1--0" 4'-0" 3'-l" 1'-0" 4'-0" 1'-3' W A �. c�I eEn ►a. co-------- -- - w •�- W� � cM�t =' I IT_ll 10-10" 0 0 BI 1 y W q A e W1 p.0 UNIT TYPE 865 1 UNIT TYPE FF2 N1 ol� A7 e T $1 1 I BED/I BATH HADA 2 BED/2 BATH AT r, � o H.J.H. ❑ 13 1 118 120 ELEC. 529 5F. 1w SF. BEDROOM 112 1 BE ROOM ADA TYPE A TYPE B C ❑ F 51 1 r C 23'-0" 23'-9 BI c0 STANDARD MOUNTING HEIGHTS & NOTES CED 3 1 W4 LIVING 1 LIVINGIN „ BACK WALL @ W1 1 A7.0 E7qW 1 W ❑ s R30xb - 15" 15" CONTROL BACK A7.H 0 1 PR 3 x 68 30 x 68 1 q - _ - PANTRY a WALL 15"MAX. WALL 2i" X. F- 1 al-P 55 KITCHEN 1:�{ 1�1 a m MAX.MAX. = FULL HEIGHT KITCHEN 10 8 13 1 = LVP 1 PANTRY w/ 2 xb a r i T n - SHELVES LVP FULL HE BEDROOM 36° CON Y F e SI ` _ 7 E@I J 1 L ® ® SHELVES C WALL 48"MIN. m IAI W L N ` 1 1 63'-10" e 0 W/D 1 W/D s 10 a8m 2� 4 3� m 9 N r 1 � 1 s a 1 TRANSFER-TYPE CONTROL IN LOCATION OF 30xb8 BATH 1 BATH �; 2 x6 s BATH ®u�s�•��� S,_b LVP 1 LVP g.6 m a s LVP ♦ �j��n SHOWER COMPARTMENT TRANSFER-TYPE SHOWER SHOWER SPRAY UNIT t " b" 39"-41" z 1 0 MIN. MIN. eX WCC - ELEC. CLR CLR I 54"MIN. w 36"MIN.• Q. 5 113 1. ..:.....O. ............1 9 3 O.....[s -- O g o m 36 INCHES MINIMUM PARTITION 12"MAX 42"MIN. WHEN WALL SPACE 24"MIN, s 1 •••. .• •••••.•••• ••••••••••.•••••••.••••••• 1 13'-0" CLR PEp'lli5 CLR. - b"MIN. TRANSFER r ❑ CLR CLR. SECTION 609.4 _ ---.a SIDE � m '3" TO 1 l 0 8 3 ....... 8 9....... _ ...........9 3 .......... 8-0 '^ u mi ix m .J_ O n N wo ELEVATION W6 1 1 I'-6" 8'------------- 6" ' ATO 1 O a e MIN. TOILET COMPARTMENT SIDE WALL GRAB BAR REAR WALL GRAB BAR 1 PR3 xb - cLR BATH Q BI-Pass TOE CLEARANCE FOR WATER CLOSET FOR WATER CLOSET e sl EM.R 10 8 LVP ❑ d 1 ELEVATOR PANTRY w/ 2 xb s O 114 ; 1 WS DEN FULL HEIGHT W/D W II I/4" II/2" M 1 LVP SHELVES N z U.I E 6, 1 1 ATO _ s T R2 ___ _ ___ 1 ® ® ' N I 28'T O b�� ; 5'_l" b'0" 9 _ x68 Lu - s KLu 24R CLR. KITCHEN W m 1 PR 30 x68 210x68 LVP b: N a0 s� 1 5TAIR5 el-PASS L m ua e 5 A ❑ dW LLI .r 0 BELOW GRAB BAR = 1 Z DISPENSER LOCATION PASS-THRU 1 BEDROOM J +' LIVING LVP = U e MN. z"MIN. 2"MIN. -- W5 - W1 WIT TYPE EN A7.m q�m BED w/DEN III,MIN- _ 119 Q ❑ ISEX I ro 628Y � � [4 r a 2 ADA TYPE B lO U _ 4�_3��4�_0�� 3 A2 Z„7 3 e S2 RESIDENTIAL b' � c �, SHELL ONLY LOBBY b' 6'-0" 3'-0" G -d a - 0 IOOA b t O lw a t R2 8'-y„ 2'-b �" a TREADS AND RISERS TOP AND BOTTOM TOP HANDRAIL 3„ aj o FOR ACCESSIBLE STAIRWAYS HANDRAIL EXTENSIONS AT RAMPS EXTENSIONS AT STAIRS O 55 0 9 m I - a 9 T 3 IR"MAX. 5"MAX. 15"MIN. T 0 a 9 z �O O � I�-1 Z T ® I Imm w1 a z IAI PARALLEL APPROACH RI FORWARD APPROACH LEA5ING A7O so DRINKING FOUNTAIN SPOUT LOCATION O OFFICE I-a mOD 0 e I-4 c)Z sl s M E-I p 14 w AN KEY PLAN fx I-a A z s E Aye w� W7 I dw1-4o� T zx 10 e N c E- 3 e 51 RI - F+rj-1 c0 °' s ❑ � IfJ RESIDENTIAL Mgt% N A LOUNGEco IOOE e e co T = _ _ PARTIAL FIRST FLOG PLAN SCALE s/Is"=r-e" v _ m IN SEE SHEET A10.0 z z w � A C,2 m �, 134'-6" 1'-0" A 0 W W 2 23'-9" 23'-0" I5'-b" I5'-9" I2'-9" 21'-b" E+ .�i W m W I'-3" 4'-0" I'-m Y-W 4'-0" 1'-0" b-0" 3'-3" 3'3" 4'-0" 3'-3" 4'-9 4'-9 4'-9" 6'-0 5'-0 3'-0 4'-m" 3-0 3'b b-0" 3-3 3-3 6-0 l-9 6-m 4'-b Ec� d.Q.., � .qd, WI m w a x BI � A2 A2 � BI AI AI - A2 A2 � v 1 1 1 51 1 W ~ UNIT TYPE FF2 1 UNIT TYPE BU Wl 1 UNIT TYPE CC3 1 UNIT TYPE CC5 UNIT TYPE 555 1 UNIT TYPE AA2 BI C 1 w/DEN 1 BED/ BATH 1 2 BED/2 BATH G ADA TYPE B 1 W4 ADA TYPE B BEDROOM A7.0 ADA T F. 128 ; 130 ; 1S2 BEDROOM w BED'n/nB 1 BED'n/ wB 1 DiO w/D 1 D O BEDROOM ISO 122 1 A7.0 24 1 5225E 1 5235F. ❑ - PE B 1 ADA TYPE A 1751EDRO.01 ADA TYPE A 1 ADA TYPE A C a W a U FULL HEIGHT 1 1IVIN 23'-0" 2l'-b" 23'-9' 23-0" 15-b" PR 3mxba LIVING LIVING PANTRY w/ LIVING LIVING 1 W4 LIVING LIVING PANTRY w/ - BI-PASS LVP 1 LVP LVP 1 A7.0 1 L FULL HEIGHT -II" 1 2lmx ba SHELVES 1 1 W PANTRY w/ 1 1 30x1a SHELVES o qW 1 qW o qW I q FULL HEIGHT 1 qW 1 qW m m e [�Ry SHELVES w/ 0 1 m 1:d = F7 BI-PASS6C 30 x ba PANTRY w/ b:1: m BATH p° s KITCHEN a KITCHEN 1 KITCHEN KITCHEN s a s LVP 10 a KITCHEN KITCHEN FULL HEIGHT WIC 1 x 2fl FULL HEIGHT xN _ - 2 xb PANTRY w/ 1 C0 .`� ' 1 _ LVP 1 LVP C LW LVP SHELVES sN n G 1 e a2n LVP LVP 1 ---- SHELVES 1 d C o - BEDROOM FULL HEIGHT 1 _ SHELVES 1 J 1 1 m 1 1 I N 1 1 d m m ® ® J 1 J 0 OO EER am r OoO OoO J 1 L �� a m 5 a o 1 � • ���� aQ m sa F81 J L 3 xb " • PR2 xb o 0 1m aP 56 �m 1 00 4'-3" -PASS - CLR. 2'-g�� - 5 4'.0" b,_m�� 2'-S" q'- �� W/D 1 1 s Im a u m a GLR 1 r-5^ m 5 1 m a BATH 1 BATH u m a BEDROOM Jo - BAPH u 1 5'-b" 8'-b" u 1 8'-b" 30xba a DEN 1 3 xb 3 xb - 2 lox 1 3 I b - j BATH 1 BATH � 2 xb = 2 xb - � BATH 1 BATH �' � m LVP LVP m a LVP LVP m m LVP LVP m 1A W� 3� s r r-b^ W3 1 r- " s - x _ CLR GLR GLR GLR GLR GLR s 1 A7.0 = _ u+ LW A7.0 1 1 P'���e Q A7.0 ui "3 C 0 MIN. MIN. 9 0 MIN. MIN! 9 9 MIN. MIN. eX m s 0 0 ----J o o o :s o o �m wo :.........................................: _ :....................................................:_ _ _ _ _ : , :.......................... ........................... m a M 9'8" 5'-m" CLR CLR q�� CLR CLR q�� CLR CLR ;IR5 - N s u 4" 4" r g 3 C_R 2'-g" CLR 9 3 9 3 CLR CL C_R 0 cv CLR CLR s ........................ s ....... ........................ s ': : 0 O g g O P_6 _ ;,_� O g g O : -b _ = W3 , BATH B C 3 xbl.N 0 DEN e MIN. 10 8 CL, �TH 1 LVP SLR 10 8 1 - LVP 0 Ilr MIN. 10 8 CLR! LVP 1 LVP - CLR 10 8 MIN.r 0 m LVP A7.W ; 0 MIN. CLR J LVP 1 LVP CLR MIN. 0 1 5'-b' 1 Az0 1 DEN 1 DEN c CLR 1 � BATH = MIN. 0 15 - BATH BATH _ C BATH BATH Up - W m 5 1 a o 1 m 1 m 5 al c Im a s 1 $ N - ° m 1 2"xb 2 xb CLR b-0" 2'-9 4-b 2 xb u W/D W/D u 2 xb 4-6 2"g BI-PAS O" 4-0 2 xb T u u 2 xb m 1 24R u sN u u 2'- " ' " 1 W/D FR 26 xba g g FIR 2 xba CLR W/D 1 W/D d 1 .w it W� 1 P_4 1 BI-PASS 1 I�-4�� 1 1 m a I I m I o F- LU 1 FIR xb (f� ® ® s e a I r s PANTRY w/ 1 1 m 1 1 1 1 a s I a ' p °_ xZB FULLHEIGNT 1 1 s 1 1 sN 1 u WIC a s KITCHEN KITCHEN 1 N a KITCHEN KITCHEN o 1 m W KITCHEN �°' 1 1 0- SHELVES gl. e N WIC a Q . 