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Permit D17-0067 - CARY LANG CONSTRUCTION - MACADAM LOT 2 SINGLE FAMILY RESIDENCE
MACADAM -LOT 2 4801 S 136 ST DI 7-0067 Parcel No: Address: Project Name: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 1523049312 4801 S 136TH ST MACADAM - LOT 2 COMBOSFR PERMIT Permit Number: D17-0067 Issue Date: 6/5/2017 Permit Expires On: 12/2/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: NGUYEN HOA 10621 56TH AV S , SEATTLE, WA, 98178 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F Expiration Date: 9/26/2018 Phone: (206) 423-5055 Phone: (253) 661-6880 CARY LANG 2981524 AVE SW, FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: NEW SFR - 3240 SF LIVING SPACE, 720 SF GARAGE, 200 SF COVERED DECK SFR: 2575 square feet ADU: 673 square feet garage: 720 square feet Project Valuation: $447,877,60 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $12,314.45 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 10 Fill: 10 Number: 0 1 No �i Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: CelketMt '-J c 10v, el" Date: 6471/7 .7 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 0 0 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 10: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 11: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 12: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 13: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 14: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 15: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 16: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 17: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 20: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 21: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 22: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 23: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 24: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 25: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 26: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 27: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 28: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 29: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 30: Prior to Public Works Final, provide storm drainage as-built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 31: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 32: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 33: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C17-OOxx. Fee based on three new single family residences. 34: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 35: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 36: Project shall comply with geotechnical recommendations by Migizi Group, INC, dated January 26, 2017; and subsequent geotechnical evaluations. 37: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 38: Building construction is required prior to mitigation planting to minimize impacts to the wetland buffer. 39: Building construction is required prior to mitigation planting to minimize impacts to the wetland buffer. Provide a financial guarantee to the City in the amount of 150% of the cost of monitoring and maintenance of the required mitigation in the wetland prior to final planting inspection and prior to Building signoff. Per L16-0055 approval, the required bond amount is $32,127.23. 40: Maintenance and monitoring of the mitigation area is required for 5 years. Contingency measures will be initiated if the buffer fails to meet any performance standard at any time throughout the monitoring period. 41: Prior to requesting a landscaping inspection, record a notice on title of environmentally sensitive areas, including the site plan approved under L16-0055, pursuant to TMC 18.45.200. 42: ***BUILDING PERMIT CONDITIONS*** 43: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 44: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 45: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 46: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 47: All wood to remain in placed concrete shall be treated wood. 48: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 0 0 49: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 50: ***MECHANICAL PERMIT CONDITIONS*** 51: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 52: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 53: Manufacturers installation instructions shall be available on the job site at the time of inspection. 54: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 55: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 56: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 57: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 58: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 59: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 60: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 61: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 62: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 gauge. 63: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 64: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 65: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 66: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 67: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 68: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 69: Advisory: A rental license is required if either the main home or the accessory dwelling unit is rented. More information can be found here: http://www.tukwilawa.gov/departments/community-development/rental- housing/. 0 PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0609 PIPE/DUCT INSULATION 1500' PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 0 � r Combination Permit No. V l I Project No.: Date Application Accepted: /�(/ 1 1 Date Application Expires: 01 00111 (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION 152-3 oGl 93 2 j King Co Assessor's Tax No.: Site Address: /C3° S 1 3 6 5 r( -T-(it,(e % toaok r 1 02. PROPERTY OWNER Name: (14.1 y / _ �� 7 ��t Name: C�g y Ley y (� o n /j1- I—ptoe- Address: Zip: Phone: Fax: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: (14.1 y / _ �� 7 ��t Company Name: (-472 4r Co.." -i-- �ilG Address: Address: 249/5- 20_ di 4,ve $ G4, City: State: Zip: Phone: Fax: Phone: 2426„ qL3_ ax: Email: C,r /RAi Q h inr Contr Reg l)idc c,K iitc / p / ,gyp Date: ?/26 1/S GENERAL CONTRACTOR INFORMATION Company Name: 5 G ja. Company Name: (-472 4r Co.." -i-- �ilG Company Name: Address: 249/5- 20_ di 4,ve $ G4, Phone: 3G D-8815_ 1011 ax: City: pier4 1 W4_4( State: ,, . Zip:q 3 Phone: 2426„ qL3_ ax: Address: Contr Reg l)idc c,K iitc / p / ,gyp Date: ?/26 1/S Tukwila Business License No.: ncis— 0 y 9Y6 ylf ARCHITECT OF RECORD Company Name: 5 G ja. Engineer Name: Company Name: City: 8nre4 D r'Q / State: ��- Zip: gg6/0 Phone: 3G D-8815_ 1011 ax: Architect Name: 1/4J Address: State: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 5 G ja. Engineer Name: Address: ,2..z 2 ? 5 ifc, y 72 Ivo{ p / City: 8nre4 D r'Q / State: ��- Zip: gg6/0 Phone: 3G D-8815_ 1011 ax: Email: 5e . f.- �4 e ✓`t�' i nee�s � CO.. -C4-57, Ne LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: e„,,,,,,, /..„,„, `j 6 4,,. ,.f i �.✓ Address: 1/4J City: State: Zip: H:\Applications\Forms-Applications on Line \2011 Applications\Combination Permit Application Revised 8-9-I I.docx Revised: August 2011 bh Page 1 of 4 0 0 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): DO DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1't floor 13'13 2nd floor /Q9 7 - Garage iNT carport ■ 7 2 0 Deck — covered uncovered ■ - O Total square footage // o //6 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ C/ 0 0 0 t furnace <100k btu thermostat emergency generator appliance vent wood/gas stove fuel type: ❑ electric Orgas ventilation fan connected to single duct wed" other mechanical equipment PLUMBING: 4 7a '° Value of plumbing/gas piping work $ 3 bathtub (or bath/shower combo) bidet / dishwasher floor drain 6 lavatory (bathroom sink) / sink 1 water heater (gas) lawn sprinkler system H:\Applications\Forms-Applications On Line\201 I Applications \Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh clothes washer Zshower water closet 3 gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1'for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila $... Water District #125 ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila 0 ...Sewer use certificate 0 .. Highline Valley View 0 .. Renton ...Letter of sewer availability provided ❑ .. Renton 0 .. Seattle SEPTIC SYSTEM: 1=1.. On-site septic system = for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") 0 ...Technical Information Report (Storni Drainage) ❑ .. Geotechnical Report ❑ ...Hold Harmless — (SAO) 0 ...Bond 0 .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 0 ...Total Cut ❑ ...Total Fill KSanitary Side Sewer ..Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Curb Cut 0 .. Utility Undergrounding ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size �" WO # 0 ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private ❑ ❑...Water Main Extension Public 0 - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water MONTHLY S ❑ ...sewer ICE BI LING TO: 0 ...sewage treatment Name: C—K yZ 4 (�d/�Y� ��G D Telephone: Mailing Address: O 2r�'—'(2 .Som.' w'- 9goz City WATER M TE REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip State Zip H:\Applications\Farms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 hh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY O t'ER O AU RIZED AGENT: Signature: Date: Print Name: Cl"n`( A r 7 r �/�'Day Telephone: 2P 6- V2 -3--S.9.5- Mailing Address: ZQ SIS-- 2 L/ - Sw GL��'k / keg -1/ - 710 23 City H: ApplicationsWorms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh State Zip Page 4 of 4 BULLETIN A2_ TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME V11 r4 a it bi yvt ( �- ai 2 > PERMIT # 1)/7— a 061 (0 4801 s, iu. ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement c Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. ategory: $250 (1) Soo -7.50/-70/45-6t) /So o (Zo C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume / 0 cubic yards Enter total fill volume /© cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51-100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3-70 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ IZo 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (6) (7) $ 24 -- (8) QUANTITY IN CUBIC YARDS RATE • . 50 or less $23.50 51 —100 $37.00 101— 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 . $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1' 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 $-? (9) 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H . Transportation Mitigation $ /0/2, I. Other Fees $ Total A through I $ //e) /3 (10) S4 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ / l 4.4 — ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017-12.31.201 %� Total Fee 0.75 $625 $6005,./ $6630 1 $1125 --------„$15,9150 $16,137.50 1.5 $2425 2N,025 $32,450 2 $2825 / $48,040\. $50,865 3 $4425 .' $96,080 —\ $100,505 4 $7825 7 $150,125 $157,950 6 $1252f5'' $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 0 r5/1-, DESCRIPTIONS PermitTRAK ACCOUNT _ QUANTITY ( PAID II $9,682.65 C17-0012 Address: 4801 S 136TH ST Apn: 1523049312 $309.00 Credit Card Fee $9.00 Credit Card Fee R000.369.908.00.00 0.00 $9.00 PUBLIC WORKS $300.00 TRAFFIC CONCURRENCY R104.367.121.00.00 0.00 $300.00 D17-0067 Address: 4801 S 136TH ST Apn: 1523049312 $9,373.65 Credit Card Fee $273.02 Credit Card Fee R000.369.908.00.00 0.00 $273.02 DEVELOPMENT $4,528.81 PERMIT FEE R000.322.100.00.00 0.00 $4,524.31 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,527.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $120.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $120.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE ' $255.44 TECHNOLOGY FEE 1 R000.322.900.04.00 I 0.00 $255.44 TOTAL FEES PAID BY RECEIPT: R11628 $9,682.65 Date Paid: Monday, June 05, 2017 Paid By: CARY LANG Pay Method: CREDIT CARD 05661G Printed: Monday, June 05, 2017 11:25 AM 1 of 1 Cl SYSTEMS Cash Register Receipt City of Tukwila Receipt Number R11181 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $52,837.57 D17-0039 ' Address: 12510 50TH PL S Apn: 0179002665 $44,668.89 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,991.27 PERMIT FEE R000.322.100.00.00 0.00 $3,986.77 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,262.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $112.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $112.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $228.19 TECHNOLOGY FEE R000.322.900.04.00 0.00 $228.19 WATER SERVICE FEE $n,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 D17-0067 Address: 4801 S 136TH ST Apn: 1523049312 $2,940.80 DEVELOPMENT $2,940.80 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,940.80 D17-0068 Address: 4807 S 136TH ST Apn: 1523049313 $2,613.94 DEVELOPMENT $2,613.94 PLAN CHECK FEE 1 R000.345.830.00.00 l 0.00 $2,613.94 Date Paid: Thursday, March 30, 2017 Paid By: CARY LANG Pay Method: CHECK 24728 Printed: Thursday, March 30, 2017 12:59 PM 1 of 2 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT 1 QUANTITY PAID $52,837.57 D17-0069 Address: 4815 S 136TH ST Apn: 1523049314 $2,613.94 DEVELOPMENT $2,613.94 PLAN CHECK FEE TOTAL FEES.PAID BY RECEIPT: R11181 R000.345.830.00.00 0.00 $2,613.94 $52,837.57 Date Paid: Thursday, March 30, 2017 Paid By: CARY LANG Pay Method: CHECK 24728 Printed: Thursday, March 30, 2017 12:59 PM 2 of -2 Cii!iWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17 0c*7 Project:_ M frM M Via 94 Type of Inspection: DM M6- !ill 1-1L Address:/mi��l/ a' " _ f8o if �/ /3e0 / l Date Called: Special Instructions: Date Wanted: a -12 -) E a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ek- .C- FAN. - Inspector: Date: 2-12_--$ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b:7-o@(Q7 Project: ldt' }DA-Viit Lir 2 Type of Inspection: OK - % f/c°.'ivA"G. //y LA7--xyl" Address: /lee)/ -, /3ip%7/ S7T Date Called: aK _ mkv/4/ 1/C L AIYML Special Instructions: Roof/ctlLl%,.. fhtsv wxj,, FIWri_ ?Loi' e,ikie- FM/L „nECHANiC/tc.. r/7fhL C,NrS' PNM& € forge-/ /Z/c, eeier. Date Wanted: 1-10-48 (aim per. Requester: Phone No: 1! Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: GMK— rn_ooR JIj SUL A-77O!V OK - % f/c°.'ivA"G. //y LA7--xyl" o - "TA/Awe-, ,F� Q 7184 /14'j /ice% aK _ mkv/4/ 1/C L AIYML 6/4- pLUUP�1 /3//Y& //Y' 61<- CAS piF�t- ff, frL- inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. V&AINSPECTION RECORD Retain a copy permit ermit IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ,17- C..)0(07 Project: Type of In pection: Address: 036/ Z; /36,7v ,S, Date Called: Special Instructions: i iB-J3f9 j 167'2 Date Wanted: /a --/Z %7 a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: A, Date: /0 l/1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 44'L c ai- 2.. Type of Inspection: NAL I NS'OLA{-TIa.1ai Address:Date '/o 1 5 /b7.7,1 3 57-7 Called: Special Instructions: Date Wanted: ib -16.17 a.m. p.m. Requester: Phone No: ORtApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: i/YSVjj//11/ Inspector: %5„<" Date: 7D-74o'i 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bt7 - CVO 7 Project:� d'M 4C/r Type of pection: a' APO 6 AZ' Address: ZIA)/ _S )36 • S7 Date Called: Special Instructions: k/45/ Date Wanted: "7 a.m. p.m. Requester: 074.r 44,45" Phone No: '2o CO'iZ3, 55 ll: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: /e.3VI% REINSPECTIO EE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bi-7 4006 '7 Project: A -MD /0/Ss/NG- 7R1) 5 snacm/s- K &12/E- o"✓ Type o spection: X11 iles / 1%s&-pLS 402f Ao3� AO Address: oto/ 5 136 ` Sr' Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: nApproved per applicable codes. NCorrections required prior to approval. COMMENTS: /0/Ss/NG- 7R1) 5 snacm/s- K &12/E- o"✓ / 1%s&-pLS 402f Ao3� AO / Inspector: Date:• ie> -.. 17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 1)1 7 -QO6.7 Project: /444CA1),41,44 Type of Inspection: i elLf614 - /4 i' ai-14-AnCAL Address: 4/6(2/ i3604 s-- Date Called: Special Instructions: . LLP Date Wanted: lefr./ l a.m. Requester: Phone No: Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: QAC- Rd mac/ ill(' 1- Inspector:rT/� Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 -061 Project: � `� L' u' R' II Arbo 0 V''' Ty e of In `ection: ` Y�� // �y.y� Ivtr Jk)r t 4A--7747AJ Address: q) S 1?& -1-- Date Cal ed: Special Instructions: Special Date Wanted: fie i7 a.m. RequesterC,l r"i Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: - Pips' /Nso -RoAl Inspector: Date: _ r 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: MA CAbJtv-'t Ty of Inspection: 7Af ' /A) Mrati ,J )64 L Address: 4/60f S /364 CT— Date Called: Special Instructions: J Date Want Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 171 -647 - boas Inspector: Date: 7/x'/17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. EVA INSPE ION NO INSPECTION RECORD Retain a copy with permit - 0061 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: "MA-CIO/kW.-111)414-' -We of Inspection: () /A ( w Mk— Address: L/&,/ S i 36 fit si— Date Called: Special Instructions: 2t9r Z, Date Wanted: 9�s/ 17 cm. P.m - Requester: Phone No: Approved per applicable codes. O Corrections required prior to approval. COMMENTS: Inspector:A AltwN Date: %- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 INSPECTION RECORD Retain a copy with permit ��� -006-7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd_, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ACA D- w Type of Inspection: CyLA2/#sJ& Address: Date Called: Osi�t�1s/ Special Instructions:) L0 7- 2 . Date Wanted 9 `7 P.m. Requester: Phone No: approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dt7-O2 1 Project: 4(WAbA iwt Type of Inspection: x.124.-1- id 6 -AS PIOArir Address: lio/St3o Date Called: Special Instructions: ©T- ?, Date Wanted: q S/7 -. . Requester: Phone No: Approved per applicable codes. L.! Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 -c00 \or Project: A SA Type of Inspection: WALL -rtli,)‘slime Address: ye,) s i 3f T14 sr Date Called: Special Instructions: 101-- 2, Date Wanted: ` VC' i 7 , mm. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: A REINSPECTION FEE REQUIRED. Prior to next inspection, fee must bel paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Di -7''1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 43'1-3670 Permit Inspection Request Line (206) 438-9350 Project: G C4bAIM Typ of Inspection: 40 r Al t 4f6 Address: Date Called: Special Instructions: 4 e Date Want : 29 /'i ea.m. , p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 )17-aol7 Project: 4C4D. Tymjof Inspection: 1 .� P ri$ /92 - Address: gb/S13 4 i _Ee' Date Called: Special Instructions: icir 2 Date Waft d: / 24 m. Request r: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: If 96724 ,1, A7' iuo raid 5,1 Inspector: Datw REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. Di 7-Uoto7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:/74 fl -D4114 Type of Inspection: 111/64 f 21-miNC-- .34 Address: 050/ 5, /30771 S77 Date Called: Special Instructions: 167 Z Date Wanted: 7-27-17 ;�a.m p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Off,- Vij0kg f'1,6801R -FatrilitG Inspector: Date: J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D17-- y7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,#100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: iiNDERFFO6 R F/ vt 1 NG -s -- Address: JD/ 6, /3074 5.7-. Date Called: Special Instructions: /14464-449-04 Ld% A Date Wanted: Z-25--17 a Ns: . Requester: Phone No: V ' r' ' ii_obi Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: .gibi PL. i ✓tf P //'? 7L � ,q -r- r//.1/fr P'4- V ' r' ' ii_obi j6/ r— .,<, z, Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj t: i4-604101 4-0'6 Type of Inspection: 5.-D -Address: q1 .i 136 ,5 e 4 Date Called: 070117 Special Instructions: • Date Wanted: / 0 -7/il a.ril. Requester.,...— •J 0 e Phone No: 1 0 Approved per applicable codes. LJCorrections required prior to approval. COMMENTS: Awl. Sp:a- Aram ok \t) 0-egdc a-Ppiva-e9 cs-rn &Jew ovv.() "kW (oadirt. P),PliK,of iv-eat)S.67,•)jekttv 6Wvoxe Inspector: SC 0-7*-- Date: REINSPECTION REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be L --J paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP _ ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION1! (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: /14/4-04/114-1 - 107T Z. Type ,Inspection: ci7A)6. '1bo1#/1 Address: 1igoi s /?� f 57' Date Called: Special Instructions: • Date Wanted:' a a.m Requester: \ E , Phone No:�K� ZSR -2 6 o � Approved per applicable codes. ECorrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17- v0U Project: I - thr 2 wA Typ of Inspection: I/1JT Ai RAIL. Address: Date Called: Special Instructions: Date Want jjd: 7 ier7 m m. Reques r: Phone No: Approved per applicable codes. t Corrections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next insp6ction, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: p/r r 1 /1/14C46(17.1 r 'L.0 Type spectiio/_n: . A9. - Address:p �� 449f. S I26�i S� Date Called: Special Instructions: • Date Want . Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be. paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b 496, \kr Project: ) � i ler f - e� 7 Typ of Inspection: LII- A��dyydress: .-e� Date Called: Special Instructions: `1? ej Date Want ®•� G.�-_� Request Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: CA-AX661.9 fie L `1? ej "if'fC leMc65:7-- /0071— AA -by Inspector: Date j//9/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit P1?— /L/<3 r r PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:/1 � } r/ 1 �4 2 C � Type of Inspection: /7 fes. Address: Suite #: G /� Pre -Fire: /56/.1.47____ Contact Person: Special Instructions: Phone No.: pA proved per applicable codes. Corrections required prior to approval. COMMENTS: c . L^-1 2- H -4 -0? -i9‹ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 Inspector: c4-- Date: 0 / aI Hrs.: / r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Callto schedUle a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER r.• INSPECTION- RECORD Retain"a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Ma (4i td • Type of Inspection: Ce vi>—Y--- Address:,� Suite #: 4-%0( S. %56 57 --- Contact Person: Special Instructions: Occupancy Type: Phone No.: r Approved per applicable codes. Corrections required prior to approval. COMMENTS: l Gk- Needs Shift Inspection: Sprinklers: Fire Alarm: -- Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: c --y) ''-"4- Date: /6/41/7---- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call" to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 J Duct Testing Calculator (New Construction) House address or lot #: Conditioned Floor Area: Duct tester location:'. Pressure tap location: Ring (if applicable): 4($0/ s / 6' Th , sr, %,,,A-„v;/u W14- 473/C8 2 5175 2 3 / 75* 0 Open 0 1 2 g 3■ Tested CFM50 Calculated Test Result (ACH50) At Rough -In or Post Construction Test Method Standard' Calculated Target Test' CFM25 Air Handler Present (Leakage to Exterior or Total Leakage) < 4 CFM25 per 100 sf of CFA Air Handler not Present .. 3 CFM25 per 100 sf of CFA (Leakage to Exterior or Total Leakage) 1. Test CFM25 must be equal to or Tess than the calculated target. Air Leakage testing Calculator (Blower Door Test) Conditioned Floor Area: Ceiling Hieght (ft) 2 S 75 Calculated Volume (cubic feet) 2 3 / 75* 0 Standard Tested CFM50 Calculated Test Result (ACH50) <_5.0 ACH50 (CFMSOX 60 _ conditioned Volume) / '' 0 s G,� r Glossary Rough-ln: After installation of the complete air distribution system but before installation of insulation and sheet rock. Allows for access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test. Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa. Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Leakage to Exterior: Aggregation of all duct system leaks to the exterior of the CFA in a duct test. Pascal (pa): Unit of pressure CFA: Conditioned floor area in square feet CFM25: Cubic feet per minute of air leakage at 25 pascals of pressure CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure RECEIVED Conditioned Volume: Volume of conditioned space (CFA X ceiling hieght) CITY OF TUK'AIILA ACH50: Air changes per hour at 50 pascals of pressure / — 6 - 2a(g biz- O07 JAN 10 2018 PERMIT CENTER Duct Testing Code Language R403.2.2 Sealing (Mandatory). Ducts, air handlers, and filter boxes shall be sealed. Joints and seams shall comply with either the International Mechanical Code or International Residential Code, as applicable. Exceptions: 1. Air -impermeable spray foam products shall be permitted to be applied without additional joint seals. 2. Where a duct connection is made that is partially inaccessible, three screws or rivets shall be equally spaced on the exposed portion of the joint so as to prevent a hinge effect. 3. Continuously welded and locking -type longitudinal joints and seams in ducts operating at static pressures less than 2 inches of water column (500 Pa) pressure classification shall not require additional closure systems. Ducts shall be leak tested in accordance with WSU RS -33, using the maximum duct leakage rates specified. Duct tightness shall be verified by either of the following: 1. Postconstruction test: Total leakage shall be less than or equal to 4 cfm (113.3 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Leakage to outdoors shall be less than or equal to 4 cfm (133.3 L/min) per 100 square feet of conditioned floor area. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113.3 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exception: The total leakage test is not required for ducts and air handlers located entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. Air Leakage Testing Code Language R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspection has confirmed sealing (see Table R402.4.1.1), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, a ,beyond the intended weatherstripping or other infiltration control measures; '�4 �e .42 Dam ers including exhaust, intake, makeup air, backdraft and flue dampers shall be 1€`(.�rs,1 f' closed,butnot sealed beyond intended infiltration control measures; p F r 3. Interior doors, if installed at the time of the test, shall be open, access hatches to ''I f c"'onditioned crawl spaces and conditioned attics shall be open; 4. Exterior openings for continuous ventilation systems and heat.recovery ventilators shall be closed41-TO sealed ';. `'� } - " �-' 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed'at the time'of the test, shall be fully open. Prescriptive Enerjy,Cc::e Compliance for All Climate Zones in Washington Project Information Contact Information CARY LANG CONSTRUCTION ( LOT 2 4801 S 136TH ST TUKWILA LEVEL DESIGN 253 284-3170 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate. Zones 1 Efficient Building Envelope la R -Values U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb.e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall9`TM" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall"' 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included `on Page 2. 161 Date -t [7. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 25 2011 City ofkwtlla BUILDINE • INION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 1=12. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 1b Efficient Building Envelope 1b 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation'2b 1.0 2c Air Leakage Control and Efficient Ventilation;2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions CORRE TION LTR# 0 0.5 1.0 ❑❑ RECEIVED CITY OF TUKWILA MAY 19 2011 PERMIT14ENTER *1200 kwh 0.0 0.5 11. DO(n750 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Reduirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection iyou need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information PLAN 2575 LOT 2 401 S 136TH ST TUKWILA Contact Information Level Design LLC 253-284-3170 Heating System Type: @AllOther Systems Oliea Pump To see detailed instructions for each section, place your cursor on the word 'Instructions". Design Temperature Instructions Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions fNoVaulted Ceilings inthis project Above Grade Walls (see Figure 1) Instructions I R-21 Intermediate I v Floors Instructions R-30 Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions No Below Grade Walls In thls project. No Slab Below Grade in this project Slab on Grade (see Figure 1) Instructions j No Slab on Grade In thls project. Location of Ducts Instructions Conditioned Space 1» 1 Design Temperature Difference (AT) AT= Indoor (70 degrees) - Outdoor Design Temp 3,252 8.5 Conditioned Volume 27,642 U -Factor X Area = UA 0.30 U -Factor 0.50 481 144.30 X Area = UA U -Factor X 0.026 U -Factor X U -Factor 0 Area 2,201 Area 0 X Area UA 57.23 UA UA 0.056 3,153 176.57 U -Factor X 0.029 U -Factor X F -Factor F -Factor Sum of UA Area 2,702 UA 78.36 Area UA 0 Len.th UA Len.th UA Duct Leakage Coefficient 1.00 Envelope Heat Load Sum of IA AT Air Leakage Heat Load 13,733 Btu / Hour Volume X 0.6 X AT X .018 Building Design Heat Load 34,729 Btu / Hour Air Leakage .- Envelope Heat Loss Building and Duct Heat Load 34,729 Btu / Hour Ducts In unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 48,621 Btu / Hour Building and Dud Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 46 456.45 20,997 Btu / Hour (07/01/13) Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavityiinsulation plus a thermal break between the slab and the basement wall at the interior of the basement wall "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. ' Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Cary Lang Construction - Three Residential Lots, S 136t St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 T17 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zac L. Logan Staf Geologist L REVIEWED FOR CODE COMPLIANCE APPROVED MAY 252011 City of Tukwila BUILDING DIVISION bl7 06!07 Migizi Group, Inc. Page 12 of 12 James E. Brigham, P.E. Principal Engineer CORRECTION LTR# RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER Window, Skylight and Door Schedule Project Information PLAN 2575-3 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information Level Design 253-284-3170 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 b 'LUST Ref. U -factor SLIDER 8 0.30 SLIDING GLASS DOOR 11 0.30 SLIDER 0 0.30 FIX 2 0.30 CASEMENT 6 0.30 FIX 2 0.30 5 ° 0.30 FIX 6 0.30 0 1 6 S.G. SLIDER 6 0.30 SLIDER M SUITE 1 0.30 SLIDER 11 0.30 FX S.G. STAIR 6 0.30 CASEMENT 12.0 0.30 FIX 15.4 0.30 FIX 5 0.30 FIX ° 0.30 TRANS 0 0.30 SLIDER 2 0.30 0 4 0 1 3 0 8 0 1 3 ° 4 ° 1 6 2 2 6 1 3 0 2, 6 1 7 0 5 0 1 7 ° 1 6 1 5 ° 4 ° 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Width Qt. Feet Inch City of Tukwila DING DIVISION Area UA Width Height Qt. Feet Inch Feet Inch 1 8 ° 3 11 1 8 0 8, o 2 6 ° 6 ° 2 2 6 5 ° 1 2 6 5 0 1 6 2 6 ° 1 1 0 7 11 1 2 6 6 0 12.0 3.60 15.4 4.63 1 5 ° 4 ° 1 8 0 4 0 2 5 0 4 0 1 3 0 8 0 1 3 ° 4 ° 1 6 2 2 6 1 3 0 2, 6 1 7 0 5 0 1 7 ° 1 6 1 5 ° 4 ° 0.00 0.0 0.00 0.0 0.00 0.0 0.00 RED-ri\ cITv or Ta FFRMIT CE Df'l -OO(fl ED KWIL 2017 NTE. 0.0 0.00 0.0 0.00 Area UA 31.3 9.40 64.0 19.20 72.0 21.60 25.0 7.50 12.5 3.75 37.0 11.10 7.9 2.38 15.0 4.50 0.0 0.00 20.0 6.00 32.0 9.60 40.0 12.00 24.0 7.20 12.0 3.60 15.4 4.63 7.5 2.25 35.0 10.50 10.5 3.15 20.0 6.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 %" 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description - Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U -factor Qt. Feet inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 481.2 144.35 0.30 Area UA 0.0 0.00 0.0 0.00 0.0 : 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 481.2 144.35 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information PLAN 2575 48015134TH TUKWILA Contact Information Level Design LLC 253-284-3170 Heating System Type: ()All other systems O Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (see Figure 1) Instructions _ Floors Instructions Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions 1 Pan ate, Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 3,252 8.5 U -Factor X 0.30 U -Factor 0.50 Conditioned Volume 27,642 Area 481 X Area U -Factor X 0.026 U -Factor X U -Factor X 0.056 U -Factor X 0.029 U -Factor X F -Factor Slab on Grade (see Figure1) F -Factor Instructions w Location of Ducts Instructions Sum of UA 0 = UA 144.30 = UA Area = UA 2,201 Area 0 Area 3,153 Area 2,702 Area 0 Len.th 57.23 UA UA 176.57 UA 78.36 UA UA Len • th UA Duct Leakage Coefficient 1.00 Envelope Heat Load Sum of UAX AT Air Leakage Heat Load 15,225 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 38,504 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 38,504 Btu / Hour Ducts In unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 53,906 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 51 456.45 23,279 Btu / Hour (07/01/13) yti , ` MiTeW Re: J1702132 2575-3 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K3140246 thru K3140314 My license renewal date for the state of Washington is September 28, 2018. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 252011 City of Tukwila BUILDING DIVISION April 28,2017 OW Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. CORRECTION LTR# 1 RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER Job Truss Truss Type Qty Ply 2575-3 K3140246 J1702132 A01 California Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:02 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-HAGV3i1 hORCwcX4HJy206?KBUzywl pg DF2CphCzMRSp -2-0-0 3-11-6 7-6-1 7-1p115 11-0-9 I 14-10-4 I 20-0-0 25-1-12 28-11-7 32-1-1 32-p-115 36-0-10 39-6-8 2-0-0 3-11-6 3-6-11 0-4-14 3-1-10 3-9-11 5-1-12 5-1-12 3-9-11 3-1-10 0-4-14 3-6-11 3-5-14 Scale = 1:74.0 5x12 i 5.00 12 3x8 = 3x4 = 2x4 II 1 W 22 5� 23 24� 25 6 26 27 R se 7 3x4 = 3x10 = 28 8 9 29 C54 NI LRI 3x8 = 3010 5x12 = 32 11 33 34 35 20 36 37 19 38 18 39 40 17 41 42 16 43 15 44 45 4x10 % 4x8 5x12 MT2OHS =4x6 = 4x8 4x6 = 7-6-1 I 14-10-4 1 20-0-0 7-6-1 7-4-3 5-112 25-1-12 5x12 MT2OHS = 32-5-15 13 I7 a 14 46 47 48 49 4x8 = 4x8 39-6-8 5-1-12 7-4-3 7-0-9 Plate Offsets (X.Y)-- [2:0-4-5 0-1-15] [4:0-3-9,0-2-8] [11:0-6-0 0-1-5] [13:0-0-8 0-0-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.89 BC 0.47 WB 0.72 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.64 17 >734 240 Vert(CT) -1.05 17 >448 180 Horz(CT) 0.15 13 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 395 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except` 4-8,8-11: 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std *Except* 6-17,9-17: 2x4 HF No.2 REACTIONS. (Ib/size) 13=4183/Mechanical, 2=4069/0-5-8 Max Horz 2=57(LC 10) Max UpIift13=-370(LC 11), 2=-412(LC 10) Max Gray 13=4453(LC 29), 2=4462(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except 2-0-0 oc purlins (3-0-12 max.): 4-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9587/985, 3-4=-9507/989, 4-21=-8711/929, 21-22=-8711/929, 5-22=-8711/929, 5-23=-13100/1435, 23-24=-13100/1435, 24-25=-13100/1435, 6-25=-13100/1435, 6-26=-13818/1540, 26-27=-13818/1540, 7-27=-13818/1540, 7-28=-13818/1540, 8-28=-13818/1540, 8-9=-13818/1540, 9-29=-12857/1366, 29-30=-12857/1366, 30-31=-12857/1366, 10-31=-12857/1366, 10-32=-8274/760, 11-32=-8274/760, 11-12=-9067/811, 12-13=-8928/802 BOT CHORD 2-33=-908/8722, 33-34=-908/8722, 34-35=-908/8722, 20-35=-908/8722, 20-36=-1230/11236, 36-37=-1230/11236, 19-37=-1230/11236, 19-38=-1230/11236, 18-38=-1230/11236, 18-39=-1388/13100, 39-40=-1388/13100, 17-40=-1388/13100, 17-41=-1290/12857, 41-42=-1290/12857, 16-42=-1290/12857, 16-43=-1071/10876, 15-43=-1071/10876, 15-44=-1071/10876, 44-45=-1071/10876, 45-46=-1071/10876, 1446=1071/10876, 14-47=-699/8047, 47-48=-699/8047, 48-49=-699/8047, 13-49=699/8047 WEBS 3-20=-351/503, 420=216/2755, 5-20=-3366/483, 5-18=-223/2393, 6-18=1208/290, 6 -17= -130/895,7 -17=-879/282,9-17=-242/1210,9-16=1366/344,10-16=-299/2584, 10-14=3490/536, 11-14=-230/2816, 12-14=267/739 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=llomph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp 8; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct=1.1 Continued on page 2 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED *STEN REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITtPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek- 250 Klug Circle Corona, CA 92880 12 33 34 35 20 36 37 19 38 18 39 40 17 41 42 16 43 15 44 45 4x10 % 4x8 5x12 MT2OHS =4x6 = 4x8 4x6 = 7-6-1 I 14-10-4 1 20-0-0 7-6-1 7-4-3 5-112 25-1-12 5x12 MT2OHS = 32-5-15 13 I7 a 14 46 47 48 49 4x8 = 4x8 39-6-8 5-1-12 7-4-3 7-0-9 Plate Offsets (X.Y)-- [2:0-4-5 0-1-15] [4:0-3-9,0-2-8] [11:0-6-0 0-1-5] [13:0-0-8 0-0-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.89 BC 0.47 WB 0.72 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.64 17 >734 240 Vert(CT) -1.05 17 >448 180 Horz(CT) 0.15 13 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 395 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except` 4-8,8-11: 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std *Except* 6-17,9-17: 2x4 HF No.2 REACTIONS. (Ib/size) 13=4183/Mechanical, 2=4069/0-5-8 Max Horz 2=57(LC 10) Max UpIift13=-370(LC 11), 2=-412(LC 10) Max Gray 13=4453(LC 29), 2=4462(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except 2-0-0 oc purlins (3-0-12 max.): 4-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9587/985, 3-4=-9507/989, 4-21=-8711/929, 21-22=-8711/929, 5-22=-8711/929, 5-23=-13100/1435, 23-24=-13100/1435, 24-25=-13100/1435, 6-25=-13100/1435, 6-26=-13818/1540, 26-27=-13818/1540, 7-27=-13818/1540, 7-28=-13818/1540, 8-28=-13818/1540, 8-9=-13818/1540, 9-29=-12857/1366, 29-30=-12857/1366, 30-31=-12857/1366, 10-31=-12857/1366, 10-32=-8274/760, 11-32=-8274/760, 11-12=-9067/811, 12-13=-8928/802 BOT CHORD 2-33=-908/8722, 33-34=-908/8722, 34-35=-908/8722, 20-35=-908/8722, 20-36=-1230/11236, 36-37=-1230/11236, 19-37=-1230/11236, 19-38=-1230/11236, 18-38=-1230/11236, 18-39=-1388/13100, 39-40=-1388/13100, 17-40=-1388/13100, 17-41=-1290/12857, 41-42=-1290/12857, 16-42=-1290/12857, 16-43=-1071/10876, 15-43=-1071/10876, 15-44=-1071/10876, 44-45=-1071/10876, 45-46=-1071/10876, 1446=1071/10876, 14-47=-699/8047, 47-48=-699/8047, 48-49=-699/8047, 13-49=699/8047 WEBS 3-20=-351/503, 420=216/2755, 5-20=-3366/483, 5-18=-223/2393, 6-18=1208/290, 6 -17= -130/895,7 -17=-879/282,9-17=-242/1210,9-16=1366/344,10-16=-299/2584, 10-14=3490/536, 11-14=-230/2816, 12-14=267/739 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=llomph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp 8; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct=1.1 Continued on page 2 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED *STEN REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITtPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek- 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140246 J1702132 A01 California Girder 1 A L Job Reference (optional) Proauild Arlington, Arlington, WA 98223 NOTES - 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 13=370, 2=412. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 309 Ib down and 139 Ib up at 7-11-10, 326 Ib down and 119 Ib up at 10-0-12, 311 Ib down and 123 Ib up at 12-0-12, 273 Ib down and 123 Ib up at 14-0-12, 252 Ib down and 124 Ib up at 16-0-12, 252 Ib down and 124 Ib up at 18-0-12, 252 Ib down and 124 Ib up at 20-0-0, 252 Ib down and 124 Ib up at 21-11-4, 252 Ib down and 124 Ib up at 23-11-4, 273 Ib down and 1231 Ib up at 25-11-4, and 311 Ib down and 123 Ib up at 27-11-4, and 326 Ib down and 119 Ib up at 29-11-4 on top chord, and 103 Ib down at 2-0-12, 103 Ib down at 4-0-12, 515 Ib down and 102 Ib up at 6-0-12, 103 Ib down at 8-0-12, 103 Ib down at 10-0-12, 103 Ib down at 12-0-12, 103 Ib down at 14-0-12, 103 Ib down at 16-0-12, 103 Ib down at 18-0-12, 103 Ib down at 20-0-0, 103 Ib down at 21-11-4, 103 Ib down at 23-11-4, 103 Ib down at 25-11-4, 103 Ib down at 27-11-4, 103 Ib down at 29-11-4, 103 Ib down at 31-11-4, 289 Ib down and 23 Ib up at 33-11-4, and 289 Ib down and 23 Ib up at 35-11-4, and 415 Ib down and 35 Ib up at 37-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:02 2017 Page 2 ID:vyGpOUYMSYmtHzSlybgPgyzPFxK-HAGV3i1 hORCwcX4HJy206?KBUzywlpgDF2CphCzMRSp LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-11=-70, 11-13=-70, 2-13=-16 Concentrated Loads (Ib) Vert: 8=-182 19=-46(B) 7=-182 17=-46(B) 21=-210 22=-259 23=-241 25=-203 26=-182 27=-182 28=-182 29=-203 30=-241 32=-259 33=-46(B) 34=-46(B) 35=-515(B) 36=-46(B) 37=-46(B) 38=-46(8) 39=-46(B) 40=-46(B) 41=-46(B) 42=-46(B) 43=-46(B) 44=-46(B) 45=-46(B) 46=-46(B) 47=-289(B) 48=-289(B) 49=-415(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a7I1-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITIPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 n ►. 2x4 % 12 K3140247 J1702132 -, AO1A California Girder 1 A L Job Reference (optional) Pro@uild Arlington, Arlington, WA 98223 -2-0-0 1 3-11-6 7-6-1 7-1P-115 11-0-9 14-10-4 2-0-0 3-11-6 3-6-11 0-4-14 3-1-10 3-9-11 2 4x6 34 35 36 20 37 38 19 39 16 40 41 17 42 43 16 44 15 45 46 4x8 = 5x12 = 4x4 = 4x8 5x8 5.00 12 3x4 = 3x6 421 22 5 23 24. 25 6 26 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:07 2017 Page I D:vyGpO UYMSYmtHzSlybgPgyzPFxK-e8407P5pgzrDilyE6WeZp217kjdz6zyPKvaNPzMRSk 20-0-0 25-1-12 28-11-7 32-1-1 32,64536-0-10 1 39-6-8 5-1-12 5-1-12 3-9-11 3-1-10 0-4-14 3-6-11 3-5-14 4x10 3x6 = 27 7 28 8 9 2 2x4 II 3x6 = 5x8 = 31 32 11 33 Scale = 1:74.1 2x4 3 i> NiN r� x o° 0 °° ° rm> ca n ►. 2x4 % 12 4x8 = 4x4 = 7-6-1 14-10-4 7-6-1 7-4-3 20-0-0 25-1-12 32-5-15 14 47 48 49 4x8 = 39-6-8 3 50 4x6 = 5-1 12 5-1-12 7-4-3 7-0-9 v r� Plate Offsets (X Y)-- [4:0-3-9 0-2-8] [9:0-3-8 0-2-0]. [11:0-4-0.0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * DL 8.0 BC SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.53 BC 0.25 WB 0.52 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.10 18-20 >999 240 Vert(CT) -0.17 18-20 >999 180 Horz(CT) 0.02 16 n/a n/a PLATES GRIP MT20 185/148 Weight: 395 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 4-8,8-11: 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std *Except* 6-17,9-17: 2x4 HF No.2 REACTIONS. (Ib/size) 13=741/Mechanical, 2=2142/0-5-8, 16=5275/0-3-8 Max Horz 2=57(LC 14) Max Uplift13=-37(LC 11), 2=-209(LC 10), 16=-598(LC 11) Max Gray 13=934(LC 29), 2=2484(LC 29), 16=5428(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-11. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4687/482, 3-4=-4325/456, 4-21=-3931/438, 21-22=-3931/438, 5-22=-3931/438, 5-23=-3488/443, 23-24=-3488/443, 24-25=-3488/443, 6-25=-3488/443, 6-26=-939/196, 26-27=-939/196, 7-27=-939/196, 7-28=-939/196, 8-28=-939/196, 8-9=-939/196, 9-29=-355/3478, 29-30=-355/3478, 30-31=-355/3478, 10-31=-355/3478, 10-32=-320/51, 32-33=-320/51, 11-33=-320/51, 11-12=-402/59, 12-13=-948/79 BOT CHORD 2-34=-448/4233, 34-35=-448/4233, 35-36=-448/4233, 20-36=-448/4233, 20-37=-498/4133, 37-38=-498/4133, 19-38=-498/4133, 19-39=-498/4133, 18-39=-498/4133, 18-40=-396/3488, 40-41=-396/3488, 17-41=-396/3488, 17-42=-3478/418, 42-43=-3478/418, 16-43=-3478/418, 16-44=-1186/148, 15-44=-1186/148, 15-45=-1186/148, 45-46=-1186/148, 46-47=-1186/148, 14-47=-1186/148, 14-48=-36/842, 48-49=-36/842, 49-50=-36/842, 13-50=-36/842 WEBS 3-20 94/179, 4-20=-31/964, 5-20=-405/262, 5-18=-856/130, 6-18=0/749, 6-17=-3014/296, 7-17=874/282, 9-17=-626/4962, 9-16=-3273/539, 10-16=-2956/349, 10-14=-67/1860, 11-14=-441/142, 12-14=-632/109 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp 8; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. Continued on page 2 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mil -eke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bradng is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. rval MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140247 J1702132 AO1A California Girder 1 Job Reference (optional) ProBuild Arlington, NOTEtS- 6) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13 except (jt=lb) 2=209, 16=598. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 309 Ib down and 139 Ib up at 7-11-10, 326 Ib down and 119 Ib up at 10-0-12, 311 Ib down and 123 Ib up at 12-0-12, 273 Ib down and 123 Ib up at 14-0-12, 252 Ib down and 124 Ib up at 16-0-12, 252 Ib down and 124 Ib up at 18-0-12, 252 Ib down and 124 Ib up at 20-0-0, 252 Ib down and 124 Ib up at 21-11-4, 252 Ib down and 124 Ib up at 23-11-4, 273 Ib down and 123 Ib up at 25-11-4, 292 Ib down and 123 Ib up at 27-11-4, and 292 Ib down and 123 Ib up at 29-11-4, and 311 Ib down and 123 Ib up at 31-11-4 on top chord, and 103 Ib down at 2-0-12, 103 Ib down at 4-0-12, 515 Ib down and 102 Ib up at 6-0-12, 103 Ib down at 8-0-12, 103 Ib down at 10-0-12, 103 Ib down at 12-0-12, 103 Ib down at 14-0-12, 103 Ib down at 16-0-12, 103 Ib down at 18-0-12, 103 Ib down at 20-0-0, 103 Ib down at 21-11-4, 103 Ib down at 23-11-4, 103 Ib down at 25-11-4, 103 Ib down at 27-11-4, 103 Ib down at 29-11-4, 103 Ib down at 31-11-4, 103 Ib down at 33-11-4, and 350 Ib down and 45 Ib up at 35-11-4, and 318 Ib down and 29 Ib up at 37-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:07 2017 Page 2 I D:vyG pO UYM SYmtHz5lybq Pgyz P FxK-e84O7 P5pgzrDi IyE 6 WeZp217kjdz6zyP Kva N PzM RSk LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-11=-70, 11-13=-70, 2-13=-16 Concentrated Loads (Ib) Vert: 8=-182 19=-46(F) 7=-182 17=-46(F) 21=-210 22=-259 23=-241 25=-203 26=-182 27=-182 28=-182 29=-203 30=-222 32=-222 33=-241 34=-46(F) 35=-46(F) 36=-515(F) 37=-46(F) 38=-46(F) 39=-46(F) 40=-46(F) 41=-46(F) 42=-46(F) 43=-46(F) 44=-46(F) 45=-46(F) 46=-46(F) 47=-46(F) 48=-46(F) 49=-350(F) 50=-318(F) ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED AITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. rr BEE MiTek` • 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 a t1 8 ... @ m K3140248 J1702132 A02 California 1 1 Job Reference (optional) ProQuild Arlington, 2-0 0 Arlington, WA 98223 2 6-2-13 9-6-1 9-'10115 14-10-14 6-2-13 3-3-4 0-4-'14 4 4-11-15 5x8 5.00 12 3x10 = 5 .20 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:08 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-6KdmKI6SbHz3KSXRfD9oMGZDVOwTiZg5d_f8vszMRSj 20-0-0 25-1-2 30-1-1 30115 33-9-3 1 39-6-8 5-1-2 5-1-2 4-11-15 0-4-14 3-3-4 5-9-5 3x10 = 2x4 II 3x8 = 6 7 821 5x12 = Scale = 1:74.2 <nY . 3 J t_ 45, N I O I rr- izt. Lx4 -, 10 4x10 11 a t1 8 ... @ m - 4x8 = 19 18 17 5x12 MT2OHS WB = 3x10 = 2x4 11 9-6-1 14-10-14 9-6-1 5-4-13 16 3x8 = 20-0-0 25-1-2 15 2x4 II 14 3x10 = 5x12 MT2OHS WB 13 30-5-15 39-6-8 5x12 = 5-1-2 5-1-2 5.4-13 9-0-9 Iw N Plate Offsets (X,Y)-- [2:0-0-0.0-0-4].[4:0-3-9.0-2-8]. [9:0-6-0.0-1-5] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.85 BC 0.78 WB 0.56 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.60 16 >783 Vert(CT) -0.90 16-17 >525 Horz(CT) 0.25 12 n/a Lid 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 175 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS SLIDER 2x4 HF No.2 *Except* 4-7: 2x4 DF 1800F 1.6E, 7-9: 2x4 DF No.2 2x4 DF 1800F 1.6E 2x4 HF Stud/Std *Except* 5-16,8-16: 2x4 HF No.2 2x4 HF No.2 Right 2x4 HF Stud/Std 2-11-5 REACTIONS. (Ib/size) 12=1683/Mechanical, 2=1848/0-5-8 Max Horz 2=66(LC 14) Max Upliftl2=-46(LC 7), 2=-84(LC 6) Max Gray 12=1831(LC 28), 2=2011(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4148/145, 3-4=-4125/144, 4-5=-3809/142, 5-20=-5629/242, 6-20=-5629/242, 6-7=-5629/242, 7-8=-5629/242, 8-21=-3744/153, 9-21=-3744/153, 9-10=-4036/156, 10-11=-3948/157, 11-12=-3992/132 BOT CHORD 2-19=-95/3760, 18-19=-154/5222, 17-18=-154/5222, 16-17=-154/5222, 15-16=-153/5194, 14-15=-153/5194, 13-14=-153/5194, 12-13=-99/3589 WEBS 3-19=-435/146, 4-19=0/1092, 5-19=-1743/107, 5-16=-20/511, 6-16=-554/75, 8-16=-19/547, 8-13=-1787/101, 9-13=0/1014, 10-13=-347/249 Structural wood sheathing directly applied or 2-0-2 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-9. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-19, 8-13 MiTek recommends that. Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vint=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 2. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mil -eke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140249 J1702132 AO2A California 1 1 4 Job Reference (optional) Pro@uild Arlington, -00 2-0-0 Arlington, WA 98223 6-2-13 9-6-1 9-10115 14-10-14 6-2-13 3-3-4 0-4-14 4-11-15 5.00 12 2x4 3 5x8 1 3x8 = 4 5 r:Re6a rsa19 rsa rsa Ra 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:09 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-aWB8Y564Ma5wyc6dDwg1 uT6RXoLwRwGFseOhRIzMRSi 20-0-0 25-1-2 30-1-1 30-5115 33-9-3 39-6-8 5-1-2 5-1-2 4-11-15 0-1'-14 3-3-4 5.9-5 2x4 11 6 5x12 3x6 = 7 cz820 5x8 = 9 2x4 10 Scale = 1:74.2 qt1 0 11 3x6 18 17 3x8 = 3x6 = 16 2x4 11 15 5x12 = •i 9-6-1 1 14-10-14 20-0-0 25-1-2 9-6-1 5-4-13 5- -2 5-1-2 14 3x4 11 13 3x6 30-5-15 12 4x10 = 39-6-8 4x6 = 3x8 11 5-4-13 9-0-9 R N Plate Offsets (X,Y)— [2:0-3-0,0-1-8], [4:0-3-9,0-2-8], [9:0-4-0,0-1-12], [11:Edge,0-1.8], [11:0-2-9,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.64 BC 0.45 WB 0.92 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.17 2-18 >999 Vert(CT) -0.33 2-18 >896 Horz(CT) 0.03 14 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 169 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 4-7: 2x4 DF 1800F 1.6E, 7-9: 2x4 DF No.2 BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std *Except* 5-15,8-15: 2x4 HF No.2 WEDGE Right 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=1067/0-5-8, 14=2132/0-3-8, 11=333/Mechanical Max Horz 2=66(LC 10) Max Uplift2=-52(LC 6), 14=-91(LC 7), 11=-46(LC 11) Max Gray 2=1347(LC 29), 14=2697(LC 28), 11=594(LC 33) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1852/64, 3-4=-1584/60, 4-5=-1456/64, 5-19=-614/72, 6-19=-614/72, 6-7=-614/72, 7-8=-614/72, 9-10=-251/241, 10-11=-795/147 BOT CHORD 2-18=-33/1572, 17-18=-32/1509, 16-17=-32/1509, 15-16=-32/1509, 14-15=-1082/59, 13-14=-1082/59, 12-13=-1082/59, 11-12=-74/624 WEBS 3-18=-561/102, 4-18=0/257, 5-18=-72/479, 5-15=-1127/39, 6-15=-536/74, 8-15=-71/2135, 8-14=-2613/131, 8-12=0/1274, 9-12=-379/49, 10-12=-661/98 Structural wood sheathing directly applied or 3-2-2 oc purlins, except 2-0-0 oc purlins (5-6-9 max.): 4-9. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow toads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 11. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -11 MiTek" 250 Mug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140250 J1702132 s A03 California 1 1 • Job Reference (optional) ProQuad Arlington, Q Arlington, WA 98223 • -2-0-0 5-4-9 2-0-0 5-4-9 yt1 0 5.00 12 4x4 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:10 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-2j1\MR7i7uDnZmhpneBGRgfaxCd9AR50518EzkzMRSh 11-3-10 111110115 18-8-12 21-3-4 28-1-1 28-8r6 34-7-7 40-0-0 5-11-2 0-7-5 6-9-13 2-6-8 6-9-13 0-7-5 5-11-2 5-4-9 6x10 \\ 2x4 1 4x4 = 8x8 = 5,18 6 1 6a 7 4x4 8 Scale =1:73.8 3x10 = 17 2x4 II 5-4-9 4x8 = 4x4 =- 11-3-10 11-3-10 18-8-12 5 4-9 5-11-2 7-5-2 14 13 4x10 = 3x8 =- 21-3-4 I 2-6-8 4x8 = 28-8-6 34-7-7 10 2x4 II 40-0-0 3x10 7-5-2 5-11-2 5-4-9 I, 0 Q 10 Plate Offsets (X Y)— [2:0-10-0.0-0-6], [7:0-4-0,0-2-2]. [9:0-10-0,0-0-6],[13:0-3-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.79 BC 0.64 WB 0.69 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.38 13-14 >999 Vert(CT) -0.60 14-16 >789 Horz(CT) 0.20 9 n/a L/d 240 180 n/a PLATES GRIP MT20 185/146 Weight: 193 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 4-7: 2x6 DF No.2 BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std *Except* 4-14,7-13: 2x4 HF No.2 REACTIONS. (Ib/size) 9=1696/0-5-8, 2=1861/0-5-6 Max Horz 2=74(LC 14) Max Uplift9=-30(LC 7), 2=-70(LC 6) Max Gray 9=1897(LC 29), 2=2167(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4003/77, 3-4=-3712/127, 4-18=-4480/186, 5-18=-4480/186, 5-6=-4480/186, 6-19=-4487/189, 7-19=-4487/189, 7-8=-3720/135, 8-9=-4123/101 BOT CHORD 2-17=-42/3559, 16-17=-42/3559, 15-16=-4713421, 14-15=-47/3421, 13-14=-9814487, 12-13=-46/3427, 11-12=-46/3427, 10-11=-59/3681, 9-10=-59/3681 WEBS 3-16=-760/98, 4-16=0/404, 4-14=-71/1257, 5-14=-593/81, 6-13=-599/83, 7-13=-70/1257, 7-11=0/432, 8-11=-865/111 Structural wood sheathing directly applied or 2-9-7 oc purlins, except 2-0-0 oc purlins (2-5-12 max.): 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mir -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based ony upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bradng is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Pal MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140251 J1702132 s AO3A California 1 1 ` Job Reference (optional) Pro@uild Arlington, 0 0-0 2-0-0 Arlington,WA 98223 5-4-9 5-4-9 5.00 12 11-5-6 11-10t15 6-0-14 05-9 5x8 \\ 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:11 2017 Page 1 I D:vyGpO UYMSYmtHz5lybgPgyzPFxK-XvJuyn8KuCLeBwGOLLiV_uBn Uc3zvsQXJytoWBzM RSg 18-8-12 21-3-4 28-1-1 28-6-00 34-7-7 39-6-8 1 6-9-13 2-6-8 6-9-13 0-5-9 6-0-14 4-11-1 2x4 II 5x8 = r3 6a 5� 8x8 = 7 I. Scale = 1:72.9 4x4 3 4x4 6 9 3x6 17 2x4 II - 5-4-9 6-0-14 16 15 3x6 = 4x4 = 14 5x8 7-3-6 13 3x6 = 1-3-4 2-6-8 26-6-10 12 1 4x4 = 3x6 = 34-7-7 10 2x4 I I 39-6-8 4x6 = 3x8 II 7-3-6 6-0-14 4-11-1 Iw 4 Plate Offsets (X.Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 DL 8.0 BC [6:0-3-8,0-2-81 [7:0-4-0A-2-2], [9:0-2-9,Edge], [9;0-0-0.0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.68 BC 0.28 WB 0.81 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.07 16-17 >999 Vert(CT) -0.13 14-16 >999 Horz(CT) 0.04 9 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 187 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except` 4-7: 2x6 DF No.2 2x4 DF 1800F 1.6E 2x4 HF Stud/Std *Except* 4-14,7-13: 2x4 HF No.2 WEDGE Right: 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (Ib/size) 2=843/0-5-8, 9=522/Mechanical, 13=2166/(0-3-8 + TBE4 Simpson St Max Horz 2=74(LC 10) Max Uplift2=-63(LC 10), 9=-45(LC 11), 13=-65(LC 7) Max Gray 2=1189(LC 29), 9=770(LC 33), 13=2499(LC 28) Structural wood sheathing directly applied or 3-10-7 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,11-13. 1 Row at midpt 4-14, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide rong-Tie) (req. 0-4-2) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1643/62, 3-4=-765/52, 4-18=0/681, 5-18=0/681, 5-6=0/681, 6-19=0/1186, 7-19=0/1186, 7-8=-475/109, 8-9=-1387/102 BOT CHORD 2-17=-71/1416, 16-17=-71/1416, 15-16=0/586, 14-15=0/586, 13-14=-1186/42, 12-13=-76/313, 11-12=-76/313, 10-11=-5311179, 9-10=-53/1179 WEBS 3-16=-948/90, 4-16=0/464, 4-14=-1368/24, 5-14=-566/80, 6-14=-31/1260, 6-13=-1776/113, 7-13=-1584/5, 7-11=0/471, 8-11=-1017/98 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 13. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 A WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 14 MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140252 J1702132 A04 California 1 1 Job Reference (optional) ProPuild Arlington, 0I1 0 -2-0-0 1 2-0-0 Arlington,WA 98223 4-10-3 9-0-9 4-10-3 5.00 12 4-2-6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:12 2017 Page 1 ID:vyGpOUYMSYmtHz5 ybgPgyzPFxK-?5iHA79yfVTVp3rCu3DkW5kzU?K5eN_hYbdL2dzMRSf 13-6-1 13-lO-15 18-8-12 1 21-3-4 76-1-1 26115 30-11-7 35-1-13 1 40-0-0 42-0-01 4-5-8 04 4-9-13 2-6-8 4-9-13 0 14 4-5-8 4-2-6 4-10-3 2-0-0 5x8 \\ 5 2x4 II 2x4 II 6 7 [RI rR3 W 1:R1 CRI Scale = 1:74.8 5x8 /1 3x4 4 3x4 9 2x4 3 2x4 - 10 22 23 212 11 4x10 20 3x4 = 6-11-6 13-6-1 6-11-6 6-6-11 bb 19 18 4x8 = 3x4 = 17 3x6 16 3x6 = 18-8-12 21-3-4 2-6-8 5-2-11 26-5-15 15 14 3x4 = 5-2-11 1 4x8 = 33-0-10 13 3x4 40-0-0 4x10 = 6-6-11 6-11-6 12I 0 0 0 ui Plate Offsets (X Y)- [2:0-0-8.0-0-01. [11:0-0-8 0-0-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.60 BC 0.61 WB 0.54 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.35 17 >999 Vert(CT) -0.57 16 >839 Horz(CT) 0.19 11 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 183 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except* 5-8: 2x4 DF 1800F 1.6E 2x4 DF 1800F 1.6E 2x4 HF Stud/Std *Except* 5-17,8-16: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1856/0-5-8, 11=1856/0-5-8 Max Harz 2=-76(LC 11) Max Uplift2=-51(LC 6), 11=-51(LC 7) Max Grav 2=2322(LC 29), 11=2322(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-22=-4394/22, 3-22=-4280/41, 3-4=-4035/46, 4-5=-3201/100, 5-6=-3306/124, 6-7=-3306/124, 7-8=-3306/124, 8-9=-3201/100, 9-10=-4035/46, 10-23=-4280/42, 11-23=-4394/22 BOT CHORD 2-20=-30/3910, 19-20=0/3461, 18-19=0/3461, 17-18=0/2876, 16-17=-11/3306, 15-16=0/2876, 14-15=0/3461, 13-14=0/3461, 11-13=0/3910 WEBS 3-20=-356/83, 4-20=0/380, 4-18=-748/92, 5-18=-7/594, 5-17=-43/692, 6-17=-458/64, 7-16=-458/64, 8-16=-43/692, 8-15=-7/594, 9-15=-748/92, 9-13=0/380, 10-13=-356/83 Structural wood sheathing directly applied or 2-3-7 oc purlins, except 2-0-0 oc purlins (3-3-5 max.): 5-8. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 11. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1l-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 IOug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140253 J1702132 AO4A California 1 1 Job Reference (optional) ProBuild Arlington, 01 -2-0-0 2-0-0 20 2 Arlington, WA 98223 4-10-3 1 4-10-3 9-0-9 5.00 12 4-2-6 13-6-1 13-1005 18-8-12 4-5-8 0-4-'14 4-9-13 5x8 \\ 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:14 2017 Page 1 I D:vyGpOUYMSYmtHzSlybgPgyzPFxK-xU?1 boACB7jD2N_bOUGCb WpGJpxX6Ei_0v6S6VzMRSd 21-3-4 26-1-1 2615115 30-11-7 35-1-13 39-6-8 1 2-6-8 4-9-13 0-4-14 4-5-8 4-2-6 4-4-11 2x4 I1 2x4 11 6 22 6� 6aERI 3x4 % 8 *N. e. 2x43 21 19 18 7 3x4 = 3x6 3x6 = 3x8 = 6-11-6 1 13-6-1 1 18-8-12 6-11-6 6-6-11 5-2-11 5x12 3x4 9 Scale = 1:72.9 2x4 ii 10 23 11 16 15 3x4 = 3x4 = 21-3-4. 26-5-15 14 13 3x4 = 3x6 = 33-0-10 12 3x4 = 39-6-8 4x6 = 3x8 II 2-6-8 5-2-11 6-6-11 6-5-14 0 Plate Offsets (X.Y)— [2:0-4-2 0-1-8] [8:0-6-0 0-1-5] [11'0-0-0.0-1-01 [11:0-2-9.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.93 WB 0.71 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.34 16-17 >737 Vert(CT) -0.56 16-17 >451 Horz(CT) 0.09 11 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 180 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 5-8: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std *Except* 5-16,8-15: 2x4 HF No.2 WEDGE Right 2x4 HF Stud/Std REACTIONS. (lb/size) 2=1210/0-5-8, 11=945/Mechanical, 15=1377/0-5-8 Max Horz 2=85(LC 14) Max Uplift2=-68(LC 10), 11=-20(LC 11), 15=-28(LC 7) Max Gray 2=1611(LC 29), 11=1238(LC 29), 15=1515(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-2657/64, 3-21=-2524/84, 3-4=-2270/70, 4-5=-1400/77, 5-6=-976/91, 6-22=-976/91, 7-22=-976/91, 7-8=-976/91, 8-9=-1109/68, 9-10=-2039/36, 10-23=-2303/50, 11-23=-2399/39 BOT CHORD 2-19=-103/2326, 18-19=-52/1815, 17-18=-52/1815, 16-17=0/1278, 15-16=0/976, 14-15=0/1003, 13-14=0/1578, 12-13=0/1578, 11-12=-8/2080 WEBS 3-19=-423/80, 4-19=0/406, 5-17=-1/751, 8-14=-9/538, 4-17=-801/90, 5-16=-994/33, 6-16=-50/318, 7-15=-872/70, 8-15=-663/74, 9-14=-886/95, 9-12=0/462, 10-12=-376/86 Structural wood sheathing directly applied or 3-2-3 oc purlins, except 2-0-0 oc purlins (4-10-1 max.): 5-8. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-15. 1 Row at midpt 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf, h=25ft; Cat II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 11, 15. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED FIITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. NMI MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140254 J1702132 ' A05 California 1 1 Job Reference (optional) Pro8uild Arlington, 2-0-0 2-0 0 vi Arlington, WA 98223 6-7-0 10-9-12 6-7-0 4-2-12 5x8 15-1-14 15-110-15 21-3-4 4-4-2 9-1 5-4-5 5.00 12 5x8 5_20 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:15 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-PgZPo8BryQr4gXZnaBn R8kMQDDJ9riT7EZr?fyzM RSc 24-1-1 24-8-00 29-2-4 I 33-5-0 I 40-0-0 142-0-0 2-9-13 0-5-9 4-7-10 4-2-12 6-7-0 2-0-0 4x8 = 6 5x8 21.7 Scale = 1:76.0 4 5x8 8 2x4 \" 3 2x4 // 9 19 22 2 10 4x8 = 8-2-5 8-2-5 18 17 16 23 13 15 14 3x6 = 5x8 WB = 3x8 = 2x4 3x8 = 5x8 WB 15-1-14 21-3-4 6-11-8 6-1-6 24-6-10 3-3-6 31-9-11 12 3x6 = 40-0-0 4x8 = 7-3-1 8-2-5 11 IS - 0 W m Plate Offsets (X Y)-- [2.0-0-4.Edge], [4:0-3-8,0-3-0]. [8:0-3-8.0-3-0], [10:0-0-4.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.88 BC 0.78 WB 0.68 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.36 15 >999 Vert(CT) -0.56 15-16 >851 Horz(CT) 0.21 10 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 199 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 5-7: 2x6 DF 2400F 2.0E, 1-4,8-11: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800E 1.6E WEBS 2x4 HF Stud/Std *Except* 6-16: 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1856/0-5-8, 10=1856/0-5-8 Max Horz 2=-85(LC 15) Max Uplift2=-51(LC 10), 10=-51(LC 11) Max Gray 2=2379(LC 29), 10=2379(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - AH forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-4694/12, 3-19=-4489/39, 3-4=-4329/44, 4-5=-3302/73, 5-20=-2956/78, 6-20=-2956/78, 6-21=-2951/78, 7-21=-2951/78, 7-8=-3299/75, 8-9=-4331/44, 9-22=-4490/39, 10-22=-4695/12 BOT CHORD 2-18=-48/4170, 17-18=0/3566, 16-17=0/3566, 16-23=0/3007, 15-23=0/3007, 14-15=0/3007, 13-14=0/3565, 12-13=0/3565, 10-12=0/4171 WEBS 3-18=-515199, 4-18=-12/669, 5-16=0/760, 4-16=-831/99, 6-14=-509/77, 7-14=0/782, 8-14=-834/97, 8-12=-10/673, 9-12=-514/99, 6-16=-397/170 Structural wood sheathing, directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow toads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live toads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wkh MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Pty 2575-3 K3140255 J1702132 AO5A California 1 1 Job Reference (optional) Prok3uild Arlington, Arlington, WA 98223 -2-0-0 1 6-7-0 2-0-0 6-7-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:16 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-tt6n0UCTjkzxHh8z7vlghxvbedeCa7nGTDbZBOzMRSb 10-9-12 15-5-6 15-10115 21-3-4 24-1-124110 29-2-4 33-5-0 39-6-8 4-2-12 4-7-11 0-5-9 5-4-5 2-9-13 0-5-9 4-7-10 4-2-12 6-1-8 5x8 5.00 12 5x8 5 4x4 = 5x8 6 6a 20 7 Scale = 1:74.1 4 5x8 8 2x4 \\ 3 18 2x4 // 9 21 2 0 3x10 = 10 d DO 8-2-5 8-2-5 17 16 3x6 4x8 = 15-5-6 7-3-1 15 3x6 = 14 13 2x4 II 3x8 = NO MECHANICAL UNIT IS ASSUMED 21-3-4 5-9-14 24-6-10 3-3-6 12 11 4x6 = 31-9-11 3x6 = 39-6-8 Iw 5x8 = 7-3-1 7-8-13 1 to Plate Offsets (X.Y)— [2:0-10-0.0-0-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [4:0-3-4.0-3-4],[8:0-3-8 0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.79 WB 0.80 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.49 15-17 >512 Vert(CT) -0.73 15-17 >347 Horz(CT) 0.14 10 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 183 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 5-7: 2x6 DF 2400F 2.0E, 1-4,8-10: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E *Except* 2-16: 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud/Std WEDGE Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=1473/0-5-8, 10=1250/Mechanical, 14=808/0-3-8 Max Horz 2=94(LC 14) Max Uplift2=-95(LC 10), 10=-3(LC 11), 14=-38(LC 11) Max Gray 2=1998(LC 29), 10=1771(LC 29), 14=1022(LC 18) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-18=-3761/120, 3-18=-3526/148, 3-4=-3398/153, 4-5=-2266/129, 5-19=-1970/134, 6-19=-1970/134, 6-20=-1884/88, 7-20=-1884/88, 7-8=-2158/90, 8-9=-3199/20, 9-21=-3350/0, 10-21=-3550/0 BOT CHORD 2-17=-157/3313, 16-17=-101/2684, 15-16=-101/2684, 14-15=-35/1970, 13-14=-35/1970, 12-13=0/2524, 11-12=0/2524, 10-11=0/3106 WEBS 3-17=-505/96, 4-17=-10/727, 5-15=-3/689, 4-15=-986/96, 6-14=-844/88, 6-13=-601/339, 7-13=-23/753, 8-13=-876/103, 8-11=-19/665, 9-11=-475/103 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL�.Opsf, BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 1I; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 14. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEB REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. rill MITek* 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140256 J1702132 A06 CALIFORNIA 1 1 Job Reference (optional) Pro@uild Arlington, Arlington, WA 98223 -2-0-0 6-7-0 2-0-0 6-7-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:17 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-L3gADgD5U25ovrj9hcpvD9Rk_OyiJZOQitK6jgzMRSa 10-9-12 15-1-14 17-9-7 21-3-4 22-2-9 24-10-2 1 29-2-4 33-5-0 40-0-0 4-2-12 4-4-2 2-7-9 3-5-13 0-11- 2-7-9 4-4-2 4-2-12 6-7-0 5x8 5.00 12 5x12 -;'- 34 34 4x4 = 9 5x8 35 36 37 38 39 33 32 5x12 Ibb 19 1817 42 43 3x4 = 5x12 MT2OHS WB -=- 3x6 3x6 = 8-2-5 15-1-14 117-3-10 8-2-5 6-11-8 2-1-12 5x8 10 40 11 41 Scale = 1:75.1 16 15 3x8 = 3x4 = 5x12 MT2OHS WB = 21-3-4 3-11-10 14 13 24-10-2 3-6-14 31-9-11 40-0-0 12 IV 0 4x10 6-11-9 8-2-5 0 m Plate Offsets (X Y)— [2:0-2-11 Edge] [4'0-4-0.0-3-0]. [10:0-4-0.0-3-0]. [12:0-0-2.Edge LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.93 BC 0.90 WB 0.87 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.68 15-16 >704 Vert(CT) -0.95 15-16 >503 Horz(CT) 0.27 12 n/a Ud 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 205 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 5-6: 2x6 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std OTHERS 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=2101/0-5-8, 12=1947/0-5-8 Max Horz 2=108(LC 10) Max Uplift2=-6(LC 10) Max Gray 2=2869(LC 29), 12=2715(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-32=-6025/0, 3-32=-5905/0, 3-33=-5716/0, 4-33=-5611/0, 4-34=-4827/0, 5-34=-4655/6, 5-35=-4411/45, 35-36=-4411/45, 7-36=-4412/45, 7-37=-4308/77, 37-38=-4307/77, 8-38=-4306/77, 8-39=-4573/46, 10-39=-4745/35, 10-40=-5585/0, 11-40=-5681/0, 11-41=-5862/0, 12-41=-5986/0 BOT CHORD 2-19=0/5451, 18-19=0/4900, 17-18=0/4900, 17-42=0/4412, 42-43=0/4412, 16-43=0/4412, 15-16=0/4412, 14-15=0/4872, 13-14=0/4872, 12-13=0/5411 WEBS 3-19=-516/94, 4-19=-30/558, 4-17=-707/121, 5-17=0/783, 7-15=-835/496, 8-15=0/1007, 10-15=-816/85, 10-13=-13/568, 11-13=-486/102 Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-6-6 max.): 5-8. Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live Toads. 5) 100.01b AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 2-0-0 apart 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. Continued on page 2 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS TfP11 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circe Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140256 J1702132 A06 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:17 2017 Page 2 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-L3gADq D5U25ovg9hcpvD9Rk_OyiJZOQitK6jgzMRSa NOTES - 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicablity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140257 J1702132 AO6A CALIFORNIA 1 1 Job Reference (optional) Propuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:19 2017 Page 1 ID vyGpOUYMSYmtHz5lybgPgyzPFxK-ISoweWEL?fLW88tYp1rNIaX5IgdynSEj9BpDojzMRSY -2-0-0 6-7-0 10-9-12 15-5-6 117-10-15 21-3-4 2g-11124-6-10 29-2-4 33-5-0 � 39-6-8 2-0-0 6-7-0 4-2-12 4-7-11 2-5-9 3-4-5 0-9-13 2-5-9 4-7-10 4-2-12 6-1-8 Scale = 1:74.1 3x10 = 3x4 5x12 WB = 3x6 = 8-2-5 15-5-6 21-3-4 8-2-5 7-3-1 5-9-14 24-6-10 3-3-6 3x8 = 4x8 = 31-9-11 3x4 = 39-6-8 5x8 = 7-3-1 7-8-13 12 /. Plate Offsets (X.Y)— [2:0-10-0.0-0-10]. [4:0-6-0.0-3-0]. [10:0-3-8.0-3-0]. [12:Edge.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.85 BC 0.98 WB 0.95 (Matrix -S) DEFL. in (loc) I/defl Ud Vert(LL) -0.68 17-19 >373 240 Vert(CT) -0.96 17-19 >265 180 Horz(CT) 0.19 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 199 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 5-8: 2x6 DF 2400F 2.0E, 1-4,10-12: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std OTHERS 2x4 HF No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1622/0-5-8, 16=1038/0-3-8, 12=1366/Mechanical Max Horz 2=112(LC 10) Max Uplift2=-52(LC 10), 16=-64(LC 6) Max Gray 2=2241(LC 29), 16=1391(LC 18), 12=1968(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-8-7 max.): 5-8. BOT CHORD Rigid ceiling directly applied. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-32=-4426/29, 3-32=-4302/53, 3-33=-4132/39, 4-33=-3960/57, 4-34=-3086/11, 5-34=-2942/22, 5-35=-2716/64, 35-36=-2718/64, 7-36=-2718/64, 7-37=-2564/42, 37-38=-2563/42, 8-38=-2562/42, 8-39=-2766/26, 10-39=-2868/16, 10-40=-3720/0, 11-40=-3810/0, 11-41=-3978/0, 12-41=-4107/0 BOT CHORD 2-19=-86/3971, 18-19=-21/3441, 17-18=-21/3441, 17-42=0/2715, 42-43=0/2715, 16-43=0/2715, 15-16=0/2715, 14-15=0/3159, 13-14=0/3159, 12-13=0/3672 WEBS 3-19=-439/99, 4-19=-26/600, 4-17=-1049/96, 7-16=-1174/160, 5-17=0/793, 7-15=-888/413, 8-15=0/989, 10-15=-871/93, 10-13=-26/552, 11-13=-452/109 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL�.Opsf; BCDL=4.8psf; h=25ft; Cat II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 100.0Ib AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 2-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 16. Continued on page 2 April 28,2017 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE M5.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140257 J1702132 AO6A CALIFORNIA 1 1 ' Job Reference (optional) Pro@uild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:19 2017 Page 2 ID vyGpOUYMSYmtHz5lybgPgyzPFxK-ISoweWEL?(LW88tYp1 rNIaX5lgdynSEj9BpDojzMRSY NOTES - 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/:" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Wake connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bradng is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140258 J1702132 A07 CALIFORNIA 3 1 Job Reference (optional) Propuild Arlington, 2-0-0 Arlington, WA 98223 6-7-0 6-7-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:19 2017 Page 1 ID:vyGpOUYMSYmtHz5 ybqPqyzPFxK-ISoweWEL?fLW88tYp1 rNIaXAHgignWwj9BpDojzMRSY 10-9-12 � 15-5-6 20-0-0 31-3-41 24-6-10 1 29-2-4 1 33-5-0 I 39-6-8 I 4-2-12 4-7-11 4-6-10 1-3-4 3-3-6 4-7-10 4-2-12 6-1-8 5.00 12 3x8 = 6 5x8 5x8 Scale = 1:71.7 3x8 = 18 1716 33 34 3x4 = 4x8 = 3x6 8-2-5 i 15-5-6 I 21-3-4 24-6-10 8-2-5 7-3-1 5-9-14 3-3-6 14 3x8 = 13 12 4x8 = 31-9-11 3x4 = 39-6-8 4x8 = 7-3-1 7-8-13 co Plate Offsets (X.Y)— [2:0-9-0.0-0-10]. [4:0-3-12.0-3-0]. [6:0-4-0.Edgej. [9:0-4-0.0-3-0], [11:Edge.0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.56 BC 0.67 WB 0.65 (Matrix -S) DEFL. in (loc) 1/deft Vert(LL) -0.42 14-15 >999 Vert(CT) -0.62 14-15 >768 Horz(CT) 0.17 11 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 203 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 5-8: 2x6 DF 2400F 2.0E, 1-4,9-11: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std WEDGE Right 2x4 SP No.3 REACTIONS. (Ib/size) 2=1911/0-5-8, 11=1730/Mechanical Max Horz 2=122(LC 10) Max Uplift2=-19(LC 10), 11=-7(LC 11) Max Gray 2=1911(LC 1), 11=1739(LC 18) BRACING - TOP CHORD BOT CHORD JOINTS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3729/0, 3-4=-3525/0, 4-31=-2900/0, 5-31=-2891/0, 5-6=-511/90, 5-7=-2229/0, 7-8=-2174/0, 6-8=-584/78, 8-9=-2842/0, 9-32=-3331/15, 10-32=-3438/0, 10-11=-3635/11 BOT CHORD 2-18=-18/3357, 17-18=0/3005, 16-17=0/3005, 16-33=0/2626, 33-34=0/2626, 15-34=0/2626, 14-15=0/2626, 13-14=0/2965, 12-13=0/2965, 11-12=0/3258 WEBS 3-18=-298/93, 4-18=-29/392, 4-16=-675/122, 5-16=0/620, 7-14=-625/445, 8-14=0/799, 9-14=-602/92, 9-12=-19/338, 10-12=-253/104 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 100.0Ib AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 2-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 11. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/:" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 April 28,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BS1 MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140258 J1702132 A07 CALIFORNIA 3 1 " - Job Reference (optional) Propuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 Milek Industries, Inc. Thu Apr 27 17:10:20 2017 Page 2 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-meMirsFzmzTNmlSkMkNcrn3L1 E22WzAsOrZmK9zMRSX ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TRH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140259 J1702132 B01 HIP GIRDER 1 A 4 Job Reference (optional) Propuild Arlington, -2-0-0 2-0-0 Arlington,WA 98223 5.00 12 3-11-2 5-11-13 3-11-2 5x8 3 8-2-4 2-0-11 2-2-7 4x10 = 4 18 5x8 5 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:26 2017 Page 1 I D:vyGpOUYM SYmtHzSlybgPgyzPFxK-ao]Z6vKkM pE WUDvuj?T052J POf5vwhblmnO5YpzMRSR 11-4-10 14-7-6 1 17-9-12 20-0-3 22-0-14 26-0-0 3-2-6 3-2-12 3-2-6 2-2-7 2-0-11 3-11-2 19 3x6 = 6 8x8 = 7 1 4x4 = 8 7x10 MT18H = 4x10 9 20 10 Scale: 1/4"=1' 11 3x8 % 21 Plate Offsets (X Y) -- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 17 22 23 16 24 15 25 3x8 = 4x10 = 8x16 MT2OHS = 26 14 27 4x8 = 13 28 29 12 30 31 10x10 10x10 = 3-11-2 1 8-2-4 11-4-10 1 14-7-6 17-9-12_1___ 22-0-14 - - 3- -6 3-2-12 3-2-6 4-3-2 [3:0-4-0.0-2-2] [5:0-3-8 0-2-8] [7:0-4-0 0-4-8] [10:0-5-0 0-1-11] [11.0-3-10.0-3-4]. [13:0-3-8.0-5-01 [15:0-8-0.0-4-12] [16:0-3-8 0-2-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.44 BC 0.70 WB 0.59 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.53 14-15 >577 Vert(CT) -0.77 14-15 >396 Horz(CT) 0.13 11 n/a L/d 240 180 n/a 26-0-0 5x12 3-11-2 Iv 0 PLATES MT20 MT2OHS MT18H Weight: 562 Ib GRIP 185/148 139/111 220/195 FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF 2400F 2.0E `Except` 7-10,3-7: 2x6 DF 2400F 2.0E 2x6 DF 2400F 2.0E 2x4 HF No.2 *Except* 3-17,10-12: 2x6 DF No.2, 5-16,6-15,6-14,7-14,8-13: 2x4 HF Stud/Std REACTIONS. (Ib/size) 11=10491/0-5-8, 2=5989/0-5-8 Max Horz 2=39(LC 67) Max UpIift11=-24(LC 7), 2=-176(LC 6) Max Gray 11=10731(LC 28), 2=6114(LC 28) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-14877/341, 3-4=-12900/312, 4-18=-29229/602, 5-18=-29229(602, 5-19=-36751/592, 6-19=-36751/592, 6-7=-39969/267, 7-8=-39969/267, 8-9=-38294/0, 9-20=-22268/77, 10-20=-22266/77, 10-11=-25712/69 BOT CHORD 2-21=-289/13703, 17-21=-289/13703, 17-22=-458/21292, 22-23=458/21292, 16 -23= -458/21292,16-24=-572/29229,15-24=-572/29229,15-25=-562/36750, 25-26=-562/36750, 14-26=-562/36750, 14-27=0/38294, 13-27=0/38294, 13-28=0/30643, 28-29=0/30643, 29-30=0/30643, 12-30=0/30643, 12-31=-39/23697, 11-31=-39/23697 WEBS 3-17=-52/5484, 4-17=-10068/218, 5-16=-4092/63, 5-15=0/8324, 6-15=-1744/0, 6-14=0/3557, 7-14=-379/39, 8-14=-431/1855, 8-13=-1015/263, 9-12=-10047/0, 10-12=0/9773, 4-16=-142/9636, 9-13=0/9288 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 4 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, Except member 12-10 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 5-16 2x4 - 2 rows staggered at 0-4-0 oc. Attach TC w/ Simpson SDS 1/4x6 or USP WS6 as follow: 2X6- 2 rows spaced at 2-0-0 o.c 2x4- 1 row spaced at 2-0-0 o.c. Attach BC w/ Simpson SDS 1/4x6 or USP WS6 as follow: 2X6- 2 rows spaced at 2-0-0 o.c 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only Toads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live Toad of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. Continued on page 2 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. I1 MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140259 J1702132 B01 HIP GIRDER 1 4 Job Reference (optional) Pro$uild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTiek Industries, Inc. Thu Apr 27 17:10:26 2017 Page 2 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-aojZ6vKkMpE WUDvuj?T052JPOf5vwhblmnO5YpzMRSR NOTES - 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=Ib) 2=176. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 Ib down and 135 Ib up at 3-11-2, 63 Ib down and 35 Ib up at 3-11-2, 63 Ib down and 35 Ib up at 6-0-12, 63 Ib down and 35 Ib up at 8-0-12, 63 Ib down and 35 Ib up at 10-0-12, and 63 Ib down and 35 Ib up at 22-0-14, and 87 Ib down and 135 Ib up at 22-0-14 on top chord, and 29 Ib down at 2-0-12, 29 Ib down at 4-0-12, 29 Ib down at 6-0-12, 29 Ib down at 8-0-12, 918 Ib down and 53 Ib up at 8-1-9, 578 Ib down and 62 Ib up at 10-0-12, 29 Ib down at 10-0-12, 734 Ib down and 52 Ib up at 11-1-9, 754 Ib down and 61 Ib up at 12-0-12, 1222 Ib down and 36 Ib up at 14-0-12, 1755 Ib down and 19 Ib up at 16-0-12, 1952 Ib down at 18-0-12, 1723 Ib down and 23 Ib up at 20-0-12, 734 Ib down and 52 Ib up at 20-10-7, 29 Ib down at 21-11-4, 1723 Ib down and 23 Ib up at 22-0-12, and 29 Ib down at 23-11-4, and 1723 Ib down and 23 Ib up at 24-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-10=-70, 10-11=-70, 2-11=-16 Concentrated Loads (Ib) Vert: 3=-66(F=-28) 10=-66(F=-28) 4=-28(F) 5=-28(F) 16=-931(F=-13, B=-918) 15=-734(F) 13=-1952(B) 19=-28(F) 21=-13(F) 22=-13(F) 23=-13(F) 24=-591(F=-13, B=-578) 25=-754(B) 26=-1222(B) 27=-1755(B) 28=-1723(B) 29=-734(F) 30=-1737(F=-13, B=-1723) 31=-1737(F=-13, B=-1723) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 9911-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIf1PI1 Quality Criteria, DSB 89 and SCSI Budding Component Safety Infomation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140260 J1702132 C01 California Girder 1 1 • Job Reference (optional) ProtWild Arlington, 4I o 01 -2-0-0 Arlington, WA 98223 5-6-1 2-0-0 5.00 12 5-6-1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:27 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-3_HyJFKM76M N6NU4Hi?FdGsRT209fBdu?RIe4FzMRSQ 5-10-15 9-6-0 13-1-1 131-515 19-0-0 21-0-0 0-4-14 3-7-1 3-7-1 0-4-14 5-6-1 2-0-0 4x6 4x6 Scale = 1:39.1 I 1' a �1 i Mk 15 1610 17 18 9 19 20 8 21 22 5-6-1 5-6-1 2x4 11 9-6-0 13-5-15 3x6 = 19-0-0 3x10 = 3-11-15 3-11-15 5-6-1 Plate Offsets (X.Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0-10-4,0-0-10],[6:0-10-4,0-0-10j SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.99: BC 0.89: WB 0.41 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.21 9 >999 Vert(CT) -0.33 9 >684 Horz(CT) 0.11 6 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 68 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=1555/0-5-8, 6=1555/0-5-8 Max Horz 2=-36(LC 53) Max Uplift2=-144(LC 10), 6=-144(LC 11) Max Gray 2=1877(LC 29), 6=1877(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3332/297, 3-11=-2924/293, 11-12=-2924/293, 4-12=-2924/293, 4-13=-2924/293, 13-14=-2924/293, 5-14=-2924/293, 5-6=-3332/297 BOT CHORD 2-15=-247/2961, 15-16=-247/2961, 10-16=-247/2961, 10-17=-354/3656, 17-18=-354/3656, 9-18=-354/3656, 9-19=-354/3656, 19-20=-35413656, 8-20=-354/3656, 8-21=-22212961, 21-22=-222/2961,6-22=-222/2961 WEBS 3-10=0/611, 4-10=-940/175, 4-9=0/266, 4-8=-940/175, 5-8=0/611 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-10-2 max.): 3-5. Rigid ceiling directly applied or 9-5-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof Toad of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 fb uplift at joint(s) except (jt=lb) 2=144, 6=144. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 Ib down and 142 Ib up at 5-11-10, 227 Ib down and 98 lb up at 8-0-12, 220 Ib down and 101 Ib up at 9-6-0, and 227 lb down and 98 Ib up at 10-11-4, and 333 Ib down and 142 Ib up at 13-0-6 on top chord, and 67 Ib down at 2-0-12, 67 Ib down at 4-0-12, 67 Ib down at 6-0-12, 67 Ib down at 8-0-12, 67 Ib down at 9-6-0, 67 Ib down at 10-11-4, 67 lb down at 12-11-4, and 67 lb down at 14-11-4, and 67 Ib down at 16-11-4 on Contmutteom chord. The design/selection of such connection device(s) is the responsibility of others. April 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek` 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140260 J1702132 C01 Califomia Girder 1 1 ' Job Reference (optional) Prq(iuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:27 2017 Page 2 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-3 HyJFKM76MN6NU4Hi?FdGsRT209fBdu?RIe4FzMRSQ NOTES - 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 2-6=-16 Concentrated Loads (Ib) Vert: 9=-30(F) 4=-150 11=-234 12=-159 13=-159 14=-234 15=-30(F) 16=-30(F) 17=-30(F) 18=-30(F) 19=-30(F) 20=-30(F) 21=-30(F) 22=-30(F) ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140261 J1702132 CO2 CALIFORNIA 1 1 • Job Reference (optional) PrgBuild Arlington, -2-0-0 Arlington, WA 98223 3-11-6 2-0-0 3-11-6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:28 2017 Page 1 I D:vyGpOUYM SYmtHzSlybgPgyzPFxK-XArKXbL_uQUEjX3HgQ WUATOkFSp80i W2E5VBchzMRSP 7-6-1 710-15 11-1-1 11r5-15 15-0-10 19-0-0 21-0-0 3-6-11 0-4-14 3-2-2 0-4-14 3-6-11 3-11-6 2-0-0 5.00 12 20 2x4 3 4x8 \\ 4 4x4 21 Scale = 1:39.1 2x4 6 19 2 7 8 to 3x6 3x8 II -0- 7-6-1 $- 6-11-9 10 9 3x4 11-5-15 3x8 = 19-0-0 3x6 3-11-14 7-6-1 Plate Offsets (X Y)-- (2:0-3-0 0-1-8] [2:0-0-4 Edge] [7:0-3-0,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.48 BC 0.53 WB 0.18 (Matrix -M) DEFL. in (loc) 1/deft L/d Vert(LL) -0.09 9-10 >999 240 Vert(CT) -0.13 9-10 >999 180 Horz(CT) 0.05 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 74 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std WEDGE Left: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=975/0-5-8, 7=939/0-5-8 Max Horz 2=-47(LC 11) Max Uplift2=-41(LC 10), 7=-37(LC 11) Max Gray 2=1346(LC 29), 7=1292(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-334/7, 2-3=-1755/35, 3-20=-1435/16, 4-20=-1344/25, 4-5=-1272/34, 5-21=-1355/29, 6-21=-1462/19, 6-7=-1945/53 BOT CHORD 2-10=-21/1539, 9-10=0/1280, 7-9=0/1726 WEBS 3-10=-274/70, 5-9=0/290, 6-9=-496/91 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins, except 2-0-0 oc purlins (4-11-8 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 7. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140262 J1702132 ' CO3 COMMON 1 1 Job Reference (optional) Propuild Arlington, rn 0 Arlington, WA 98223 4-1-6 8-5-8 4-1-6 4-4-2 4x6 = 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:29 2017 Page 1 I D: vyGpO UYM SYmtHz5lybgPgyzPFxK-?N PikxM dfkcSLh eT071 ji hxx_s CA76 H8 SI EI88zM R SO 12-9-10 17-11-8 4-4-2 5-1-14 19-11-8 2-0-0 Scale = 1:34.3 3x6 11 5-8-12 3x4 = 10 9 11-2-4 8 3x4 = 5-8-12 5-0-12 1 17-11-8 6-9-4 1 Plate Offsets (X Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [1:0-2-4.0-0-3] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.35 BC 0.28 WB 0.34 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.05 6-8 >999 240 Vert(CT) -0.09 6-8 >999 180 Horz(CT) 0.01 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 66 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std SLIDER Left 2x4 HF Stud/Std 2-6-0 REACTIONS. All bearings 6-5-0 except (jt=length) 6=0-5-8, 9=0-3-8. (Ib) - Max Horz 1=-67(LC 11) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 6, 10, 9 Max Gray All reactions 250 Ib or less at joint(s) 1, 9 except 6=646(LC 18), 10=892(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=0/295, 4-11=-432/58, 5-11=-508/40, 5-6=-737/62 BOT CHORD 6-8=0/614 WEBS 3-10=-402/90, 4-10=-663/20, 4-8=-12/433, 5-8=-345/92 BRACING - TOP CHORD BOT CHORD Structural wood sheathing: directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6, 10, 9. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MSTEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and thus systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �i. MiTek* 250 Klug Circe Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140263 J1702132 s C04 MONOPITCH 1 1 Job Reference (optional) Proouild Arlington, Arlington, WA 98223 rn 0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:29 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-?NPikxMdfkc5LheT071jihxu LsBE7BZBSIE188zM RSO 5-11-0 5-11-0 2x4 II 3 4 3x8 II 5-11-0 6 5 2x4 I I 5-11-0 Scale = 1:20.3 Plate Offsets (X Y)-- [1:0-3-8.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.52 BC 0.34 WB 0.00 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.06 6-9 >999 240 Vert(CT) -0.12 6-9 >580 180 Horz(CT) 0.04 1 n/a n/a PLATES GRIP MT20 185/148 Weight 20 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std SLIDER Left 2x4 HF Stud/Std 2-6-0 REACTIONS. (lb/size) 1=242/Mechanical, 6=267/Mechanical Max Horz 1=80(LC 9) Max Upliftl=-6(LC 10), 6=-29(LC 10) Max Gray 1=246(LC 16), 6=290(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-272/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140264 J1702132 001 California Girder 1 1 Job Reference (optional) Prquild Arlington, -2-0-0 Arlington, WA 98223 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:30 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-TZz4yGNFQ1 kyzgDfyrYyFuU2XGTYsboKhP_IhazMRSN 3-6-1 3-6-1 30-4-14r 2-4-1 2-4-1 6-4-114 3-6-1 6-3-0 8-7-1 12-6-0 4x6 = 3x4 = 4x6 = 5 1 Scale = 1:25.0 3-6-1 8-11-15 12-6-0 3-6-1 5-5-14 3-6-1 Plate Offsets CX.Y)-- [2:0-4-2,0-1-8].[6:0-4-2.0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSI. TC 0.62 BC 0.59 WB 0.19 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.07 7-8 >999 240 Vert(CT) -0.14 7-8 >999 180 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 43 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 6=760/0-5-8, 2=941/0-5-8 Max Horz 2=36(LC 48) Max Uplift6=-46(LC 11), 2=-72(LC 6) Max Gray 6=857(LC 29), 2=1154(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1680/63, 3-4=-1429/66, 4-10=-1530/92, 10-11=-1530/92, 11-12=-1530/92, 5-12=-1530/92, 5-6=-1745/81 BOT CHORD 2-13=-37/1464, 8-13=-37/1464, 8-14=-158/1922, 14-15=-158/1922, 15-16=-158/1922, 16-17=-15811922, 7-17=-158/1922, 7-18=-5511561, 6-18=-55)1561 WEBS 3-8=0/378, 4-8=-580/139, 4-7=-536/113, 5-7=0/359 Structural wood sheathing directly applied or 3-8-4 oc purlins, except 2-0-0 oc purlins (4-4-14 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 ib down and 49 Ib up at 3-7-13, 160 Ib down and 60 Ib up at 6-0-12, and 160 Ib down and 60 Ib up at 6-9-0, and 156 Ib down and 54 Ib up at 8-6-6 on top chord, and 31 Ib down at 2-0-12, 31 Ib down at 4-0-12, 31 Ib down at 6-0-12, 31 Ib down at 6-9-0, and 31 Ib down at 8-5-4, and 31 Ib down at 10-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 April 28,2017 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M1I-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual friss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty . Ply 2575-3 K3140264 J1702132 D01 California Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:30 2017 Page 2 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-TZz4yGNFQ 1 kyzgDfyrYyFu U2XGTYsboKhP_IhazMRSN LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-6=-70, 2-6=-16 Coricentrated Loads (Ib) Vert: 3=-92 4=-125 10=-125 12=-86 13=-14(F) 14=-14(F) 15=-14(F) 16=-14(F) 17=-14(F) 18=-14(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPN quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Nirit MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140265 J1702132 4 E01 HIP GIRDER 1 Job Reference (optional) Proquild Arlington, 1 2-0-12 Arlington,WA 98223 2-0-12 5.00 112 4x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:33 2017 Page 1 I D: vyGpO UYM SYmtHz5lybgPgyzPFxK-t8eDa l P7iy6 WglxEdz5flX6dzTV_3rgn N NCyHvz M RS K 4-0-6 4-12-110 5-8-0-O B-0-0 7-9-6 s-11-0 I 12-0-0 14-0-0 1-11-10 0-2-4 1-5-6 0-0-0I0-4-0 1-5-6 2-1-14 2-0-12 2-0-0 3x8 = 3 2x4 11 2x4 11 4 14 5 3x8 = 6 15 Scale = 1:23.4 4x6 = 7 3x8 13 17 10x10 = 3-0-0 4-2-10 5-8-0 3-0-0 1-2-10 1-5-6 1211 3x8 = 18 19 10 20 3x8 = D-0 p 4-0 7-9-6 9-0-0 10x10 9 1-5-6 1-2-10 12-0-0 3-0-0 3x8 = Plate Offsets (X Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BC LL 0.0 ` BCDL 8.0 [1:0-11-4 0-1-8] [2:0-4-0.0-2-4]. [7:0-4-0 0-2-4] [8'0-11-4 0-1-81 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.29 BC 0.61 WB 0.69 (Matrix) DEFL. in (loc) I/defl Ltd Vert(LL) -0.12 12-13 >999 240 Vert(CT) -0.18 12-13 >762 180 Horz(CT) 0.03 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 168 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std `Except* 2-13,7-10: 2x4 HF No.2, 4-12,5-11: 2x6 DF No.2 REACTIONS. (lb/size) 1=4989/0-5-8, 8=2260/0-5-8 Max Horz 1=-31(LC 15) Max Upliftl=-318(LC 6), 8=-183(LC 7) Max Gray 1=5109(LC 28), 8=2314(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-10804/744, 2-3=-14695/1006, 3-4=-12995/909, 4-14=-12995/909, 5-14=-12995/909, 5-6=-12995/909, 6-15=-6444/417, 7-15=-6444/417, 7-8=-4816/320 BOT CHORD 1-16=-654/9855, 13-16=-654/9855, 13-17=-971/14238, 12-17=-971/14238, 12 -18= -881/12995,11-18=-881/12995,11-19=-625/9484,10-19=-625/9484, 10-20=-268/4386, 8-20=-268/4386 WEBS 2-13=-430/6419, 3-13=-157/977, 3-12=-1557/134, 6-11=-304/4038, 6-10=-3669/298, 7-10=-161/2730, 4-12=-96/1119, 5-11=-1064/96 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)NA 2) NA 3) 3 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 2 rows at 0-4-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc. 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 5) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL�.Opsf, BCDL=4.Bpsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 6) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category It Exp B; Fully Exp.; Ct=1.1 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live Toad of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 9) Provide adequate drainage to prevent water ponding. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE( REFERENCE PAGE 5171-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r21 MiTek° 250 Klug Circe Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140265 J1702132, E01 HIP GIRDER 1 q J Job Reference (optional) Proouild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:33 2017 Page 2 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-t8eDal P7iy6WglxEdz5ftX6dzT V_3rgnNNCyHvzM RSK NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=318, 8=183. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 Ib down and 114 Ib up at 2-0-12, 42 Ib down and 151 Ib up at 4-0-12, 42 Ib down and 151 Ib up at 6-0-0, and 42 Ib down and 151 Ib up at 7-11-4, and 98 Ib down and 114 Ib up at 9-11-4 on top chord, and 1815 Ib down and 62 Ib up at 1-11-4, 5 Ib down at 2-1-8, 4437 Ib down and 386 Ib up at 3-10-7, 5 Ib down at 4-0-12, 5 Ib down at 6-0-0, and 5 Ib down at 7-11-4, and 5 Ib down at 9-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-7=-70, 7-9=-70, 1-8=-16 Concentrated Loads (Ib) Vert: 2=30(F) 3=30(F) 6=30(F)7=30(F)14=30(F)16=-1815(B)17=-4437(B) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140266 J1702132 E02 ROOF SPECIAL 1 1 Job Reference (optional) ProBuild Arlington, 'o I Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:34 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-LKCbneQITGENSSWRBgduPkejQty5oPgwc1 yWgLzMRSJ 4-1-1 14-6-0 8-0-0 10-0-0 4-1-1 0-4-15 3-6-0 2-0-0 4x8 1/ 1 4-6-0 8-0-0 4-6-0 3-6-0 Scale = 1:19.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.63 BC 0.17 WB 0.20 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.02 5-6 >999 240 Vert(CT) -0.03 5-6 >999 180 Horz(CT) 0,01 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 30 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 6=305/Mechanical, 3=507/0-5-8 Max Horz 6=-52(LC 8) Max Uplift6=-19(LC 6), 3=-48(LC 7) Max Gray 6=431(LC 25), 3=693(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-482/0, 3-8=-517/0 BOT CHORD 5-6=0/438, 3-5=0/438 WEBS 2-6=-463/5 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek` 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140267 J1702132 ' E03 COMMON 2 1 Job Reference (optional) ProBuild Arlington, 4 N Arlington, WA 98223 2-0-0 2-0-0 4x4 = 5.00 F1-2- 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:34 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-LKCbneQITGENSSWRBgduPkeiUtvdoS9wc1 yWqLzMRSJ 8-0-0 i 10-0-0 6-0-0 2-0-0 1 2-0-0 8-0-0 2-0-0 6-0-0 Scale =1:20.8 Io Plate Offsets (X Y)-- (3:0-2-15 0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ` BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.69 BC 0.33 WB 0.04 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.06 3-5 >999 240 Vert(CT) -0.12 3-5 >758 180 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 6=305/Mechanical, 3=507/0-5-8 Max Horz 6=-77(LC 11) Max Uplift6=-7(LC 11), 3=-43(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-272/5 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. riff MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140268 J1702132 ' F01 California Girder 1 1 ` Job Reference (optional) Pr%Build Arlington, Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:35 2017 Page 1 I D:tdflsHZGYEEzHgThfuvU?JzMTq W-gXmz?_RNEaME3c5d1087yyBvLHFIXum3rgh3MnzM RSI 3-6-1 3t0 3-14 2-2-2 d-4-114 3-6-1 10-0-0 12-0-0-0-0 4x6 \\ 4x4 3-6-1 6-5-15 3-6-1 2-11-14 1 10-0-0 3-6-1 Scale = 1:27.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSI. TC 0.55 BC 0.27 WB 0.08 (Matrix) DEFL. in (loc) I/dell Lid Vert(LL) -0.03 7-8 >999 240 Vert(CT) -0.05 7-8 >999 180 Horz(CT) 0.02 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=701/0-3-2, 5=701/0-3-2 Max Horz 2=-26(LC 53) Max Uplift2=-40(LC 10), 5=-40(LC 11) Max Gray 2=918(LC 29), 5=918(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, except 2-0-0 oc purlins (5-6-15 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1095/0, 3-10=-928/8, 10-11=-928/8, 4-11=-928/8, 4-5=-1095/0 BOT CHORD 2-13=0/935, 8-13=0/935, 8-14=0/927, 14-15=0/927, 7-15=0/927, 7-16=0/935, 5-16=0/935 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0. psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 Ib down and 54 Ib up at 3-11-10, and 204 Ib down and 54 Ib up at 6-0-6 on top chord, and 31 Ib down at 2-0-12, 31 Ib down at 4-0-12, and 31 Ib down at 5-11-4, and 31 Ib down at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 April 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Val MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140268 J1702132 F01 California Girder 1 1 • Job Reference (optional) ProBuild Allington, Arlington, WA 98223 LOAD CASE(S) Standard Uniform Loads (pIf) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 2-5=-16 Concentrated Loads (Ib) Vert: 10=-105 11=-105 13=-14(F) 14=-14(F) 15=-14(F) 16=-14(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:35 2017 Page 2 I D:tdtlsHZGYEEzHgThfuvU?JzMTq W-gXmz?_RNEaME3c5d1087yyBvLHFIXum3rgh3MnzMRSI ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI fPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140269 J1702132 HRA1 CORNER RAFTER 1 1 ' Job Reference (optional) Propuild Arlington, Arlington,WA 98223 vI 0 -3-0-0 3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:36 2017 Page ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-IjKLCKRO?tU5hIgpI5fMU9k4dhfEG MHD3KRcuEzMRSH 8-4-5 11-7-1 14-2-11 17-0-10 19-10-9 22-8-8 25-6-7 28-1-14 8-4-5 3-2-12 2-7-10 2-9-15 2-9-15 2-9-15 2-9-15 2-7-7 8-4-5 28-1-14 8-4-5 19-9-9 Scale = 1:59.9 I00 Plate Offsets (X Y)-- [2:0-2-8 Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.12 2-3 >861 240 Vert(CT) -0.13 2-3 >802 180 Horz(CT) -0.00 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 5-11: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-2-2 except (jt=length) 11=Mechanical, 2=0-7-6, 4=0-4-7. (Ib) - Max Horz 2=262(LC 30) Max Uplift All uplift 100 Ib or less at joint(s) 11, 2, 6, 7, 8, 9, 10 except 3=-131(LC 10), 4=-105(LC 6) Max Gray All reactions 250 Ib or less at joint(s) 11, 6, 7 except 2=500(LC 1), 3=479(LC 1), 4=408(LC 1), 8=304(LC 16), 9=314(LC 16), 10=304(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 6, 7, 8, 9, 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 2, 6, 7, 8, 9, 10 except (jt=lb) 3=131, 4=105. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 6, 7, 8, 9, 10. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down and 143 Ib up at 2-9-8, 43 Ib down and 108 Ib up at 2-9-8, 68 Ib down and 38 Ib up at 5-7-7, 57 Ib down and 32 Ib up at 5-7-7, 171 Ib down and 73 Ib up at 8-5-6, 259 Ib down and 93 Ib up at 11-3-5, 54 Ib down and 22 Ib up at 14-1-4, 57 Ib down and 22 Ib up at 16-11-3, 60 Ib down and 22 Ib up at 19-9-2, and 62 Ib down and 22 Ib up at 22-7-1, and 80 Ib down and 23 Ib up at 28-1-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 0 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WIZ MiTek` 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140269 J1702132 HRA1 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 Milek Industries, Inc. Thu Apr 27 17:10:36 2017 Page 2 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-IjKLCKRO?tU5hIgp15fMU9k4dhfEGMHD3KRcuEzM RSH LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-70 Concentrated Loads (Ib) Vert: 11=-65 3=-121(F) 4=-209(B) 6=-23 7=-26 8=-28 9=-31 12=72(F=31, B=41) 13=-26(F=-19, B=-7) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140270 J1702132 ' HRA2 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, 1 Arlington, WA 98223 -3-0-0 8-4-5 3-0-0 8-4-5 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:37 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-mvujQgSemBdyJvF?spAb1 NGFM4?T?pXMI_AAQgzMRSG 11-7-1 14-2-11 17-0-10 19-10-9 i 22-8-8 25-6-7 28-1-14 3-2-12 2-7-10 2-9-15 2-9-15 2-9-15 2-9-15 2-7-7 1 8-4-5 28-1-14 8-4-5 19-9-9 Scale = 1:59.9 Iq Plate Offsets (X Y)— [2:0-2-8 Edge' LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ` DL 8.0 BC SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.12 2-3 >861 240 Vert(CT) -0.13 2-3 >802 180 Horz(CT) -0.00 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E `Except* 5-11: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-2-2 except (jt=length) 11=Mechanical, 2=0-7-6, 4=0-4-7. (Ib) - Max Horz 2=262(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 11, 2, 6, 7, 8, 9, 10 except 3=-131(LC 10), 4=-105(LC 6) Max Gray All reactions 250 Ib or less at joint(s) 11, 6, 7 except 2=500(LC 1), 3=479(LC 1), 4=408(LC 1), 8=304(LC 16), 9=314(LC 16), 10=304(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using.ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 6, 7, 8, 9, 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 2, 6, 7, 8, 9, 10 except (jt=1b) 3=131, 4=105. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 6, 7, 8, 9, 10. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down and 143 Ib up at 2-9-8, 43 Ib down and 108 Ib up at 2-9-8, 68 Ib down and 38 Ib up at 5-7-7, 57 Ib down and 32 Ib up at 5-7-7, 171 Ib down and 73 Ib up at 8-5-6, 259 Ib down and 93 Ib up at 11-3-5, 54 Ib down and 22 Ib up at 14-1-4, 57 Ib down and 22 Ib up at 16-11-3, 60 Ib down and 22 Ib up at 19-9-2, 62 Ib down and 22 Ib up at 22-7-1, and 64 Ib down and 22 Ib up at 25-5-0, and 80 Ib down and 23 Ib up at 28-1-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 0 co April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bill MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140270 J1702132 HRA2 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, • Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:37 2017 Page 2 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-mvujQgSemBdyJvF?spAb1 NGFM4?T?pXMI_AAQgzMRSG LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-70 Concentrated Loads (Ib) Vert: 11=-65 3=-121(8) 4=-209(F) 6=-23 7=-26 8=-28 9=-31 10=-33 12=72(F=41, B=31) 13=-26(F=-7, B=-19) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parametersand properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140271 J1702132 HRB1 CAL -RAFTER 1 1 Job Reference (orxional) Pro(3uild Arlington, 1 Arlington, WA 98223 -3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:38 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-E6S6dOTGXVIpw3gCQ WhgaapQ6ULikGn WXewjz6zMRSF 5-5-14 3-0-0 5-5-14 3x4 5-5-14 5-5-14 Scale = 1:16.6 I0 Plate Offsets (X Y)— [2:0-2-8 Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.02 2-3 >999 240 Vert(CT) 0.03 2-3 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=96/0-1-8, 2=415/0-5-8 Max Horz 2=73(LC 6) Max Uplift3=-30(LC 10), 2=-125(LC 6) Max Gray 3=136(LC 16), 2=436(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf, BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=125. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 Ib down and 203 Ib up at 2-9-8, and 43 Ib down and 129 Ib up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 Concentrated Loads (Ib) Vert: 5=83(F=52, B=31) April 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140272 J1702132 s HRB2 CAL -RAFTER 1 1 ° Job Reference (optional) ProBuild Arlington, • Arlington, WA 98223 -3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:38 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-E6S6d0TGXVIpw3gCQ WhgaapQ6ULikGn WXewjz6zMRSF 5-5-14 3-0-0 5-5-14 3x4 5-5-14 5-5-14 Scale = 1:16.6 Plate Offsets (X.Y)— [2:0-2-8.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) 1/defl Vert(LL) 0.02 2-3 >999 Vert(CT) 0.03 2-3 >999 Horz(CT) -0.00 3 n/a Ud 240 180 n/a PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=96/0-1-8, 2=415/0-5-8 Max Horz 2=73(LC 6) Max Uplift3=-30(LC 10), 2=-125(LC 6) Max Gray 3=136(LC 16), 2=436(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1 .1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=125. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 Ib down and 203 Ib up at 2-9-8, and 43 Ib down and 129 Ib up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 Concentrated Loads (Ib) Vert: 5=83(F=31, B=52) r' April 28,2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or thord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. V.12 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140273 J1702132 HRC CORNER RAFTER 2 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -3-0-0 3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:39 2017 Page I D:vyGpOUYMSYmtHzSlybgPgyzPFxK-i I?UgLUulotgYDPO_EC36oMbsuhxTil flIfHVZzMRSE 8-4-5 11-4-12 13-3-11 8-4-5 3-0-7 1-10-15 3.54 F1-2- 6 8-4-5 8-4-5 Scale = 1:31.3 Plate Offsets (X Y)-- [2:0-2-8,Edgej LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'nor NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) Vert(LL) -0.12 2-3 Vert(CT) -0.13 2-3 Horz(CT) -0.00 5 I/defl >834 >778 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 35 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 2=500/0-7-6, 3=405/0-2-2, 5=311/0-2-2 Max Horz 2=139(LC 6) Max Uplift2=-122(LC 6), 3=-115(LC 10), 5=-72(LC 6) Max Gray 2=502(LC 16), 3=432(LC 16), 5=402(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=1lomph (3 -second gust) Vasd=87mph; TCDL=6.0psf, BCDL=4.8psf, h=25ft; Cat. il; Exp B; enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=lb) 2=122 , 3=115. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 ib down and 143 Ib up at 2-9-8, 43 Ib down and 108 Ib up at 2-9-8, 68 Ib down and 38 Ib up at 5-7-7, 57 Ib down and 32 Ib up at 5-7-7, 158 Ib down and 71 Ib up at 8-5-6, and 45 Ib down and 16 Ib up at 11-3-5, and 37 Ib down and 13 Ib up at 13-3-11 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-6=-70 Continued on page 2 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140273 J1702132 HRC CORNER RAFTER 2 1 Job Reference (optional) Pro8uild Arlington, Arlington,WA 98223 • LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=-13(B) 3=-109(B) 7=72(F=31, B=41) 8=-26(F=-19, B=-7) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:39 2017 Page 2 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK it?UgLUulotgYDPO EC36oMbsuhxTi1fIIfHVZzMRSE ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUIPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140274 J1702132 HRD1 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -3-0-0 3-0-0 5-6-6 5-6-6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:39 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-iI?UgLUulotgYDPO_EC36oMbsuhxTi1 fIIfHVZzMRSE 8-3-10 2-9-4 4 5-6-6 5-6-6 8-3-10 2-9-4 Scale = 1:22.1 Io Plate Offsets (X.Y1— [2:0-2.8.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.03 2-3 >999 Vert(CT) 0.03 2-3 >999 Horz(CT) -0.00 4 n/a Lid 240 180 n/a PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 4=92/0-1-8, 2=417/0-7-6, 3=202/0-2-2 Max Horz 2=100(LC 6) Max Uplift4=-24(LC 6), 2=-118(LC 6), 3=-61(LC 10) Max Gray 4=119(LC 16), 2=427(LC 16), 3=260(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that'Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. f; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3 except (jt=1b) 2=118. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 Ib down and 192 Ib up at 2-9-8, and 43 Ib down and 118 Ib up at 2-9-8, and 57 Ib down and 32 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (Ib) Vert: 3=-7(F) 5=83(F=52, B=31) April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140275 J1702132 HRD2 CORNER RAFTER 1 1 Job Reference (optional) Pr9Build Arlington, 0 1 Arlington, WA 98223 -3-0-0 3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:40 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-AUZs2h U W36?XAN_aXxklf?umcl1 AC9HpyPg1?zMRSD 5-6-6 6-10-10 5-6-6 1-4-4 5-6-6 5-6-6 6-10-10 1-4-4 1 Scale = 1:19.4 Plate Offsets (X.Y)— [2:0-2-8.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.02 2-3 >999 Vert(CT) 0.02 2-3 >999 Horz(CT) -0.00 4 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 22 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 4=42/0-1-8, 2=433/0-7-6, 3=173/0-2-2 Max Horz 2=88(LC 6) Max Uplift4=-11(LC 6), 2=-129(LC 6), 3=-58(LC 10) Max Gray 4=53(LC 16), 2=449(LC 16), 3=214(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3 except (jt=lb) 2=129. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 Ib down and 199 Ib up at 2-9-8, and 27 Ib down and 21 Ib up at 2-9-8, and 58 Ib down and 33 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (Ib) Vert: 3=-12(B) 6=52(B) 0 4 N April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE( REFERENCE PAGE 5111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7Pl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140276 J1702132 HRE RAFTER 2 1 Job Reference (optional) ProBuild Arlington, • r7 6 0gI Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:40 2017 Page ID:vyGpOUYMSYmtHz5 ybqPqyzPFxK-AUZs2hUW36?XAN_aXxklf?uID11AC9HpyPg1?zMRSD -3-0-0 2-10-4 3-0-0 2-10-4 2-10-4 2-10-4 Scale = 1:11.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/TPI2014 CSI. TC 0.61 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.02 2-4 >999 240 Vert(CT) 0.03 2-4 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (lb/size) 4=17/Mechanical, 2=547/0-7-6 Max Horz 2=54(LC 6) Max Uplift4=-8(LC 7), 2=-155(LC 6) Max Grav4=28(LC 16), 2=733(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except 2-0-0 oc purlins: 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=155. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. O O April 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and i5 for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140277 J1702132 HRF CORNER RAFTER 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0 -3-0-0 3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:41 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-eg7EF1 V8gQ7OnXZn5fFXBDRxMiNPxcXyDc8NZRzMRSC 5-6-6 6-11-6 5-6-6 1-5-0 5-6-6 5-6-6 Scale =1:19.5 Iv 0 Plate Offsets (X.Y)-- [2:0-2-8 Edge] LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) 1/defl Vert(LL) 0.03 2-3 >999 Vert(CT) 0.04 2-3 >999 Horz(CT) -0.00 3 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 22 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (lb/size) 2=406/0-7-6, 3=216/0-2-2 Max Horz 2=88(LC 6) Max Uplift2=-120(LC 6), 3=-64(LC 7) Max Gray 2=419(LC 16), 3=276(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf, BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=120. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 Ib down and 199 Ib up at 2-9-8, and 43 Ib down and 124 Ib up at 2-9-8, and 57 Ib down and 30 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (Ib) Vert: 3=-9(F) 6=83(F=52, 6=31) 0, April 28,2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140278 J1702132 HRJ1 RAFTER 1 1 Job Reference (optional) ProBuild Arlington, d Arlington,WA 98223 -3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:42 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-6thcTNWmbjFFPg7zfMmmkQ_665ieg3n5SGux6uzM RSB 8-4-6 3-0-0 8-4-6 3x6 3x6 3 8-4-6 8-4-6 Scale = 1:21.8 107) Plate Offsets (X Y)-- [2.0-1-10.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in' (loc) Vert(LL) -0.14 2-3 Vert(CT) -0.15 2-3 Horz(CT) -0.00 3 I/defl >727 >690 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=251/0-5-8, 2=498/0-7-6 Max Horz 2=97(LC 6) Max Uplift3=-69(LC 10), 2=-133(LC 6) Max Gray 3=307(LC 16), 2=520(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=133. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down and 152 Ib up at 2-9-8, 43 Ib down and 117 Ib up at 2-9-8, and 68 Ib down and 38 Ib up at 5-7-7, and 57 Ib down and 32 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=70 Concentrated Loads (Ib) Vert 4=72(F=41, B=31) 6=-26(F=7, B=19) N Q N April 28,2017 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 IOug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140279 J1702132 HRJ2 RAFTER 2 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:42 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-6thcTNWmbjFFPg7zfMmmkQ 665ieg3n5SGux6uzMRSB 8-4-6 3-0-0 8.4-6 3x6 3x6 8-4-6 8-4-6 Scale = 1:21.8 I0 0 Plate Offsets (X.Y)-- [2:0-1-10.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.14 2-3 >727 240 Vert(CT) -0.15 2-3 >690 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=251/0-5-8, 2=498/0-7-6 Max Horz 2=97(LC 6) Max Uplift3=-69(LC 10), 2=-133(LC 6) Max Gray 3=307(LC 16), 2=520(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss.erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) 2=133. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down and 152 Ib up at 2-9-8; 43 Ib down and 117 Ib up at 2-9-8, and 68 Ib down and 38 Ib up at 5-7-7, and 57 Ib down and 32 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 Concentrated Loads (Ib) Vert: 4=72(F=31, B=41) 6=26(F=19, B=-7) April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140280 J1702132 J01 Jack -Open 2 1 Job Reference (optional) Pro.Build Arlington, aI Arlington,WA 98223 -2-0-0 2-0-0 1 1-10 15 1-10 15 1-111.11 0-d-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:43 2017 Page 1 ID:vyGpOUYM SYmtHzSlybgPgyzPFxK-b3F?gjXPM 1 N61 gi9D3H?HeWKRVvEPWOFgwd UeKzMRSA 8-0-0 6-0-5 7 8-0-0 8 4 6-0-5 Scale = 1:19.0 Plate Offsets (X Y)-- [2:0-2-5 0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.23 2-4 >406 240 Vert(CT) -0.41 2-4 >225 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=-44/Mechanical, 2=380/0-5-8, 4=62/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-87(LC 16), 2=-35(LC 6) Max Gray 3=20(LC 6), 2=382(LC 17), 4=139(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends thatStabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12, and 6 Ib down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 April 28,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIr1P11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. gli[ MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140281 J1702132 J02 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:43 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-b3F?gjXPM1 N61gi9D3H?HeWKRVvEPWOFgwdUeKzMRSA 3-11-11 1 8-0-0 1 3-11-11 4-0-5 3-10-15 3-10-15 3-1101 0412 8-0-0 4-0-5 4 1 Scale = 1:19.0 Plate Offsets (X Y)— [2:0-2-5.0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Lid Vert(LL) -0.23 2-4 >406 240 Vert(CT) -0.41 2-4 >225 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=82/Mechanical, 2=394/0-5-8, 4=62/Mechanical Max Horz 2=65(LC 10) Max Uplift3=-29(LC 10), 2=-22(LC 6) Max Gray 3=101(LC 17), 2=402(LC 17), 4=139(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=llOmph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mil-ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(IPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mir MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140282 J1702132 JO3A Monopitch 1 1 Job Reference (optional) PrgBuild Arlington, 0 Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:44 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-3FpNu3Y17KVze_HMmnoEpr3QrvL18yhOvaN2AmzMRS9 5-6-0 5-10-151 8-0-0 5-6-0 b-4-15 2-1-1 4x6 \\ 5-6-0 5-6-0 8-0-0 2-6-0 Scale = 1:19.