1 a WIC xN KITCHEN KITCHEN �m 1 ro C LVP LVP r m 1 p_:n LVP LVP al mp_ 1 G m B Q LVP LVP Z LVP Im 5 �m b:l:� G b: � b: :d 2xb - - PANTRY PANTRY w/ POCKET 1 ue 1 � o-m 1 FULL HEIGHT FULL HEIGHT 1 dW 1 dW dW 1 dW `v dW 1 dW SHELVESSHELVES 1 10x68 1 PANTRY w/ 1 1 1 PANTRY w/ 2lmx(o11F:FULL HEIGHT 1 1 1 FULL HEIGHT 1 W5 4'.b" q.bcUNIT TYPE DD2 1 UNIT TYPE EE4 1 UNIT TYPE BBIO SHELVES 1 UNIT TY�CC3 1 UNIT TYPE CCb 1 SHELVES LNIT TYPE BBb 1 UNIT TYPE NH2 A7'0 CLR.STUDIO 1 1 BED w/DEN 1 BED/I BATH 1 STUDIO w/DEN 1 STUDIO w/DEN 1 1 BED/1 BATH 1 STUDIO w/DEN L------ 121 - 1 N BEDROOM 123 1 W4 125 EDROOM 1 - 127 1 129 1 BEDROOM 131 1 133 0 .d Il Y m 23'-0" 23'-0" 15'-b 1 15 TYPE m 1 C 5l0 SF. 1 5lT SF. ., a SOS Sr. 1 = C bba Sr. 1 A7'0 510 Sr. G 1 - 525 SF 1 560 6f. o ADA TYPE A 1 ADA TYPE B 1 ADA TYPE B W� 1 ADA TYPE B 1 ADA TYPE B 1 W4 ADA TYPE B 1 ADA TYPE B DEN a, ry � 1 1 A7.0 1 A7.0 23,0.. 1 Y5,-b LVP 9 r (� V W o LVP „d ,d U m LIVING LIVING 1 LIVING ir LIVING LIVING 1 LIVING e LVP LVP 1 LVP LVP LVP 1 LVP a 61 - ------- AI ------- -- A2 - ------ - A2 -- -- ------ AI ------ c E 3'-0" 4-_0" 3'-0 _3.. 3'-Y 6,-0.. Y_W q'-b" 4'_0" q'_Y T_0" QI Z� a^ z I2'-9" 10'Y 15'-3" I2'-9" I2'-9" W 12'-9" P4 L� HoZ�z KEY PLAN 1-4 N a �o� ✓r k! ( I'( � zx $ PARTIAL FIRST FLOOR PLAN 0-4cc v SCALE: 3/16"-1'-0" ° FX4 LO c 4 � I v rn w s E u_ 3 = e DENS z Lw l e Z z q1 BEDROOM m a = w E A G 0 2 xb PANTRY w/ pa FULL HEIGHT SHELVES _ W3 e s e dy s F- 9 PR 30 x6a = a0xba a' A7.0 nd F d' W m 0 al C7 y e Q. LIVIal NG BI-PASS e u - z•1�_b�� s u S'1" am F c q W BIED�BAB El J�QTCHEN 0 PR 3 x6a PANTQ. RY w/ _ AP 209 s - 16" BI-PA55 SHELVES HT - 51T5F. - a'-b^� u � � � T , co ADA TYPE V co aR. :_� E UNIT TYPE CC& W4 In STUDIO w/DEN M A7.m WD EA cfl: 9 210 '9 LIVING e 622 5F, LVP I :O� K ADA TYPE B u, ' __ �o ua'-6" q® KITCHEN a LIVING W/D LVFBATH CLR CI® Lam' UNIT TYPE EE KITCHEN BATH W o L m 1 BED w/DEN LVP o CLR s K A2 207m � �0: : __ _____________________ ADA TTYPE e BAPH w D r-- ....: II'-II I/2" 0 5'-5" :I'-6" = s 0 S PANTRY w/ d® KI LCmHEN Y .,•...:' L PR 3 xb FULL HEIGHT 2n u c0 u UNIT TYPE DD3 m BI-PASS SHELVES 30x1a .0 STUDIO e LL 20$ a LIVING - LVP 5bl SF. Al B ry e m ADA TYPE B Q. BEDROOM r �Y I DEN � o N LW m 30x68 PR 30 x68 PR 3mxba PANTRY "' W3 61-PA55 5I-PA55 �w "� FULL HEIGHT --J rc� A7.0 T SHELVES A7.0 0 2 --- �3 _ D m wo m W1 -- BATH °' -F i0 v c,8- �m x�a PANTRY w/ Q. 777 7 0 W/D LVP - BI-PA55 BI-PA55 4 FULL HEIGHT M KITCHEN SHELVES ®L7 = 30x68 b' LVP ®� CLR.s K - e a e ql UNIT TYPE DD6 O d � � ;� z UNIT TYPE DD5 O ycv 2 STUDIO ❑ 9 STUDIO TLIVING a 205 206 AI s - LVP - 533 SF. ry z: - e t<TCHE 498 5F. - o r ADA TYPE B - ❑ ADA TYPE B r I eK :0� � � N LIVINGPANTRY w/ PR30x6aPR 30 x68 30x6a °' GLRLW LVP = n - BI-PA55 BI-PA55 _ o w FULL HEIGHT ""' BATH o SHELVES p --- ------ °' :� LVP W� L-- -� •N N PANTRY w/ 83m u.ba 123m xb8 BI-PA55 BI-PASS - - BI-PASS BI-PA55 PANTRY w/ W� U M = FULL HEIGHT ;"" n "" FULL HEIGHT - fc e ql SHELVES 0 8 0 8 SHELVES A7.0 19'-5" N e LIVING UNIT TYPE DD4 z e K a �I,-b z UNIT TYPE DD3 LVP STUDIO = u u = € STUDIO J 203J<ITCHEN 204 uvNG AI - c F 520 SF. e ... ILL 561 SF. LW 02ADA TYPE B ADA TYPE B m -6m us'-b" q® KITCHEN DECK GLR.� BATH(���� BATH W� A7. °LVP �iJ LVPFol L-- o ________ __ •d 'd c - W/D B :�BATTH W/D r x PANTRYLVP Cfl w/.n LVP s FULL HEIGHT 6'-6'CF=L 00 SHELVES e � 2 UNIT TY11 B� KITCHEN KITCHEN ®b GLR a a e q2 LIVING VP m u a U c�LR �® LVP BIED w DENT TYPE A T9 LVP 201 _ 0 ;0 LIVING _ z - El ADA8ITYPE B e e 202 d z Fn H PANTRY w/ z: - z r ADA TYPE B E"C7 c [o FULL HEIGHT = I'-6" = F6'-10" I0'-5" 15'-0" coo - z z m - SHELVES PR 26 x a a K e Q. A '""�W:a _ BI-PASE z E"Q'.. 30 x6a 3mxba PR30x6 x ex m BI-PASS 4'_0" _ N V F n _ - M ° W3 Az0 VO W5Zaw W3 : LDvP Q DECK CW A d Z A7.0 a(��o = e BEDROOM 2,5 a a : 7 1 P O AI BEDROOM = = 1 BEDROOM c d ^M - 210x 68 dm C O DN s KI C 'z $ W1 24R E-4� OE- A7.0 26xba BATH STAIRS H QD IV 1 UP u 1 m P 0 O ❑ ❑ 6'-0"18R -4� 4'-3�� - e 4) co BI 82 GLR. CLR. - `~ 4'-3" 4'-, 4'-0 13'-9" 0 a'-13 15'.0', v-0-- d rl v PARTIAL SECOND FLOOR PLAN E SCALE: 3/16"=1'-O" THIRD FLOOR SIM. u_ 3 z .: 12'_9„ 6'-0. Y-0" 5'-0" 6'-0, 5'-0" 3'-0. 3'4'-0' ►-i , -0" 3'-b" 6'-m" 3'-3" 3'-3" 6'-m" 3'-6" 3'-b" 4'-0" 3'-b" I'-0" 4'-0" I'-3' A AI A2 p� BI I 210x ba 1 _ E- r m ;4 a UNIT TYPE AA3 1 UNIT TYPE CC5 Q UNIT TYF E 555 1 UNIT TYPE FF2 W1 x 2 BED/2 BATH I STUDIO w/DEN I BED/I BATH 1 2 BED/2 BATH F, 216 1 217 W4 1 218 1 220 A7.0 a co 849 5F. 1 555 6F. 554 5F. 1 blb 5F. BEDROOM °' co k* ' 26 0 I m C ADA TYPE B I ADA TYPE B C BEDROOM _ 1 ADA TYPE B A O BEDROADA TYPE BAI = 15'-6" B ' " 23'-9"LIVING LIVING LIVING LIVINGLVP PANTRY w/ I LVP LWFULL HEIGHT qw 1 qw SHELVES I qw 1 qw 3mx6mxbB1 �. PR 30xba 10a 1 RPASSFULLTRY w/EIGHT KITCHEN b°1: I - 81-PA56 2xbPANTb ve LVP 1 KITCHEN FULL EIGHT KITCHEN O I• KITCHEN 210xbaSHELVES 1 PANTRY w/LWSHELVES LVP LVP BEDROOMFULL HEIGHT SHELVES EB1 J m IATOd 1 23-ATHCLR 2 9 86�A66 s � w� s K ; W/D W/D 1 W/D 0♦♦����n I'-3' 6 I Kai ♦ �� FR 3mx68loxm u B Im 8 10 8 Im 8 m ♦�/�� BI-PA55 2ba g-b" LVP I 54TH � u 2 xb e DEN I 2 xb � u BATH 1 BATH � ij 2 lox s s BATH - 8'-b" co Q, LVP m