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.70 BC 0.22 WB 0.10 (Matrix) DEFL. in floc) I/defl L/d Vert(LL) -0.03 2-6 >999 240 Vert(CT) -0.05 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 30 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 5=305/Mechanical, 2=507/0-5-8 Max Harz 2=77(LC 7) Max Uplift5=-13(LC 7), 2=-46(LC 10) Max Gray 5=334(LC 25), 2=767(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-431/0 BOT CHORD 2-6=-6/271, 5-6=-10/265 WEBS 3-5=-377/0 BRACING - TOP CHORD BOT CHORD Structural wood sheathingdirectly applied or 5-4-6 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 0; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin' representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2017 ® WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140283 J1702132 J03G Monopitch 2 1 Job Reference (optional) ProBuild Arlington, O Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:44 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-3FpNu3Y17KVze_HMmnoEpr3PVvLf8xfOvaN2AmzMRS9 5-6-0 §-10-15I 8-0-0 5-6-0 -t-15 2-1-1 4x6 \\ 5-6-0 5-6-0 1 8-0-0 2-6-0 { Scale = 1:19.9 W N LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.72 BC 0.22 WB 0.17 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.03 2-6 >999 240 Vert(CT) -0.06 2-6 >999 180 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 30 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 5=517/Mechanical, 2=576/0-5-8 Max Horz 2=77(LC 7) Max Uplift5=-86(LC 7), 2=-72(LC 10) Max Gray 5=531(LC 26), 2=839(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-619/57 BOT CHORD 2-6=-63/444, 5-6=-67/439 WEBS 3-5=-624/86 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 353 Ib down and 165 Ib up at 5-11-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5=-16 Continued on page 2 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Val MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140283 J1702132 JO3G Monopitch 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 • LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-281 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:44 2017 Page 2 I D:vyGpOUYM SYmtHzSlybgPgyzPFxK-3FpNu3Y17KVze_HMmnoEpr3PVvLf8xfOvaN2AmzMRS9 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8811.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140284 J1702132 J04 Jack -Open 3 1 , Job Reference (optional) ProBuild Arlington, • N c✓) Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:45 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-XSNI5PYfuedpG8sYKUJTM3cYXJbitQWY8E6bjCzMRS8 7-11-11 81-0 7-11-11 01-5 7-11-11 7-11-11 840 01-5 Io Scale = 1:22.9 Plate Offsets (X Y)— [2:0-2-5 0-3-33 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS1. TC 0.89 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.23 2-4 >406 240 Vert(CT) -0.41 2-4 >225 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=246/Mechanical, 2=509/0-5-8, 4=62/Mechanical Max Hoa 2=111(LC 10) Max Uplift3=-75(LC 10), 2=-34(LC 10) Max Gray 3=308(LC 17), 2=529(LC 17), 4=139(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140285 J1702132 JO4A MONO TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 o- 1 -2-0-0 2-0-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:45 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-XSNI5PYfuedpG8sYKUJTM3cbCJbwtQ WY8E6bjCzMRS8 4-2-2 1 7-11-11 8- -0 4-2-2 3-9-9 o -5 2x4 11 3 1 8-0-0 8-0-0 Scale = 1:24.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.66 8C 0.60 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.22 2-4 >419 240 Vert(CT) -0.39 2-4 >233 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=507/0-5-8, 4=305/Mechanical Max Horz 2=109(LC 7) Max Uplift2=-44(LC 10), 4=-29(LC 10) Max Gray 2=527(LC 17), 4=366(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-305/65 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tat by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8111-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTekrl connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ri 121 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140286 J1702132 ^ J05 JACK -OPEN 4 1 Job Reference (optional) ProBuild Arlington, 0 Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:46 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-?ew7JIZHeylgulRkuCgiuG8jijxxctmhMus8FfzMRS7 8-0-0 9-10-15 8-0-0 1-10-15 8-0-0 8-0-0 Scale = 1:27.0 0 ui Plate Offsets (X Y)-- [2:0-2-5 0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code 1BC2015/TP12014 CSI. TC 0.86 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.23 2-5 >406 240 Vert(CT) -0.41 2-5 >225 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 5=Mechanical. (Ib) - Max Horz 2=133(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5 except 2=525(LC 17), 3=392(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M!I-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7Pll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140287 J1702132 J06 Jack -Open 4 1 s Job Reference (optional) ProBuild Arlington, • Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:46 2017 Page 1 D:vyGpOUYM SYmtHz5lybgPgyzPFxK-?ew7JIZHeylgul RkuCgiu G8khjxxctmhMus8FfzMRS7 8-0-0 11-10-15 8-0-0 3-10-15 8-0-0 8-0-0 Scale = 1:31.3 ar 4 0 rn Plate Offsets (X.Y)-- [2:0-2-5.0-3-3) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/rP12014 CSI. TC 0.80 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.23 2-6 >406 240 Vert(CT) -0.41 2-6 >225 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 30 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 6=Mechanical. (Ib) - Max Horz 2=156(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 3, 4 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=516(LC 17), 3=381(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 3, 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3, 4. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-1473 rev. 1W03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140288 J1702132 J07 Jack -Open 4 1 Job Reference (optional) ProBuild Arlington, • Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:46 2017 Page 1 I D:vyGpOUYM SYmtHzSlybgPgyzPFxK-?ew7JIZHeylg ul RkuCgiuG8kyjxxctmhM us8FfzMRS7 8-0-0 1 13-10-15 8-0-0 5-10-15 8-0-0 8-0-0 Scale = 1:35.6 In 0 0 Plate Offsets (X.Y1— [2:0-2-5 0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.23 2-8 >406 240 Vert(CT) -0.41 2-8 >225 180 Horz(CT) -0.00 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 32 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 8=Mechanical. (Ib) - Max Horz 2=180(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 7, 2, 3, 5, 6 Max Gray All reactions 250 Ib or Tess at joint(s) 7, 8, 5, 6 except 2=514(LC 1), 3=343(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7, 3, 5, 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 3, 5, 6. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 3, 5, 6. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140289 J1702132 ' J08 Jack -Open 4 1 Job Reference (optional) ProBuiId Arlington, • Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:47 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-Tq UV W4avPFtXVSOwSvMxRUhvi6HALKOgbYbin5zMRS6 8-0-0 � 15-10-15 8-0-0 7-10-15 8-0-0 8-0-0 Scale = 1:39.8 It O n m Plate Offsets (X.Y)-- [2:0-2-5.0-3-3j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.78 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ltd Vert(LL) -0.23 2-9 >406 240 Vert(CT) -0.41 2-9 >225 180 Horz(CT) -0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 9=Mechanical. (Ib) - Max Horz 2=203(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 8, 3, 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 8, 9, 5, 6, 7 except 2=514(LC 1), 3=322(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=l lOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 3, 5, 6, 7. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 3, 5, 6, 7. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 3, 5, 6, 7. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek- 250 IOug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140290 J1702132 ' J09 Jack -Open 4 1 4 Job Reference (optional) ProBuild Arlington, 4 Ariington,WA 98223 -2-0-0 8-0-0 2-0-0 8-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:47 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-TgUV W4avPFtXVSOwSvMxRUhvi6HALKOgbYbin5zMRS6 17-10-15 9-10-15 8-0-0 8-0-0 Scale = 1:44.1 I00 0 Plate Offsets (X.Y)-- [2'0-2-5 0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.23 2-10 >406 240 Vert(CT) -0.41 2-10 >225 180 Horz(CT) -0.00 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 10=Mechanical. (Ib) - Max Horz 2=226(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 9, 3, 5, 6, 7, 8 Max Gray All reactions 250 Ib or less at joint(s) 9, 10, 5, 6, 7, 8 except 2=514(LC 1), 3=322(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 9, 3, 5, 6, 7, 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 3, 5, 6, 7, 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 3, 5, 6, 7, 8. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140291 J1702132 • J10 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, • C0 Arlington,WA 98223 -2-0-0 8-0-0 2-0-0 8-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:48 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-x12ujQbXAZ?07bb7?dtA_hD3S WcP4nG_gCLFJXzMRS5 19-10-3 11-10-3 10 8-0-0 8-0-0 Scale: 1/4".1' lY a0 Plate Offsets (X.Y)— [2:0-2-5.0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.78 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.23 2-11 >406 240 Vert(CT) -0.41 2-11 >225 180 Horz(CT) -0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 REACTIONS. All bearings 0-1-8 except (plength) 2=0-5-8, 11=Mechanical. (Ib) - Max Horz 2=248(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 10, 3, 5, 6, 7, 8, 9 Max Gray All reactions 250 Ib or less at joint(s) 10, 11, 5, 6, 7, 8, 9 except 2=514(LC 1), 3=322(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing, directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that:Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS''. (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 10, 3, 5, 6, 7, 8, 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 3, 5, 6, 7, 8, 9. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10, 3, 5, 6, 7, 8, 9. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 881.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1. MiTek. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140292 J1702132 ' J11 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:48 2017 Page 1 I D:vyGpOUYM SYmtHzSlybgPgyzPFxK-x12ujQbXAZ?07bb7?dtA_hD3Q WcP4nG_gCLFJXzMRS5 8-0-0 8-0-0 i 12-11-4 4-11-4 8-0-0 8-0-0 n Io Scale = 1:33.5 4 Plate Offsets (X Y)— [2:0-2-5 0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.79 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.23 2-8 >406 240 Vert(CT) -0.41 2-8 >225 180 Horz(CT) -0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 8=Mechanical. (Ib) - Max Horz 2=168(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 3, 5, 6 Max Gray All reactions 250 Ib or less at joint(s) 8, 5, 6 except 2=514(LC 17), 3=362(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss.erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3, 5, 6. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE( REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140293 J1702132 ` J12 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, 0 1 Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:49 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-PDcGxmb9xt7FIDAJZKOPWvmLxwlvpEV73s4os zMRS4 1-11-11 3-11-2 1-11-11 1-11-7 3 1-10-15 3-11-2 1-10-15 1-11-7 Scale = 1:11.5 12" Plate Offsets (X.Y)-- [2:0-2-5.0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.28 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-56/Mechanical, 2=347/0-5-8, 4=29/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-98(LC 16), 2=-54(LC 6) Max Gray 3=45(LC 31), 2=350(LC 17), 4=65(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tat by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 42 Ib up at 1-10-15 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=11(B) April 28,2017 ® �Y WARNING - Ve dell!Tn parameters and READ NOTES ON THIS AND INCLUDED ?MTV( REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111111.1.111 Vait MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140294 J1702132 J13 Jack -Open 5 1 Job Reference (optional) Pr2Build Arlington, • c Arlington,WA 98223 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:49 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-PDcGxmb9xt7FIIAJZKOP WvmLxwl vpEV73s4os_zMRS4 3-11-2 2-0-0 3-11-2 3-11-2 3-11-2 Scale = 1:14.7 Plate Offsets (X.Y)— [2:0-2-5.0-3-31 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10,0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.28 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=79/Mechanical, 2=360/0-5-8, 4=29/Mechanical Max Horz 2=64(LC 10) Max Uplift3=-29(LC 10), 2=-42(LC 6) Max Gray 3=98(LC 17), 2=368(LC 17), 4=65(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekr connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPII Quality Criteria, DSB89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 f0ug Carle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140295 J1702132 ` J14 Jack -Open 5 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:50 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-tPAe86coiAF6MvIV72ve36J WgKRbYhIHHWgM OQzMRS3 2-0-12 2-0-12 212 2-0-12 Scale = 1:10.7 Plate Offsets (XX)-- [2:0-2-5,0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.06 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-36/Mechanical, 2=330/0-5-8, 4=14/Mechanical Max Horz 2=43(LC 10) Max Uplift3=-81(LC 16), 2=-62(LC 6) Max Gray 3=18(LC 6), 2=333(LC 17), 4=32(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mil -eke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITIPIl Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140296 J1702132 ' J15 Jack -Open 4 1 Job Reference (optional) ProBuild Arlington, • 0 1 Arlington, WA 98223 -2-0-0 2-0-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:50 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-tPAe86coiAF6MvIV72ve36J Wg KNxYhIHH WgMOQzMRS3 1-11-11 � 4-0-0 1-11-11 2-0-5 3 1-10-15 1-10-15 10-6-12 4-0-0 2-0-5 Scale = 1:11.7 I0 0 Plate Offsets (X,Y)— [2:0-2-5,0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.29 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-56/Mechanical, 2=348/0-5-8, 4=30/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-98(LC 16), 2=-54(LC 6) Max Grav3=45(LC 31), 2=350(LC 17), 4=67(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 42 Ib up at 1-10-15 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=11(F) April 28,2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M1I-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTekrS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIT PI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Rug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140297 J1702132 ' J16 Jack -Open 4 1 • Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:51 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-MckOMSdQTUNz_3JihIQtbKrhQkjAH8?Q WAZvwszMRS2 3-11-11 4-R-0 3-11-11 0-l5 3-11-11 3-11-11 4-9-0 0-0-5 Scale = 1:14.7 Plate Offsets (X Y)— [2:0-2-5 0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.29 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=82/Mechanical, 2=362/0-5-8, 4=30/Mechanical Max Horz 2=65(LC 10) Max Uplift3=-29(LC 10), 2=-42(LC 6) Max Gray 3=101(LC 17), 2=370(LC 17), 4=67(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tat by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140298 J1702132 " J17 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, O Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:51 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-MckOMSdQTUNz_3JihIQtbKrhQkjAHB?Q WAZvwszMRS2 4-0-0 4-11-8 4-0-0 0-11-8 4-0-0 4-0-0 0 Scale = 1:16.9 Plate Offsets (X.Y)- [2:0-2-5.0-3-3) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.35 BC 0.29 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ltd Vert(LL) -0.01 2-5 >999 240 Vert(CT) -0.02 2-5 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=358/0-5-8, 5=30/Mechanical, 3=159/0-1-8 Max Horz 2=76(LC 10) Max Uplift2=-38(LC 6), 3=-47(LC 10) Max Gray 2=362(LC 17), 5=67(LC 5), 3=195(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer.to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. LC. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140299 J1702132 ' J18 Jack -Open Girder 3 1 ' Job Reference (optional) P,oBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 1-11-11 1-11-11 1-10-15 1-10-15 1-10111 0-01-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:52 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-qol OZoe2Eo WgcDuuESx68XOrM7xMObFaIgJTSIzM RS 1 5-11-8 3-11-13 7 4 5-11-8 3-11-13 Scale = 1:15.3 0 Plate Offsets (X.Y)-- [2:0-2-5.0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.41 BC 0.81 WB 0.00 (Matrix) DEFL. in (loc) Udefl L/d Vert(LL) -0.07 2-4 >942 240 Vert(CT) -0.13 2-4 >524 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-44/Mechanical, 2=364/0-5-8, 4=45/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-87(LC 16), 2=-44(LC 6) Max Gray 3=20(LC 6), 2=366(LC 17), 4=102(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=16 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shovm, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITIPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IMIBENN MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140300 J1702132 ' J19 Jack -Open 3 1 Job Reference (optional) Pr2Build Arlington, of 1 Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:52 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-qol OZoe2EoWgcDu uESx68XOsA7yV0bFaIgJTSIzMRS 1 3-11-11 5-11-8 3-11-11 1-11-13 3-10-15 3-10-15 3-1(1111 0-0-12 4 5-11-8 1-11-13 Scale = 1:15.3 10 0 Plate Offsets (X.Y)— [2:0-2-5.0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.35 BC 0.74 WB 0.00 (Matrix) DEFL. in (Ioc) 1/deft L/d Vert(LL) -0.07 2-4 >942 240 Vert(CT) -0.13 2-4 >524 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=82/Mechanical, 2=377/0-5-8, 4=45/Mechanical Max Horz 2=65(LC 10) Max Uplift3=-29(LC 10), 2=-32(LC 6) Max Gray 3=101(LC 17), 2=386(LC 17), 4=102(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE NII -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITFPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140301 J1702132 " J20 Jack -Open 13 1 i Job Reference (optional) ProBuild Arlington, dr N Arlington, WA 98223 1 -2-0-0 2-0-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:52 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-qol OZoe2EoWgcDuuESx68XOpt7yV0bFaIgJTSIzMRS1 5-11-8 5-11-8 5-11-8 4 5-11-8 Scale = 1:18.9 Plate Offsets (X.Y1— [2:0-2-5,0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.56 BC 0.74 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-4 >942 240 Vert(CT) -0.13 2-4 >524 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=168/Mechanical, 2=430/0-5-8, 4=45/Mechanical Max Horz 2=88(LC 10) Max Uplift3=-53(LC 10), 2=-35(LC 10) Max Gray 3=207(LC 17), 2=445(LC 17), 4=102(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIf7Pl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140302 J1702132 " J21 JACK -OPEN 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:53 2017 Page 1 ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-1_snn8fg?5ehDNT4oASLhIx5SXR_I2VjzU20?IzM RSO 2-11-8 2-11-8 3x4 \\ 2-11-8 2-11-8 Scale = 1:11.0 Plate Offsets (X.Y)— 11:0-2-5.0-3-31 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.13 BC 0.14 WB 0.00 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 1-3 >999 240 Vert(CT) -0.01 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 1=115/0-5-8, 2=93/Mechanical, 3=21/Mechanical Max Horz 1=34(LC 10) Max Uplift2=-29(LC 10) Max Gray 1=115(LC 1), 2=93(LC 1), 3=48(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek4 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140303 J1702132 " J22 Jack -Open 4 1 Job Reference (optional) PreBuild Arlington, Arlington, WA 98223 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:53 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-I_snn8fg?5ehDNT4oASLhlx1 wXR_I2VjzU20?IzMRSO -2-0-0 2-11-8 2-0-0 2-11-8 2-11-8 2-11-8 Scale = 1:12.6 Plate Offsets (X.Y)-- [2:0-2-5.0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.14 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=28/Mechanical, 2=336/0-5-8, 4=21/Mechanical Max Horz 2=53(LC 10) Max Uplift3=-39(LC 16), 2=-50(LC 6) Max Gray 3=39(LC 17), 2=341(LC 17), 4=48(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140304 J1702132 " J23 JACK -OPEN 5 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:54 2017 Page ID:vyGpOUYM SYmtHz5lybgPgyzPFxK-mBP9_UflmPmYrX2H Mt_aDyTDaxovUVlsC8oZXBzMRS? -2-0-0 1 1-5-8 2-0-0 1-5-8 1-5-8 1-5-8 Scale = 1:9.4 Plate Offsets (X.Y)-- [2:0-2-5,0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.30 BC 0.04 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 6 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 3=-56/Mechanical, 2=308/0-5-8, 4=11/Mechanical Max Horz 2=37(LC 10) Max Uplift3=-91(LC 16), 2=-63(LC 6) Max Gray 3=24(LC 6), 2=309(LC 17), 4=25(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-69 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type aty Ply 2575-3 K3140305 J1702132 " J24 Jack -Open 2 1 Job Reference (optional) PrpBuild Arlington, 0 1 Arlington,WA 98223 -2-0-0 2-0-0 5.00 12 2 5 1-11-11 1-11-11 1-10-15 3 1-10-15 6 1-1;101 0-0-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:54 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-mBP9_UflmPmYrX2HMt_aDyTCgxdoUVlsC8oZXBzMRS? 6-0-0 4-0-5 7 4 6-0-0 4-0-5 Scale = 1:15.4 I0 0 Plate Offsets (X.Y)-- [2:0-2-5.0-3-3) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress !nor YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.07 2-4 >922 240 Vert(CT) -0.13 2-4 >512 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 3=-44/Mechanical, 2=364/0-5-8, 4=46/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-87(LC 16), 2=-44(LC 6) Max Gray 3=20(LC 6), 2=366(LC 17), 4=103(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140306 J1702132 " J25 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, of Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:54 2017 Page 1 I D:vyGpOUYM SYmtHz5lybgPgyzPFxK-mBP9_Ufl mPmYrX2HMt_aDyTCgxdoUVIsC8oZXBzMRS? 3-11-11 6-0-0 3-11-11 2-0-5 3-10-15 3-10-15 3-1j111 0-12 4 6-0-0 2-0-5 Scale = 1:15.4 I0 0 Plate Offsets (X Y)-- 12:0-2-5 0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-4 >922 240 Vert(CT) -0.13 2-4 >512 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 3=82/Mechanical, 2=378/0-5-8, 4=46/Mechanical Max Horz 2=65(LC 10) Max Uplift3=-29(LC 10), 2=-32(LC 6) Max Gray 3=101(LC 17), 2=386(LC 17), 4=103(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140307 J1702132 " J26 Jack -Open 2 1 Job Reference (optional) PrpBuild Arlington, Arlington, WA 98223 -2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:55 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-ENzXBggwXjuPTgdTwbVpmAOK3Lz1 Dy_ORoX73dzMRS_ 5-11-1 5-11-11 2-0-0 .nr 0 5 5-11-11 5-11-11 640 0-0-5 Scale = 1:18.9 Plate Offsets (X.Y)-- [2:0-2-5.0-3-31 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.57 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) l/defl Lid Vert(LL) -0.07 2-4 >922 240 Vert(CT) -0.13 2-4 >512 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=168/Mechanical, 2=431/0-5-8, 4=46/Mechanical Max Horz 2=88(LC 10) Max Uplift3=-53(LC 10), 2=-34(LC 10) Max Gray 3=208(LC 17), 2=445(LC 17), 4=103(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekrS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140308 J1702132 '` J27 Jack -Open 2 1 Job Reference (optional) PrRBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:55 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-ENzXBggwXjuPTgdTwbVpmAOKDLz1 Dy_ORoX73dzMRS_ 6-0-0 1 7-11-11 6-0-0 1-11-11 6-0-0 6-0-0 1 _o Scale = 1:23.2 W Plate Offsets (X Y)-- [2:0-2-5 0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.56 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.07 2-5 >922 240 Vert(CT) -0.13 2-5 >512 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight 20 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Hoa 2=111(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5 except 2=442(LC 17), 3=294(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=11 Oriph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 801.7473 rev. 10/03~2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based, only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140309 J1702132 '• J28 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:56 2017 Page 1 ID vyGpOUYMSYmtHz5lybgPgyzPFxK-1ZXvP9hY100G4gCfT102INZVaIJGyPE9gSHga4zMRRz 6-0-0 9-4-15 6-0-0 3-4-15 2-0-0 6-0-0 6-0-0 0 Scale = 1:26.3 th 7- 7 - Plate V Plate Offsets (X.Y)-- 12:0-2-5.0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.52 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.07 2-6 >922 240 Vert(CT) -0.13 2-6 >512 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 22 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8, 4=0-1-8. (Ib) - Max Horz 2=128(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 5, 2, 3, 4 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=437(LC 17), 3=290(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. raff MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140310 J1702132 '6 K01 Flat Girder 2 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 3-11-2 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:56 2017 Page ID vyGpOUYMSYmtHz5lybgPgyzPFxK-iZXvP9hY100G4gCfT102INZPnIUyyPB9gSHga4zMRRz 3-11-2 4 II 4x4 4 2x4 11 3-11-2 3 4x6 = 3-11-2 Scale = 1:10.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.95 BC 0.06 WB 0.00 (Matrix) DEFL. in (loc) l/defl L/d Vert(LL) -0.00 3-4 >999 240 Vert(CT) -0.01 3-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 33 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 4=673/0-5-8, 3=751/Mechanical Max Horz 4=29(LC 5) Max Uplift4=-61(LC 4), 3=-36(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-644/78, 2-3=-721/49 BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 268 Ib down and 52 Ib up at 0-6-12, and 858 Ib down and 40 Ib up at 2-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-16 Continued on page 2 April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A01-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140310 J1702132 . K01 Flat Girder 2 2 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-262 6=-848 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:56 2017 Page 2 ID vyGpOUYMSYmtHz5lybgPgyzPFxK-iZXvP9hY100G4gCfT102INZPnIUyyPB9gSHga4zMRRz a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTV( REFERENCE PAGE 8111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/11311 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140311 J1702132 SO1 JACK -OPEN 12 1 • Job Reference (optional) PjoBuild Arlington, Arlington,WA 98223 1 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:57 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-AI5HcViB3K87i nr10XHrb5kp8plhsUJu60E7WzMRRy 1-11-11 2-9r0 1-11-11 0-6-5 3 3x4 \\ 1-11-11 1-11-11 4 2 Scale = 1:10.5 Plate Offsets (X,Y)-- [2:0-2-5.0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.30 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=302/0-5-8, 4=16/Mechanical, 3=-9/Mechanical Max Horz 2=42(LC 10) Max Uplift2=-53(LC 6), 3=-57(LC 16) Max Gray 2=304(LC 17), 4=35(LC 5), 3=12(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 9; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 141/1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek° 250 Bug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140312 J1702132 • SO1A Jack -Open 1 1 Job Reference (optional) P�rpBuild Arlington, � c Arlington,WA 98223 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:57 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-AI5HcV B3K87i_nr10XHrb5oS8p 1 hsUJu60E7 WzMRRy 1-11-11 2-01-0 0�-5 3x4 \\ 1-11-11 1-11-11 2-9r0 0-0-5 Scale = 1:8.8 Plate Offsets (X.Y)-- [1:0-2-5.0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.06 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) l/defl L/d Vert(LL) -0.00 1 >999 240 Vert(CT) -0.00 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 1=83/0-5-8, 3=16/Mechanical, 2=67/Mechanical Max Horz 1=24(LC 10) Max Uplift2=-20(LC 10) Max Gray 1=83(LC 1), 3=35(LC 5), 2=67(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss,erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mil-ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140313 J1702132 4 SO2 Jack -Open 7 1 • Job Reference (optional) PrQBuild Arlington, a Arlington, WA 98223 1 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:57 2017 Page ID:vyGpOUYMSYmtHz5lybciPgyzPFxK-AI5HcViB3K87i nr10XHrb5kp8p1hsUJu60E7WzMRRy 2-0-0 3-11-11 2-0-0 1-11-11 2-0-0 2-0-0 Scale = 1:14.9 Plate Offsets (X Y)-- [2:0-2-5 0-3-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.30 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=97/Mechanical, 2=332/0-5-8, 4=16/Mechanical Max Horz 2=65(LC 10) Max Uplift3=-32(LC 10), 2=-46(LC 6) Max Gray 3=117(LC 17), 2=340(LC 17), 4=35(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd 87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PIZ MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3140314 J1702132 e s gi S03 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, a 0 Arlington, WA 98223 -2-0-0 2-0-0 2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Apr 27 17:10:58 2017 Page ID vyGpOUYMSYmtHz5lybgPgyzPFxK-eyfggripgeGzK8M2bj2WOoep8Y9FQIkS7ImnfyzMRRx 5-11-11 3-11-11 2-0-0 2-0-0 0 Scale=1:19.4 Plate Offsets (X Y)-- L2:0-2-5.0-3.31 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.64 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=180/Mechanical, 2=389/0-5-8, 4=16/Mechanical Max Horz 2=88(LC 10) Max Uplift3=-55(LC 10), 2=-51(LC 10) Max Gray 3=220(LC 17), 2=403(LC 17), 4=35(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing;directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends thatStabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp 8; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2017 A, WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Wit Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. LSI MiTek' 250 long Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center late onjoint unless x, offsets are indicated. y I Numbering 6-4-8 System dimensions shown in ft-in-sixteenths ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, propertyowner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria I 1 TOP CHORDS (Drawings not to scale) 2 3 r ■�iffDimensions are in ft-in-sixteenths. II• Apply plates to both sides of truss and fully embed teeth. 0'/16 TOP CHORD IL�� I1Ilid JAMI) p O Ustack p4. ■_ For 4 x 2 orientation, locate plates 0- 4' from outside edge of truss. This symbol indicates the -e c8-7 cs•s ~ BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR 1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values g established by others. ©2012 MiTek® All Rights Reserved * Plate software PLATE 4 LATERAL BEARING iiiM111111reaction �,� location x , 1 required direction of slots in connector plates. details available in MiTek 20120 or upon request. P q SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but section indicates joint MiTek Engineering Reference MI NI MI ke �e Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. ^., _� Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. ''D!B-89: Design Standard for Bracing.is SCSI: Building Component Safety Information, e, Guide to Good Practice for Handling, !' Installing & Bracing of Metal Plate Connected Wood Trusses. 9 O 0 0 O BACK N OF B01 0 0 v 6-00-00 44-00-00 gv 0 0 0 O co A 1- 0 O U O N BACKSIDE 0 tV n 0 O 0 0 0 0 0 j U p 00 0 >- A co 0 0 0 0 0 0 0 0 bri - 00 7 CORRECTION LTR# E 0 50 0 0 I. RECEIVED CITY OF TUKWILA MAY 122011 PERMIT CENTER Blocking List 12-06-00 14-00-00 17-06-00 2x4 Solid Block 44 LAYOUT LAYOUT 124 6-10D HHUS26-2 24" O.C. > 24" 0 C. 14-10D 6-10D HUS26 9 14-10D 6-10D LUS24 9 4-10D 2-10D TBE4 ,l, 10-10DX1.5" 8-00-00 8-00-00 ii�iir co , JJ4/// o ' N o J(z ' °' ///, 4im co ti 4 r ' ' O LAYOUT O LAYOUT < rtI1 LAYO T S01 S01 "v 24" O.C. 24" O.C. 24" O.C. 1: 24" O. w P� ,A d. d. .0, .L \ S Lk ,h ' a r , so 5', L1 v�1 tS d,cn ,L N CO v AO6A ---------• _----------moi 0 U) al J01 J02 US24 Lusa ,% J02 JO3G � a 4 N Q < Q tar, Q v m Q to Q Q tom, Q c� Q Q�- JO3G J04 ¢ j J04 111J05 ., v,I N J05 J06A1111 I I J06 nent 2 J07 URNACE PLATFORM J07 Pk J08 �III J08 s' 'syn'vorl � N n o 1 e coJ09 IIII Icli As' 4M 414 1P ) J09 Q IN J10 -. \ Ill J10 s J19 ���� (III Ell Mill *I�w�®, J08 I J08 n i• 5/12 J07 TYP. J07 ■I_. Q _ III -RI J06 ih1(2) I J05 J06 /�-N J20 11124^ J04 J05 �;��u� C. : IIS J ��.ppl L S2 HUS26 HUS26 W / HUS26 H '26 HG,US2• E03(2) JO4A LUS24 \ tv L ' 24\ JO3A LySza ? HUS26 _ H S26 E02 s y y / H I L sza •� . %/ x x E0\ ci II�� � � szs f 1csi 501, J14 5) F01 '_ x_' It �� S01437a / �I �I�Is�MIMMI I MI__ r%,E. r'Q ��s� CO3 an I ig==® nis' a tr, m ��nsis m v P�� �1 - =, 1 IRV& CO2 '�,lial"HISIWW I 1 psi I■�' v i`' .I S01 / .�ill�l� c01 'FIRE .eer�r.a.�.. n co -7 ; 1111111111111111111•111111111111 -1 IPrill 1 ' 'ny \9 i i_!_ ' �I S02 SO2 , Ilifill1111111 '46 J22(2) J23(5) 141111S01 ‘ LAYOUT LAYOUT N'4 -3 —3 N —3-' N N -' N —, N -, N q 24" O.C. 24" O.C. `i1 G // .,; //IJ, Ji ✓mill /// //NT -,,„ „, „- , 12-06-00 GARAGE • ms N n p r LAYOUT\ LAYOUT 24" O.C. > 24" O.C. 19-00-00 11-00-00 10-00-00 5-00-00 6-00-00 26-00-00 6-00-00 12-00-00 gv 0 0 0 O co A 1- 0 O U O N BACKSIDE 0 tV n 0 O 0 0 0 0 0 j U p 00 0 >- A co 0 0 0 0 0 0 0 0 bri - 00 7 CORRECTION LTR# E 0 50 0 0 I. RECEIVED CITY OF TUKWILA MAY 122011 PERMIT CENTER Blocking List HANGER Product Qty 2x4 Solid Block 44 2x4 Vent Block 124 HANGER NAILING SCHEDULE HANGER QTY. CARRYING MEMBER CARRIED MEMBER HGUS26-2 2 14-10D 6-10D HHUS26-2 2 14-10D 6-10D HUS26 9 14-10D 6-10D LUS24 9 4-10D 2-10D TBE4 6 10-10DX1.5" 10-10DX1.5" 04/27/17 11:41:37 F STRUCTURAL CALCULATIONS For Level Design, LLC For Plan 2575-3 Lateral & Vertical Design March 29, 2017 Project # 201757 REVIEWED FOR CODE PR VED CE AP MAY 252011 City of Tukwila BUILDING DIVISION By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTS SCOPE: Provide structural calculations for lateral and vertical design per the 2015 IBC. Plan to be built once at 4801 S 136th Street Tukwila, WA LOADS AND MATERIALS Roof: Wall: Floor: Wind: Seismic: Comp Roofing Pre-engineered Trusses @ 24" oc Roof Sheathing Insulation 5/8" GWB Misc. 2x6 Studs @ 16"oc I joists at 16"oc Dead Load = Snow Load = Dead Load = Dead Load = Part. Load = Live Load = 110 MPH Exp. B (Per building department) Site Class Design Category Use Group R Cd Wo D D I 6.5 4 3 5.0psf 2.9psf 1.5psf 1.2psf 2.8psf 1.5psf 14.9» 15psf 25psf l Opsf 12psf l0psf 40psf Soil: = 1500 PSF, Assumed bearing capacity = 38 PCF, Assumed Active Fluid Pressure = 350 PCF, Assumed Passive fluid Pressure • 0.45, Assumed Coefficient of Friction • 110 PCF, Assumed Soil Density Lumber: 2x > 4x 6x > GLB Concrete: f c Rebar • #2DF • #1DF 24f -v4 for simple span • 24f -v8 for cont. and cantilever. • 2500psi Grade 60 Design Maps Sunnnary Report mums Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.48093°N, 122.27427°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Page 1 of 1 USGS—Provided Output Ss = 1.489 g Sl = 0.558 g SMS = 1.489 g SM> = 0.836 g SOS = 0.993 g S°1 = 0.558 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. t.o5 1.6a 1.35 1:715 MCER fRxa sposrse, Spot tram. CTS ?t20 au) +YE'0 ava too 11,1 1.40 i » 1.aJ '.ZDJ Period T (see) L 11 Lad QAi aw cm() az.a astl CL QUO f7unitgn Rospr ,iso Spectrum av5 0.A5-417 a7J a'al 1.73 1.63 'IAU w 1.1110 2.0,1 Peri Although this information Is a product of the U.S. Geological Survey, we provide no warranty, expressed "or implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knowledge. https://earthquake.usgs. gov/cn l /desigimiaps/us/stunmary.php?template=minimal&latitude... 