g-b" LW I LVPCLR. a BEDROOM - O Lill IN, s 3 ; s 6" �N' s WIC = 0 .... _51 5_m„ W4 CLR 4" u s CLR 4�� CLR CLR s w� ci3 O �a dl �n A7.m 3mx68 :n U 5'-6" 2'-b" 10'-6" l'-0" 8'-m" 9'-ID" 5'-0" 9'-3" 8'-m" w r .. ...w/D f8 CLR 13 CLR �CLR ......0 a u O N ............... . - r------ M � BIED BT TYPE ATH KITCHEN ®� cLR BUILDING I W3 MIN. CLR. BATH Q e� a a LIVING C LVP o u STORAGE A7 0 DEN Q m s LVPcv _ A2 LVP 215 I7 O; W7 I ELEVATOR 2 xb u 5a4 sF. �I Aze 1 tFA PE a A7 I W5 W� LLJ I o e FULL HEIGHT PR 3 xb ? - u s K r 1 A7.0 61-PA TRY W • _ •I• ZLVES m g e -- r 1 ® ® N y _ Gn u b-0 l 4 4'-3" .............. BI-PA55 30xba = I - W aa ---- � 7aEN 0.R UP 8R - 2mxba KITCHEN LLJ m STAIRS ' a WIG I0aLVP aa DECK M2lmxba IG r1 FULL EIGHT 2xb �yJ1 - SHELVES dwr Z_DETAIL : 5'-6" 0 241 v ul 2lmx bS DROOM LIVING J _ --- 1 BE SCALE: 1/T-1'-0"0 ____ �'m _ ' LVP 4,_T„_ PR 3 x b " 3mxba _ A a �VP s e m'-m" I W1 23'-m" UNIT TYPE EE2 I2 F ram+ c PANTRY w/ m a a s WIG s a ATO I BED w/DEN FULL HEIGHT BI PASS C 219 a SHELVES .o e u 9'-3" �m 2-5" 5'-5"�'� 12'-a" a ADA 25 SF, B No LIVING s �STUDIO w�DEN s y_4„ s BEDROOM e = B1 G a _ _ ..... o m - AI n 213 ❑ w 8'-b" V O 0 u.. m a PANTRY w/ 4�_3„ 12�„ a ^ s LVP W _ ..3 x6 - _ 4m o ADA TYPE B FULL EIGHTV=Oxo , a'-9 �� y BI-PA55 m W4 KITCHEN 00 CLR _ 6 `9 SHELVES 0 3„ 0 BATH ❑ WIT TYPE EE5 A2 — a -- LVP O- o BED w/DEN LIVING r ----- - -------------w/D O 214 LVP q® KITCHEN 669 SF. A Q ° BVP O: aR. �® LVP ADA TYPE B Z z H 0 BATH -- F C7 UNIT TYPE We KITCHEN ®� cLR a :Lim LVP w/D a z z m' STUDIO�w/DEN LVP u o: ° _ A a�T-�-.I LLYVPG N 2 Sf w 0 BATH W/D r W1 s x - ADA TYPE LVP A7.0 a f - s a 60 �® V O'Z�' W 3'-11" 5'-b" 2'-9" a'-r' _ ;I'-6^ KITCHEN UNIT TYPE BBS W C) d Z PANTRY w/ s a . - aaR. �® LVP I BED/I BATH= LIVING a KEY PLAN Ga m 8 FULL HEIGHT PR 3 xb 3mxba '^ u :O `� 212 LVP A2 _ ,_, W m SHELVES BI-PASS a ADA 2TYPE 1.4 p� PANTRY w/ . . . . . . W = -FULL HEIGHT A7' E-4 O E- e �y a IV SHELVES 8X - - F+•1►rl �p " u PR 3m x 68 F+-1 a3i e 0 DEN - N u 3mxba - El-PA65 " N diE sly s LVP W3 a � ro v 210x 68 - c - WN BEDROOM c ° �i MATCH LINE SEE SHEET A11N SLRsa v PARTIAL SECOND FLOOR PLAN E SCALE: 3/16"=1'-O" THIRD FLOOR SIM. u_ 3 z z w � A C'2 m �, 0 ® '�- m pa 0) W cc F F .. y 4'-m" 3'-b" 3'-6" 6'-m" 3'-3" 3'-3" b'-0. 3'-6" 3'-m" 4'.0" 3'-3" 4'-9" 6'm" 4'-b" 5'-m" b'-m" 5'-m" V-m" 4'-m" V-m" 3'-b„ 6'-m" V-3° Y-3" � b'-m" 3'-b" 4'-3" 6'-m" 4'-b" F 02 W 0 M En O ® A2 AI A2 A2 x DECK r `0 BI ; 0 BI AI 21mx68 v; A c0 1 1 1 v BI , W I WIT TYPE FF2 1 WIT TYPE 584 1 WIT TYPE CG3 1 LIMIT TYPE CG5 WIT TYPE 885 1 WIT TYPE AA2 - 2 BED/2 BATH 1 W4 I BED/I BATH A 0 1 STUDIO w/DEN 1 STUDIO w/DEN I BED/I BATH 1 2 BED/2 BATH m p 1 1 232 c 9 ADA TYPE B 1 ADA TYPE B -ADA TYG 5 5$ 1 _� 55a Sr, 1 ami SF BEDROOM BEDROOM 1 1 816 SF. 1 A7.m TYPE 1 528 S 1 55 BEDROOM PE B 1 ADA TYPE B ADA TYPE B 1 ADA TYPE B a BI c 1 1 BEDROOM c 0 m s LIVING 1 LLVIINNG PANTRY w/ LIVING LIVING 1 W4 LIVING LIVING PANTRY w/ - PR 3 xb FULL HEIGHT 1 LVP 1 LVP LVP 1 LVP FULL HEIGHT ` BI-PASS Im 8 PANTRY w/ AT'� Im 8 a 1 [�Ry 2 xb SHELVES 1 1 1 2 xbSHELVESqw 1 qw qw I qw FULSHewEs PR 3mxb8 21mx 68PANTRoBATH w/ 0 s - BI-PASS aplga sN 0 s LVP - m 8 KITCHEN KITCHEN FULL HEIGHT WIC 1 x KITCHEN o KITCHEN FULL HEIGHT KITCHEN g KITCHEN WI 2 x b PANTRY w/ ° C0 `.� ° , C LW LVP SHELVES s,w --G 1 e a� LVP LVP 1 ---- SHELVES LVP LVP BEDROOM FULL HEIGHT 1 xN -J _4 1 1 1 �_ ♦• SHELVES I e a 1 1 1 s s N 1 d m m ® ® J I L OOO EEe am r m 00 J I L ® ® E� a� = m 8� �� Eel OOoO J I I "7 00 21 x68 BI-PASS 3 4�-3„ _ - PR 26 xb8. " W/D W/D GLR m 2'-g�� H ��-2" Im 2' 5 5 5 EDROOM - o�o_ o l o m Im 8 1m 8 GLR -5„ _ 1m s u 10 e 0 DEN Im s Im a C e - BATH s 9 ou mu _ _ ou au - w - 2 lox •o � s K = s a' s � 1 s � s � - BATH 1 BATH - 2 xb _ 2 xb � u BATH 1 BATH - 2 xb 2 xb - BATH 1 BATH - 2 x6 I LVP s e WIC m 8--6�� LVP 1 LVP g�.6�� m a g�.6�� LVP 1 LVP 8'.6" '° a+ LVP m 8'-b" LVP 1 LVP 8'-6" m `T W1 r W3 1 s P_b" ' GI-R. CLR = CLR CLR. = GLR 1 CLR. " X`� A7.0 ui o3 G I B MIN. MIN. 9 1 A7.H 0 MIN. MIN. 9 A7.H I p MIN. MIN. B 2d "e ms oo ----J o o :-s o o � o o :s o �- wo �m Q ..................................... _ ................ ...........................- ............ ..........................._ .... 8...... ..... ........................... 9 3............- m m" ........ ... 9 8 .... CLR CLR CLR CLR Cl-R. Cl-R. e Mu 4" 4" B2 0 C-o" 2'-9" 8'- CLR 9 3 9 3 CLR 9'8„ �L g�_3�� 9'_3" �_R, g,_8�� 5'_m" g,_3„ g�_3�� 5'_m" 13'-3" r C = L7 2 ........................... s ....... ........................ ...... ...... :o ...... ...... .... LR� ...... ...... CL - [V o g W3 o .......0 I gcQ o ;_� .....g.. ....g 1 g... ..o. : b - s W ....,. g 1 STAIRS cQ z W BATH _ CLR MIN._� e 1 n+ DEN e MIN. CLR. BATH BATH = CLR •MIN. e 1 I'-5" DEN m MIN, cLR_! BATH BATH = CLR MIN. 0 A750 1 0 MIN. CLR BATH BATH = CLR. 1 DEN MIS. 0 1 LVP 1 LVP s o-' s r - �' DIN s u o N LVP Im 8 a ' LVP Im 8 b' 1 b-' Im 8 CLR4ff 1 BI-PA568 2 9" 4'-b"� 21ox 68 W/D ; W/D 2 xb 4'-b" 2.g BI-PASS 1 CLR 21mx 68 `P LVP 1 LVP 21mx 68 :o s 1 24R W 2 xb s,w 2 xb 4'- u LVP ; LVP Im 8 6'.m u 1 u xN , 1 2'-5" 4'-I" W/D 1 W/D FR 2 x 68 ' 1,-4„ W/D ; W/D 1 1UP 8Ruj - m f W� 09 = 1 PR3mxb �0 1 0� ` 1 �0 0 ® , BrPA55 ® ® 1 ® ® L ® ® 1 ® ® J FR1 ® ® 1 ® ® 1 _ + N s e a I r s PANTRY w/ 1 N 1 1 a Q I p o_ --- s 1 r WIC a s FULL HEIGHT KITCHEN 1 KITCHEN 1 1 N a KITCHEN 1 KITCHEN N I 1 m W KITCHEN �m o N WIC a Q . 1. a WIC KITCHEN KITCHEN �m 1 m Z : LVP s c o- SHELVES LVP b:1°d, LVP 0 G 1 o_N LW b; d, LVP 2n ma 1 G 0< LVP b: LVP Im 8 �m 1° �- 1° �_ 2 xb a- 1 o-m o-m 1 �'- PANTRY w/ 1 PANTRY w/ POCKET 1 1 1 o J dW 171 FULL HEIGHT 1 g dW dW g o-m g dW dW I � o-m g l�W l�W g FULL HEIGHT 1 SHELVES 10 8 Im 8 1 1 1 Im 8 SHELVES 1 I E 1 2 x b 2 x b PANTRY w/ PANTRY w/ 2 x b �n K U 1 1 FULL HEIGHT 1 1 1 FULL HEIGHT 1 A B 1 4'-b" 4'-b"c C0�2 U U " LIMIT TYPE DD2 1 WIT TYPE EE4 1 WIT TYPE BBIO SHELVES 1 LIMIT TYPE CC-3 1 WIT TYPE CCb 1 SHELVES LIMIT TYPE BBb 1 WIT TYPE HH2 _ I U, NQ STUDIO 1 1 BED w/DEN 1 I BED/I BATH 1 STUDIO w/DEN 1 STUDIO w/DEN 1 1 BED/1 BATH 1 STUDIO w/DEN L -L=. ---L-. C\2 1 n BEDROOM 223 1 W4 225 BEDROOM 1 227 1 229 1 BEDROOM 231 1 233 0 g 221 - _ _ = b 543 Sr. 1 693 5F. 1 595 SF. A7� 1 528 SF. 1 592 SF. m 595 SF. 1 596 5F. ., _ C A7.0 G 1 - 1 C W c 3„ ADA TYPE 1 ADA TYPE B 1 ADA TYPE B Wl 1 ADA TYPE B 1 ADA TYPE B 1 W4 ADA TYPE B 1 ADA TYPE B DEN = �" o LIVING ; 23'm�� 1 23'0" oLVP, 1 15�_6„ A7.m 23'm.. 1 25'_b„ LVP To +, C� m LIVING 1 LIVING 1 LIVING LIVING 1 LIVING 1 LIVING c LVP BI e LVP ; LVP BI AI e LVP BI LVP ; LVP 61 0 .. 210x 68 210x18 1 DECK DECK al as A2 a1 a2 a2 � A� Z 6.m.. 5.g" 3.m" 4.m" g.m" 3�.6�� 6.-m„ 3-Y 3.-Ill 6�.m�� 3�.6�� 3.m" q.m�� 3.3" q.g" 6�.m�� 4.6„ 1.1.. 6"-m 4-.m" 3-.m" 3--l" 61-0 4'-6" 4--0-- 4--3" 2'.0" Z 12'-9" 10'3„ 15'-3" 12'-9" 12'-9" W—4 F a m E. Im'-m" 25'-b" 25'-6" I6'-m" Im'-m" 25'-6" 12'-9" p g:4 86 WpA�z KEY PLAN > N o z PARTIAL SECOND FLOOR PLAN x �� v SCALE: 3/16"=1'-O" THIRD FLOOR SIM. N a E-1 co 4.) +� co 3 I v rn w E E u_ 3 z w � A C'2 m �, A 0 co pa o n y w W E. : A W d 02 E o q W Ey x NA F W WaU ♦ �1 min LEGEND DUPLEX OUTLET --7TV CABLE Tv "3 M DEDICATED OUTLET Qw.H. WHOLE HOUSE FAN wo q SWITCHED OUTLET Q EXHAUST FAN �s.M. SURFACE MOUNTED OUTLET sAO SMOKE DETECTOR M SwF WEATHER PROOF OUTLET sae DOOR BELL Z > FOUR PLEX OUTLET DOOR BELL CHIME N 0220 � 220 v CUTLET +HB HOSE BIB I $ SWITCH C.H. CADET HEATER z $ FAN SWITCH a O DUCTLESS SPLIT y $3 3-WAY SWITCH 'jo o $H'2' HEAT LAMP SWITCH HEATLAMP Tn� O F v PHONE �} LED LIGHT(STYLE/TYPE 10 BE DETERMINED BY OWNER/ v C CARPET ARCHITECT) .ti U U.F WOOD FLOOR FLOUR.LIGHT LVP LUXURY VINYL PLANK LOCATE OUTLETS AT 15"AFF.UNLESS OTHERWISE NOTED. 24"055TRJCTED SIDE REACH=34" F UNOBSTRUCTED FORWARD i SIDE REACH=15"MIN.-48"MAX. G ALL OPERABLE PARTS TO BE PLACED IN THESE RANGES. C�2 N PL.=PRIVACY LOCK(TYP.ALL BEDROOMS a BATHS) �+ SM.=SUR=AGE MOUNTED OUTLET Liol 'd cd � 0 5'-m 114" U CLR. zi 2x6 < i 220 1 - 00 - -REFRI6 3 TUB Q W/D O KITCHEN v � BATH 2 xbal 7FH ®[sP .a 1GLASS BARN DOORBATHTUB a o +4 OWNER'S OPTION --1 m � N W I MOVABLE A F ISLAND 1-�A W H.L. ois L.� $ 2x6 2x6 O F' 15 3/4' E"I � 6" I'-b" PANTRY FULL HEIGHT SHELVES 2-1 (SEE(SEE FLOOR PLANS FOR KITCHENS CLR. CLR.MIN. w/THIS PANTRY) co O TYPICAL BATH O TYPICAL BATH O TYPICAL KITCHEN O DEN (OWNER'S OPTION) "ONE ALL BI-PASS DOORS TO HAVE A I"MIN. `m SCALE: 3/8"=1'-0" SCALE: 3/8"=1'-0" SCALE: 3/8"=1'-0" SCALE: 1/4"=1'-O" OVERLAPco ADA TYPE B SHOWN, ADA TYPE A SIM. SECOND BATH NON ADA d rl v 12 U2 w E E u_ 3 STOREFRONT AND WINDOW SCHEDULE DOOR SCHEDULE z z WINDOW WIDTH HEIGHT MATERIAL U VALUE NOTES DOOR DOORS FRAME DOOR KICK m A TYPE NO. WIDTH HEIGHT THICKNESS TYPE MAT FIN MAT FIN HDW TYPE PLATE REMARKS S1 6'-0" 8'-0" ALUMINUM U=0.38 STOREFRONT F1 1 3'-0" 7'-0" 1 3/4" A ALUM BA ALUM BA STOREFRONT y = S2 8'-0" 8'-0" ALUMINUM U=0.38 STOREFRONT • S3 6'-4" 0'-0" ALUMINUM U=0.38 STOREFRONT 3 3'-0" T-a" 3/a" B SC S WD S 3 a5 MIN.FIRE LABEL 0 F DO S4 6'-0" 10'-0" ALUMINUM U=0.38 STOREFRONT 3-0 7-0 1 3 4 B FG P WD P 4 20 MIN.FIRE LABEL E+ S5 10'-0' 10'-0" ALUMINUM U=0.38 STOREFRONT 5 S-0" 7'-0" 1 3/4" B SC S WD S 2 W w d S6 5-0" 10'-0" ALUMINUM U=0.38 STOREFRONT 6 3'-0" T-0" 1 3/4" B SC S WD S y W G. 02 A S7 6'-0" 10'-0" ALUMINUM U=0.38 STOREFRONT 7 PR 3'-0" 7'-0" 1 3/4- C SC S WD S 5 E 6 3'-6" 7'-0" 1 3/4- B SC S WD S 45 MIN.FIRE LABEL [V 5 .a 0 °' Al 6'-0" 5'-0" FIBERGLASS U=0.29 OPERABLE - SEE NOTE 9 S-0" T—0" 1 3/a" B SC S WD S M cn o" 16 3'-0" 7'-0" 1 3/4" B SC S WD S A2 6'-0" 5'-0" FIBERGLASS U=0.29 - F 11 3'-0" 7'-0" 1 3/4" B SC S WD S B1 4'-0" 5'-0" FIBERGLASS U=0.29 OPERABLE - SEE NOTE 7'-0" 3/4" B SC S WD S co B2 4'-0" 5'-0" FIBERGLASS U=0.29 - 13 3'-0" 7'-0" 1 3/4" B SC S WD S Co C 2'-0" 3'-0" FIBERGLASS U=0.29 - r 1 '~ D 1'-4" 5'-6" FIBERGLASS U=0.29 - Ri 1'- " 4'-0" - AA=ANODIZED ALUMINUM R2 2'-00" 4'-0" - BA=BRONZED ANODIZED FG=FIBERGLASS HARDWARE TYPE a 1 THRESHOLD, 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w/LOCK,CLOSER,WEATHER SEAL,STOP 2 THRESHOLD, 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w/LOCK,WEATHER SEAL,STOP V NOTE: NOTE: 3 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET,SMOKE SEAL,CLOSER,STOP. OPERABLE SLIDER EMERGENCY EGRESS WINDOW OWNER'S OPTION:MAY SUBSTITUTE 4 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w LOCK,CLOSER,DRAFT SEAL,STOP. 20"MIN WIDTH x 24"MIN.HEIGHT WITH MIN NET VINYL WINDOWS FOR FIBERGLASS 5 2 PAIR BALL-BEARING HINGES,LEVER LATCH SET W LOCK,PANIC HARDWARE,CLOSER,STOP. CLEAR OPENING OF 5.1 5F, 6 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w/PRIVACY LOCK,CLOSER,STOP. 7 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET w/STORE LOCK,STOP. 6 1 1/2 PAIR BALL-BEARING HINGES,LEVER LATCH SET W/LOCK,STOP. CLOSURE NOTES: 1. THRESHOLDS TO BE 1/2"BEVELED EDGE MAX,PROVIDE SWEEPS®ALL THRESHOLDS 12.6 51=.CLEAR 8.m 5F.CLEAR 2.ALL CLOSERS TO HAVE SILENCERS,5g's MAX INTERIOR r HOUR T 716.1(2) OPENING OPENING 3. THE ACTUATING PORTION OF RELEASING DEVICE SHALL EXTEND AT LEAST ONE-HALF OF THE DOOR LEAF WIDTH 4. THE MAXIMUM UNLATCHING FORCE SHALL NOT EXCEED 15 POUNDS. TA�RWELL r-a" NCLOSURE DOORS - 3x SAFETY GLAZING �a u3 9 2.. 