3/29/2017 LATERAL DESIGN Wind Loading: Simplified (ASCE 7-10 Chapter 28 Part 2) Ps =XKztps3o ASD ps = .6AKztps3o Wind Speed 110 mph ps30 Exposure B Pitch Roof Wall Roof Pitch 4:12 2:12 -7.2 17.76 3:12 -6,5 19.65 A= 1 4:12 -5.7 21.5 Kzt = 1 5:12 -0.5 21.4 6:12 6.87 20.3 >7:12 13.3 19.4 Ps = Minimum Loading 8.0 (Roof) 16.0 (Wall) ps30 = -5.7 (Roof) 21.5 (Wall) ASD (ASD) Minimum Loading Ps = -3.4 (Roof) PS = 4.8 (Roof) 12.9 (Wall) 9.6 (Wall) Seismic Loading: Section 12.4,12.8 ASCE7-10 Eh=rQh Qh=V V= CSW CS=SDs/1.4R E=(1.3Sps/1.4R)W SDS 0.993 R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) V= 0.142 Wt. (Wood Shear Wall) V= 0.567 Wt. (Cantilever Column) r=1.3 -11111.5? P.T. 6 r 6 P052 r0 74' COW'N 0/ LAA 1 BASE That TTP, U s , ti . N / 6'•9' � 6'.0' 6'.0' 6'-0' / m O :o OUTD OR LIVIN AREA Er] I --\ 4' COLIC 1 1SRK • ... _ _ _.- ... .i.--'^'4 v KITGN�N 36 7MNP. a76TAlL PER EA6 rPR6'SPECS !REPLACE 0� I Q 6 16.7 A • 1 DINING AREA 1. Et c5 �] •b X 14-7 T2 -6b GREAT ROOM e 1-6X184 r2 ' 111 IIT r m P\ 4 -• 6•-m 11111111111113311111111,4- I. IMMO 6'HUN y 114LL 1111111111111111111111112111 6, - - s \ OYER All , in NI ot v ■■1�' � ad1111 a - ■■■■�" _a/j.1 ON91E6 a i QM �J1, 0_.,...4 All \ I my SELF 062.* ALL '1 Rts \ IS 20 M RATED DOOR � 4id�J4'JOD (�lP'�� 1I AIV 1,111 ' _- — , 4'•0 ]'-0'/ e' •111 118'.54 1'.7' S'•N 1 1 �• TRAP TO WALL •-44 F 6y-�{\� W1JVR' 1W PER 1RCU :• WIG L • 4' E CLLR® VALVE PRE94J.1`c FEL1EF VALVE TO EXTERIOR AVD MI 0 EINSTALLAPPROVED mn++Ni6aN retic oXr s 3 CAR GARAGE 6 - , JbkD-4 g,.e, a+to• in L�, l� . 31.0 X 71.0 • / FLYER ' -V � r 1 g1 ( M ARou'000 r ll o'er DEN/GUEST • 11.0X11.4 7 ✓-, 41 7'•3 II.4r 160/1001/0 MITS - U \ 9980 aN.. \, ,. _ I' 9' 6'_0• 6'_0• I 6•0• v h AA FRONT F'ORGN P XX 19.0X6.0 ,\ 9' 1'-6' f -f—! 19.,m. 60'-0' ndIAIMcInnoDI AM WRAP P.T. 6 x 6 P05T TO 74' CO1.2111 W/ CAP 7 BABE TR111111. Two Story Wind to Diaphragm Upper Plate Height 8.1 Roof Main Plate Height 9 Walls Floor Depth 1 Diaphragm Minimum Roof Ht. Wind Load Wind Toad 1-2 Rf/upper 2 0.0 51.3 52.8 2-3 Roof Upper 4.1 0.0 38.3 123.2 Length 6.0 58.6 44.0 91.7 44.0 Minimum Roof Ht. Wind Load Wind load Length A -B rf/upper 2 0.0 -6.8 9.6 6.0 B -C Roof 4 0.0 38.6 58.1 45.5 Upper 0 123.2 91.7 49.0 C -D rf/upper 2 0.0 -6.8 /u SUM Minimum Wind Wind -3.4 4.8 12.9 9.6 Min Total Load Total Load 307.5 316.8 1685.4 2576.6 5420.6 4033.9 7413.5 6927.4 Min Total Load Total Load -40.8 57.6 1758.3 2642.6 6036.6 4492.3 9.6 6.0 -40.8 57.6 �SU M t1 1`� /,/j(I/G w%(/1) Cry1,0:-/,6�, � Q,, iGe O �11r; is, c LOW tv/141/ (!'" A 1-kt 7 f tvototicf 20 r\, Aa 51, ,11,/ f A,) 7713.3 7250.2 m m co Q. DIAPHRAGMS w - O Centralia, WA 9531 Diaphragm Capacities 15/32 Plywood Case 2,3,4,5,6,1 4- a N 9— a O 9 Q 4- a o L() N c0 r (0 N 0) .,- U N • H Od *0 .0 Seismic M r o d .� 5 Seismic 8d's co5 o O o O) O r .- r N r 621.0 L7 co 20469.6 46819.5 493.2 ,- A35(in) 1307.7 Case 1 N r 4- 4- 4- a- 9- 0. 0. rn (...._.-E O _ 'tco 0.0. c0 Ln O r. N Cr) d a c0 LI) Cr) N Shear v (p11) 4.1 Cr) N CO N CO a c _ 0 = u) v cc _ Seismic O ir; O (0 Shear V (lbs) 140.4 O N 8.0 (I) 207.0 (n -O CO m 04 Length (ft) 34.0 7/16 OSB 42.0 47.0 238p1f O. 15.0 44.0 r 0 0 0) r 0 I•-• r E. 0 vo 0 0 �� U_ cn O �� Ln c}' M Loading (p11) 46.8 E co 1- aro ,- cV cv) O N. , [f °' N co 5u) roof upper rf/upper 1 roof upper rf/upper 4) .lo cli RIN 0 co <( 0 (0 0 0 13 CO Case 1 I 4- 4- 0. 0. N O N M M N Wind Seismic o O - N .0 0 Nailing Requirement O 4.0 4.0 o 0 0 0 U N • H Od M r o d tr d4• 1364.6 1064.1 0 co O Moment (ft -lbs) 210.6 (0 (0 f LC) o) 0) r N- in 0) N'F 621.0 20469.6 46819.5 493.2 N F- cri O A35(in) 1307.7 N r N (0 Cr) O N d� CNO `_ N (0 rn (...._.-E O _ 'tco c0 Ln O r. N to M (v) a Lo O_ 6 d' (0 co N t0 Shear v (p11) 4.1 CO N CO 00 . O 09 N".— w Shear V (lbs) 140.4 (0 d: 0) co ice- 00 r coM 207.0 1799.5 3822.0 m Length (ft) 34.0 42.0 47.0 0 et r 15.0 44.0 0 0) r E. 0 vo 0 0 �� O o cn O �� 0 c0 Loading (p11) 46.8 co 1- aro ,- in, coNcv O N. , [f Level rf/u ppe r roof upper rf/upper 1 roof upper rf/upper 4) .lo cli RIN co <( 0 (0 I C -D L5 LOAD TO LINES I I. I 11 1 10 I I I I JOB: Date: Sheet: By: Page Holdown Anchor Bolt Capacity 1/2" Dia. 2x Sill = 912 2 5/8" Dia. 2x Sill = 1328 x 1/2" Dia. 3x Sill = 1120 4 5/8" Dia. 3x Sill 1664 6 Holdown Callout Size Capacity A HDU2 3075 2 HDU4 4565 B HDU5 5645 3 HDUB 7870 Plate Height 1st Floor Wall Height = 9 2nd Floor Wall Height = 8 3rd Floor Wall Height = Seismic Shear Wall Capacity Callout Size Capacity 1 Bd at E 260 plf 2 Bd at 4 380 plf 10d@4 1460 plf Bd at 3 490 plf 3 Bd at 2 640 plf Wind Shear Wail Capacity Callout Size Capacity Size 1Capacity 9d at 6 365 plf 10@6 j 310 plf Bd at 4 532 plf 10d@4 1460 plf Bd at 3 685 plf 10d@3 600 plf 8d at 2 895 plf Lit Z4) Wind Shear Wall Capacity Seismic Shear Wall Capacity Size Callout Size 1Capacity 10@6 435 plf 10@6 j 310 plf 10d@4 645 plf 10d@4 1460 plf 10d@3 840 plf 10d@3 600 plf r 1077 plf 10d@2 770 plf Wind Shear Wall Capacity Callout Size Capacity Walls Availiable 10@6 435 plf v 10d@4 645 plf Uplift 10d@3 840 plf Net Uplift 10d@2 1077 plf SHEAR WALLS Wall Lev. V Walls Availiable Total Wall Wall Height v Wall dia AH Uplift Wall Sect. Wt. Down Net Uplift Total Uplift Holdown 1 2 3 4 5 6 7 8 Type 6 Spac. 1 Rf 140.0 24.0 24.0 9.0 5.8 1.0 48.0 52.5 24.0 106.0 -1219.5 -1219.5 none 2 Rf 1800.0 14.5 6.5 21.0 8.0 85.7 1.0 685.7 6.5 122.0 289.2 289.2 neglect 5806.0 17.5 17.5 9.0 331.8 2.0 48.0 2985.9 17.5 106.0 2058.4 2347.7 A 14 3 Rf 1800.0 21.0 9.5 30.5 8.0 59.0 1.0 472.1 9.5 96.0 16.1 16.1 neglect 5666.0 19.3 19.3 9.0 294.3 2.0 48.0 2649.0 19.3 106.0 1628.8 1644.9 A 5 Rf 1800.0 3.9 5.8 6.3 3.5 19.4 8.0 92.8 1.0 742.3 3.5 96.0 574.3 574.3 neglect 5829.0 2.5 2.5 3.0 3.0 11.0 9.0 529.9 3.0 48.0 4769.2 2.5 106.0 4636.7 5210.9 B C Rf 1800.0 3.3 2.5 5.0 3.0 3.0 16.8 8.0 107.5 1.0 859.7 3.0 116.0 685.7 685.7 neglect 5787.0 0.0 9.0 666666 1.0 #DIV/0! 106.0 6DIV/0! #DIV/01 2500.0 (4) segment of APA ortal frame capacit 2500 3287.0 3.0 3.0 6.0 9.0 1 547.8 3.0 4930.5 3.0 106.0 4771.5 4771.5 B i X549 mec W (/L' Z 1-/ 214 1563 tt, Mk Jid ' "'P Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base Minimum Width Maximum Height (in.) (ft) Shearm (Ibf) Deflection (in.) Load Factor 8 850 0.33 3.09 Allowable Design (ASD) Values per Frame Segment 16 10 625 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingf°'h•e' ° (a) Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by the specific gravity adjustment factor = (1 — (0,5 — SG)), where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs Pony wall height 12' max to al wall height 10' max height Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) 2' to 18' rough width of opening for single or double portal • • • tt , ` Min a3 x 1 f 1%4" nef header ' 'v ,.. odor not bl)owed • ., w Fasten sheathing to header with 8d common or agalvanized box nails at 3" grid pattern os shown Header to jack -stud strap per wind design. Min 1000 Ibf on both sides of opening opposite w r side of sheathing. • I+ Min. double 2x4 framing covered with min 3/8" 4j ba thick wood structural panel sheathing with 8d common or galvanized box nails at 3" o.c. 0. _ .[r; j..t„ in all framing (studs, blocking, and sills) typ. M. Min length of panel per table 1 d}) Min (2) 3500 Ib strap -type hold-downs (embedded into concrete and nailed into framing) Min reinforcing of foundation, one #4 bar top and bottom of footing. Lap bars 15" min. .. ,_ .,.. . 1�1 Min foolingsize under opening is 12" x 12". A turned -down slab shall be permitted at door oponings. Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — with 2" x 2" x 3/16" plate washer 2 Header to jack -stud strop per wind design min 1000 Ibf on both sides of opening opposite side of sheathing Fasten top plate to header with two rows of 16d sinker nails at 3" o.c. typ /Min. 3/8" wood structural panel sheathing If needed, panel splice edges shall occur over and be nailed to common blocking within middle 24" of portal height. One row of 3" o.c. nailing is required in each panel edge. Typical portol frame construction Min double 2x4 post (king and jock stud). Number of jack studs per IRC tables R502.5(1) & (2). Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) ® 2014 APA — The Engineered Wood Association TYPICAL SHEAR WALL NOTES Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3x 1/4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than 12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8" diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or 10d common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below member that the hold down is attached to. This block should be equal to or larger than the member the hold down is attached to and be placed as a "squash block". All double and triple studs shall glued and nailed together with lOd's at 3" o.c. for each layer. All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear walls. FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER All fasteners including nuts and washers in contract with pressure treated lumber shall be hot - dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC for additional information. ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING LUMBER SHALL BE DOUG -FIR #2 OR BETTER. NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. SHEAR WALL SCHEDULE sheathing nailed with 8d's at 6" on center all edges. sheathing nailed with 8d's at 3" on center all edges and 4x or 6x studs at panel edges. sheathing nailed with 8d's at 2" on center all edges and 4x or 6x studs at panel edges. HOLD DOWN SCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls * For holdown anchor bolt embedment greater that foundation depth, thicken footing for 2'-O" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0" pieces of longitudinal rebar at this location. HDU2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. HDU8 attaches to concrete foundation with a Simpson SSTB 28. HDU8 attaches to double 2x studs or 4x or 6x stud with (20) Simpson SDS 1/4 X 3 Wood Screws in wall above. Vertical Design STRUCTURAL NOTES General Notes: These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes, and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor shall coordinate between the architectural drawings and the structural drawings. The architectural dimensions are taken to be correct when in conflict with the structural drawings. The Contractor is responsible for all bracing and shoring during construction. All construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted Design Criteria: 1. Live Load = 40 PSF (Floors) 60 PSF (Decks) 25 PSF (Snow) 2. Dead Load = 15 PSF (Roof) 12 PSF (Floor) 10 PSF (Walls) 150 PCF (Concrete) 3. Partition = 10 PSF (Floors) 4. Wind = 2015 IBC Exposure B @ 110 mph 5. Earthquake = 2015 IBC Site Class = D Design Cat. = D Use Group = I R = 6.5 Cd = 4 W0 = 3 6. Soil = 1500 PSF, Assumed bearing capacity = 38 PCF, Assumed Active Fluid. Pressure 350 PCF, Assumed Passive fluid Pressure 0.45, Assumed Coefficient of Friction 110 PCF, Assumed Soil Density Concrete & Reinforcing Steel: 1. All concrete work shall be per the 2015 IBC Chapter 19. 2. All reinforcing shall be ASTM A615 Grade 60 except asi shown on the plans. 3. Concrete shall be in accordance with ASTM 150. fc = 2500 PSI @ 28 day slump = 4" maximum, 6% Air entrained. 4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W1.4x1.4 WWF with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints the responsibility of the contractor Steel: 1. Anchor bolts shall be ASTM A307. Carpentry: 1. 2X structural framing shall be #2 Douglas Fir. 4x structural members shall be #2 Douglas Fir. 6X members shall be #1 Douglas Fir. 2. Provide solid blocking in floor system below all bearing walls and point loads. 3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content of all wood shall be less than 15%. 4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed and braced per manufacturer's requirements. 5. Roof trusses shall be by a pre -approved manufacturer and constructed according to the specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a licensed engineer and be on site at the time of construction. Preliminary truss drawings must be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the engineer of record of any changes from the preliminary truss lay -out. Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All girder trusses shall have Simpson HGT tie down at either end to match number of plies. Truss manufactures are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and the trusses unless specifically shown otherwise on the drawings. Contractor to coordinate bracing with engineer of record as required. 6. Glue laminated beams shall be 24F -V8 for cantilevered or continuous beams and 24F -V4 for simple spans. (Fb = 2,400 PSI) (Fv = 190 PSI) (E = 1,800,000 PSI) (FcL = 650 PSI) 7. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue laminated beams shall be cantilevered for L/480. See the framing plans for any exceptions. 8. All manufactured lumber shall be by Boise Cascade and have the following structural properties: Versa Lam (VL) (Fb = 2,800 PSI) (Fv = 280 PSI) (E = 2,000,000 PSI) (FcL = 750 PSI) 9. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel manufacturers. Floor sheathing shall be nailed 6" o.c. edges and 12" field with 10d's and roof sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on the drawings. 10. Block and nail all horizontal panel edges at designated shear walls. 11. All beams to be supported by a minimum of a solid post that matches the width of the wall and the width of the beam unless noted otherwise. A 6x beam bearing in 2x6 wall will be a 6x6. Provide solid squash blocking to match in floor system and match post size in foundation. Contact Engineer of record for any deviations. 12. All fasteners in contact with pressure treated lumber will meet the below requirements. All fasteners including nuts and washers in contract with pressure treated lumber shall be hot -dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails,timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.10.5 of the 2015 IBC for additional information. Hardware: All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil shall be treated as in steel above. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. Vertical Design FIR HIP TR15555 • N' OL, A5 FER IFC EPE45. TTP. 1FR DO JACK TRJ59E5 • 74' O4 -- A5 PERM. IFECB TW. IFR I10O IRJJS5E6 • 24 O4. A5 FER FFfi 5FEGQ TTP. IFR END JAM TRJESES • 24' 04 - A9 KR KC SPECS. TTP, FFR DO JAM 17J59E5 • 14. 04 A5 FERN'S 64 W5, TTP. - PFR ENO JAM 1875405 • 74.04 AS PER 104 50049. IP. IFR I'IPYJ 10045'55 4 74. 04 A5 FER TP4 SPECS. TTP. 400, 214740 9000E5 • 74' 04 A5 PER ISG 5FE45 TTP, IFR EMJ JAM IRI5SES • 74' 04 49 PER MG. 50049. TTP. ROOF FRAMING PLAN © 2016 Level Design, LLC. SCALE: 1/4" =1'-0' - ALL BEAMS AND HEADERS TO 130 6X0 OF 2 AT 2X6 BEARING WALLS, IMO. 5'-0' MAX, SPAN - ALL BEAMS AND HEADER5 TO BE 4X20 DF 47 AT 21.1.1 BEARING WALLS, U14.0, 6'-0' MAX. SPAN - SHADED AREAS INDICATE OVERFRAMING, 2X6 0 24. 0D, UND. • BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS - ALL MANUFACTURED TR45505, I -FR 00 JAM 1510005 • 74' 04 AS FER FFG SPECS. ITP. Ift2 END JACK TREEEs • 24.04 A5 FER IFC SPECS. TTP. Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Multi le Sim Project Title: Engineer: Project Descr: le Bea Project ID: FHe = C IUsersWarbidlDOCUME 11ENEI3CA 11PtAN25 2 ECG " NERCALC iNC 1983-2017f Build 617;3,17 Ver 6:17 317,; d ri ll_ t Description : Wood Beam; Design A BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.25x9.5, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Boise Cascade 2,800.0 psi 2,800.0 psi Fc - PM 3,000.0 psi Fc - Perp 750.0 psi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 22,0 ft Design Summary Max fb/Fb Ratio = 0.332. 1 fb : Actual : 1,069.79 psi at Fb : Allowable : 3,220.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.261 : fv : Actual : 85.40 psi Fv : Allowable : 327.75 psi Load Comb: +D+S+H Max Reactions (k) D L Left Support 1.32 Right Support 1.32 Wood Beam Design :` B 1 at Lr 4.000 ft in Span # 1 0.000 ft in Span # 1 E S W 2.20 2.20 Fv Ft Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7`10.; Combinations, Major Axis Bending Wood Grade : Versa Lam 2.0 2800 West 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 1,950.0 psi Eminbend - xx 1,036.83 ksi Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrII 600.0 psi Fv 170.0 psi Ebend- xx 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 0.068 in Downward Total 0.000 in Upward Total 1413 >240 Total Defl Ratio 0.109 in 0.000 in 883 >240 Calculations per NDS 2015. IBC 2015, CBC2016,'ASCE 740` Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 22.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.636; 1 640.00 psi at 1,006.25 psi +D+S+H 0.308 : 60.27 psi 195.50 psi +D+S+H Max Reactions (k) D L Left Support 0.83 Right Support 0.83 WoodBear'r Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 2.500 ft in Span # 1 1 at 4.383 ft in Span # 1 Lr S W E 1.38 1.38 1,300.0 ksi Density 31.20 pcf 470.0 ksi Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrII 600.0 psi Fv 170.0 psi Ebend- xx 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 0.031 in Downward Total 0.000 in Upward Total 1939 >240 Total Defl Ratio 0.049 in 0.000 in 1212 >240 alculatlons per NDS 2015, IBC 2015, CBC 2016, ASCE 7:-10', Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Point: D =1.650, S = 2.750 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.930 fb : Actual : 935.56 psi Fb : Allowable : 1,006.25 psi Load Comb : +D+S+H Max fv/FvRatio = 0.742 : fv : Actual : 145.12 psi Fv : Allowable : 195.50 psi Load Comb: +D+S+H Max Reactions (k) o 1. Left Support 1.55 Right Support 0.56 1 at 1.000 ft in Span # 1 1 at 0.000 ft in Span # 1 Lr S W 2,59 0.94 1,300.0 ksi Density 31.20 pcf 470.0 ksi Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.037 in Downward Total 0.000 in Upward Total 1606 >240 Total Defl Ratio 0.060 in 0.000 in 1003 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: File., C:\Users\Harold\DOCUME 11ENERCA, IIPLAN25 2.ECB ERCALC, INC,•1983, 2017, Bu►Id 6 17.3;17, Ver; 6;17;3.17 :r 11R_BCISPBNGIRER ING NG Wood Beam Desi BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Calculations per NDS .2015, IBC 2015,, CBC 2016, ASCE 7=10 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrIl 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend xx 470.0 ksi Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 6.250 ft Design Summary Max fb/Fb Ratio = 0.065. 1 fb : Actual : 65.45 psi at 1.500 ft in Span # 1 Fb : Allowable : 1,006.25 psi Load Comb : +D+S+H Max fv/FvRatio = 0.041: 1 fv : Actual : 8.00 psi at 2.380 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) Left Support Right Support Wood D L Lr 0.14 0.14 Bea 1 Desi BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads S W 0.23 0.23 Max Deflections E H Downward L+Lr+S 0.001 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 31609 >240 Total Defl Ratio 0.002 in 0.000 in 19755 >240 afculations per.NDS 2015,11:M.2016 CBC 2016,`ASCE 7 10 5.25x9.5, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Point: D = 3.20, S = 5.30 k @ 1.50 ft Design Summary Max fb/Fb Ratio = 0.545 1 fb : Actual : 1,756.45 psi at 1.520 ft in Span # 1 Fb : Allowable : 3,220,00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.708: 1 fv : Actual : 231.97 psi at 0.000 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb: +D+S+H Max Reactions (k) o L Lr Left Support 2.98 Right Support 0.98 oo J. Beam :Desi gn BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads S W 4.93 1.62 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.091 in Downward Total 0.000 in Upward Total 1058 >240 Total Defl Ratio 0.145 in 0.000 in 660 >240 Calculations per.,NOS- 2016',IBC 2015, CBC 2016ASCE7 10 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875 psi Fc - PrII 600 psi Fv 170 psi Ebend- xx 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi 1300 ksi Density 31.2 pcf Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 4.90 ft Design Summary Max fb/Fb Ratio = 0.485. 1 fb : Actual : 487.86 psi at 4.625 ft in Span # 1 Fb : Allowable : 1,006.25 psi Load Comb : +D+S+H Max fv/FvRatio = 0.146: 1 fv : Actual : 28.57 psi at 8.633 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W Left Support 0,34 0.57 Right Support 0.34 0.57 Max Deflections E H Downward L+Lr+S 0.081 in Downward Total 0.129 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1375 >240 Total Defl Ratio 859 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Multi!) a Simple; Project Title: Engineer: Project Descr: Project ID: file = C \UserslHarold\DOCUME 11FNERCA 11PLAN25 2 EC ENERCALC INC:1983 20,17 Build 6<17.3.17 Ver.817.3,1 VVoad Beam Design G • Calculations per NDS 2015,•IBC:2015, CBC'2016, ASCE 7,10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.5x12, GLB, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V4 2,400.0 psi Fc - PrII 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 5,0 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.50 ft Design Summary Max fb/Fb Ratio = 0.457. 1 fb : Actual : 1,260.30 psi at 8.125 ft in Span # 1 Fb : Allowable : 2,760.00 psi Load Comb : +D+S+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.224: 1 68.25 psi at 15,275 ft in Span # 1 304.75 psi +D+S+H D L Lr S W E 1.69 1.69 1.73 1.73 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.235 in Downward Total 0.000 in Upward Total 829 >240 Total Defl Ratio 0.465 in 0.000 in 419 >240 Wood Bealin Design ; f BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 5.5x10.5, GLB, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V4 2,400.0 psi Fc - Pril 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend xx 950.0 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 7.20 ft Design Summary Max fb/Fb Ratio = 0.502. 1 fb : Actual : 1,384.96 psi at 9.000 ft in Span # 1 Fb : Allowable : 2,760.00 psi Load Comb: +D+S+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.200: 1 61.04 psi at 0.000 ft in Span # 1 304.75 psi +D+S+H D L Lr 0.97 0.97 Waod. Beam. Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads S W 1.62 1.62 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.448 in Downward Total 0.000 in Upward Total 482 >240 Total Defl Ratio 0.716 in 0.000 in 301 >240 )alculations per.NDS 2015, IBC 2015CBC 2016ASCE 7 10. 5.5x9, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V4 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.2 pcf 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi Unif Load: D = 0.0150, S = 0,0250 kilt, Trib= 6.250 ft Design Summary Max fb/Fb Ratio = 0.309. 1 fb : Actual : 853.54 psi at 6.500 ft in Span # 1 Fb : Allowable : 2,760.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.143: 1 fv : Actual : 43.66 psi at 12.263 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb : +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.61 1.02 Right Support 0.61 . 1.02 Max Deflections H Downward L+Lr+S 0.168 in Downward Total 0.269 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 929 >240 Total Defl Ratio 580 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: flood Bear>ti Desig ri BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Project ID: ' Flle G IUsarslHa�oId1DOCUME AEJJERCA 11PtAN25 2 (=C8 „' N,ERCALC,INC •1993 2017, B'ulld 617 3`11 Ver x.'17 317 nt tui« t7(I�t4a 1 (, Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 710 6x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - Pa 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Unif Load: D = 0,0150, S = 0,0250 klft, Trib= 6.250 ft Design Summary Max fb/Fb Ratio = 0.407. 1 fb : Actual : 409.09 psi at 3.750 ft in Span # 1 Fb : Allowable : 1,006.25 psi Load Comb : +D+S+H Max fv/FvRatio = 0.146: 1 fv : Actual : 28.64 psi at 6.900 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Lr S W Left Support 0.35 0.59 Right Support 0.35 0.59 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.044 in Downward Total 0.000 in Upward Total 2022 >240 Total Defl Ratio 0.071 in 0.000 in 1264 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 u[tiple Simple: Beal Project Title: Engineer: Project Descr: Project ID: !�: File ElUserslHaroldIDOCUME t1ENERGA 71f'lAN25 2EC6, NERCALC ;INC. 1083 2017, Build 617.3:17, Ver 6,:17 3 17'. Description : uPPER FLOOR FRAMING Wood BeamDesign A BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.25x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade 2,800.0 psi Fc - Pill 3,000.0 psi Fv 2,800.0 psi Fc - Perp 750.0 psi Ft Calculations per NDS 201.5 IBC 2015, CBG 2016, ASCE 7-10 Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 25.0 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.611; 1 fb : Actual : 1,967.64 psi at 6.000 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.416: 1 fv : Actual : 136.30 psi at 11.040 ft Fv : Allowable : 327.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr Left Support 2.99 0.48 Right Support 2.99 0.48 Wood Beam; Design B. in Span # 1 E S W 3.75 3.75 Wood Grade : Versa Lam 2.0 2800 West 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 1,950.0 psi Eminbend - xx 1,036.83 ksi Max Deflections ti Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio BEAM Size : 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade : No.2 Fb - Tension 875 psi Fc - PrII 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.2 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi 0.200 in Downward Total 0.000 in Upward Total 719 >360 Total Defl Ratio 0.360 in 0.000 in 400 >360 Calculations per NDS 2015; IBC 2015 CBC 2016; ASCE 7=10. - Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.0 ft Design Summary Max fb/Fb Ratio = 0.658. 1 fb : Actual : 575.56 psi at Fb : Allowable : 875.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.270: 1 fv : Actual : 45.95 psi at Fv : Allowable : 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr Left Support 0.70 1.28 Right Support 0.70 1.28 nod Beam" Design 4.000 ft in Span # 1 0.000 ft in Span # 1 S W E Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.25x9.5, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi 0.058 in Downward Total 0.000 in Upward Total 1654 >360 Total Defl Ratio 0.090 in 0.000 in 1067 >360 Calculations per NDS 2015, IBC 2015; CBC 2016; ASCE 7=10: Unif Load: D = 0.0150, S = 0.0250 k/ft, 5.250 ft to 8.0 ft, Trib= 22.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, 0,0 to 5.250 ft, Trib= 6.250 ft Unif Load: D = 0.080 k/ft, 0.0 to 8.0 ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 kilt, Trib= 8.0 ft Point: D =1.650, S = 2.750 k @ 5,250 ft Design Summary Max fb/Fb Ratio = 0.620. 1 fb : Actual : 1,997.63 psi at 5.253 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.506: 1 fv : Actual : 165.92 psi at 7.227 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb : +D+0.750L+0.7505+H Max Reactions (k) D L Lr S W Left Support 2.08 1.28 1.76 Right Support 3.02 1.28 3.33 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.092 in Downward Total 0.185 in 0.000 in Upward Total 0.000 in 1048 >360 Total Defl Ratio 520 >360 Precise Eningeering Inc 1011 Mellen Street 'Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Multiple Simple Bea Wood Beam Design :'; File ' C lUserslNafpfdlQOCUME 11ENERCA 11PLAN25 2 EC6 NERCALC,'.INC 1983 2017;• 8611d 6,17,3,17 Ver.6 17 3 17.,,`. Calculations per NDS 20.15, IBC 2015, CBC 2016; ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir- Larch Wood Grade : No.2 875.0 psi Fc - PM 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 1.333 ft Unif Load: D = 0.080 klft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0,0250 klft, Trib= 22.0 ft Design Summary Max fb/Fb Ratio = 0.642. 1 fb : Actual : 645.77 psi at Fb : Allowable : 1,006.25 psi Load Comb : +D+S+H Max fv/FvRatio = 0.323: 1 fv : Actual : 63.05 psi at Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Lr Left Support 1.32 0.16 Right Support 1.32 0.16 3.000 ft in Span # 1 5.220 ft in Span # 1 S W 1.65 1.65 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.032 in Downward Total 0.057 in 0.000 in Upward Total 0.000 in 2281 >240 Total Defl Ratio 1268 >240 Wood Beam`Design . E Calculations per NDS 2015, IBC 2015:- CBC 2016 ASCE 7-10' BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.25x9.5, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0220, L = 0,040 klft, Trib= 1.333 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Point: D =1,50, S = 2.50 k @ 1,0 ft Design Summary Max fb/Fb Ratio = 0.200. 1 fb : Actual : 643.61 psi at Fb : Allowable : 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.379: 1 fv : Actual : 124.24 psi at Fv : Allowable : 327.75 psi Load Comb : +D+S+H Max Reactions (k) D L Left Support 1.86 0.16 Right Support 0.86 0.16 Lr 1.140 ft in Span # 1 0.000 ft in Span # 1 S w 2.55 0.89 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.019 in Downward Total 0.000 in Upward Total 3819 >360 Total Defl Ratio 0.034 in 0.000 in 2093 >360 Wood; Beam Design F Calculations per NDS 201.5, IBC2015, CBC 2016 ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, Tit= 10.330 ft Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb : 3.5x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PM 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.417; 1 1,166.90 psi at 2,800.00 psi +D+L+H 0.327: 1 93.19 psi at 285.00 psi +D+L+H D L Lr 1.14 2.07 1.14 2.07 5.000 ft in Span # 1 9.033 ft in Span # 1 Max Deflections S W EH Downward L+Lr+S 0.096 in Downward Total 0.148 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1255 >360 Total Defl Ratio 810 >360 Precise Eningeering Inc 1011 Mellen Street ' Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Wood Beked DeSig . Project ID: FIIs ;C \UserslHarold100011MEz11ENERCA 11PLAN25 2 EC6 ' NERCALC INC 1983 2017 80110 817,3;'17 Ver 60 317,, Calculations pear NDS 2015, IBC 2015,,CBC 2016; A8CE 7-10> BEAM Size : Wood Species : Fb - Tension Fb -Compr Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 5.670 ft Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb : 1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.073; 1 204.96 psi at 2,800.00 psi +D+L+H 0.090: 1 25.70 psi at 285.00 psi +D+L+H D L 0.25 0.45 0.25 0.45 2.000 ft in Span # 1 0.000 ft in Span # 1 Max Deflections Lr S W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.003 in Downward Total 0.000 in Upward Total 17873 >360 Total Defl Ratio 0.004 in 0.000 in 11531 >360 Wood: Beam Desig Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10' BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.5x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, 0.0 ft to 7.0 ft, Trib= 4.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 0.670 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Point: D = 0.250, L = 0.450 k @ 7.0 ft Design Summary Max fb/Fb Ratio = 0.575. 1 fb : Actual : 1,610.94 psi at 7.000 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.320: 1 fv : Actual : 91.18 psi at 0.000 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr S w Left Support 1.47 1.40 Right Support 1.05 0.64 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.263 in Downward Total 0.000 in Upward Total 798 >240 Total Defl Ratio 0.581 in 0.000 in 361 >240 odd Beam:Desk Calculations per.NDS 2015, IBC 2015, CBC 2016, ASCE 7 10., BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Pill 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0220, L = 0.040 kilt, Trib= 8.250 ft Design Summary Max fb/Fb Ratio = 0.240 fb : Actual : 671.00 psi Fb : Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.262: 1 fv : Actual : 74.55 psi at 5.020 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.54 0.99 Right Support 0.54 0.99 tat 3.000 ft in Span # 1 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.020 in Downward Total 0.000 in Upward Total 3639 >360 Total Defl Ratio 0.031 in 0.000 in 2348 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Multi ie Wood'Beaim pesign Project ID: File,=,G,1Usersltlar0ldIDOCUME 11ENERCA 11PLAN25 2 CCH NERCALC INC 1983 2017 Build H 17 3;17 Ver 6.::17 317: +: Calculations per NDS 2015, IBC 2015, CBC 2016,; ASCE 7-10` BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0,0220, L = 0.040 k/ft, Trib= 6,50 ft Design Summary Max fb/Fb Ratio = 1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2800 psi Fc - PrII 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf 2800 psi Fc - Perp . 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.189. 1 528.66 psi at 2,800.00 psi +D+L+H 0.206: 1 58.73 psi at 285.00 psi +D+L+H D L Lr 0.43 0.78 0.43 0.78 3.000 ft in Span # 1 5.020 ft in Span # 1 Max Deflections S W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.016 in Downward Total 0.000 in Upward Total 4619 >360 Total Defl Ratio 0.024 in 0.000 in 2980 >360 ood.Beam Design Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7;10'; BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 28.0 ft Unif Load: D = 0.080 klft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 2.50 ft Design Summary Max fb/Fb Ratio = 0.294. 1 fb : Actual : 823.17 psi at 3.000 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.321: 1 fv : Actual : 91.45 psi at 5.020 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+S+H Max Reactions (k) D L Left Support 1.67 0.30 Right Support 1.67 0.30 Lr S W 2.10 2.10 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.021 in Downward Total 0,000 in Upward Total 3431 >360 Total Defl Ratio 0.038 in 0.000 in 1914 >360 Wood ';Beam Design (_ Calculations per NDS 2015, IBC2015, CBC 2016; ASCE 7-1.0: BEAM Size : 3.5x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Unif Load: D = 0,0150, S = 0.0250 klft, Trib= 6.50 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0,0220, L = 0.040 kilt, Trib= 3,50 ft Design Summary Max fb/Fb Ratio = 0.396 1 fb : Actual : 1,110.02 psi at 5.625 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.283: 1 fv : Actual : 80.75 psi at 10.275 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) 2 L Lr S W E Left Support 1.43 0.79 0.91 Right Support 1.43 0.79 0.91 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.060 in Downward Total 0.178 in 0.000 in Upward Total 0.000 in 2242 >360 Total Defl Ratio 757 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Description : uPPER FLOOR FRAMING CONT Wood Beam Design M BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Project ID: Flls PV0*,001; ldlDOCPK 1T1:9 KA TIAN25 2 g.Cfi` IERCALC INC 1883 2017 Build 6 17 3i7 Ver 6417 317; Calculations per NDS 2015, IBC'2015, CBG 2016, ASCE 7'10 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 6.250 ft Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 3.0 ft Unif Load: D = 0.080 klft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 klft, Trib= 0.670 ft Point: D = 1.0, S = 1.60 k@7.250ft Design Summary Max fb/Fb Ratio = 0.328. 1 fb : Actual : 1,057.54 psf at 5,580 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.412: 1 fv : Actual : 134.91 psi at 8,040 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr Left Support 1.25 0.12 Right Support 1.86 0.12 S W 1.35 2.33 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.059 in Downward Total 0.000 in Upward Total 1825 >360 Total Defl Ratio 0.110 in 0.000 in 985 >360 oad'Searn' Design N BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 1. Calculations per NDS 2015, IBC 2015, CBC:2016; ASCE 7-10' 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 klft, Trib= 0.670 ft Point: D = 3.0, S = 4.90 k @ 6.50 ft Design Summary Max fb/Fb Ratio = 0.815. 1 fb : Actual : 2,625.75 psi at 6,480 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.809: 1 fv : Actual : 265.18 psi at 8.040 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr Left Support 1.88 0.12 Right Support 3.22 0.12 Wood Beam` Desig BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0,0220, L = 0.040 klft, 5.750 ft to 11.50 ft, Trib= 4.50 ft Unif Load: D = 0,0150, S = 0.0250 k/ft, 5.750 to 11.50 ft, Trib= 7.0 ft Unif Load: D = 0.0850 k/ft, 5.750 to 11.50 ft, Trib= 1.0 ft Point: D = 3.220, L = 0.120, S = 4,580 k @ 5.750 ft s w 2.40 4.58 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.135 in Downward Total 0.000 in Upward Total 800 >360 Total Defl Ratio 0.231 in 0.000 in 466 >360 alculations per NDS 2015, IBC,2015, CBC 2016, ASCE 7 -10 - BEAM 10 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Multi Project Title: Engineer: Project Descr: Project ID: File=ClUserslH2roId100CUME 11ENERGA 11PIAN26 2,EC6' ENERCALC INC 1983 2017; 6ulld x17,3;1! Ver 6.17,3:17" Design Summary Max fb/Fb Ratio = 0.793. 