2 PASS HUMAN IMPACT 2" 2" 2" wo G 24" b" TEST 062408.1 b" 24" 24" b" m SAFETY GLAZING a _ PASS HUMAN IMPACT m 0 0 0 0 TEST 062408.1 bcv O T 0 0 O T T 0 ® BI B2 © ❑O 2 WINDOW TYPES A B c D SCALE: 1/4"=1'-O" DOOR TYPES SCALE: 1/4"=1'-O" •ti o U 0 f aM n 2'-9" 2'-g" 3'-9" 3'-9" n 2'-II" 2'-II" 2-b" 3'-m" 3'2" 2113 0 2„3 2 2" 2" 21,m m„ 2" 2" Y' 2" 1 2„ q„ 2„ 2„ q�� 2„ 2„ q�� 2„ p„ 2„ 2„ 2„ 2„ 2„ 2„ •• I,-b„ g�- 3,-m„ 2,-b„ y-g„ 2,-g„ _ E4 r U U To 0 fo 0 0 To To a a © To Q"1' C.7 a F-1 IGL N _ IGL IGL ry _ _ IGL IGL _ _ IGL IGL _ _ IGL IGL IGL n = - _ IGL IGL _ IGL IGL _ _ ❑❑ N _ C�2 c C7 W N e e e F"i li U 0 IGL IGL e IGL IGL e 9 TIGL 0 9 TIGL TILL TILL e e TILL 0 S 5 m e TIGL TILL TIGL e e TIGL TIGL 9 TIGL b b U v = _ c 9 0 = TIGL TIGL TIGL 0 r = 9 TIGL TIGL H 0 m STOREFRONT TYPES ,44 m SCALE: 1/4"=1'-0" W F� ra A Z�z W AAw O Q' �zx $ off 9 T T cc ai In a e co 3 ` RI]® 0 RELITE TYPES SCALE: 1/4"=1'-O" 12 U] w E E u_ 3 z w � A C,2 m �, A 0 m pa COMMON PATH 36'<125'OK d W TOTAL TRAVEL DISTANCE 138'<250 OK I LEGEND E � W � `02 �F �o w / tXl l l LIGHTED EXIT SIGN/EMERGENCY LIGHTcli ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ C©M 4 EMERGENCY LIGHTco ` F T� 8 r7 M 71 7s 7171 7171 PORTABLE FIRE EXTINGUISHER V Co. 0 0 0 0 o I o 0 0 0 0 o O 15 WATT LED EMERGENCY LIGHT 102'TO EXIT 110_TO EXIT I 34 R ONS w/BATTERY BACK-UP O O 0 O O O o 0 [El LlLl LlLl LlLl LlLi WaU ❑,z a,❑ ❑O9 ❑ ❑ ❑ ❑ ❑ a ❑ 0� al ❑ NA ❑ 0 El Oi y — ci3 COMMON PATH 39'<125'OK 1 wi ❑ \\ TOTAL TRAVEL DISTANCE 123'<250 OKEl E ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ O 0 �I I rl In In 718 8 8 M I�i �1 95 i0 EXIi II6 TO EXIT I 33 PERSONS cQ ❑ El ❑ ❑ 1-1 El °o El0 ❑ U ---- ----- — -- ------- d � Elo �+ —— COMMON—PATH 34'<125'OK —— El TOTAL TRAVEL DISTANCE 129'<250'OK " ❑ ° ❑ O F O� EL C�2 s nt o .d 0 0 U N m 32 v OCCUPANT LOAD: 119 PERSONS PERSONS SECOND FLOOR EXITING PLAN SCALE: 1/16"=1'-0" THIRD FLOOR SIM. I o __ E w a I I Z aGaW E- off v I c 33 " � I 3 a OCCUPANT LOAD: 214 PERSONS` J FIRST FLOOR EXITING PLAN SCALE: 1/16-1'-0" E u_ 3 z z R-II RIGID INSUL. as ►a. '0 pa w W 0 0 F �J �J TABLE 403.8.1 E O ;4( VENTILATION RATES FOR ALL GROUP R 01 PRIVATE DWELLINGS,SINGLE AND MULTIPLE n to 0— an (Continuously Operating Systems) F. O O 2 LAYERS AS G.W.B.TYPE X Floor Area Bedrooms' �.1 E- IR"G.W.B. UNPENETRATED !U LAYER 5/8"GWB TYPE G WRAPPED A5 SHOWN (k') 01 za 4-5 5aF165 �` W v M FLOOR SYSTEM OVER RESILIENT CHANNEL 1500 30 40 45 55 2x86 PER DETAIL I SHEET A8.1 Co. -'--- - (U LAYER S/8"GWB TYPE G FIRE CAULK NOT REQD 500-1000 45 5s 60 70 I, . (U b"DIA.t(2)4"DIA. OVER RESILIENT CHANNEL ALTERNATE FOR THESE PENETRATIONS 1501-2000 60 70 75 85 w w/I"CLEARANCE IN BETWEEN 2001-2500 75 0 90 115 OHORIZ. CHASE DETAIL OHORIZ. CHASE DETAIL 3001-2500 90 130 135 145 2501-3000 105 115 120 130 �r SUN 2: 1 1 2—=1'-0" SCALE: 1 1 2"=l'—O 3001-3500 120 130 135 145 / >3500 ]35 145 I50 160 .a.Ventilation rates in table are minimum outdoor airfi— w rates measured in cfm. TABLE 403.8.5.1 V INTERMITTENT WHOLE HOUSE MECHANICAL VENTILATION RATE FACTORS" Ron-Time %in Eaeh 4-hour Sa ant a Y Factors 4 3 a For ventilation systemrvv-time valves between those ������� given,the factors arepemdttad to be delarmioed by �I%j� interpolation. b. Exvapolndm beyond the table is prohibited. 3i - NOTE: mU3 ALL VENTS TO BE NO CLOSER W THAN V-011 TO OPERABLE PART q OF WINDOW VENTED WINDOW `w�w w- WHEN OPERABLE I CQ I o LIVING LIVING U z m BEDROOM b"SEPARATE BEDROOM 0 DUCT OR RANGE 4"SEPARATE DUCT FOR DRYER U OA OR B 4"DUCT [~ ❑ U U I Q C7 P° L RANGE FAN 71-- KITC E\ (�� KITCHEN ————— I 1 Lit) 100 CFM'17 '9—� I -- Li ^C U f° WHOLE HOUSE c � FAN 100 CFM -- I I � BATH EXHAUST DEN FAN 50 CFM 0 BATHROOM i i BATHROOM H a � f START OF ABS= CAST IRON DRAIN PIPE86 1�1 V A y'•� TYPICAL PLUMBING AND VENTING PLAN E-,Et-�-�o> SCALE: 1/4"=I'—m" Z w zE- E6ectli-M403.1 y ig elling unit or sleeping unit shall be equipped with a whole house I co al ventilation system that complies with Sections 403.4.1 through 403.46.elling unit or sleeping unit shall be equipped with local exhaust complyingtion 403.4.1.All occupied spaces,including public corridors,other than up R dwelling units and/or sleeping units,that support theseO occupancies shall meet LFie ventilation requirement of natural ventilationents of Section 402 or the mechanical ventilation requirements ors 403.1 through 403.3. d m E E u_ 3 z z w � A 4"VTR 4"V2R �4"VTR �4"VTR �4"VTR �4"VTR �4"VTR IL �l �I II 1II 11I a" 1 I I12"� 1/a z W w a 02�I I �1 �1 l I v =a A z � zv z v z — � z � I I I I I I 3 4 5 � I I 3 4 5 I 2 3 4 5 I I 2 3 4 5 I 2 3 4 5 I I 2 3 4 , I 2 3 4 I � I 2 3 4 , I 2 3 4 I � I 2 3 4 5, I 3 4 5 � I 3 4 5, I 3 4 5 � M Ul O.M. I i I I I I I I I I i I i I x 1 3"y 4"ABS B.y I 1 3"y 4"A55 3"y 1 I 3"y 4"ABS 3"y I I 3"y 4"ABS 3"y I 1 3"y 4"ABS 3"y I 1 3"y 4"ABS 3"y I 1 3°y 4"ABS 3"y I F i��-)-7 r7�7�� ���-��� r7���J ���-��� r7���J ���-��� r7���J ���-��� r7���J ���-��� rT T�J U w Iz v I I 131 41 51 I 131 41 5 I I 131 41 5 Iz yi I I 131 41 5 I I zl 31 41 5 i1z v I 11 z1 31 41 5 I 11 z1 31 41 5 12 v I 11 z1 31 41 5 I 11 z1 31 41 12 v I 11 z1 31 41 I 11 zl 3I 4 I z��y I II 131 41 5 I II 131 4, 5 z v 11a" II LC. 3 4 5 3 4 5 i i i i i i T i [�] 4"A55 1 4"A55 4"ABS 4"ABS 4"ABS 4"ABS 4"A55 1�1 Ila" I 2"V 1 2 1 2 6"A55 6"A55 6"ABS ®�♦������ 6"ABS SLOPE I/5"/FT.TO TF 4"VTR �4"VTR �4"VTR �4"VTR �4"VTR �4"VTR wo v 1 I I I I 1 1 I I I I I 12 21, ✓I ��I I 1n" I I I I I I I I I l �1 1 1 zz"✓I I ���, I I �L I I 1 I 1 I I I y I ��, 1I 1 I I I z y I 11 I I , 11 I I I p y I I ,_� z y m I 2 3 4 5, 2 3 4 5 I I 2 3, 2 3 4 5 I I 3 4 5, 3 4 5 1 I 2 3 4 5, 2 3 4 5 I I 2 3 4 5 2 3 4 5 3 4 5, 3 4 5 1cv I I I I T I I I I T I `i `� may! `� cQ I 3��y 4"ABS 3..y I 3.,y 4"ABS 3��y I y y 4"A85 3��y 3��y 4"ABS 3�� I 3��y I I V 3 V 4'ABS 3'V 3"v 4'ABS � J � J J L J J J 1 ��-1 7� r7 r7"r 1 —�1 r7 r7 r 1 ��—��� r7 r7 r 1 ��-1�� r7 r7"r 7 r7 r 1 z 1 In" I In" 1 In" 1 1 In" I In" I I I I I I I I I I I I I I I I 2 vl I I I 1 1 I 1 I I I 2 VI I I I I I I I I 2 y I I I I I I I I I I I 2.. v I I I I I I I I I I 2 vl 2 y I I I I I I I I I I I m 1 2 3 4 5 2 3 4 5 1 2 3 2 3 4 5 3 4 5 3 4 5 i 2 3 4 5 2 3 4 5 i 2 3 4 5 1 2 3 4 5 1 3 4 5 3 4 5 ~ I 1 T I T I o T T I I I f 1 3"y 4"ABS 3"y 4"ABS 4'A85 4"ABS 1 4"ABS 4"ABS I U Co' 1 1/2"v�d° ln"V 1 Ill" 1 1n^ 1 1n" 1 I/2" N 2 y z y 2 y 2..y 2..y 21,y I I M E 1 2 1 2 I 3 4 5 I 3 4 5 12 3 4 5 12 3 4 5 12 3 4 5 12 3 4 5 I 3 4 5 I 3 4 5 -30 6"ABS 6"A55 6"ABS 1 O 'd a y a 4j r U m •d 'd v 0 4"VTR �4"VTR �4"VTR �4"VTR I I I �� I /� I I I I I I I I I I I I I I I 1 2 ✓I I ���, I ��1 11 1 1 O 1 ur'✓I I 11n"� , — 11n"d I1 A, I 21,y 2 y � F Z l �1 I I , 1 I I I I I z y I �I 1 I I , 1 I I I I 1 I �l � m 3 4 5, 3 4 5 1 I 2 3 4 5, 2 3 4 5 I I 2 3 4 5 2 3 4 5 3 4 5, 3 4 5 3 I A —4 W'Zi--i' N I I y!I T I 3"y 4"ABS T 3"y 3"y 4"AB5 3"y 3"y 4"ABS — 3"y 3��y 4"ABS Q.'Q' w z� 86 1 1 1n" I I I I I I I I 1 1 I E 2"v 2'v Y'v 2"v I--I O,'� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ¢` 3 4 5 3 4 5 1 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 3 4 5 3 4 5 1 3 �r� I g T I T I I"I O E- 1 4"ABS I I 4""ABs I I 4"ABS 4"ABs I al Cc r7"rT rJ ���-��� r7 r7"rJ co PI WATER CLOSET 3 DFU 1"v I I 2 y I 1 q y 2"y I 1 -1 1 � +' a P2 LAVATORY I DFU/I DFU COMMERCIAL I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 3 P3 TUB/SHOWER 2 DFU I 3 4 5 I 3 4 5 I 2 3 4 5 I 2 3 4 5 I 2 3 4 5 I 2 3 4 5 I 3 4 5 I 2 3 4 5 I 2 3 P4 KITCHEN SINK 2 DFU T T Ssa RP5 WASHING MACHINE 3 DFU .--I 6"ABS 6"ABS 6"ABS VTR VENT THRU ROOF VTR PLUMBING RISER DIAGRAM COTF CLEAN OUT THRU FLOOR COTF O N.T.S. COTW CLEAN OUT THRU WALL COTW DFU DRAINAGE FIXTURE UNIT DFU E u_ 3 EQUIPMENT SCHEDULE o LEGEND GENERAL NOTES SYMBOL DESCRIPTION Z FAN COIL UNIT I CONTRACTOR 15 RESPONSIBLE FOR PROVIDING ALL MATERIALS AND LABOR A p AN COIL UNIT NECE55ARY TO CONSTRUCT COMPLETE AND OPERATIONAL 5Y5rEM5. N FAN COOLING HEATING ELECTRICAL OUTDOOR FILTER WT. Op CONDENSER UNIT co .. MARK AREA SERVED FILTER BOX BASIS OF DESIGN REMARKS 2. CONTRACTOR suALL VERIFY ExlsrwG CONDITIONS PRIOR TO CONSTRucTION a CFM ESP MBH SENS MBH TOTAL MBH TOTAL VOLTS PH AMPS UNIT NO. RATING LBS AND CORRECT ANY DISCREPANCIES BETWEEN EXISTING WORK SHOWN ON FC-1 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 DRAWINGS AND ACTUAL CONDITIONS ON SITE,A$REQUIRED To MEET ALL a ob W CODES AND REGULATIONS. C I FC-2 E.M.R. 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 E. o, p FC-3 LOBBY 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 s. COORDINATION WITH ALL TRADES 15 REQUIRED r0 AVOID CONFua5 AND V) a DELAYS.NO ALLOWANCES WILL BE MADE FOR RELIIORD DUE TO POOR FC-4 OFFICE 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 COORDINATION BETWEEN INVOLVED tRaDES. w a a W FC-5 LOUNGE 270 - 7.2 9 1 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 4. CONTRACTOR 644LL MAKE THE REQUIRED ARRANGEMENTS FOR TRANSPORTING �. ALL MECHANICAL EQUIPMENT INTO THE BUILDING AND TO ITS FINAL FC-7 FITNESS CNETER 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 INSrALLATIONLOCATION. ` x FC-8 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 a. CONTRACTOR SHALL BE RE5PON51BLE FOR CHECKING AND VERIFYING L^ FIRE CAULK DIMENSIONS PRIOR TO ORDERING MATERIAL AND INSTALLING EQUIPMENT.THE T ' co PG 9 AROUND EDGES DRAWINGS REPRESENT THE GENERAL ARRANGEMENT OF MECHANICAL AND v Co. ELECTRICAL 5Y5TEM5 AND OTHER WORK CONTRACTOR SHALL MAKE [� .•- 45"a WALL REASONABLE MODIFICATIONS TO LAYOUT AND COMPONENr5 TO AVOID PG 11 PENETRATION CONFLICT5 WITH OTHER rRADE5.SIGNIFICANT MODIFICATIONS TO LAYOUr5 AND COMPONENTS SHALL BE REVIEWED AND APPROVED BY THE ARCHITECT/ FC-13 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 ENGINEER PRIOR To OVAL uMPN.SUCHMOOCOTRASSHALLNOTBE GROUNDS FOR ADDITIONAL COMPENSATIONS i0 CONTRACTOR. 6, CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING FIRE AND/OR SMOKE a PIS q5 RATING OF ALL PENETRATIONS,FIRE STOP ALL PENETRATIONS TROUGH FIRE RATED WALLS,FLOORS,AND CEILINGS.ALL FIRE RATED PENETRATIONS SHALL N BE TEMPORARILY FIRE STOPPED AT THE END OF EACH WORK DAY AND GA5 VENT PERMANENTLY FIRE STOPPED AT THE COMPLETION OF THE PROJECT. Tv17 1, INSULATION U5ED IN THIS PROJECT SHALL MEET CRIERIA DE51-RIBED BY LOCALLY ACCEPTED CODES. FC-20 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 a. ALL EQUIPMENT 544LL BE NSTALLED,PIPED,AND WIRED PER MANUFACTURERS FC-21 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 NSTRucno s. ®ems FC-22 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 +®mo FC-23 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 O GAS VENT DETAIL FC-24 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 FC-25 CORRIDOR 270 - 7.2 9 10.9 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 scac s"=�'-W" FC-26 CORRIDOR 270 - 7.2 9 10.9 1 208 1 0.25 CU-1 - MERV 4 40 LG ARNU093SJA4 1,2 REMARKS z 1. INCLUDE BUILT-IN CONDENSATE OVERFLOW SHUTDOWN SWITCH AND CONDENSATE PUMP. - 3 2. PROVIDE 24" LONG FULL SIZE PLENUM ON SUPPLY/ RETURN SIDE OF FAN COIL. CONDENSING UNIT NOMINAL OOLING CAPACITYHEATING CAPACITY ELECTRICAL WT. MARK LOCATION AREA SERVED EER/SEER BASIS OF DESIGN REMARKS TON MBH MBH VOLTS PH MCA MOCP LBS Q m CU-1 OUTSIDE CORRIDOR 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 I jl CU-2 OUTSIDE CORRIDOR 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 Z CU-3 OUTSIDE OFFICE LOUNGE 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 eu I o .. CU-5 OUTSIDE FITNESS 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 Qj CU-6 OUTSIDE CORRIDOR 2 10.7/17 24 27 208 1 19.6 30 180 LG ARNU024GSS4 1,2 GHGH GH 0 a 0 U 0 CU-12 OUTSIDE E.M.R. 2 1 10.7/17 24 1 27 1 208 1 19.6 1 30 1 180 LG ARNU024GSS4 1,2 CU-13 OUTSIDE CORRIDOR 1 10.7/17 1 24 1 27 1 208 1 19.6 1 30 1 180 LG ARNU024GSS4 1,2 co REMARKS I �r 1. MOUNT ON 4" CONCRETE PAD MINIMUM 6° WIDER IN EACH DIRECTION THAN CONDENSING UNIT. � U 2. DISCONNECT BY ELECTRICAL CONTRACTOR. I C7 3 0 b DOMESTIC WATER HEATER p FUEL MBH CAPACITY GALLON FLUE SIZE EWT LWT EFF ELECTRICAL WEIGHT o MARK LOCATION AREA SERVED TYPE CFM ESP CAPACITY DIA. IN F F % VOLTS PH AMPS LBS BASIS OF DESIGN REMARKS WH-1 HOT WATER S.V.R. RESIDENTIAL UNITS NG 300 288 119 4 40 140 96 120 1 5 855 AO SMITH BTH-300(A) 1,2 WH-2 HOT WATER S.V.R. RESIDENTIAL UNITS NG 300 288 119 4 40 140 96 120 1 5 855 AO SMITH BTH-300(A 1,2 REMARKS N 1. PROVIDE COMPLETE SYSTEM WITH FAVTORY MOUNTED CONTROLS 8 2. 1 1/2" GAS CONNECTION ZO E- C7 o zz z 'tea z ��d � z�W ul AQW �Od A �zx x OE- L) co co w +' O E E z w � A CU-14 CU-15 CU-i6 GABFMF£ Fa C) Y CU-12 CU-13 •8'-6'AFF. 1 ----1 04 w OOOOO ---- rL-----------r r------------ r------- -----------r W .7 e•CWI IW w w d I w W cli ro� c� � u Ana ❑ ❑, ❑ ❑ ❑ ❑ ❑ ❑ l� E--F VALVEV pFmm co PBSU2"OLM O co F� 4ae -I- �0 Z I O O O O O O O O O O I a FO 7 wM�� —I O 0 0 RF-1 0 0 O O FC-2 i STAIRS _J STAIR ❑ ❑ ❑ ❑ ❑ ❑ ❑ I L I I � I CU- I J� m L,__________ _______ -___________- i 3x w CQ I FC-3 wo I � � i I U O I� o m z ••+ Q ti In 0 U 0 a FC-13 I I2 F �r C0�2 U U C\2 U m I I a � I —I I I I � a z e I H� �a r o x � Zaw I W ~dz E I I � Aow $ I I �oF Da o �Cc 3 I E ko J I c a STAIR = cu-s I ! o sa - N a o FIRST FLOOR MECHANICAL PLAN SCALE: 3/32"=l'-O" E u_ 3 o z i0 A cQ CO .'�. O � w n y w w .F. Eo ❑ ❑ ❑ ❑ El ❑ ❑ ❑° co L J _J L_ -J L J LO M M � rl �O O O O O O O O O O 2 2 O �Jax FC-21 F]11���1111 J El O O O O O O O O ^ I 7T' 7 ❑ O LL 2 2 22 El El Ljl ❑ ° 30 - J ° ❑ wo El ° L ❑ y, i o 21, kk 6 I m z •.y � I O U o ❑ o � � It � C7 02 3 G t7 9 ❑ I ° ce s~ �' ❑ 'd 'd U 0 IL s a z E Z-c7 ❑ ° ° ❑ J El El El w Aaw ❑ ° ° ❑ x dow o �Z)o--�4 pq w off A �m U z COD N � o SECOND FLOOR MECHANICAL PLAN SCALE: 3/32"=1'-B" E u o z i0 A cQ CO .'�. O � w n y w W � m H M w O s. ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ E--� 4L- _J L_ _J co L_ J L_ O O O O O O O O O O O O O �Jax FC-24 F]11���1111 LEE J O O O P li NO O O O ^ 17 El LL ID � El El El El El El ED] rEl ❑ ° 30 J ° ❑ U3 J I I � ° � L ❑ o ❑ CQ o z ❑ o a Ll ❑ o J 0 0 U o I E L ❑ I E- 0 ❑ 02 �j It C7 T ❑ ❑ 'C ^d U 0 I EI s 3 a z �o E-E z El0 0 ❑ z � z r I �x J Ll 11 w APL�z ❑ ° ° ❑ ao W �o>�, w �C)H a� cQ a � x cQ N � o THIRD FLOOR MECHANICAL PLAN e SCALE: 3/32"=1'-B" E u z w � A C,2 m �, A 0 o n y D a 0 W r w o ❑ u ❑ ❑ ❑ ❑ ❑ r�, Ex ' I II II II v co 0G A 57 -- 0 0 AB$ /8/Pi.SLOE HIN 'o j1---e-- " 6"m ae5 colw) / Pi.B MIN S—o� — -- G --�---- 6'f0AB5 6Oi 6 4 B$ COTW COTW COiW --— Q 0 iI �rr�hu a♦"°. m.®;y® ♦i♦i��� I — L-------� Lr- -----J L-------1' -- inx & 8 L J 0 A85 rra u3 -------� 1- L----J w0 ov m i I z I I I I i � I I I cv cQ 6"0 AB5 d I M I in ' 3 CW 1/2„ CW �o I 3/4" HW 1/2„ HW I [~ r 2'CW / ___ / 2 HW 02 U U 3/4 CW 3/4" CW o m I 1/2„ CW 1/2., CW •d 'd U 1/2,• HW 3/4" CW 1/2"HW a I 5 I I TYPICAL UNIT PLUMBING PLAN Z FC m SCALE: 1/8"=1' B" W►Z. j � Zaw IVUI Z A�z L �o-�4 a i J FIRST FLOOR PLUMBING PLAN SCALE: 3/32"-1'-O" CV 3 L I O a v >_ E u_ 3 z R-II RIGID INSUL. a Ac t as O M CO W W E. n wa ¢ A TABLE 403.8.1 E O W VENTILATION RATES FOR ALL GROUP R w7 - - PRIVATE DWELLINGS,SINGLE AND MULTIPLE (Continuously Operating Systems) O O 2 LAYERS AS G.W.B.TYPE X Floor area Bedrooms' E- IR"G.W.B. UNPENETRATED (U LAYER 5/8"GWB TYPE G WRAPPED AS SHOWN (k') 0�1 za 4-5 Ba >T C F� v M FLOOR SYSTEM OVER RESILIENT CHANNEL 1500 30 40 45 55 60 2.1, PER DETAIL S SHEET AI0.0 t� -'--- - (U LAYER S/S"GWB TYPE G FIRE CAULK NOT READ 500-1000 45 ss 60 70 7s r, .-I (U b"DIA.4(2)4"DIA. OVER RESILIENT CHANNEL THESE PENETRATIONS 1001-1500 60 70 75 85 90 w allI"CLEARANCE IN BETWEEN -9�� ALTERNATE FOR 1501.2000 75 85 90 100 105 OHORIZ. CHASE DETAIL OHORIZ. CHASE DETAIL 2 250101-3000- 90 100 105 115 120 1 115 120 F+y 130 135 SCALE. 1 112"=1—0 SCA.T_ 1 1/2'="-0.. >035003500 135 1455 150 160 165 a.Ventilation rates in table are minimum outdoor airflow W rates measured in cfm. '11 TABLE 403.8.5.1 V INTERMITTENT WHOLE HOUSE MECHANICAL VENTILATION RATE FACTORS" Ron-Tim %in Each 4-hour Se ant Y 41 Ism Pactora 4 3 2 1.5 1.3 1.0 r•®4. flt' a For ventilelionsystem ran-time valoss between those given,the factors are pemdtted to be detarmioed by interpolation. b. Exvapolndm beyond the table is prohibited. 3i — NOTE: mU3 ALL VENTS TO BE NO CLOSER W THAN V-0"TO OPERABLE PART OF WINDOW VENTED WINDOW ww w� WHEN OPERABLE dow it I 2 I LIVING LIVIN6 SE G N e o m a BEDROOM DUCT FOR TRANGE BEDROOM ;2 4"SEPARATE .,y o DUCT FOR DRYER U 0 A OR B 4"DUCT vCID N I E1 j U U 02 M C7 a P° L RANGE FAN KITCHEN r°O� 00 cFM KITCHEN 3 c g g I I = f° WHOLE HOUSE p c FAN 100 CFM a� __ J I I �_____- BATH EXHAUST � e DEN sm cFM �z o BATHROOM i i BATHROOM Z� E w a f DUI (_ E=-� f START OF ABs�� CAST IRON I-a Z Z Z DRAIN PIPE Q.I EA 86 TYPICAL PLUMBING AND VENTING PLAN —3w~oP4 SCALE: 1,4'.=1' 0" aA�oE- �z ai E-I d EEe tBj elling unit or sleeping unit shall be equipped with a whole house I yi al ventilation system that complies with Sections 403.4.1 though 403.4b.elling unit or sleeping unit shall be equipped with local exhaust complying tion 403.4.1.All occupied spaces,including public corridors,other than up R dwelling units and/or sleeping units,that support these occupancies shall meet the ventilation requirement of natural ventilation �y C ents of Section 402 or the mechanical ventilation requirements of s 403.1 through 403.3. r{ n l a m >_ E u_ 3 z z w � A 4"VTR 4"V2R �4"VTR �4"VTR �4"VTR �4"VTR �4"VTR rT rT -��-��-� r rT rT, -��-��-� r r�r�r -��-��-� r r7-7-F r -��-��-� r rF rr-r -��-��-� r r ��r -��-��-� F ,�,��� ��,� I I �1 �1 z2 y I �l —1 I I I 11/ �I ,�1 � � 1 1 I z y �I ,�1 � � 1 1 I Z I ���I I ,�, I W 02 = I a" 1L�I I I I I I I I 1�1 1 I I I I z v l III I 1 1j l l IIz vLI I I I I I I I Ilea"�I I I I I I I I I I I la I uz .L I I �L I I I I w a a A I I z v v l I I I I I I I I I I I I I I I I I I I I I I I v l I I I I I I I I I I I I I I 3 4 5 I 3 4 51 I 3 4 5 1 I I 3 4 5 I 2 3 4 5 I I 2 3 4 5 I 2 3 4 5 I I 2 3 4 I I 2 3 4 I I I 2 3 4 I I 2 3 4 I I I 2 3 4 51 I 3 4 5 1 I 3 4 51 I 3 4 5 1 M Ul O.M. I i I I I I I I I I i I i I x 1 3 y 4"ABS 3 y I 1 3 y 4"AB5 3 y 1 I y y 4"ABS 3 y I I 3 y 4"ABS 3 y I 1 3 y 4"ABS 3..y I 1 3 y 4"ABS 3 y I 1 3 y 4"ABS 3 y I F i��-)-7 r7r7�� ���-��� r7��rJ ���-��� r7��rJ ���-��� r7��rJ ���-��� r7��rJ ���-��� r7 TrJ U w Iz v I I 131 41 51 I 131 41 5 I I 131 41 5 Iz yi I I 131 41 5 I I zl 31 41 5 ilz v I 11 z1 31 41 5 I 11 z1 31 41 5 12 v I 11 21 31 41 5 I 11 z1 31 41 12 v I 11 z1 31 41 I 11 z1 31 4 I 2��y I II 131 41 5 I II 131 41 5 z v Ila" II LC. 3 4 5 3 4 5 i i i i i i T i [�] 4"A55 1 4"A55 4"ABS 4"ABS 4"ABS 4"AB5 4"ABS 1�1 Ila" I 2"V I 2 I 2 6"A55 6"A55 6"ABS ®�♦������ S"ABS SLOPE I/5"/FT.TO TF 4"VTR �4"VTR �4"VTR �4"VTR �4"VTR �4"VTR wo N 11n 1I II ICI �I �II-�LI�II-�JI�1 11nr�1 .1 1�1 ✓r�I 1,��1 r,�l1 1 i In �r r���1 ��1 r�I - 1 n i2"y 2"v i � 21,y 1 2„y i 'v 1 2 i q 3 4 5 3�1211-3�1 �4 2 i � I 1-�1i I zI/2 y✓IrlI �,�II J;1III � 3�1I�4 II-51 1III M OI � I 1 � I y� I y y 4"ABS 3..y I I g��y 4"ABS Y y I g..y 4"A55 V.y I I y��y 4"ABS y I I y y 4"ABS y y y 4"AES g"y 1 I I z k,_ J J J L J J J r7r7r 7r7r 1 I A, A, ur' 1 I I I I I I I I I I I I I 0 2 v l I I I I I I I I I I 2 V v I I I I I I I I I 2 y l I I I I I I I I I I 1 2 I I I I I I I I I I 2 v l 1 2 y l I I I I I I I I I I I m p I 1 2 3 4 5 2 3 4 5 I 2 3 2 3 4 5 3 4 5 3 4 5 1 2 3 4 5 2 3 4 5 I 2 3 4 5 2 3 4 5 3 4 5 3 4 5 I ~ a I I 1 T I I T 1 + I c o 3��y 4"ABS 3��y 4"ABS 4"ABS 1 4"ABS 1 4"ABS q"qB5 I U ----�� --�� r7 r7 rJ ���-��� r7 T I v2^v 11n^v I ur' I In^ I In" I ur' 2"y� 2"y� I 2"V, I I 2"y I 1 I 2"y 2"y I I CO E 1 2 1 2 3 4 5 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 3 4 5 3 4 5 T 02 U U 6"ABS 6"AB5 6"ABS I 8 4j r U m •d 'd v 0 4"VTR �4"VTR �4"VTR �4"VTR I I I �� I /� I I I I I I I I I I I I I I I 1 2 ✓I I ���I I ��1 11 1 1 O I ur'✓I I 11n"� I — I In"d I1 A, I 2 F " �y l ,�1 I I 1 1, I I I I I 2��y I �I 1, I I I 1, I I I I I 2��y I �l � I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I Z m 3 4 51 3 4 5 1 1 2 3 4 51 2 3 4 5 1 1 2 3 4 5 2 3 4 5 3 4 51 3 4 5 3 1 A .--I W'Zi--i' N I I y!I T I y y 4"ABS T Y y 3��y 4"AB5 3��v- y y 4"ABS — 3��y y�y 4"ABS Q.'Q' w z� r7 r7r� i���-��� r�7-�7-�7-�� ~"dz 86 ur' 11n^ 1 1 In" I I I I I I I I 1 1 I E 2"v 2'v Y'v 2"v I--I O,'� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ¢` 3 4 5 3 4 5 1 1 2 3 4 5 1 2 3 4 5 1 1 2 3 4 5 1 2 3 4 5 3 4 5 3PM, 4 5 3 1 �r� I g T I T I I"I O E- 1 4"ABS I I q ABs I I 4"ABS 4"ABs I al Cc r7r7rJ ���-��� r7r7rJ 1In" IIn" II/Y' I I co PI WATER CLOSET 3 DFU 2"v I I 2"y I 1 2°y 2"y I 1 -1 1 � +' a P2 LAVATORY I DFU/I DFU COMMERCIAL I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 3 P3 TUB/SHOWER 2 DFU I 3 4 5 I 3 4 5 I 2 3 4 5 I 2 3 4 5 I 2 3 4 5 I 2 3 4 5 I 3 4 5 I 2 3 4 5 I 2 3 P4 KITCHEN SINK 2 DFUsa T T O P5 WASHING MACHINE 3 DFU SR 6"ABS 6"ABS 6"ABS VTR VENT THRU ROOF VTR O PLUMBING RISER DIAGRAM `� a COTF CLEAN OUT THRU FLOOR COTF N.T.S. COTW GLEAN OUT THRU WALL COTW DFU DRAINAGE FIXTURE UNIT DFU E u_ 3 City of Arlington SAFEbuilt.,, WASHINGTON APPLICATION STATUS ❑ Revisions Required — Hold ❑ Initial Review ❑ 2nd Review ❑ 3rd Review ❑ Approved With Conditions ❑x APPROVED APPLICANT: GRANDVIEW NORTH IRONWOOD EMAIL: gv@grandviewinc.net PHONE # 360-435-7171 PERMIT #: BLD 5516 FROM: Lou Tyler PROJECT: IRONWOOD APT EMAIL: Ityler@safebuilt.com ADDRESS: 18620 WOODLANDS WY PHONE # 206-503-5948 DATE: 1/26/24 OCCUPANCY GROUP: R-2 CODES REVIEWED: TYPE OF CONSTRUCTION: V-B ❑ 2018 IRC ® 2018 IBC ® 2018 IMC NUMBER OF STORIES: 3-STRY ® 2018 UPC ® 2018 IFGC ® 2018 WSEC SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2018 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code, and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permit referenced above is recommended for the release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lov- T9 Lzr Senior Plans Examiner SAFEbuilt 1621 1141h Ave SE, Ste 219 Safebuiltbellevue(a�_safebuilt.com Ityler@safebuilt.com 206-503-5948 1 � d