1 fb : Actual : 2,553.91 psi at Fb : Allowable : 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.401: 1 fv : Actual : 131.28 psi at Fv : Allowable : 327.75 psi Load Comb : +D+S+H Max Reactions (k) D L Lr Left Support 2.03 0.32 Right Support 2.86 0.84 5.750 ft in Span # 1 10.542 ft in Span # 1 E S W 2.54 3.04 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.196 in Downward Total 0.000 in Upward Total 705 >360 Total Defl Ratio 0.356 in 0.000 in 388 >360 Woad. Beam. Design P Calculations per NDS 2015, IBC `2015, CBC'2016, ASCE 7-10 BEAM Size : 1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 0.750 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.10 ft Design Summary Max fb/Fb Ratio = 0.348; 1 fb : Actual : 1,119.79 psi at 4.750 ft in Span # 1 Fb : Allowable : 3,220,00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.282: 1 fv : Actual : 92.58 psi at 0.000 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0,057 in Downward Total Left Support 0.89 0.14 0.72 Upward L+Lr+S 0.000 in Upward Total Right Support 0.89 0.14 0.72 Live Load Defl Ratio 1984 >360 Total Defl Ratio 0.128 in 0.000 in 888 >360 :Wood Beam Deslgn Q Calculations per NDS 2015, IBC 2015' CBC 2016,:ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 1.75x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.080 k/ft, 0.0 ft to 1.50 ft, Point: D = 0.890, L = 0.140, S = 0,720 k Design Summary Max fb/Fb Ratio = 0.113 1 fb : Actual : 365.12 psi at Fb : Allowable : 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.184: 1 fv : Actual : 60.25 psi at Fv : Allowable : 327.75 psi Load Comb : +D+S+H Max Reactions (k) LC Left Support 0.54 0.07 Right Support 0.48 0.07 Trib= 1.0 ft @ 1.50 ft 1.500 ft in Span # 1 1.510 ft in Span # 1 S W E 0.36 0.36 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.001 in Downward Total 0.000 in Upward Total 25030 >360 Total Defl Ratio 0.003 in 0.000 in 10694 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Multi Project Title: Engineer: Project Descr: Project ID: Flle Gl0g04tfOraId1DOCUME11E NERCA 11PON,7§ 2 06 NERCALC;;INC '1983 2017, wild 8.17.3„17 Ver 6;17 3 17 Woad Bearri Design Calculations per Nb.2015, IBC 2015, CBC'2016, ASC 7-1Q,?. BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0220, L Unif Load: D = 0.0220, L Unif Load: D = 0.080 kilt, Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi = 0.040 k/ft, Trib= 2.250 ft = 0.040 k/ft, 0.0 to 6.0 ft, Trib= 2.0 ft Trib= 1.0 ft 0.463 1,297.05 psi 2,800.00 psi +D+L+H 0.357: 1 101.61 psi at 285.00 psi +D+L+H 1at Max Reactions (k) D Left Support 0.90 0.84 Right Support 0.78 0.63 5.097 ft in Span # 1 0.000 ft in Span # 1 Lr S W E Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.092 in Downward Total 0.197 in 0.000 in Upward Total 0.000 in 1434 >360 Total Defl Ratio 670 >360 Precise Eningeering Inc 1011 Mellen Street - Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: File C 1User0Harold100CUME 11ENERCA 11PLAN25 2 ECfi ENERCALCINC 1983.2017, 8ulid:6,17317 Ver($17,3.17 I t EFtINefC Description CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method ; Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Boise Cascade ; Versa Lam 2.0 2800 West Fb - Tension Fb -Compr Fc - Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral -torsional buckling 2,800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psi 285.0 psi 1,950.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend - xx 1,036.83 ksi Density 41.750 pcf L_.__...... - - - ...... Applied Loads Load for Span Number 1 7x11.875 Span =12.0ft 7x11.875 Span = 19.250 ft Service loads entered. Load Factors will be applied for calculations. Point Load : D = 3.740, L = 0.240, S = 4.730 k {07 6.0 ft, (N and M) Uniform Load : D = 0.0220, L = 0.040 ksf, Extent = 6.0 -» 12.0 ft, Tributary Width = 9.0 ft Load for Span Number 2 Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 9,0 ft DESIGN SUMMARY - - Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.560 1 7x11.875 1,569.07 psi 2,800.00psi +D+L+H 12.000ft Span # 1 0.331 in -0.087 in 0.451 in -0.034 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C I C r 698 >=360 2653 >=360 512 >=360. 6728 >=360, 0.396: 1 7x11.875 = 129.92 psi 327.75 psi +D+0.750L+0.750S+H 11.061ft Span # 1 Moment Values Cm C t CL M fb F'b Shear Values V fv F'v +D+H Length = 12.0 ft Length =19.250 ft +D+I.+H Length = 12.0 ft Length =19.250 ft +D+Lr+H Length = 12,0 ft 1 0.279 0.238 0.90 1.000 1.00 1.00 1.00 1.00 1.00 9.65 703.34 2 0.279 0.238 0.90 1.000 1.00 1.00 1.00 1.00 1.00 9.65 703.34 1.000 1.00 1.00 1.00 1.00 1.00 1 0.560 0,377 1.00 1.000 1.00 1.00 1,00 1.00 1.00 21.53 1,569.07 2 0.560 0.377 1.00 1.000 1.00 1.00 1.00 1,00 1.00 21.53 1,569.07 1.000 1,00 1.00 1.00 1.00 1.00 1 0,201 0.171 1,25 1.000 1.00 1,00 1.00 1.00 1,00 9.65 703.34 0.00 2520.00 2520.00 0.00 2800.00 2800.00 0.00 3500.00 0.00 0.00 0.00 3.38 60.96 256.50 2.22 60.96 256.50 0.00 0.00 0.00 5.95 107.31 285.00 5.95 107.31 285.00 0.00 0,00 0.00 3.38 60.96 356.25 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Ite:=.G IVser01-laigl(N0CUtg 11ENERCA 11PLAN25-2 ECG NERCALC INC 1983 2017 Build 617 317 Ver 617 3.17 1003#11.150140, , „_....,...��'��,��`�������-��;�;��17 10:e47 ;I101N,, NI: Description Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Moment Values M fb F'b Shear Values V fv F'v Length =19.250 ft 2 0.201 +D+S+H Length = 12.0 ft 1 0.457 Length =19.250 ft 2 0.311 +D+0,750Lr+0.750L+H Length = 12.0 ft 1 0.386 Length =19.250 ft 2 0.386 +D+0.750L+0.750S+H Length = 12.0 ft 1 0.489 Length =19.250 ft 2 0.489 +D+0.60W+H Length = 12.0 ft 1 0.157 Length =19.250 ft 2 0.157 +D+0.70E+H Length =12.0 ft 1 0.157 Length =19.250 ft 2 0.157 +D+0,750Lr+0.750L+0.450W+H Length = 12.0 ft 1 0.302 Length =19.250 ft 2 0.302 +D+0,750L+0,750S+0.450W+H Length =12.0 ft 1 0.352 Length =19.250 ft 2 0,352 +D+0.750L+0.750S+0.5250E+H Length = 12.0 ft 1 0.352 Length =19.250 ft 2 0.352 +0.60D+0.60W+O.60H Length = 12.0 ft 1 0.094 Length =19.250 ft 2 0.094 +0.60D+0.70E+0.60H Length = 12.0 ft 1 0.094 0.080 Length =19.250 ft 2 0,094 0.080 Overall Maximum Deflections - 0.171 1,25 1,000 1,00 1.00 1.00 1.00 1.00 9.65 703,34 3500.00 2.22 60.96 356.25 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 0.335 1.15 1.000 1.00 1.00 1.00 1.00 1.00 20.21 1,472.86 3220.00 6.08 109.76 327.75 0.335 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.74 1,001.17 3220.00 2.43 109.76 327.75 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.262 1.25 1.000 1,00 1.00 1.00 1.00 1.00 18.56 1,352,64 3500.00 5.17 93.32 356.25 0.262 1.25 1.000 1,00 1.00 1,00 1,00 1.00 18.56 1,352.64 3500.00 5.02 93.32 356.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 0.396 1.15 1.000 1.00 1,00 1.00 1.00 1.00 21.63 1,576.01 3220.00 7.20 129.92 327.75 0.396 1.15 1,000 1.00 1.00 1.00 1.00 1.00 21.63 1,576.01 3220.00 5.17 129.92 327.75 1,000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.65 703.34 4480.00 3.38 60.96 456,00 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.65 703.34 4480.00 2.22 60,96 456.00 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.65 703.34 4480.00 3.38 60.96 456.00 0,134 1.60 1.000 1.00 1.00 1.00 1,00 1.00 9.65 703.34 4480.00 2.22 60.96 456.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.205 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.56 1,352.64 4480.00 5.17 93.32 456,00 0.205 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.56 1,352.64 4480.00 5.02 93.32 456.00 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 0.285 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.63 1,576.01 4480.00 7.20 129.92 456.00 0.285 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.63 1,576.01 4480.00 5.17 129.92 456.00 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.285 1,60 1.000 1.00 1.00 1.00 1.00 1.00 21.63 1,576.01 4480.00 7.20 129.92 456.00 0.285 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.63 1,576.01 4480.00 5.17 129.92 456.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.080 1,60 1.000 1.00 1.00 1.00 1.00 1.00 5.79 422.00 4480.00 2.03 36.57 456.00 0.080 1.60 1.000 1,00 1.00 1.00 1.00 1.00 5.79 422.00 4480.00 1.33 36.57 456.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.79 422.00 4480.00 2.03 36.57 456.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.79 422.00 4480,00 1.33 36.57 456.00 Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H +D+L+H 2 0.1862 0.4507 5.698 10.754 Vertical? React cins Support notation : Far left Is #1 0.0000 0.0000 Values In KIPS 0.000 0.000 Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0,60W+H +D+0,70E+H +D+0.750Lr+0,750L+0.450W+H +D+0.750L+0.750S+0,450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0,601-1 D Only Lr Only L Only S Only W Only E Only 3,387 -0.330 1.363 1.033 1.363 3.387 1.115 2.634 1.363 1,363 1.115 2.634 2.634 0.818 0.818 1.363 13.270 2.918 5,972 12.784 5.972 8,890 11.081 13.270 5,972 5.972 11.081 13.270 13.270 3.583 3.583 5.972 4.252 -0.212 1.404 4.252 1.404 1.192 3.540 3.381 1.404 1,404 3.540 3.381 3.381 0.843 0.843 1.404 -0.330 6.812 2.848 2.024 2.918 -0.212 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Description : Verttcat Reactions naz File= C UOrsINaroldlCOCUME 11ENERCA 11P 2 E 1AN25 C6 ENERCALC INC19812017 Btiild:617317 VetI617317 N ON LING tN Support notation : Far Ieft is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 li Only Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 ;.`WEQ$0O.8O91 Description : CODE REFERENCES Project Title: Engineer; Project Descr: Project ID: t(a = 1UserslHaroltllD000ME tplgRGA pt.AM25 2 ECB ENERCALC`INC 1983-2017 Bulld:B,.17 317 Ver,617 317 ° ` Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Boise Cascade Versa Lam 2.0 2800 West Fb - Tension Fb - Compr Fc - Pill Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling + + 0(0.08) + + + + 0(0.099 L(0.1814 4 40(0.09 S(0.15) + + +0(0.105 ,S(0.175)+ + 0(0.00) 4 4 4 4 + D(0.48) L(0.07) S(0.36) 0(0.099) 1(0.18). 2,800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psi 285.0 psi 1,950.0 psi 0(0.029 L(0.04) E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,036.83 ksi Density + 4 0(0* 4 + i (0.09S(0.15) + + + D(0.48) L(0,07) S(0.36) 7x11.875 Span = 6.0 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0,080 , Tributary Width = 1.0 ft, (wall) Uniform Load : D = 0,0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (roof) Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft Load for Span Number 2 Point Load : D = 0.480, L = 0,070, S = 0.360 k na 5.0 ft Point Load : D = 0.480, L = 0.070, S = 0.360 k (a 14.50 ft Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft Uniform Load : D = 0.0220, L = 0.040 ksf, Extent = 5.0 --» 14.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -» 5.0 ft, Tributary Width = 6.0 ft Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 14.50 -» 19.50 ft, Tributary Width = 6.0 ft Uniform Load : D = 0.080 klft, Extent = 0.0 -» 5.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.080 k/ft, Extent = 14.50 -» 19.50 fl, Tributary Width =1.0 ft 7x11.875 Span = 19.50 ft Service loads entered. Load Factors will be applied for calculations. 41.750 pcf DESIGN SUMMARY _ Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.430 1 Maximum Shear Stress Ratio 7x11.875 Section used for this span 1,203.61 psi fv : Actual 2,800.00psi Fv : Allowable +D+L+H Load Combination 6,000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.195 in Ratio = 1202>=360 -0.014 in Ratio = 5200>=360 0.394 in Ratio = 594>=360. -0.027 in Ratio = 2641 >=360. Maximum Forces & Stresses for Load Combinations. °AL1 sia' 0.305: 1 7x11.875 86.97 psi 285.00 psi +D+L+H 6.000 ft Span # 1 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: tle.ClUserslHaroldlD000ME 11ENERCA 11PIAN25 2EC6 ENERCALC INC 1983.2017 Btnld 6:17 317 Ver6,17 317 Description : Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Moment Values M fb F'b Shear Values V fv F'v +D+H Length = 6.0 ft 1 0.246 Length =19.50 ft 2 0,246 +D+L+H Length = 6.0 ft 1 0,430 Length =19.50 ft 2 0,430 +D+Lr+H Length = 6.0 ft 1 0.177 Length = 19.50 ft 2 0.177 +D+S+H Length = 6.0 ft 1 0.272 Length = 19.50 ft 2 0,272 +D-t0.750Lr+0.750 L+H Length = 6.0 ft 1 0.302 Length =19.50 ft 2 0.302 +D+0.750L+0.750S+H Length = 6.0 ft 1 0.388 Length = 19.50 ft 2 0.388 +D+0.60W+H Length = 6.0 ft 1 0.138 Length = 19,50 ft 2 0.138 +D+0.70E+H Length = 6.0 ft 1 0.138 Length = 19.50 ft 2 0.138 +D+0.750Lr+0.750L+0.450W+H Length = 6,0 ft 1 0.236 Length =19.50 ft 2 0,236 +D+0.750L+0.750S+0.450W41 Length = 6.0 ft 1 0.279 Length = 19,50 ft 2 0.279 +D+0.750L+0.750S+0.5250E41 Length = 6.0 ft 1 0.279 Length = 19.50 ft 2 0.279 +0.60D+0.60W+0.60H Length = 6.0 ft 1 0.083 Length =19.50 ft 2 0.083 +0.60D+0.70E+0.60H Length = 6.0 ft 1 0.083 0.061 Length = 19.50 ft 2 0.083 0.061 0.00 0.00 0.00 0.00 0.181 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 2520.00 2.57 46,40 256.50 0.181 0.90 1.000 1,00 1.00 1.00 1.00 1.00 8.51 619.84 2520.00 2.57 46.40 256.50 1.000 1.00 1.00 1,00 1,00 1.00 0.00 0,00 0.00 0.00 0.305 1.00 1.000 1.00 1.00 1.00 1.00 1,00 16.52 1,203.61 2800.00 4.82 86.97 285.00 0.305 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.52 1,203.61 2800.00 4.82 86,97 285.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.130 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 3500.00 2.57 46.40 356.25 0.130 1.25 1.000 1.00 1.00 1,00 1.00 1.00 8.51 619.84 3500.00 2.57 46.40 356.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 0.204 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12,01 875.19 3220,00 3.71 67.01 327,75 0.204 1,15 1.000 1.00 1.00 1.00 1.00 1.00 12.01 875,19 3220,00 3.71 67.01 327.75 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 0.216 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.51 1,057.67 3500.00 4.26 76.82 356.25 0.216 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14,51 1,057.67 3500,00 4.26 76.82 356.25 1,000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.282 1.15 1.000 1,00 1.00 1.00 1.00 1.00 17.14 1,249.17 3220.00 5,12 92.28 327.75 0.282 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.14 1,249.17 3220.00 5.12 92.28 327,75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 0.102 1.60 1.000 1,00 1.00 1.00 1.00 1.00 8.51 619.84 4480.00 2.57 46.40 456.00 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 4480.00 2.57 46.40 456.00 1.000 1,00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 4480.00 2.57 46.40 456.00 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1,00 8.51 619.84 4480.00 2.57 46.40 456.00 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.51 1,057.67 4480.00 4.26 76.82 456.00 0.168 1,60 1.000 1.00 1.00 1.00 1,00 1.00 14.51 1,057.67 4480.00 4.26 76.82 456.00 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 0,202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17,14 1,249,17 4480.00 5.12 92.28 456.00 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.14 1,249.17 4480.00 5.12 92.28 456.00 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1,00 17.14 1,249.17 4480.00 5.12 92,28 456.00 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.14 1,249.17 4480.00 5.12 92,28 456.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.10 371.91 4480.00 1.54 27.84 456.00 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.10 371.91 4480.00 1.54 27.84 456.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.10 371.91 4480.00 1,54 27.84 456.00 1,60 1.000 1.00 1.00 1.00 1.00 1.00 5.10 371.91 4480.00 1.54 27.84 456.00 Overall Makimum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 2 0.0000 0.000 +D+0.750L+0.750S+0.5250E+H 0,3936 10.894 Vertical Reactions Support notation : Far left is #1 -0.0273 0.0000 Values in KIPS 3.620 3.620 Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0,750Lr+0.750L+H +D+0.750L+0.750S+H +D+0,60W+H +D+0.70E+H +D+0.750Lr+0,750L+0.450W+H +D+-0.750L+10,750S+0.450W+H +D+0.750L+0.750S+0.5250E+H -1.361 -0.059 -0.566 -1.361 -0.566 -0.624 -1.162 -1.206 -0,566 -0.566 -1.162 -1.206 -1.206 10.130 2.399 5.105 9.406 5.105 7.504 8.331 10.130 5.105 5.105 8.331 10.130 10.130 3.865 0.930 1.964 3.568 1.964 2.894 3.167 3.865 1.964 1.964 3.167 3.865 3.865 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: e " C:\Users\Harold\DOME 1\ENERCA;1\PLAN25w2 EC6 'ENERCALC,` INCCU 1983:2017, Budd6;17317; Ver:6173,17 . Description : Vertical Reactions Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +O.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only -0,339 -0.339 -0.566 3,063 3.063 5.105 1,178 1.178 1.964 -0.795 4.301 1.604 -0.059 2.399 0,930 Boise Cascade BC CALC® Design Report Build 4516 Job Name: Address: City, State, Zip: , Customer: Code reports: ESR -1336 Single 11-7/8" BCI® 5000-1.7 DF Dry 1 1 span 1 No cantilevers 0/12 slope 16 OCS 1 Repetitive 1 Glued & nailed construction File Name: BC CALC Project Description: Designs\J01 Specifier: Designer: Company: Misc: Joist1J01 March 21, 2016 14:34:42 I I 111 1 111'1 �11�111 !I �T 1 1 v 1 111 Total Horizontal Product Length = 16-00-00 Reaction Summary (Down 1 Uplift) (tbs ) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 533 / 0 B1, 2-1/2" 533 / 0 Load Summary Tag Description 128/0 128/0 Live Dead Load Type Ref. Start End 100% 90% Snow Wind Roof Live OCS 115% 160% 125% 1 Standard Load 2 Partition Load Controls Summary Pos. Moment End Reaction End Shear Total Load Defl. Live Load Defl. Max Defl. Span / Depth Bearing Supports BO Wall/Plate 61 Wall/Plate Notes Unf. Area (lb/ft^2) L 00-00-00 16-00-00 40 12 Partition (Ib/ft^2) L 00-00-00 16-00-00 10 Value 2,550 ft -lbs 661 lbs 644 lbs U504 (0.374") L/626 (0.301") 0.374" 15.9 % Allowable Duration Case Location 80.9% 100% 1 08-00-00 55.7% 100% 1 00-00-00 39,6% 100% 1 00-02-08 71.4% n/a 1 08-00-00 76.7% n/a 2 08-00-00 37.4% n/a 1 08-00-00 n/a n/a 0 00-00-00 Dim. (L x W) Value 2-1/2" x 2" 661 lbs 2-1/2" x 2" 661 lbs % Allow % Allow Support Member Material n/a 55.7% Unspecified n/a 55.7% Unspecified Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 16 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® , AJST"^, ALLJOIST®, BC RIM BOARDTM, BCI® , BOISE GLULAMTM', SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Cascade Wood Products L.L.C. 50.0' b'•0' R'•6' 1042' 11'.6' Za -i4 L SLAB ON GRADE 13'-6' 4' COA:, R'•0'�' IB' -b' IT: ...:, cmc_c: .:.::.:... .... .....11r j L � I • 74 74 I I x/ 74 I 074 474 1 71 74L. I I g I U11. S ACE IfLIWr6�MIL VPFOf CP %V III I lal � I �74 la -i 1 {:J �4 .F 74 I 11'-e' 6,1 ]4 ® Y T� 74 74 1 I CI SLAB Iii -I r' r -1 4' 1 1'-5' II' -1 I I L44 t-1 L.44 EWM a , X 24' 111,4------.,",1 L A„ 9 :i I I 414 1 I 'Ii I I 1(7'.1' , !� 1— I I f 1-I --\ 2 1 1' /\} ^ 4 L �4 I :I I m SLAB ON GRADE 4' W.V. FILL Tr.. ' SLOT£ 3A5' / Fr to1V+RD DDDR 1.' I: I: 0 I 74 L .4 a 74 ., . . I I'', 4 L•: 4 9 I .. COVOLICUS FoorNG. :.' n� ' SLAB ON GRADE 4' CO4C. 9'•1Y 9'-3' P-11' 1'•11' W'.3• I 4 Li! WV 8.6' 50.02. FOUNDATION/ FRAMING PLAN 144 2016 Level Design, LLC. - ALL WOOD IN CONTACT WITN CONCRETE TO BE PRESSURE TREATED SOFTIT, VENT, AND INSULATE ALL CANTILEVERED AREAS - PROVIDE SOLID BLOCKING OVER SUPPORTS SCALE: 1/4" =1'-0" 74 Precise Eningeering Inc .1011 Mellen Street Centralia, WA 98531 (360) 736-1137 nflultiple i Project Title: Engineer: Project Descr: Project ID: I t l(UU 06008`a 01 Fila G:IUser011aOlcip0CUME 11ENEROA 1 0125-2 Ec6 EN RCALC:INC 1983x2017 Build 817.3.17,,Ver6.17 317_ Description : main floor Wood Beam Design A BEAM Size : Wood Species : Fb - Tension Fb - Compr 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir- Larch Wood Grade : No.2 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575 0 psi Eminbend - xx 580.0 ksi Calculations per NDS 2015; IBC 2015; CBC 2016 'ASCE 7-10 Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.0 ft Design Summary Max fb/Fb Ratio = 0.776. 1 fb : Actual : 838.48 psi at Fb : Allowable : 1,080.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.383: 1 fv : Actual : 68.94 psi at Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) 2 L Left Support 0.66 1.20 Right Support 0.66 1.20 Wood Beam: Design : B BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.750 ft in Span # 1 0.000 ft in Span # 1 Lr S W E Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - PrII 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi 0.062 in Downward Total 0.000 in Upward Total 1451 >360 Total Defl Ratio 0.096 in 0.000 in 936 >360 Calculations per NDS 2015, IBC 2015, CBC. 2016, ASCE 7-10 Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 11.50 ft Unif Load: D = 0.090 k/ft, Trib= 1,0 ft Design Summary Max fb/Fb Ratio = 0.904. 1 fb : Actual : 975.98 psi at Fb : Allowable : 1,080.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.580: 1 fv : Actual : 104.32 psi at 4.233 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) 2 _L Left Support 1.30 1.95 Right Support 1.30 1.95 2.500 ft in Span # 1 Max Deflections Lr S w E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio .......... Wood Beam Design : C BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi 0.030 in Downward Total 0.000 in Upward Total 2009 >360 Total Defl Ratio 0.050 in 0.000 in 1206 >360 Calculations per NDS`2015 IBC`2015, CBG 2016, ASCE 7 10_: Unif Load: D = 0.0220, L = 0.040 klft, Trib= 9.50 ft Design Summary Max fb/Fb Ratio = 0.803. 1 fb : Actual : 867.37 psi at 3.500 ft in Span # 1 Fb : Allowable : 1,080.00 psi Load Comb: +D+L+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support 0.414: 1 74.50 psi at 6.230 ft in Span # 1 180.00 psi +D+L+H Max Deflections D L Lr S W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.73 1.33 Right Support 0.73 1.33 0.056 in Downward Total 0.087 in 0.000 in Upward Total 0.000 in 1503 >360 Total Defl Ratio 969 >360 Precise Eningeering Inc v 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Mffltlple Sim Wood; Beam Design File ,G 1UserslHaro1d100CUME: 11ENERCA 11PLAN25 2CC6 NERCALC;'.INC 1983 2017, Biiild El17.3:17, Ver 6:17 $-Ar" Calculations per. NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb -Compr Applied Loads 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - Pill 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575,0 psi Eminbend - xx 580.0 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 4.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 4.0 ft Unif Load: D = 0.090 k/ft, Trib= 1,0 ft Design Summary Max fb/Fb Ratio = 0.743 • fb : Actual : 802.41 psi Fb : Allowable : 1,080.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.394: 1 fv : Actual : 70.86 psi at Fv : Allowable : 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr Left Support 0.90 1.08 Right Support 0.90 1.08 tat 3.375 ft in Span # 1 5.985 ft in Span # 1 S W E Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.041 in Downward Total 0.000 in Upward Total 1990 >360 Total Defl Ratio 0.075 in 0.000 in 1087 >360 Wood; Beam Design E Calculations per NDS 2015, IBC 2015, CBC 2016 ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 4x10, Sawn, FuIIy Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - PrII 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 9.250 ft Unif Load: D = 0.0220, L = 0.040 klft, Trib= 6.0 ft Unif Load: D = 0.090 kilt, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.872; 1 fb : Actual : 941.38 psi at 2.750 ft in Span # 1 Fb : Allowable : 1,080.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.528: 1 fv : Actual : 94.99 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb: +D+L+H Max Reactions (k) P L Lr S w E Left Support . 1.17 1,68 Right Support 1.17 1.68 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.034 in Downward Total 0.000 in Upward Total 1930 >360 Total Defl Ratio 0.058 in 0.000 in 1137 >360 ood Beam Design : F Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7=10' BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - Pill 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksl Unif Load: D = 0.0220, L = 0.040 klft, Trib= 7,750 ft Unif Load: D = 0,0220, L = 0.040 klft, Trib= 7.50 ft Unif Load: D = 0.090 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.953. fb : Actual : 1,028.91 psi at 2,875 ft in Span # 1 Fb : Allowable : 1,080.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.562: 1 fv : Actual : 101.15 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb: +D+L+H Max Reactions (k) D . Lr S Left Support 1.22 1.75 Right Support 1.22 1.75 Max Deflections W E H Downward L+Lr+S 0.041 in Downward Total 0.069 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1689 >360 Total Defl Ratio 995 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 [Multiple Simple Beam` Project Title: Engineer: Project Descr: Description : main floor Wood Beam Design FLOOR JOIST Project ID: Fila C;IUserslNaroldlDOCUMF 11FNERCA 111�LAN25 2 EC8' ENERCALC;,INC 1983=2017'83114.6.17.3: f7 Vey 6 17 31, Calculations per NDS 2015, IBC 2015, CBC2016, ASCE 710,` BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 2x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Hem Fir Wood Grade : No.2 850.0 psi Fc - PM 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.830 pcf 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend xx 470.0 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = 0.818. 1 fb : Actual : 764,73 psi at 5.750 ft in Span # 1 Fb : Allowable : 935.00 psi Load Comb: +D+L+H Max fv/FvRatio = fv : Actual : Fv : Allowable : 150.00 psi Load Comb : +D+L+H Max Reactions (k) D L Left Support 0.17 0.31 Right Support 0.17 0.31 0.296: 1 44.42 psi at 0.000 ft in Span # 1 Max Deflections Lr SW E H Downward L+Lr+S 0.164 in Downward Total 0.254 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 843 >360 Total Defl Ratio 544 >360 Boise Cascade BC CALC® Design Report Build 4516 Job Name: Address: City, State, Zip:, Customer: Code reports: ESR -1336 Single 9-1/2" BCI® 5000-1.7 DF Dry 1 1 span 1 No cantilevers 1 0/12 slope 16 OCS 1 Repetitive 1 Glued & nailed construction File Name: BC CALC Project Description: Designs1J02 Specifier: Designer: Company: Misc: • Joist\J02 March 21, 2016 15:18:37 B1 Total Horizontal Product Length = 11-06-00 Reaction Summary (Down / Uplift) ( lbs ) Bearing Live BO, 2-1/2" 383 / 0 B1, 2-1/2" 383 / 0 Load Summary Tag Description 1 Standard Load 2 Partition Load Dead 92/0 92/0 Snow Wind Roof Live Load Type Ref. Start End Controls Summary Pos. Moment End Reaction End Shear Total Load Defl. Live Load Defl. Max Defl. Span / Depth Bearing Supports BO Wall/Plate B1 Wall/Plate Notes Unf. Area (lb/ft/2) L 00-00-00 11-06-00 Partition (Ib/ft"2) L 00-00-00 11-06-00 Value 1,298 ft -lbs 475 lbs 458 lbs L/813 (0.165") 01,008 (0.133") 0.165" 14.2 % Allowable Duration 52.8% 100% 45.8% 100% 31.1% 100% 44.3% n/a 47.6% n/a 16.5% n/a n/a n/a Dim. (L x W) Value 2-1/2" x 2" 475 lbs 2-1/2" x 2" 475 lbs Live Dead 100% 40 10 Snow Wind Roof Live OCS 90% 115% 160% 125% 12 Case Location 1 05-09-00 1 00-00-00 1 00-02-08 1 05-09-00 2 05-09-00 1 05-09-00 0 00-00-00 % Allow % Allow Support Member n/a 45.8% n/a 45.8% Material Unspecified Unspecified Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections Tess than 1/8" were ignored in the results. Page 1 of 1 16 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® , AJST'", ALLJOIST®, BC RIM BOARDTM, BCI® , BOISE GLULAMTm, SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Cascade Wood Products L.L.C. 1 r."72% Geotechnical Engineering Report Three Residential Lots S 136th Street Tukwila, Washington P/Ns 1523049312 -152304 anuary 22017 44/\\N prepared for': fl Car43' Lang Con3truction Attention{ Car ;Lan 29815 24thh 'Ave SE Federal Way, Washington 98023 • VIEWED FOR E COMPLIANCE APPROVED MAY 2 5 2011 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P846 -T17 RECEIVED CITY OF TUKWILA MAR 30 2017 PERMIT CENTER Lj TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 5 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 6 4.1 Site Preparation 6 4.2 Spread Footings 8 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 10 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 12 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non-organic Onsite Soils 5 n List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1. Log of Test Pits TP -1 and TP -4 A -2...A-5 1 n MIGIZI GROUP, INC. PO Box 44840 Tacoma, Washington 98448 PHONE (253) 537-9400 FAX (253) 537-9401 January 26, 2017 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report Three Residential Lots S 136th Street Tukwila, Washington P/Ns 1523049312 -1523049314 MGI Project P846 -T17 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed residential developments in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of three adjacent, equidimensional residential parcels located along the south side of S 136th Street in the Foster neighborhood of Tukwila, Washington as shown on the n enclosed Topographic and Location Map (Figure 1). The parcels are currently undeveloped, with each lot encompassing a total area of 0.19 acres. It is our understanding that the southernmost ± 26 feet of each parcel will be designated as wetlands, and will be left in its natural vegetative state throughout the course of development. Improvement plans involve the clearing/stripping of the three parcels, and the construction of a single-family residence within the confines of each residential lot. Page 1 of 12 0 D D a 0 a 0 0 0 0 0 0 0 0 0 0 0 0 Cary Lang Construction - Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on January 6, 2017. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Four test pit explorations (designated TP -1 through TP -4), advanced on January 6, 2017; •. Two grain -size analyses performed on soil samples collected from our subsurface explorations; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 TP -3 TP -4 South end of project area; contact between westernmost and central lots South end of project area; contact between easternmost and central lots Centrally, east side of easternmost lot Northeast corner of easternmost lot 8 10 3 3 The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and Migizi Group, Inc. Page 2 of 12 r r n r— n n Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. Summary logs of our explorations are included as Figures A-2 and A-5. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of three adjacent, equidimensional residential parcels located along the south side of S 136th Street in the Foster neighborhood of Tukwila, Washington. The parcels are elongated from north to south, extending approximately 130 feet along this orientation, and span ± 65 feet from east to west; encompassing a total area of 0.19 acres individually. The project area is located immediately southeast of the intersection of Macadam Rd S and S 136th Street, in a moderately populated residential area. The parcels are currently undeveloped, being bordered by developed residential sites to the east and west, and an undeveloped residential parcel to the south. The project area is gently to moderately sloped, generally descending from west to east at an average gradient of 15 percent. A total elevation change of approximately 20 feet is observed over the extent of the three parcels, with localized gradients becoming more gently sloped towards the easternmost of the three lots. The subject parcels are currently vegetated with a thick growth of tall grasses, blackberry bushes and other brush, transitioning to a mature woodland immediately to the south. During our site reconnaissance, we observed that the project area was utilized as a dumping ground for local residences; with occasional paint cans, rubber tires, buckets and other forms of refuse being encountered adjacent to test pit exploration TP -2. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. It is our understanding that the undeveloped parcel to the south is a designated wetland area, with preliminary improvement plans having the southernmost ± 26 feet of each lot being relegated for this purpose as well. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a surface mantle of sod/topsoil, underlain by native recessional outwash deposits and glacial till soils. Tukwila, and the larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tukwila area are either directly associated with, or have been physically altered by the Vashon glacial event. Outwash soils generally consist of variably n Migizi Group, Inc. Page 3 of 12 Cary Lang Construction — Three Residential Lots, S 136t'' St, Tukwila, WA January 26, 2017 Geotechnical Engineering Report P846 -T17 LJ consolidated sands and gravels deposited along meltwater streams/rivers during the latter end of a glacial event, during an extended period of ablation, and regression of glacial ice. Less commonly, recessional outwash deposits can be comprised of silty sand and silt, in instances where outwash channels become stagnant due to topographic conditions. Along the Puget Sound area, recessional 71 outwash is generally directly underlain by glacial till soils. Glacial till is typically described as being a compact, coherent mixture of gravel, silt, clay and sand -sized clasts deposited along the base of glacial ice during a period of localized advancement. This material is generally encountered in a compact relative consistency given the fact that it was overridden by the ice mass shortly after deposition. Fine-grained recessional outwash was encountered in all of our test pit explorations within one to two feet of existing grade. This material was typically heavily mottled, moderately consolidated, and comprised of silt. This soil group extended 6 to 8 feet below existing grade; being directly underlain by glacial till deposits. Glacial till soils, as encountered on site, consisted of dense, gravelly silty sand. In test pit exploration TP -1, the uppermost foot of glacial till deposits was more moderately consolidated; being highly weathered. Glacial till soils were encountered through the termination of our two deeper explorations (TP -1 and TP -2); a maximum depth of 10 feet below existing grade. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project site is mapped as containing Qvr, or Vashon-aged recessional outwash. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. n The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 7 3.3 Groundwater Conditions 7 L We did not encounter groundwater in any of our subsurface explorations, which extended to a depth of 10 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 121/2 to 15 feet below existing grade. Seasonally perched groundwater, however, will likely be encountered at shallow depths during extended periods of wet weather due to the poor permeability of site soils. We do not anticipate that groundwater will not be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions Based on our field observations and grain size analyses (presented in Table 2, page 5), it's evident that native soils consist of slowly permeable to relatively impermeable fine-grained soils within 2 feet of existing grade; extending to upwards of 8 feet below ground surface elevations. Underlying this material, we encountered glacial till soils, which extended through a minimum depth of 10 feet; the termination depth of our deepest subsurface explorations. This soil group is generally considered an impermeable surface by most stormwater design manuals. Migizi Group, Inc. Page 4 of 12 0 0 D 0 0 D a 9 0 9 0 0 0 0 0 D 0 0 0 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 The results of our soil grain size analyses are presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON-ORGANIC ONSITE SOILS Soil Sample, Depth p p % Coarse Gravel % Fine Gravel % Coarse Sand % Medium Sand % Fine Sand % Fines Dio TP -2, S-1, 3 feet TP-1, S-1, 3'/z feet 0 0 0 0 0.2 0 4.1 1.7 5.4 19.0 90.2 79.2 -- -- Given the geologic conditions present within the project area, we do not interpret full or limited infiltration as being feasible for this project. Site produced stormwater should be managed through dispersion, or other appropriate means. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: SS = 1.490 g SMS = 1.490 g SDs = 0.993 g Si = 0.558 g SMS = 0.837 g SDS = 0.558 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.49 g and Sa at a period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.99 g and Sa at a period of 1.0 seconds is 0.56 g. 3_6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. No saturated, poorly consolidated granular soils were encountered throughout the course of our test pit explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. Migizi Group, Inc. Page 5 of 12 j • Foundation Options: Foundation elements for the proposed residences should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads extending down to these soils. We anticipate that adequate bearing soils will be encountered within two feet of existing grade existing grade. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections for the proposed residences should bear on medium dense or denser native soils or on properly compacted structural fill at least 2 feet thick. We anticipate that adequate bearing soils will be encountered within two feet of existing grade. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). Cary Lang Construction - Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the three parcels, and the construction of a single-family residence within the confines of each residential lot. We offer these recommendations: Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. fi The following sections of this report present our specific geotechnical conclusions and ' recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4_1 Site Preparation r1 Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. I LJ Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Migizi Group, Inc. Page 6 of 12 -al fl Cary Lang Construction - Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface exploration indicates that the organic horizon can reach thicknesses of up to 24 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our exploration, we expect that site excavations will predominately encounter moderately consolidated silt, which can be readily excavated using standard excavation equipment. Dewatering: Our exploration did not encounter groundwater within its termination depth, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11 H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet- weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Recessional Fine -Grained Soils: Underlying a surface mantle of sod and topsoil, native soils were encountered; generally consisting of silt and silty sand. These soils are extremely moisture sensitive and will be difficult, if not impossible, to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. Migizi Group, Inc. Page 7 of 12 0 0 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils and vigorously surface compacted, or on properly compacted structural fill bearing pads that are at least 3 feet thick which bear on the soils just described. We anticipate that adequate bearing subgrades will be encountered within 2 feet of existing grade, within the fine-grained recessional outwash soils. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Migizi Group, Inc. Page 8 of 12 Cary Lang Construction - Three Residential Lots, S 136"' St, Tukwila, WA January 26, 2017 Geotechnical Engineering Report P846 -T17 ur Bearing Pressures: In our opinion, for static loading, footings that bear on moderately consolidated recessional outwash soils can be designed for a maximum allowable soil bearing pressure of 2,000 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site r,1 soils. L 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser native soils or on properly compacted structural fill at least 2 feet thick. F We anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. We "J offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic TAsheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. Migizi Group, Inc. Page 9 of 12 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA January 26, 2017 Geotechnical Engineering Report P846 -T17 4.4 Drainage Systems In our opinion, the proposed residences should be provided with a permanent drainage system to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that the residence be encircled with a perimeter drain system to 7collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the 141 surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. nSubfloor Drains: We recommend that subfloor drains be included beneath the new building. These L.-1 drains should consist of 4 -inch -diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than n20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4_5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Migizi Group, Inc. Page 10 of 12 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • . Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 11 of 12 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report u January 26, 2017 P846 -T17 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully. submitted, MIGIZI GROUP, INC. Zac L. Logan Staf Geologist Migizi Group, Inc. Page 12 of 12 James E. Brigham, P.E. Principal Engineer z 0 0 0 0 0 z 0 0 0 n 0 d z 0 0 0 oi n 0 122°20.000' 122°19400' W 122°18.000' W TOPOI map printed on 01/11/17 frorri 'Untfitettpoll 122°17.000' W 122016.000' W 122°15.000' W WGS84122°13.000' W IN rr xul 122°20.000' W 122°19.000' W 116/; 122°18.000' W 122°17.000' W 122°16.000' W o 3 iaoE IONEI 0 .~ 1000KTEBS Mapmai! TOPOI f2003Moral fist*(Rniitamilapt00iopo) 122°15.000' W WGS84 122°13.000' W z 0 0 0 0 0 z 0 0 0 N z 0 0 0 0 n Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 S 136th Street Tukwila, Washington P/Ns 1523049312 - 1523049314 Topographic and Location Map FIGURE 1 P846 -T17 Lf u W -E TEST PIT LOCATION TP -1 NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. PROJECT: S 136th St Migizi Group, Inc. Tukwila, Washington PO Box 44840 SHEET TITLE: Site and Exploration Plan Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com DESIGNER: CRL DRAWN BY: CRL CHECKED BY: CRL DATE: Dec. 2, 2016 JOB NO. P846 -T17 SCALE: NTS FIGURE:2 FILE: Fig2.dwg 0 0 a 0 D D 0 0 a a D APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 0 411.3.1 0 a 0 0 0 0 0 0 0 q ao z 0 z z z Z J MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE GW .."•' 1,44. i• -•b: WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF OR NO FINES GP off-,• °:t< p. sc: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES D. COARSE FRACTION IS LARGER THAN N0.4 SIEVE GRAVELS WITH GM o' o < M SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT OVER 15% FINES�Itt' �— { C CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAYGC MIXTURES SANDS CLEAN SANDS WITH LITTLE SW ':•:•:' WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP ::•••••••:: POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM•"' `•. '• *: •: .: SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES N0.4 SIEVE OVER 15% FINES• SC CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL j A INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVE LEANCLLYLAYS CLAYS, SANDY CLAYS, SILTY CLAYS, OL = — – ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH p INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH 4 INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH J_ ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ... ,, ., i, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value /r1 Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 11 Auger Cuttings TC Cyclic Triaxial A Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability Q Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA FigureA-1 MIGIZI t (Ilili GROUP 0 0 D 0 0 a Q 0 0 0 3 1 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448. Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NUMBER P846 -T17 DATE STARTED 1/6/17 COMPLETED 1/6/17 EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe LOGGED BY ZLL CHECKED BY JEB NOTES TEST PIT NUMBER TP -1 PAGE 1 OF 1 Figure A-2 PROJECT NAME Three Residential Lots PROJECT LOCATION S 136th Street, Tukwila, WA GROUND ELEVATION TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION AT END OF EXCAVATION — AFTER EXCAVATION — W 0.0 U_ =0 gO c0 MATERIAL DESCRIPTION 2.5 5.0 7.5 GB S-1 GB S-2 GB S-3 Sod and topsoil 0.8 SM 2.5 (SM) Orange/brown fine silty sand (loose, moist) (Recessional Outwash) ML 6.0 (ML) Blue/gray mottled silt (medium stiff, moist) (Recessional Outwash) Grades to Tight brown at 3.5 feet SM SM (SM) Light brown silty sand with some gravel (medium dense, wet) (Weathered Glacial Till) 7.0 8.0 (SM) Light brown silty sand with gravel (dense, moist) (Unweathered Glacial Till) No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. 0 0 0 0 0 a 0 0 a 0 a a v 0 0 0 0 Mw= 1111}, Migizi Group, Inc. TEST PIT NUMBER TP -2 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Telephone: 253-537-9400 Figure A-3 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME Three Residential Lots PROJECT NUMBER P846 -T17 PROJECT LOCATION S 136th Street, Tukwila, WA DATE STARTED 1/6/17 COMPLETED 1/6/17 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — o DEPTH o (ft) SAMPLE TYPE NUMBER ui c) u5. GRAPHIC LOG MATERIAL DESCRIPTION - - - - 2.5 GB S-1 _. :L�.." , , Sod and topsoil 2.0 ML (ML) Blue/gray mottled silt (medium stiff, wet) (Recessional Outwash) Grades to moist at 2.5 feet Grades to gray/brown at 5 feet 8.0 5.0 - 7.5 _ - - - _ - 10.0 GP '" ° �° (GP) Gray gravel with sand (medium dense, wet) (Recessional Outwash) 8.5 SM (SM) Gray silty sand with gravel (dense, moist) (Unweathered Glacial Till) 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. 0 D 0 0 o 0 Q 0 0 0 Q 0 11 0 0 0 0 0 Migizi Group, Inc. } PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction TEST PIT NUMBER TP -3 PAGE 1 OF 1 Figure A-4 PROJECT NAME Three Residential Lots PROJECT NUMBER P846 -T17 PROJECT LOCATION S 136th Street, Tukwila, WA DATE STARTED 1/6/17 COMPLETED 1/6/17 EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe LOGGED BY ZLL CHECKED BY JEB NOTES GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF EXCAVATION — TEST PIT SIZE AT END OF EXCAVATION — AFTER EXCAVATION — 1— cg ov 0.0 2.5 w 0 I -w w o. Qz co 0 U vi 0 aO 0 1.1 Sod and topsoil MATERIAL DESCRIPTION ML 3.0 (ML) Blue/gray mottled silt (medium stiff, wet) (Recessional Outwash) Grades to moist at 2 feet No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 3.0 feet. 1_ 7 7 1 Migizi Group, Inc. t( ? PO Box 44840 " ` lillli Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NUMBER P846 -T17 DATE STARTED 1/6/17 COMPLETED 1/6/17 EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe LOGGED BY ZLL CHECKED BY JEB NOTES TEST PIT NUMBER TP -4 PAGE 1 OF 1 Figure A-5 PROJECT NAME Three Residential Lots PROJECT LOCATION S 136th Street, Tukwila, WA GROUND ELEVATION TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION — AT END OF EXCAVATION — AFTER EXCAVATION — a. LC LU L v 0.0 w 0 �L w Z co vi 7 U_ _0 0 0 MATERIAL DESCRIPTION r 1.0 Sod and topsoil ML 2.5 3.0 (ML) Blue/gray mottled silt (medium stiff, wet) (Recessional Outwash) Grades to moist at 2 feet No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 3.0 feet. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D17-0067 / D17-0068 / D17-0069 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along S. 136`h Street and adjacent to 4801, 4807, & 4815 — S. 136th Street. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, traffic control, water service, storm drainage, undergrounding of power, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of , 2017. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that -L� i� /, �tC. is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath,sx4ed that he was authorized to execute the instrument and acknowledged it as the re S dei €• of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated 06 (OS /17 LAURIE A.WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 4 Aita /f -We 1/1(' Notary Public in and for the State of Washington residing at uLgu)\l My appointment expires a6/dcif( DATED this day of GRANTEE: CITY of TUKWILA/' By:ALG • Print Name: Its: Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING , 2017 On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Name: r L4 -e , e(fc NOTARY PUBLIC, in and for the State of Washington, residing at LO IIS My commission expires: May 16, 2017 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 2 COMBOSFR Permit Application Number D17-0067 MACADAM - LOT 2 - 4801 S 136TH ST Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - C DEPARTMENT: KC ELLIS at (206)-431-3677 if you have questions regarding these comments. • Complete a 2015 WSEC prescriptive form showing at least 3.5 credits. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D17-0067 '-4tA 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 May 04, 2017 0 City of Tukwila 0 Allan Ekberg, Mayor Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0067 MACADAM - LOT 2 - 4801 S 136TH ST Dear CARY LANG, Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. General Notes sheet 1 the codes references and tables refer to outdated 2012 Building, Mechanical and Energy codes. Many of the codes and tables have changed in each of the codes. Revised the sheet to reference compliance with 2015 codes. 2. The geotechnical engineers report is signed and stamped but did not have the expiration date indicated on the stamp. Please provide the stamp with the expiration included with the stamp. 3. Show the Guest/Den having an egress window. 4. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IFGC 304.5) Note: This permit plan review may not be complete as revised plans may require further corrections. PLANNING DEPARTMENT: Lindsay Brown at (206)-433-7166 if you have questions regarding these comments. • 1. Revise the construction permit application and separate the ADU square footage from the main house on page 2 "Detailed building information". Also revise the fixture counts; I counted 3 showers and 2 tubs/tub combos- there may be other errors. 2. Submit a revised sewer use certification indicating an application for 2 connections- one for the single family home and one for the adu. 0 0 • 3. Advisory: A rental license is required if either the main home or the accessory dwelling unit is rented. More information can be found here: http://www.tukwilawa.zov/departments/community-development/rental-housing/. • 4. Submit revised plans showing the temporary stockpile anywhere onsite outside of the wetland buffer. 5. The minimum roof pitch allowed for single family homes is 5/12. Revise and resubmit elevations reflecting the change. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D17-0067 61?(10.Snuthrpnter Rnulavard .Suito _ w-) 0279P Dl ,...... 7n4 A91 - r. __ -,nom AO 1 ,�.� PERMIT CHORD CO: PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0067 DATE: 05/19/17 PROJECT NAME: MACADAM - LOT 2 SITE ADDRESS: 4801 S 136 ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: A-112- 0 Building Division ig Public Works C Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/23/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/20/17 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: IPern:it Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 9ERMIT COORD COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0067 PROJECT NAME: MACADAM - LOT 2 SITE ADDRESS: 4801 S 136 ST Original Plan Submittal X Response to Correction Letter # 1 DATE: 05/12/17 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: kr Cy4-S13'17 Building Division Public Works Fire Prevention Structural L/* Awc S-t(rt 7 Planning Division ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/16/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 06/13/17 Notation: REVIEWER'S INITIALS: DATE: [Permit Center Use Only CORRECTION LETTER MAILED: 5-110-17 Departments issued corrections: Bldglg Fire ❑ Ping 0 PW 0 Staff Initials: V V� 12/18/2013 CPErtM1T =RD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0067 DATE: 04/03/17 PROJECT NAME: MACADAM - LOT 2 SITE ADDRESS: 4801 S 136TH ST. X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: N cd1212- 11 Building Division Public Works li inn MO #111 Fire Prevention Structural l_NB Cove 41$17 i09 Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 04/04/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 05/02/17 n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only H -DepCORRECTION LETTER MAILED: S' -H- Departments artments issued corrections: Bldg' Fire ❑ P1ng' PW ❑ Staff Initials: _it 12/18/2013 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Response to Incomplete Letter # Plan Check/Permit Number: / 0 6 Ms Response to Correction Letter # 2- 0 Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: l 1 Gl C(� ' Z Project Address: 6 / 5 13 6 /1- Contact Person: CG.il l G, ti 1 Phone Number: 2-0 6-- '23 6 Summary of Revision: J S�ow�n Fwe`-(5 C✓2ecf1. RECEIVED Cfl Y OF TUKWILA MAY 19 2017 PERIVIIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W;\Fermit Center \Templates\Forms\Revision Submittal Fornadoc Revised: August 2015 0 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670. Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accep`ed through the mail, fax, etc. Date: .5-"jap Plan Check/Permit Number: D 17-0067 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Macadam — Lot 2 Project Address: 4801 S 136 St %��6- �3- 05 5 Contact Person: ay ��/r "i Phone Number: Summary of Revision: R p ».- -j-o 6. y it �,d y Aesvolecr.S it) or -e-5) ; c1; Aij I tnec% •we,- code °Wed 1- iv CaAvo lIence Lu. d ?O4S c ed es p leg s..e re -A 10 Sw i i �, - �f 1Z CopEes 0 (-,c0�Lh ,L te,•*PA �pi9Fe- v5'c asv r v� - Aractr:Uldl 3 05 res s c✓> oras ka Fed p 1 e''t e geln. 4--o f14.2-€412- * I/ . 2 -*I/ 0 para,- Ili,- cein 4w4Tt�N cc€JG( Del r- 0 4"-js "c C#.47‘T Z (p /Iuv trry O pv-.1-tweN4-j cafe -I GT,, ti ✓ per, taw -4' h, es ir ae r✓ 4 thWail CLcvc/ F4, -r rt C.e it Sheet Number(s): a o r -v ii- °C 5 (tea 4- p f ' 1446 i t-- Gh x 4 •'v S//2 -p (J "Cloud" or highlight all areas of revision including date of revision 6,2,. S k5 5 cr'" kidil_ RECEIVED CITY OF TUKWILA. MAY 12 2017 PERMIT CENTER Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on \applications\forms-applications on Zine\revision submittal Created: 8-13-2004 Revised: 206- 23.56531 '' Q,1 5; /36 7-QtAii)14t_1 3460 S 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 Re c,# 0031 Oct CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Commercial: $ 100.00 Residential: $ 50.00 Ot Certificate of Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A:0'0,6e Completed By/Applicant ) Purpose of Certificate: Building.;Per:mit 0 Short Division ,( Preliminary Plat or PUD D Rezone 0 Other _ Proposed Use: D Commercial -Residential Single Family ID. Residential'Multi-Family Applicant's Name . Property Address t Other Phone Number Tax Lot Number Legal Description (Attach Map and legal Description if Necessary ); /52-30113/L 1. OR . rt B: (To be Completed by Sewer Agency ) a. A Sewer Service wiil'be provided by side sewer connection only to an existing (6 size sewer feet from the site and the sewer system has the capacity to serve the proposed use. 0 b. Sewer service will require an improvement to the sewer system of: © (1). ( feet of sewer trunk or lateral to reach the site; and/or 0 (2) The construction of a collection, system on the site and/or 0 (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR 0 b. The sewer system improvement will require a sewer comprehensive amendme CEIVED 3. C a. The proposed project is within the corporate limits of the District, or has been grannted Bou dart' Review Board approval for extension of service outside the District. MA 0 2017 OR 0 a. Annexation or BRB approval will be necessary to provide service. PERMIT CENTER 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ I,.4'o3?-oo1 SFC: $ Unit: $ (Subject to Change on January 1st) 55 Permit $ /00 . 'o 0 Total $ 4//33. co I c7 , c✓�^y /GCS Either a in • County/METRO Capacity Chars SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: c. Other \ft] Required 0 May be Required I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By Title Date 3/f / 2017 2 ATTACHMENT TO VALLEY VIEW SEWER DISTRICT • CERTIFICATE OF SEWER AVAILABILITY/NONAVAILABILITY The following termand conditions apply to th:e attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the Xing County Department of Development and Environmental Services, King County Department ofPublic Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party benefitiary principles or otherwise. 2. This Certificatecreates ho contrattual relationshipbetween the DiStriCt.andtheapplicant and fts successorsand assigns and dos not.onsttute and rnayirrot be relied vents the Districts guarantee that sewer service will be available at the time theapplicant may apply to the District such service,. • . 3. . As .ofthedate of theDistrict's,signature,on thisCertifitate, the District represents that sewer service is available to the Property through sewersystems that exist orthatmay be extended by theapplicant. The District makes no other representations, express or implied, including without limitation that the applicant will be .able to obtain th:e necessary permits, approvals and authorizations from.King County, City &Seattle, City of Tukwila, City of Butien, City of Seatac or any other govemmentaiage.ncy before. the applicant an utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend'the'DistriCt't sewer system toprovide sewer service torthe•P roperty, 'the District or applicant :May be required obtain from the appropriate -governmental agency the necessary permits, approvals and .authorizations. in addition, the governmental agency may .establish requirements that must 'be satisfied as a condition of granting any such 'permits, approvals or authori2ations, which maymakeimpractital or impossible the provision -of sewer servitesto the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge•that 1. have received.the Certiikate. of Sewe Availability/Non -Availability and this attachment and fultrunderstand ..theterrns and conditions herein.. Applicant's signature Date Reset Form Print Form Ci of Tukwila L:EK11N'1CA1'E Ol+' WA'I"EK Depart. ent of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov AVAILABILITY PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): 96®/ 5 136. s r 14 -k 2 -o / 62- 304/ / 2 Owner Information Agent/Contact Person Name:/ / �, � y+�G _ Name: j �%� � Z --Cc hi Address:24e-is,,- 2y:, nvc 5-..1.-4,-&414. Address: Phone: 6_4f23 ""SQS 5 Phone: 206_ A1/2-3 S-c��s-. This certificate is for the purposes of: Residential Building Permit . Commercial/Industrial Building Permit ❑ Preliminary Plat D Rezone Estimated number of service connections and water meter size(s): tl it ❑ Short Subdivision 0 Other Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): Owner/Agent Signature 3/f//.7— Date Part B: To be completed by water utility district 1. The proposed project is within 2. No improvements required. i) w—LIA /Krptcr (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to minimum flow requirements of the project before connection and to meet the State cross connection control requirements: eet the (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water c be provided and will be available at the site with a flcR la , m at 20 psi residual for a duration of 2 hours at a velocity of �j fps as documented by the attached catu a its®F T U kC WL A 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. PERMIT CENTER MAR 3 9 2667 System is not capable of providing service to this project. I hereby certify that the above information is true and correct. u-k-oprei kart C A ( etsrrzc it125 INt.Pr113A 1E ( Agency/Phone _ 24 2 s et 54 By t�r+,r_ Date Exams(ii.-1$� 0 0 Att a= h'meto Certificate of Nater Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate"). 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative Date RECEIVED Date d iTY OF TUKWILA MAR 3 0 2017 PERMIT CENTER CARY LANG CONSTRUCTION IT' Hume Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries 0 Search L&I Page 1 of 2 A -Z Index Help My L&I Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. CARYLCII01OF Effective — expiration 09/06/1990— 09/26/2018 Bond ................. DEVELOPERS SURETY & INDEM CO Bond account no. 796451C Active. Meets current requirements. $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance ............... _.............. INTERNATIONAL INSURANCE COMPAN $1,000,000.00 Policy no. IG06C004381-00 Received by L&I Effective date 09/01/2016 09/10/2015 Expiration date 09/10/2017 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 6/5/2017 CARY LANG CONSTRUCTION INC No L&I tax debts are recorded for this contra license during the previous 6 year period, but some may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 582,910-00 ................................. Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported Account is closed. N/A L&I account representative T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@Ini.wa.gov Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 ©Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 6/5/2017 Layout Name: Layoutl Han Phan E a 0 Ln 0 N N 0 S. 136TH STREET 1) s ' CI s ._._/ p m raj V i I 2 80 1 76 74 1444 N01 °06'29"E , • 1 1 1 i i 1 1 1 1 1 1 1i 1 1 , 1 1 I 1 1 1 , 1 1 1 j i INSTALL't1CONSTRUCTION ENTRANCE \ PER DETAIL THIS SHEET , ,t , \ . • 1 11`'1 fY it • r•. • ' PP 111 V HVF • '•il O T r' 8,444.6± S.. i1 t oI.{j': ....I ,' r; '- VA7 e/ OHP....._., YY ... yPlr ; ,l...,,,�y✓ .... ,.,, J.1 .._.. j r`' Y ` li,a� / :fir\✓ .0 (-• -. Y )-1' 1i/ 11 <i)J F ms/1 I! S.) � 4i 1 -\,x.11 ,1 < " 1. 'i {{II ,,,,1--,:).„,,_ t, li ,t 1�,- � ,-, .r.,ti"-(- :,.2.t.„ ;'/ :'\ � f � I Y r `"i\ -i ri'y f 65.71' TEMPORARY ST'OCKPELE COVER WITH PLASTIC PER DETAIL THISY,SHEET HVF t 1f • OHP INSTALL SILT FENCE PER DETAIL THIS SHEET f tl HVF INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01. SEE DETAIL THIS SHEET -N88633152"W 65.71' • 1;//' LEGEND 0 Know what's below. CaII before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. er it PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE PROPERTY CORNER LE COPY Plan review approval is subject to errors and on isslons. Approval of cons'r u 'tion documents doss not authorize the violation of any ado ted code or ordinance. Re ipt of approved Fioid C+!,nand condition is acknowledged: By: Date: !� S City of Tukwila BUILDiNG DIVISION REVISIONS I No changes shell be made to the scope of work without prior approval of Tukwila Eu!cling Division. NOTE: Revisions wiii require a nSW plan submittal end rriay ino! ed9 c!ditoi1C i p:2.n review fees , DRAWN BY: BILL BERENS 2.2 WOOD POST FENCING MATERIAL STAPLE TOP TIE SELF-LOCKING TIE •- NYLON 6/8 (MIN. GRADE), 50# MIN. TENSILE STRENGTH, UV STABILIZED FENCING MATERIAL 11111117 --- STEEL 7 f 1� HIGH DENSITY POLYETHYLENE OR POLYPROPYLENE MESH, AND SHALL BE UV RESISTANT, ORANGE COLOR 1' - 0" MIN (DEEPER FOR UNSTABLE SOIL) (DESIRABLE) TYPICAL SECTION STEEL T -BAR POST SELF-LOCKING TIE - NYLON 6/6 (MIN. GRADE), 50# MIN. TENSILE STRENGTH, UV STABILIZED ENVIRONMENTALLY SENSITIVE AREA BOUNDARY 2.2 WOOD OR STEEL T -BAR POST 6' - 0" MAX. NOTE 1. 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'mono== R•-------t�—•--- -----1.14 ---. 1. --- —'--- ----------..1--- 1.151 1111R11RR11--11�IRIimot mill RIRono.-14114:im —1.1-- RR1,.wommom�IR 141414ww,,•.,-..111414: seaMUM OM 1 sem------------•--==:;;-=—s'. — — .. --,---moa -------,-- WIN4=A11R Rl-. _— 0!MR—.—-.--1111R1R1-1141-11000-1-,.1- Wig 1-1f.1-.141--.—JIIR- mo-- .----a—s —s mos--,s—s— R.--- --!� .. s— moss'•--mo--sNMI ----.s-- MINIM 11_1111111=1. ,B111011111111,111111111M11 IM•11.1.11111111•01 M.. 11111$11•1.111- 11111111.1111 lIZIMMIN111111101111111=11.1111111111.11111MIN =UM MN MIN =PIM INN MN M1E11..11111 vvvvjJ\vvvp�\iwv\vv'. •,•vVv •vv�\V•p gM��% ELEVATION 114 �E PROTECTED AREA nu. G ISOMETRIC WORK AREA VERTICAL POST ELEVATION FENCE ON SLOPE STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MARK W, MAURER CERTIFICATE NO. 000598 THIS FLINGS NOTA LEGAL ENGWEERY:G DOC. hen, 1111ONEL TRGWC LIMIGTE. THE NFREATPW. SAiNEO BYTHE AIEOEENANO APPROVE°Fa FIlliLIGTION.LSNEP TON FRE AT TIE WASHINGTON STATE DENIM NEAR. TRANSPORTATION A COPY WY BE OB rAINE° UPON REQUEST HIGH VISIBILITY FENCE STANDARD PLAN 1-10.10-01 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Pasco Bakotich 111 08-11-09 STATE DESIGN ENGINEER DATE Washington Slats Department of Transporlolion SEPARATE PERMIT REQUIRED FOR: I 'Mechanical IElectricai I umbing bU Gas Piping Citytof Tukwila BUIL f)IhIJG DIVISION CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT 100' MIN. INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS These plans have been reviewed by the Public ` ti %arks Department for conformance with current City st.andards..A.cceptance is subject to errors and omissions which do not authorize violations of NOTES: adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED 10.0' MAX. c:NOtt TOE IN SHEETING IN MINIMUM 4"X4" TRENCH o2 PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE �25' MIN. GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. 11 11 11 11 -71 11 1141 6 MAX. 6' M POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT 11 z 2 0 N z_ 2 (V FILTER FABRIC UNDISTURBED GROUND BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAI ECEIVED F TUKWIL;A. MAR 3 0 2017 PERMIT CENTER PER 2016 KCSWDM FIGURE C.3. SCALE: NONE 1111111111S 1441114 REFERENCE SHEET NO. C1 SHEET 1 OF 2 SHEETS co J Q EL W D O z z J 0 CDLU tv c co J t0 o < cnrn its n CCI).,) N N 0i N N l�0 0 N ISSUE DATE 0 z z t7 0I E DESIGNED BY: CHECKED BY: PROJ. MNGR: REVISION DESCRIPTION REVIEWED FOR CODE COMPLIANC APPROVED MAY 2 5 2017 42-* City of Tukw la BUILDING DIVISIO ci I -71 11 1141 6 MAX. 6' M POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT 11 z 2 0 N z_ 2 (V FILTER FABRIC UNDISTURBED GROUND BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAI ECEIVED F TUKWIL;A. MAR 3 0 2017 PERMIT CENTER PER 2016 KCSWDM FIGURE C.3. SCALE: NONE 1111111111S 1441114 REFERENCE SHEET NO. C1 SHEET 1 OF 2 SHEETS co J Q EL W D O z z J 0 CDLU tv c co J t0 o < cnrn its n CCI).,) N N 0i N N l�0 0 N ISSUE DATE 0 z z t7 0I E DESIGNED BY: CHECKED BY: PROJ. MNGR: REVISION DESCRIPTION REVIEWED FOR CODE COMPLIANC APPROVED MAY 2 5 2017 42-* City of Tukw la BUILDING DIVISIO ci Layout Name: Layoutl 0 s 0 0 0 Mar 27, 2017 — 7: 21 pm — S. 136TH STREET 'THICKENED Kt:.N'1: D ! DGE 03 Fi SP, --IAL r. { TRENCH & PATCHING TER CITY OF TUKWILA STD. • ASPHALT l4 O cc 0 M PP EX. FIRE HYDRANT `, NEW 1'" WATER METER (Bl( WATEIk DISTRICT;#125) (PERMIT REQU)RED) i EX. 6"SID,E \ SEWER • •. NEAT SAWCUT LINE 23; LF 1 SERVICE S8'8°33'52"E .....-- 01•iP .. _ EX. WATERMAIN —i!°s` w y% w CONSTRUCT 29' WIDE DRIVEWAY\APPROACH (3"CLASS B',ASPHALT OVER 6" CSBC) I EDGE (.) `; ASPHALT { Os' • • • 6 • • OHP i'V r.l UTILITY TRENCH (POWER, TEL & CATV) FOUND ND 9 /2" R03 A? & /CAP (7,77 n 77777 r 2'W x 15'L x 2'D,' GRAVEL STRIP PER DETAIL 2 • co n CONSTRUCT 4' HIGH 3RAVITY BLOCK WAtLL . WDI e D• . e D•• D.. r D e 6 I • . FTDR GARAGE=76.00 rN� 48 LF4" SIDE SEWER @ 2.60% (VALLEY VIEW SEWER DISTRICT PERMIT REQUIRED) 5' MIN. 4" WALL FOOTING DRAIN @ 1.00% MIN. ROOF OVERHANG EL= 83.46 „ 1.n 82 7 INSTALL 3' HIGH SPLIT RAIL FENCE W/ SIGNAGE (ONE SIGN) SEE DETAIL 1 78 L)1, /0 4c ^ PROPOSEQ SINGLE FAMILY RESIDENCE FFE=78.00 1 N01 °0629"E m m J1 y IL L_ CB OR AREA DRAIN RIM=80.50 E (N)=78.50 IE (S)=78.40 5L 4" PVC ROOF DRAIN COLLECTOR @ 1.00% 10 LF' 6" PVC SD @1.00% r T ElTIT1-[ t O lQlll�ltPtt it .11111.1-144-141111 "Yf l l l l l l l l ld l l .l1l,L .l.l4l l_ ---.-111111111111<t. .111111 111 .111111 111 .11llllllll .1111111111111 .1111111111111.,1 .11111111111.1'11 1 1 1 1...1..1.-1-}-11 "1 1 1 1 t„• FTDR DR 5 LF 4" PVC FOOTING DRAIN COLLECTOR @ 2,00% ,00 N01 °06'29"E (Po_ L_- --� ----+ 4 771, 1T11 O t0 40' AA_ Ci { CONSTRUCT 25' LQ BASIC ROOF DISPERSION TRENCH ,r` PER DETAIL 3 r -N88°33`52"W 65.71' IS• 1. "L A((.5GfD W.t /LA! D A 0 •x, 1 0 0 CB OR AREA DRAIN RIM=73.001/ IE (NW)=71.00 IE (S)=74.90 6LF6"PVC SD @ 1.;00% O 0 0 O 0 0 0 0 CONSTRUCT DRYWELL FOR FOOTING DRAIN (4'W x 4'L x 4'D) PER DETAIL THIS SHEET LEGEND PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE ROOF OVERHANG LINE 0 PROPERTY CORNER 4” CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE PROPOSED DRYWELL & DISPERSION TRENCH PARCEL NUMBER 1523049312 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP DRYWELL & DISPERSION TRENCH 5' MIN. FROM PROPERTY & 13' MIN. FROM HOUSE FOUNDATION. DRYWELL FILLED WITH 3/4" - 1 1/2" WASHED GRAVEL SMALL CB OR YARD DRAIN PLAN SCALE: NONE 0 OBSERVATION PORT TOPSOIL 1,,1:r1r6I':tt.l_l...!,f,,,�,.„ :. '.IIU: EARTHWORK VOLUME ESTIMATES: FLOW SMALL CB OR YARD DRAIN MIN. 4" DIA. PIPE LOCATION CUT (CY) FILL (CY) SITE & FOUNDATION 120 90 Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. le. a®ori ati.. ,.. io CRITICAL AREA SIGNAGE SCALE: NONE 2' GRAVEL STRIP CONCRETE DRIVEWAY WASHED ROCK 3/4" -1 Y2" GRAVEL STRIP DETAIL SCALE: NONE FOR MORE SOIL INFORMATION, SEE JANUARY 26, 2017 GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 GEOTEXTILE rlf.: r`!ir!!;i MIN. 1' OR 3' ABOVE SEASONAL HIGH GROUNDWATER ELEVATION AND HYDRAULICALLY -RESTRICTIVE MATERIAL DRYWELL DETAIL SCALE: NONE IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,931 SQ. FT. (INCLUDING OVERHANG) WALKWAY / PATIO 24 SQ. FT. DRIVEWAY 638 SQ. FT. TOTAL 3,593 SQ. FT. 3,593 / 8,444=0.4255 X 100% = 42.55% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,931 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,931 SQ. FT. 2,931 / 8,444=0.3471X 100% = 34.71% MAX. BUILDING COVERAGE FOUNDATION CLEAN OUT WYE FROM PIPE 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL • :.:.PROVIDE 12" MIN COVERAGE c?. WITH CLEAN 1 1/2" - 3/4" • 'WAS•HED ROCK SEE PLANS A END CAP OR PLUG 6" RIGID PERFORATED PIPE @ 0.0% NOTCHED GRADE BOARD A 5.0' MIN O • s ROOF DRAIN \__6" SOLID PIPE @ 1.0% MIN. CATCH BASIN OR AREA DRAIN WITH SOLID LID EXISTING GROUND — %-i-ER FABRIC (MI:R.AFI 100X OR EQUIVALENT) /,7i.,774<-' PLAN VEW NTS ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK BEND IF NEEDED 4" SOLID PIPE FINE MESH SCREEN ELEVATION VIEW NTS GALVANIZED BOLTS 30" 6" RIGID PERFORATED PIPE LAID LEVEL WASHED ROCK 3/4" - 1 1/2" 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE 4" X 4' FILTER FABRIC SUPPORT POST SECTION A -A NOTES: 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 3. SUPPORT POST SPACING AS REQUIRED BY SOIL CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. r18" o.c. 2" GRADE BOARD NOTCHES ROOF DISPERSION TRENCH DETAIL SCALE: NONE APPR:OVED APR 0 5 2017 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA PERMIT CENTER 00 V7 REFERENCE SHEET NO. C2 SHEET 2 OF 2 SHEETS 1 o FH co (i) ci) < o 0 c(.43 cn z cr) 0 0 w z LU ei .?3 5 co co co CLI CD I- CNI ISSUE DATE 0 2 8 DESIGNED BY: a. co H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION C DE CCMPLIA APP OVED CE MAY 2 5 1017 • Ci y of Tukwil on RAL s BUILDING CODE:2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 15 PSF WIND LOAD = 85 MPH WIND SPEED, EXPOSURE "B" WIND LOA = 110 MPH WIND SPEED, EXPOSURE "B" PER IBC SOIL SITE CLASS "D" CONSTRUCTION TYPE: V OCCUPANCY GROUP: R-3 CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ALL OMISSIONS AND/OR DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING WITH WORK DIMENSIONS TAKE PRECEDENT OVER SCALED DRAWINGS. DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR 46 A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I -JOIST/BEAM MANUFACTURER PLANS. - MANUFACTURED TRUSS DESIGNS AND LAYOUTS - HVAC SYSTEMS DESIGN 7 ELECTRICAL PLANS 4 SPECIFICATIONS (IF REQUIRED) SI WOR GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 15" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE TIOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH I/4'x3"x3" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8" DIAMETER AT 6'-0" O.C. U.N.O. WITH MIN. 1" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS CARP GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(1) GYPSUM WALL BOARD ATINTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE 81023.5 ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. PER IRC 3113, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER. 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NPS) Sd COMMON (0.131' DIA., 2-1/2' LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.145' DIA., 3' LONG) 10d BOX (0.128' DIA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), lbd SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.056' DIA., 1-5/8' LONG ), 6d COOLER (0.092' DIA., I -1/S' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE: THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HF *2 - Fb=850 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi HF *2 - Fb=850 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi BEAM DF -L *2 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi DF -L *2 - Fb=815 psi, Fv=110 psi, Fc=600 psi, E=1300000psi 6X OR LARGER STUDS HF *2 - Fb=850 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi DF *2 - Fb=900 psi, Fv=130 psi, Fc=1350 psi, E=1600000psi 2X4 2X6 OR LARGER POSTS HF *2 - Fb=515 psi, Fv=140 psi, Fc=515 psi, E=1100000psi HF *2 - Fb=515 psi, Fv=140 psi, Fc=515 psi, E=1100000ps1 PF -L *1 - Fb=1200 psi, Fv=110 psi, Fc=1000 psi, E=1600000psi 4X4 4X6 OR LARGER 2'X6 OR LARGER GLUED -LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 165 P51, Fc = 650 P5I (PERPENDICULAR), E = 1,800,000 P51. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION RETORT_ BEAMS DESIGNATED AS "PSL" Fb = 2,900 PSI, Fv = 290 PSI, Fc BEAMS DESIGNATED AS "LVL" Fb = 2,600 P5I, Fv = 285 P5I, Fc BEAMS DESIGNATED AS "LSL" Fb = 1,100 PSI, Fv = 400 PSI, Fc SHALL HAVE THE MINIMUM PROPERTIES: _ 150 PSI (PERPENDICULAR), E =..2,000,000 PSI. SHALL HAVE THE MINIMUM PROPERTIES: = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. SHALL HAVE THE MINIMUM PROPERTIES: = 880 PSI (PERPENDICULAR), E = 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/450, FLOOR TOTAL LOAD MAXIMUM = L/240. WINDOW INSTALLATION WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. CAF TRV (CO II E) PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED DESIGN PROFESSIONAL AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS.. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16" SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING 51-1ALL BE ed COMMON a 6' O.C. a PANEL EDGES AND 12' O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMOM AT 6' O.G. 9 PANEL EDGES AND 12' O.G. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. I\SUI 4TIC\ 4\E) MO1ST R. TROT 0 IC\ GENERAL MAINTAIN I" CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6?" ABOVE BATT INSULATION. INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNFACED BATTS - USE 4 MIL POLY VAPOR. RETARDER AT EXTERIOR WALLS FR' -10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS:' 1. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC 8302.1.103, SHALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. A GROUND COVER QF 6 MIL (0.006") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID; OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A .MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF -FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN I-1/8" (2S mm) OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DOO NOT REQUIRE ADDITIONAL FLASHING± JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIAL. 2_ AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY .CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALI-PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF UJOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. -0 DATLO W4T RFR00I 1 \G 4 D4MF 00 G D AMFROOF INC EXCEPT WHERE REQUIRED BY SEC. 8406.2 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPROOFED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LASS THAN ' PORTLAND GEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. PARGING SHALL BE DAMPROOFED IN ACCORDANCE WIN ONE OF THE FOLLOWING. I. BITUMINOUS COATING 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3. g' COAT OF SURFACE BONDING GEMENT COMPLYING WITH ASTN G 851 4. ANY MATERIAL APPROVED FOR WATERPFOORING IN SEC. 84062 5.OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL 15 APPROVED FOR DIRECT APPLICATION TO THE MASONRY. =0 \D4 10\ 4 ED 4MF 00 WATERPROOFING W4T \G RFROO (C0\ I\ D) IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE TOP OF FOOTING TO FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. 1. 2 -PLY 140T MOPPED FELT 2. 55 POUND ROOF ROLLING 3.6 -MIL POLYVINYL CHLORIDE 4.6 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT 6. 60 -MIL FLEXIBLE POLYMER CEMENT 1. g' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING S. 66 -MIL 5OLvANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLVANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS 16 PERMITTED. COLD -SETTING ASPHALT OR NOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. DOORS; \ -TS GENERAL ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE MINIMUM NET CLEAR OPENING OF 5.1 SQ. FT. WITH MINIMUM NET CLEAR OPENING WIDTH OF 20' AND MINIMUM NET CLEAR OPENING HEIGHT OF 24". FINISHED SILL HEIGHT SHALL BE MAXIMUM 44' ABOVE FLOOR, MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM CF THE CLEAR OPENING WINDOW FLASHING TO BE FASTENED PER IRC CODE 103.8 WINDOW GUARDS ARE REQUIRED PER IRC 312.2 SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION R305.4 : SIDE HINGED DOORS EXCEPT JALOUSIES SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI -FOLD CLOSET DOOR ASSEMBLIEOIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8302.11.13 LOOSE -FILL INSULATION OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE IS LESS THAN 60" ABOVE MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM 1. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. 2. GLAZING UJ/ THE EXPOSED EDGE WITHIN A 24" ARC OF EITHER VERTICAL EDGE 3, STORM DOORS 4THE WALKING SURFACE 5_ GLAZING GREATER THAN 9 S.F. AND LESS THAN I5" ABOVE FINISHED FLOOR ,,.GLAZING IN GUARDRAILS 1. GLAZING LESS THAN 18" ABOVE FINISHED FLOOR 8. STAIRS AND RAMPS ADJACENT WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36' ABOVE THE PLANE OF ADJACENT WALKWAY SURFACE OF STAIRWAYS LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDER A HAZARDOUS LOCATION. PER IRC 8305.4.6 DO JS 4 \D 5‹"L IG M1-AWA\ICAI HEATING EQUIPMENT ALL WARM -AIR FURNACES 514ALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND . BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 15 INCHES ABOVE THE FLOOR LEVEL. VENTILATION: SOURCE SPECIFIC EXHAUST VENT 4 FAN EFFCIENC,I' REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET COMPARTMENT, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS PRODUCED. (IRC M 1507.4.) FAN EFFICIENCY FROM 1UAC51-I1R-TABLE 8403.5.1 MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS: EVERY FACTORY BUILT CH MNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, 2. IGH II G WSEC SECTION R404- LIGHTING EQUIPMENT 404.1 LIGHTING EQUIPMENT: A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. 404.1.1 FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT LIGHTS. SOS I I\G 0= Cl RTII-ICAT� WSEC R40I.3 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS . TIE CERTIFICATE SHALL LIST TIE PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWLSPACE WALL AND/OR FLOOR), AND DUCTS OUTSIDE TIE CONDITIONED SPACES, U -FACTORS FOR FENESTRATION, AND THE SOLAR NEAT GAIN COEFFICIENT (81 -IGC) OF FENESTRATION. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE 514ALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED IN SECTION R403.2 WSEC, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. T1 T ROOM OT 1. WHERE T1 -4E EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING. SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. INTEGRATED WHOLE HOUSE VENT SYSTEM INTEGRATED 24 HR WHOLE HOUSE VENTILATION SYSTEM. * USING A SUPPLY FAN W/ MANUAL 4 MOTORIZED DAMPER. FAN TIMER EXTERNALLY LOCATED ON THE SIDE OF FURNACE OR GARAGE WALL. 220 CFM REQUIRED W/ A RUN TIME OF 8 HRS. MIN. FAN MUST OPERATE AT LEAST ONCE EVERY THREE HOURS 50 VENTILATION EFFECTIVENESS CAN BE 1.0 * 5" SMOOTH WALL PIPE (OPERATION DESCRIPTION TO BE PROVIDED PER M15013) SYSTEM TO BE TESTED AT FINAL INSPECTION 4 LABELED DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC. 8403.2 BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. 402.4.1.2 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WHEN REQUIRED BY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED IN THE PRESENCE OF DEPARTMENT STAFF. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON TI -4E CERTIFICATE REQUIRED IN SEC. WSEC 8401.3 2015 WASHINGTON STATE ENERGY CODE - TABLE 402.1.1 INSULATION AND FENESTRATION REQUIRMENT BY COMPONET CLIMATE ZONE 5 4 MARINE 4 - 1-IEATING BY OTHER FUELS FENESTRATION U-FACTORWALL BATHROOM - UTILITY ROOM5 KITCHENS IN-LINE FAN INTERMITTENTLY OPERATING 50 CFM 100 CFM >1 CONTINUOUS OPERATIONS 20 CFM 25 CFM 60 AIR FLOW RATE MINIMUM (CM) 10 90 ANY ANY MINIMUM EFFICACY (CFM/I.UATT) 1.4 CFM/WATT 1.4 CFM/WATT 2B CFM/WATT 23 CFM/IUATT AIR FLOW RATE MAXIMUM (CFM) >90 ANY ANY ANY EVERY FACTORY BUILT CH MNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, 2. IGH II G WSEC SECTION R404- LIGHTING EQUIPMENT 404.1 LIGHTING EQUIPMENT: A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. 404.1.1 FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT LIGHTS. SOS I I\G 0= Cl RTII-ICAT� WSEC R40I.3 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS . TIE CERTIFICATE SHALL LIST TIE PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWLSPACE WALL AND/OR FLOOR), AND DUCTS OUTSIDE TIE CONDITIONED SPACES, U -FACTORS FOR FENESTRATION, AND THE SOLAR NEAT GAIN COEFFICIENT (81 -IGC) OF FENESTRATION. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE 514ALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED IN SECTION R403.2 WSEC, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. T1 T ROOM OT 1. WHERE T1 -4E EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING. SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. INTEGRATED WHOLE HOUSE VENT SYSTEM INTEGRATED 24 HR WHOLE HOUSE VENTILATION SYSTEM. * USING A SUPPLY FAN W/ MANUAL 4 MOTORIZED DAMPER. FAN TIMER EXTERNALLY LOCATED ON THE SIDE OF FURNACE OR GARAGE WALL. 220 CFM REQUIRED W/ A RUN TIME OF 8 HRS. MIN. FAN MUST OPERATE AT LEAST ONCE EVERY THREE HOURS 50 VENTILATION EFFECTIVENESS CAN BE 1.0 * 5" SMOOTH WALL PIPE (OPERATION DESCRIPTION TO BE PROVIDED PER M15013) SYSTEM TO BE TESTED AT FINAL INSPECTION 4 LABELED DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC. 8403.2 BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. 402.4.1.2 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WHEN REQUIRED BY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED IN THE PRESENCE OF DEPARTMENT STAFF. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON TI -4E CERTIFICATE REQUIRED IN SEC. WSEC 8401.3 2015 WASHINGTON STATE ENERGY CODE - TABLE 402.1.1 INSULATION AND FENESTRATION REQUIRMENT BY COMPONET CLIMATE ZONE 5 4 MARINE 4 - 1-IEATING BY OTHER FUELS FENESTRATION U-FACTORWALL CEILING ABOVE GRADE WALL BELOW GRADE MASS WALL FLOOR SLAB ON GRADE >1 <1500 VERTICAL OVERHEAD 60 15 90 1500-3000 45 60 030 030 R-49 R-21 R-10/15/21 R -21/21H R-30 R -I0 120 4501-6000 15 90 TB 120 135 2' DR/4 RAT CC \TRO THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT 51-IALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERTURE WSEC SEC. 403.1 STOFF 1 \G 4 r1R LOC<1 INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. TABLE M1501.33(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS FLOOR AREA BEDROOMS (FT2) 0-1 2-3 4-5 6-1 >1 <1500 30 45 60 15 90 1500-3000 45 60 15 90 105 3001-4500 60 15 90 105 120 4501-6000 15 90 105 120 135 6001-1500 90 105 120 135 150 >1500 105 120 135 150 165 DRILI 1 G AND \0ICIII 31 DS. R602.6 DRILLING AND NOTCHING STUDS. DRILLING AND NOTCHING OF STUDS 51-IALL BE IN ACCORDANCE WITH THE FOLLOWING: NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTHCED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40 PERCENT OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60 PERCENT THE HOLE IS NO MORE THAN 5/8 INCH (16mm) OF THE STUD WIDTH, THE EDGE OF TO THE EDGE OF THE STUD, AND T1 -4E HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40 PERCENT AND UP TO 60 PERCENT SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R02.6(l) AND R6,02.6(2). -EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRAFTSTOPPING WHEN THERE 15 USABLE SPACE BOTH ABOVE 4 BELOW TI -4E CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLEY, DRAFTSTOPS SHALL BE INSTALLED 60 THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 15 ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: I. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.12 FIRESLOCKING FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: U. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING loft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION 8302.1 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION 81003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPERATION. R602.6.1 DRILLING AND NOTCHING OF TOP PLATE. WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN .50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0.054 INCH THICK_(1.31mm) (16 ea) AND 11i2 INCHES (36mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 16d NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R602.6.1.____ -EXCEPTION: WHEN THE ENTIRE -SIDE OF THE WALL WITH THE NOTCH OR CUT 15 COVERED BY WOOD STRUCTURAL PANEL SHEATHING. b 00197 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 252011 City of Tukwila BUILDING DIVISIOR CORRECTION LTIR#=_...'- RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. DRYER VENT, PROVIDE PERMANENT LABEL IDENTIFYING ALLOWABLE LENGTH OF DRYER VENT DUCK (LOCATE WITHIN 6 FEET OF DUCT CONNECTION) PER M1502.4.5 ;NOTE BUILDING AIR LEAKAGE TEST REQUIRED AS PER WSEC R402.4.I.2 BLUE 18 AUG TRACER WIRE REQUIRED AT ALL NON-METAL WATER SERVICE PIPING PER UPC 604.5 DUCTS -DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH RS -33 PER WSEC R403.2.2 -DUCTS, AIR HANDLERS, FILTER BOXES SHALL BE SEALED A5 PER MI601.4.1-8403.2.3 -PROVIDE ONE LAYER 5%' GWB TYPE `X' AT CEILINGS COMMON WITH HABITABLE AREAS -WHERE THE SEPARATION IS A FLOOR - CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 11/2' GWB. -THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 1/2' GWB ON THE GARAGE SIDE. LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 1314` BELOW THE TOP OF THRESHOLD PROVIDED THE DOOR, OTHER THAN EXTERIOR STORM OR SCREEN DOORS DOES NOT SWING OVER THE LANDING. IRC R3I1.3.2 NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS/ DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. AREA SUMMARY CSp INSTALL SMOKE DETECTORS WHERE INDICATED CARBON MONOXIDE.ALARMS MAIN FLOOR: 1343 SF. BATHROOMS -TOILET ROOMS MECHANICAL EXHAUST CAPACITY (V.T.0) OF 50 CFM MIN. INTERMITTENT OR 20 CPM CONTINUOUS UPPER FLOOR: 1,232 SF. TOTAL: 2515 SF. ADU: 614 SF. GARAGE: 120 SF. GLAZING SUMMARY WINDOWS: 0 SF. DOORS W/ MORE THAN 50% GLAZING: 0 SF. SKYLIGHTS: 0 SF. TOTAL: 0 SF. GLAZING PERCENT: 0 % UJDUJ SF / FLR SF. (%) SMOKE DETECTORS CSp INSTALL SMOKE DETECTORS WHERE INDICATED CARBON MONOXIDE.ALARMS O C/M INSTALL CARBON MONOXIDE ALARM PER CODE VENTILATION SCHEDULE VENTILATION REQUIREMENTS OF IRC TABLE M1501.4 SYMBOL 1 KITCHENS 100 CFM INTERMITTENT OR (V.T.0) 25 CFM CONTINUOUS 2 BATHROOMS -TOILET ROOMS MECHANICAL EXHAUST CAPACITY (V.T.0) OF 50 CFM MIN. INTERMITTENT OR 20 CPM CONTINUOUS VENTILATION RATE FOR WHOLE HOUSE FAN TO BE 15 CFM PER TABLE MI501.3.3(1) INDOOR AIR QUALITY HVAC CONTRACTOR TO SPECIFY LOCATION. 50'-0' 1'-0' 5'-0' / WRAP P.T. 6 x 6 POST TO 24' COLUMN UJ/ CAP 4 BASE TRIM TIP. • 80311 OUTDOOR LIVING AREA 4' CONC 060 XO 6060 XO 8080 KITC-4: N 12-6X16-2 36' MANUF_ GAS FIREPLACE INSTALL PER MFRS. SPECS r ININC AREA 12-6 X 14-2 GREAT ROOM 11-6 X 18-4 WRAP P.T. 6 x 6 POST TO 24' COLUMN W/ CAP 4 BASE TRIM TYP. u�rt.�'k^m9�dk*�FatwCYa*.4.*,L?.X^1rM£ti"okJ.t1'F kaCFu .Y:+wfe�Mekp..9�execfwa:+m✓'+'.a2k'n#YfiJw4 �sw, Ws;ar:�✓. isP.r«"3Si'G 'ixatuvae'.ma'w"wux.v5."x'kuk o 0:05'-0' i■■■ OPTIONAL ■■■i I 111111.FOYER1,Ov ■■; M o o-��!#��E 1.111111111111111111 1.111SD HARDWOOD 36' HIGH 1/2 WALL 13-8 X 8-0 SELF LOSING 20 M1 . RATED DOOR ALL ARDWOOD PLATFORM IS" AFF 2'-2' 2480 -VI OUTDOOR COMBUSTION AIR SHA PROVIDED THROUGH OPENING(S OUTDOORS IN ACCORDANCE WIT G2401.6 4 IFGC 304.5 THE MINIMUM DIMENSION OF AIR OPENINGS SHALL BE NOT LESS THAN 3 INCHES (16 MM) L BE TO T IRC PROVIDE PRESSURE RELIEF VALVE TO EXTERIOR AND INSTALL APPROVED EXPANSION TANK. 3 CAR GARAGE E 31-0 X 21-0 ARDWOOD DEN/GUEST I1-0 X 11-4 1011 SL 4 ' 2'-3' 16080 OHP 9080 01 -ID FRONT PORC-I 19-0 X 6-0 1'-6' 12'-6' 18'-6' 19'-0' MAIN FLOOR PLAN 50'-0' © 2016 Level Design, LLC. - ALL DOOR/WINDOW HEADERS TO BE 4x10 DF4s2 AT 2x6 BEARING WALLS , U.N.O., 6'-0" MAX. SPAN - ALL DOOR/WINDOW HEADERS TO BE 4x10 DF#2 AT 2x4 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN - WINDOW HEADERS AT 6'-8" ABOVE SUB FLOOR, U.N.O. PROVIDE FIREBLOCKING 45 REQUIRED (SEE NOTES ON SHEET 1) - EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.C. U.N.O. - INTERIOR PARTITIONS TO BE 2x4 AT 16" O.C. (2X6 PLUMBING WALLS, U.N.O.) DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 26 GAGE STEEL - NO DUCT OPENINGS IN GARAGE PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) D WRAP P.T. 6 x 6 POST TO 24' COLUMN W/ CAP 4 BASE TRIM TYP. SCALE: 1 /4" =1'-0" ti 0,�Ta �� r� ��T'617 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 252017 :te -asco_J+'mm'- , LJN 0Q= 2. 00000��� co al 8 o-o°C o ao`� E m 8 —2(4o 'V) RS N nY u) o E As -co mar, c@ > PROJECT t°: City of Tukwila. BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER 04-28-11 MEY PROJECT °: * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS/ DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. EGRESS EGRESS MASTE 13-2 X 14-4 SUITE 'BEDROOM 2 I0-10 X 13-0 'BEDROOM 3 11-0 X 10-0 6'-2' 11 II 4065 BI -FOLD 1-0 X 15-6 LASS WA 110V co 6:A 5D SBI -FOLD l' -S' WALL CARPET SAY u D IN INCA AREA WET BAR TIL Tim 6-4 8-6 0 o LEISURE LOFT/ 'BEDROOM 4 MULTI -GENERATIONAL 'BEDROOM 10-10 X 13-2 LIVING AREA 14-0 X 22-0 11-0 X 14-S (vTO) 3026 FX S.G. 6020 FX EGRESS FX TRANS UPPER FLOOR PLAN BLDG LINE BELOW ADU AREA SUMMARY ADU UNIT: 6-14 SF. © 2016 Level Design, LLC. SCALE: 1 /4' =11-0" - PROVIDE FIREBLOCKING AS REQUIRED (SEE NOTES ON SHEET 1) - WINDOW HEADERS AT 6'-8" ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X6 AT I6" O.C., U.N.O. INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 e PLUMBING WALLS) U.N.O. PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN - PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) b1:7 oo&I REVIEWED FOR CODAE�RR VED CE MAY 252017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER 8312.2 WINDOW SILLS IN DWEj.LING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN 12 INCH ABOVE THE " FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE 4 MINIMUM OF 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW 15 LOCATED. OPERABLE SECTION.OF • WINDOW SHALL NOT PERMIT OPENINGS THAT ALLOW PASSAGE OF A 4 INCH DIAMETER SPHERE WHERE SUCH OPENINGS ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR. 4' SPHERE SALL NOT PASS HROUGIH UJ 4 0 7/ 10' MIN. TREAD HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIPE OF STAIR HANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF 11/4" MIN. 4 2' MAX. ALL REQUIRED GUARDRAILS TO BE 36' MIN. IN HEIGHT. OPENINGS FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A SPHERE 43/, INCHES (101mm) TO PASS THROUGH. 3/4" MIN. -P/4" MAX NOSING Am. (1 Arr 2X4 THRUST BLOCK SIMPSON LSC OR SIMULAR BRACKET I 11/2 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL 1/2" GWB ' CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING MID -SPAN AND N STUD WALLS ALONG AND IN LINE WITI-I STRINGERS IF AREA UNDER STAIRS 15 UNFINISHED INTERIOR/GUARDRAIL STAIR NOTES: - 1-IANDRAILS MUST NOT PROJECT MORE THAN 41/2' INTO THE STAIRWAY AND MUST BE ABLE TO RESIST A 200 Ib. POINT LOAD FROM ANY DIRECTION. IRC SECTIONS 8311.1.1 - LIGHTING 15 REQUIRED AT THE TOP, BOTTOM, AND ANY LANDINGS WITH CONTROLS AT THE TOP AND BOTTOM OF STAIRS WITH 6 OR MORE RISERS. IRC SECTION 8303.1 - THE SPACING BETWEEN INTERMEDIATE HANDRAIL MEMBERS MUST NOT ALLOW A 4' SPHERE TO PA55 THROUGH ANY OPENING. IRC SECTION 83123 - MINIMUM STAIRWAY WIDTH ABOVE HANDRAIL SHALL BE NO LESS THAN 36 INCHES. IRC SECTION R311.1.I - STAIR 4 STAIR LANDING MINIMUM WIDTH SHALL BE NO LESS THAN 36' (311/2' CLEAR IF ONE HANDRAIL, 4 21' CLEAR IF 2 HANDRAILS. IRC SECTION 8311.1.1 - THE TREADS LEADING EDGE CURVATURE CAN HAVE A MAX. RADIUS OF 9/IV. THE MAX. BEVELING OF THE NOSING SHALL BE NO MORE THAN 1/2'. IRC SECTION 8311.1.53 - RISER OR TREAD MAXIMUM DIFFERENTIAL SHALL BE NO MORE THAN 3/6'. IRC SECTION 8311.1.5.1 - NOSING 15 NOT REQUIRED FOR STAIRS WITH TREADS GREATER THAN II'. IRC SECTION 8311.153 EXTERIOR STAIR NOTES: - EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE THE DWELLING. IRC SECTION 8303.1 - A MAXIMUM SLOPE OF 1:48 (2%) 15 REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. IRC SECTION 8311.3 INTERIOR WINDER STAIR NOTES: - WINDER TREADS ARE REQUIRED TO HAVE A MINIMUM OF 6' DEPTH AT INNER EDGE. IRC SECTION 8311.152.1 - WINDER TREAD DEPTH OF 10' WITH IN 12' OF THE INSIDE. IRC SECTION 83111.52.1 LANDING NOTES: - LANDING WIDTH SHALL NOT BE LESS THAN THAT OF STAIR SERVED IRC 8311.1.6 - LANDING SHALL NOT BE LESS THAN 35 INCHES IN DIRECTION OF TRAVEL IRC 8311.1.6 STAIR DETAIL SCALE: N.T.S. ABOVE NOSING 11/2' HARDWOOD HANDRAIL SOLID BLOCKING AS REQUIRED PRE FINISH METAL BRACKET TYP. TYP. k4NDR4 I L OPTION: 55 EFFICIENT WATER HEATING - GAS, PROPANE, OR OIL WATER HEATER WITH A MINIMUM EF OF 0.82. OR ELECTRIC WATER HEATER WITH A MINIMUM EF OF 2.0 AND MEETING NEER' 5 NORTHERN CLIMATE SPECIFICATION FOR HEAT PUMP WATER HEATERS. TO QUALIFY FOR TI -115 OPTION, THE WATER HEATER EQUIPMENT TYPE AND MINIMUM EQUIPMENT SPECIFICATIONS MUST BE SHOWN ON THE PERMIT DRAWINGS. 2x STUDS 0 16' o/c ' DRYWALL 2x4 CLEAT 1/2° DRYWALL WATER NEATER SEISMIC STRAPPING PER MANUFACTURERS SPECIFICATIONS • 6' MIN. SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5)-1Sd NAILS SHAPED 2x10 SPACERS WILL BE CUT TO INSURE A TIGHT FIT TO WATER HEATER WATER HEATER STRAPS WILL RESIST LATERAL FORCES EQUAL TO 100% OF GRAVITY LOADING FINISHED FLOOR v PLATFORM MUST BE ANCHORED TO WALL THRU ROOF VENT FLUE UP 1/2' DRYWALL 2x STUDS 016° o/c 2x4 CLEAT TYPICAL UJATER HEATER DETAIL SCALE: N.T.S. 2x4 CLEAT 2 x 6 STUDS 16 °o.c. UJ/ R -2I INSULATION COMPOSITION ROOFING ON _ 15 a FELT UNDERLAYMENT ON 1/16' PLY OR OSB SHEATHING TYPICAL. MFR. TRUSSES PER PLAN 'a 24' O.C. PER MFG. SPECS. TIP. R-49 INSU_ATION IBEDROOM 2 1-A �... UJ,4 LOFT UTILITY 0 F-341 T 4 G PLYWD GLUED 4 NAILED TYP. APPROX.GRADE 4° 4) CONT. TIGHTLINE -111=I TO STORM SEWER =MEW Ij= 4' 4) PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER COMPOSITION ROOFING 150 FELT PAPER 1/16° SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT REQUIRED BAYS 5/4 x 8 FASCIA CONTINUOUS METAL GUTTER R-10 RIGID INSULATION 2x5 STUDS 'a 16' O.G. - TYP. R-21 INSULATION 1/16' SHEATHING - TY -P. TYVEK WRAP - TYP SIDING PER ELEVATION CONC. FTG. AS - PER PLAN FLOOR JOISTS AS PER PLAN R-30 INSULATION GREAT ROOM R-49 INSULATION 111 LI LOA Kal M 1.111.• 1 I SI I 1:210 MIN EN KIM 11 j1 i/ 3/4' T40 PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN WINDOW HDR PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW W/ INS. GLASS - TYP.- 3/4° YP.- 3/4° T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN R-30 INSULATION 5/4 X 10 TRIM BAND 2X P.T. WOOD SILL A - 18' MIN. CRAWL SPACE UJ/ 6 MIL VAPOR BARRIER TYPICAL. SUBFL SUB FL 4' 4, CONT. TIGHTLINE TO STORM SEWER 4° 4, PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL UJ/ FILTER FABRIC OVER I i -iii -iii -n i -n i III=II= =1111 111 REBAR PER DETAIL 6 MIL. VAP. BARRIER —� TYPICAL WALL SECTION SCALE : N.T.S. NOTE: 1/16" SHEATHING NOT REQUIRED ON EXT. WALLS WHERE T1 -II SIDING IS SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) 0 SECTION "A" HAL LWA 0 X R-� 0 0 INSULA FOYER SIDING PER ELEVATIONS ON TYVEK WRAP ON 1/16' PLY OR OSB SHEATHING. • • • =111=III © Level Design, LLC. TYPICAL ROOF CONSTRUCTION COMPOSITION ROOF SHINGLES 15# ROOFING FELT - 1/16" SHEATHING RATED 24/I6 STRUCTURAL SYSTEM AS NOTED ON FRAMING PLAN R-49 INSULATION - 5/63" GW13. CEILING - 1/S" TO 1/4" MESH SCREEN OVER OPENINGS MINIMUM NET FREE VENTILATING AREA SHALL BE 1/150 OF VENTED AREA SPACE OR 1/300 IF 40-50% VENTING IN UPPER ATTIC OR RAFTER SPACE. PER IRC 8806.2 - PROVIDE I" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION &06.3 TYPICAL WALL CONSTRUCTION - SIDING AND/OR VENEER PER ELEVATION - 1/16" PLY OR osis SHTG.( U.N.O ) - TYVEK BUILDING WRAP OR EQ. - 2X6 STUDS e 16" O.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25%, BORING 40% 60% BORING IF DOUBLED 4 NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS e 16" O.C., INTERIOR PARTITIONS (2X6 e PLUMBING WALLS) NON-BEARING WALL MAXIMUM NOTCH 40%, BORING 60% HOLES NO CLOSER THE 5/8 INCH TO FACE OF STUD SCALE: 1 /4" =1'-0" SEE NOTE ON SHEET 1 - R-21 INSULATION WITH VAPOR BARRIER - 1/2" GWB INTERIOR SHEATHING TYPICAL FLOOR CONSTRUCTION - FINISHED FLOOR PER PLANS - 3/4" T4G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R-30 INSULATION OVER UNHEATED AREAS bli oobl * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. TOP PLATE co SUB FLOOR\ TOP PLATE, SUB FLOOR APPROX. GRADE REVIEWED FOR CODE COMPLIANCE APPROVED MAY 25 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUI(WILA MAY 122017 PERMIT CENTER NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS/ DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. 12 5 1 L L J r WRAP P.T. 6 x 6 • POST LU/ 1 x CEDAR TYP. APPROX. GRADE SOUTH ELEVATION APPROX. GRADE TOP PLATE SCALE: 1/4" =1'-0" COMPOSITION ROOFING 5/4 x 4 CORNER BD. TYP. SUB FLOOR TOP PLATE SUB FLOOR WRAP ''.T. 6 x 6 POST W/ 1 x CEDAR TYP. SUB FLOOR APPROX. GRADE EAST ELEVATION PROVIDE STEPS DN. TO GRADE NOTE: APPROVED NUMBERS OR ADDRESSES SHALL BE PROVI FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR R FRONTING THE PROPERTY. ADDRESS NUMBERS ARE REQ 4" HIGH WITH A X12" STROKE. 6' BEVEL SIDING APPR © 2016 Level Design, LLC. VERIFY SHEAR WALL NAILING AND HOLDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL .5E &" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE FASTENERS TO BE HOT -DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) SCALE: 1/4" =1'-0" NOTE: PROVIDE CONTINUOS PRE -PAINTED G.I. 'Z' FLASHING AT ALL EXT. DOOR 4 WINDOW HEADERS. x. AkgMEWED FOR CODE COMPLIANCE APPROVED ED MAY 2 5 2011 REitiukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER 5/4 x 4 CORNER BD. TYP. 5/4 X 4 UJINDOIJJ HEAD TRIM TYP. - 5/4 X 4 VERT. UJINDOUJ TRIM TYP. 112 X 21/2 BEVELED SILL ON 5/4 X 6 SILL TRIM TYP. 6° BEVEL SIDING 12 5 I/ 12 j 5 APPROX. GRADE WEST ELEVATION r� APPROX. GRADE 12 5D SCALE: 1 /4" =1'-0" 12 5 12 Q5 / fl APPROX. GRADE PROVIDE STEPS DN. TO GRADE NORTH ELEVATION 0 SCALE: 1 /4" =1'-0" APPROX. GRADE REVIEWED FOR CODE COMPLIANCE APPROVED MAY 252017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER 50'-0' 6'-0' 12'-6' 14'-0' 1l'-6' I3'-6' 24'X18° SLAB ON GRADE 4' CONC. L 24° X 18° 18'-6' 7 Co FOUNDATION VENTILATION USE 14" x �' SCREENED FDN. VENTS (I) VENT = .52 SQ. FT. NET FREE VENT AREA (I) VENT TO BE LOCATED WITHIN 3' OF EACH CORNER FDN. AREA = NET VENT AREA REQ'D (N.V.A.) 300 N.V.A. = QTY. OF VENTS REQUIRED .52 1469 4.89 4.89 = 9.41 VENTS REQ'D 300 - .52 (10) VENTS REQUIRED NOTE: USE MIN. 6"" WIDE POST BELOW BEAM SPLICES FOOTING SCHEDULE USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. O18 P.T. POST ON 18" DIA. X 8" THICK CONC. FOOTING O24 P.T. POST ON 24" DIA. X 12" THICK CONC. FOOTING 30 P.T. POST ON 30" X 30" X 12" THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY 36 P.T. POST ON 36" X 36" X 12' THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY 42 P.T. POST ON 42" X 42' X 12" THICK CONC. FOOTING W/ 4- # 5 BARS EACH WAY 0 FOOTING SIZES BASED ON 1500 psf SOIL BEARING CAPACITY SLAP. 4' CONC. �24 -4'-0' PP 55 • 5'-8' 24 UMW • 5'-8' 5'-8' — LIQ 18'-3' X 10 — — 024 24 24 5'-0' 5'-0' 5'-0' 24 24 11'-8' 10 -71 )24 L 24 7'-2}' 4x10 CRAWL SPACE 18' MIN.. W/ 6 MIL VAPOR BARRIER TYP. 5'-0' 4 18' X 24' MINT/\I _RAWLSPACE AGGESS.. 24 3'-9' L 24 5'-8' 7'-5' 24 5'-8' X 10 �24 5'-0' 6 -0' 1• / 2'-0•'-' / 24 24 2' 12'-3' 19'-3' 24 24 CONTINUOUS FOOTING 9'-3' L _J 36 36 SLAB ON GRADE 4° CONC. SLAB ON 4' COMP. FILL TYP. SLOPE 3/16' / FT TOWARD DOORS CONTINUOUS FOOTING 16'-3' PP S5 LZrQ 24 C, 4'-10' -1' 4'-3' 4'-10' x 10 24 24 • —I 36 24 2424 — 7 4XIe 24 L 24 6'-0' v 36 24 11'-9' 24 CN 12'-0' 12'-6' IS' -6' SLA ON GRADE 4' CONC. 19'-0' 24' X 18' 50'-0' FOUNDATION/ FRAMING PLAN © 2016 Level Design, LLC. - ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS PROVIDE SOLID BLOCKING OYER SUPPORTS - ALL FOOTINGS TO REST ON UNDISTURBED SOIL PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN PROVIDE SOLID FRAMING EQUAL TO THE LJIDTI-I OF THE MEMBER BEING SUPPORTED (U.N.O.) - PROVIDE COPT OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL IF AN ENGINEERED JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY TI -4E JOIST SUPPLIER, THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN THE PLANS. PROVIDE I -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. SCALE: 1/4" =1'-0" 01 t pig obo�� 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 5 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 122017 PERMIT CENTER REVISIONS 3-22-201& E-4 45 NOTED A STRUCTURE FOR FOUNDATION JOB NO. • SHEAR WALL NOTES TYPICAL SHEARWALL NOTES I.) USE 5/8' DIA. BY 10" ANCHOR BOLTS (AB'S) WITH SINGLE PLATES AND 5/8" DIA. BY 12' AB'S WITH DOUBLE AND 3X PLATES SPACED AS SHOWN ON THE DRAWINGS. AB'S SHALL HAVE 1' OF EMBEDMENT INTO FOOTING, SHALL BE CENTERED IN THE STUD WALL, AND SHALL PROJECT THROUGH THE BOTTOM PLATE OF THE WALL AND HAVE A 3X3/XI/4 PLATE WASHER. 2.) ALL WALL SHEATHING SHALL BE 1/2' CDX PLYWOOD, 5/8" T1-11 SIDING, OR 1/16" OSB WITH EXTERIOR EXPOSURE GLUE ANP SPAN RATED "SR 24/0' OR BETTER ALL FREE SHEATHING EDGES SHALL BE BLOCKED WITH 2X4 OR 2X6 FLAT BLOCKING EXCEPT WHERE NOTED ON THE DRAWINGS OR BELOW. 3.) ALL NAILS SHALL BE Sd OR 10d COMMON (Sd COMMON NAILS MUST BE 0.131 INCH DIAMETER SENCO KC21 NAILS ARE EQUIVALENT. IF 10d COMMON NAILS ARE CALLED FOR THE DIAMETER MUST BE 0.148 INCHES, SENCO MD23 NAILS ARE EQUIvALENT). NAIL SIZE AND SPACING AT ALL SHEATHING EDGES SHALL BE A5 REQUIRED BELOW OR AS IN THE DRAWINGS. NAIL SPACINGS.SHALL BE 12' O.C. FOR ALL FIELD NAILING EXCEPT A5 NOTED. 4.) HOLD DOWNS ARE SIMPSON "STRONG TIE' AND SHALL BE INSTALLED PER THE MANUFACTURE'S RECOMMENDATION. EQUIVALENT HOLD DOWNS BY UNITED STEEL PRODUCTS COMPANY 'KANT-SAG' THAT HAVE ICBG APPROVAL CAN BE SUBSTITUTED IN PLACE OF SIMPSON HOLD DOWNS. ALL FLOOR SYSTEMS MUST BE BLOCKED SOLID BELOW MEMBER THAT THE HOLD DOWN 15 ATTACHED TO. THIS BLOCK SHOULD BE EQUAL TO OR LARGER THAN THE MEMBER THE HOLD DOWN 15 ATTACHED TO AND BE PLACED AS A 'SQUASH BLOCK'. 5.) ALL DOUBLE AND TRIPLE STUDS SHALL GLUED AND NAILED TOGETHER WITH 10D'S AT 3' O.C. FOR EACH LAYER. ALL 4X STUDS ARE TO BE *2 DF AND ALL 6X STUDS ARE TO BE 01 DF WHEN USED FOR HOLD DOWNS AND SHEAR WALLS. 6.) ALL FASTENERS INCLUDING NUTS AND WASHERS IN CONTRACT WITH PRESSURE TREATED LUMBER SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZING COATED STEEL IN ACCORDANCE WITH ASTM 8695, CLASS 55 MINIMUM. FASTENERS EXPOSED TO WEATHER MUST MEET THE REQUIREMENTS OF THE PRESSURE TREATING MANUFACTURE'S MINIMUM. IN ADDITON, THE CONTRACTOR SHALL COORDINATE CONNECTOR/FASTENER COATING REQUIREMENTS WITH RECOMMENDATIONS FROM CONNECTOR/FASTENER MANUFACTURER AND TYPE OF PRESSURE TREATING CHEMICAL AND RETENTION BEING USED. SEE SECTION 2304.9.5 OF THE 2015 IBC FOR ADDITIONAL INFORMATION. SHEAR WALL SCHEDULE TYPICAL SHEARWALL NOTES ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG -FIR *2 OR BETTER. MST STRAPS ATTACHES TO (2) 2X OR 4X STUDS IN WALL ABOVE AND BELOW UNLESS NOTED OTHERWISE. NAIL ALL HOES WITH 16D SINKERS SHEAR WALLS MARK CALLOUT SHEATHTING NAILED WITH 8d'S AT 6' ON CENTER ALL EDGES. SHEATING NAILED WITH Sd'S AT 3' ON CENTER ALL EDGES AND 4X OR 6X STUDS AT PANEL EDGES. SHEATING NAILED WITH 8d'5 AT 2' ON CENTER ALL EDGES AND 4X OR 6X STUDS AT PANEL EDGES. HOLD DOWN TABLE TYPICAL HOLDDOWN NOTES ITIS THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE HOLD DOWN ANCHOR BOLT TO ACCOMMODATE ALL STRUCTURAL FRAMING. ANCHOR BOLT TO BE LOCATED NEAREST THE CORNER OR OPENING AT THE END OF THE SHEAR WALL. ALL FOUNDATION VENTS TO BE A MINIMUM OF 12' OFF CENTERLINE OF THE ANCHOR BOLT ON EITHER SIDE. HOLDOWN STUD TO BE COORDINATED WITH SHEAR WALL PANEL EDGE FRAMING REQUIREMENTS. LARGER STUD SIZE CONTROLS SHEATHTING NAILED WITH SD'S AT 6' ON CENTER ALL EDGES. *. FOR HOLDOWN ANCHOR BOLT EMBEDMENT GREATER THAT FOUNDATION DEPTH, THICKEN FOOTING FOR 2'-0' EITHER SIDE OF HOLDOWN ANCHOR BOLT TO A DEPTH THAT PROVIDES FOR 3' CLEAR BELOW THE BOTTOM OF THE ANCHOR BOLT. PROVIDE (2) ADDITIONAL 04 X 3'-0' PIECES OF LONGITUDINAL REBAR AT THIS LOCATION. HOLD DOWN SCHEDULE TYPE DESCRIPTION 4 1--11PU2 �� ATTACHES TO CONCRETE FOUNDATION WITH SIMPSON SSTB 16 14DU2 ATTACHES TO DOUBLE 2X STUDS OR 4X OR 6X STUD WITH (6) SIMPSON SDS 1/4 X 3 WOOD SCREWS IN WALL ABOVE. .•'-,.ATTACHES g is ug -.,_-- TO CONCRETE FOUNDATION WITH SIMPSON SST 28 HDU& ATTACHES TO DOUBLE 2X STUDS OR 4X OR 6X STUD WITH (20) SIMPSON SDS 1/4 X 3 WOOD SCREWS IN WALL ABOVE SHEAR WALL KEY PLAN Q \..REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 5 2017 City of Tukwila BUILDING DIVISION RECEIVED CITU OF TUKWILA MAY 12 2011 PERMIT CENTER REVISIONS DESIGNED BY H.H. Cfi DRAWN BY 3-22-201& AS NOTED A STRUCTURE FOR SHEAR WALL STRUCTURAL NOTES GENERAL NOTES: THESE STRUCTURAL NOTES SUPPLEMENT THE DRAWINGS. ANY DISCREPANCY FOUND AMONG THE DRAWINGS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY TI -4E CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE 4T THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR SHALL COORDINATE BETWEEN THE ARCHITECTURAL DRAWINGS AND THE STRUCTURAL DRAWINGS. THE ARCHITECTURAL DIMENSIONS ARE TAKEN TO BE CORRECT WHEN IN CONFLICT WITH THE STRUCTURAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. ALL CONSTRUCTION SHALL CONFORM TO THE APPLICABLE PORTIONS OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE EXCEPT WHERE NOTED DESIGN CRITERIA: 1. IVE LOAD . DEAD LOAD 3. PARTITION 4. WIND 5. EARTHQUAKE SITE CLASS DESIGN CAT. USE GROUP R CD WO = 40 PSF (FLOORS) PSF (DECKS) 25 PSF (SNOW) = 15 PSF (ROOF) 12 PSF (FLOOR) 10 PSF (WALLS) 150 PGF (CONCRETE) 10 PSF (FLOORS) = 2015 IBC EXPOSURE B ' 110 MPH = 2015 IBC = D D = I - 6.5 4 3 SOIL = 1500 PSF, ASSUMED BEARING CAPACITY 35 PCF, ASSUMED ACTIVE FLUID PRESSURE 350 PCF, ASSUMED PASSIVE FLUID PRESSURE 0.45, ASSUMED COEFFICIENT OF FRICTION 110 PCF, ASSUMED SOIL DENSITY CONCRETE 4 REINFORCING STEEL: 1. ALL CONCRETE WORK SHALL BE PER THE 2015 IBC CHAPTER 19. 2. ALL REINFORCING SHALL BE ASTM 4615 GRADE 60 EXCEPT AS SHOWN ON THE FLANS. 12. ALL FASTENERS INCLUDING NUTS AND WASHERS IN CONTRACT WITH PRESSURE TREATED LUMBER SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO SE OF MECHANICALLY DEPOSITED ZINC COATED STEEL IN ACCORDANCE WITH ASTM 695, CLASS 55 MINIMUM. FASTENERS EXPOSED TO WEATHER MUST MEET THE REQUIREMENTS OF THE PRESSURE TREATING MANUFACTURE'S MINIMUM. IN ADDITON, THE CONTRACTOR SHALL COORDINATE CONNECTOR/FASTENER COATING REQUIREMENTS WITH RECOMMENDATIONS FROM CONNECTOR/FASTENER MANUFACTURER AND TYPE OF PRESSURE TREATING CHEMICAL AND RETENTION BEING USED. SEE SECTION 2304.9.5 OF THE 2012 IBC FOR ADDITIONAL INFORMATION. 3. CONCRETE SHALL BE IN ACCORDANCE WITH ASTM 150. F'C = 2500 PSI e 25 DAY SLUMP = 4" MAXIMUM, Gro AIR ENTRAINED. 4. GARAGE SLAB AND EXTERIOR SLABS TO HAVE MINIMUM THICKNESS OF 4" •WITH 6 X 6 WI.4 X 1.4 WWF WITH VAPOR BARRIER. THIS 15 AT THE OWNER'S OPTION TO REDUCE SLAB CR4CKING.CR4CK CONTROL JOINTS TI -1E RESPONSIBILITY OF THE CONTRACTOR STEEL: 1. ANCHOR BOLTS SHALL BE ASTM 4301. CARPENTRY: 1. 2X STRUCTURAL FRAMING SHALL BE #2 DOUGLAS FIR. 4X STRUCTURAL MEMBERS SHALL BE 4'2 DOUGLAS FIR. 6X MEMBERS SHALL BE #1 DOUGLAS FIR. 2. PROVIDE SOLID BLOCKING IN FLOOR SYSTEM BELOW ALL BEARING WALLS AND POINT LOADS. 3. 2X JOISTS SHALL BE KILN DRIED AND STORED IN A DRY AREA PRIOR TO INSTALLATION. THE MOISTURE CONTENT OF ALL WOOD SHALL BE LESS THAN%1S 4. FLOOR JOISTS SHALL BE BY BOISE CASCADE OR OTHER APPROVED MANUFACTURER. JOIST TO BE INSTALLED AND BRACED PER MANUFACTURER'S REQUIREMENTS. 5. ROOF TRUSSES SHALL BE BY A PRE -APPROVED MANUFACTURER AND CONSTRUCTED ACCORDING TO THE SPECIFICATIONS OF THE TRUSS PLATE INSTITUTE. TRUSS SHOP DRAWINGS MUST BE STAMPED BY A LICENSED ENGINEER AND BE ON SITE AT THE TIME OF CONSTRUCTION. PRELIMINARY TRUSS DRAWINGS MUST BE REVIEWED PRIOR TO CONSTRUCTION. IT IS THE TRUSS MANUFACTURER'S RESPONSIBILITY TO INFORM THE ENGINEER OF RECORD OF ANY CHANGES FROM THE PRELIMINARY TRUSS LAY -OUT. GIRDER TRUSSES TO HAVE A MINIMUM OF BEARING STUDS EQUAL TO NUMBER OF FLIES OF TRUSS. ALL GIRDER TRUSSES SHALL HAVE SIMPSON NGT TIE DOWN AT EITHER END TO MATCH NUMBER OF PLIES. TRUSS MANUFACTURES ARE RESPONSIBLE FOR ALL BRACING OF THE TRUSSES INCLUDING END WALL BRACING AND ALL OTHER BRACING BETWEEN THE BUILDING AND THE TRUSSES UNLESS SPECIFICALLY SHOWN OTHERWISE ON THE DRAWINGS. CONTRACTOR TO COORDINATE BRACING WITH ENGINEER OF RECORD A5 REQUIRED. 6. GLUE LAMINATED BEAMS SHALL BE 24F -V5 FOR CANTILEVERED OR CONTINUOUS SEAMS AND 24F -V4 FOR SIMPLE SPANS. (FB = (FV = (E (FCL= 2,400 PSI) 190 PSI) 1,800,000 PSI) 650 PSI) 1. CONTINUOUS AND CANTILEVERED GLUE .LAMINATED BEAMS SHALL NOT 13E CAMBERED. ALL OTHER GLUE LAMINATED BEAMS SHALL BE CANTILEVERED FOR L/450. SEE THE FRAMING PLANS FOR ANY EXCEPTIONS. 8. ALL MANUFACTURED LUMBER SHALL BE BY BOISE CASCADE AND HAVE THE FOLLOWING STRUCTURAL PROPERTIES: VERSA LAM (VL) (FB = (FV = (E = (FCL. 2,500 PSI) 2S0 P5I) 2,000,000 PSI) 150 P5I ) 9. SHEATHING AT ROOF AND FLOOR SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGGERED 4'?0DN CENTER. PROVIDE 1/5? SPACE 4T PANEL EDGES AS REQUIRED BY PANEL MANUFACTURERS. FLOOR SHEATHING SHALL BE NAILED 6" O.C. EDGES AND 12" FIELD WITH 10D'S AND ROOF SHEATHING SHALL BE NAILED 6" O.C. EDGES AND 12" O.0 FIELD WITH 10D'S UNLESS OTHERWISE NOTED ON THE DRAWINGS. 10. BLOCK AND NAIL ALL HORIZONTAL PANEL EDGES AT DESIGNATED SHEAR WALLS. II. ALL BEAMS TO BE SUPPORTED BY A MINIMUM OF A SOLID POST THAT MATCHES THE WIDTH OF THE WALL AND THE WIDTH OF THE BEAM UNLESS NOTED OTHERWISE. A 6X BEAM BEARING IN 2X6 WALL WILL BEA 6X6. PROVIDE SOLID SQUASH BLOCKING TO MATCH IN FLOOR SYSTEM AND MATCH POST SIZE IN FOUNDATION. CONTACT ENGINEER OF RECORD FOR ANY DEVIATIONS. 11 1/8 BCI 5000-1.1 DF FLR JST. 616' o.c. 6 X 8 6 X 8 5 1/4 X 9 1/2 VL y0 06` HARDWARE: ALL CONNECTION HARDWARE SHALL SE SIMPSON "STRONG TIE". CONNECTION HARDWARE EXPOSED TO THE WEATHER OR SOIL SHALL BE TREATED AS IN STEEL ABOVE. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECOMMENDATION. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECOMMEND ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. 6 X 6 FULL HT MSTA36 VL TO UALL TPO PL. 14' BCI 90-2.0 DF R JST 612' o.c. \,0 51/4XII1/8VL 6X10 5 1/4 X 9 1/2 VL MIE TRI ING HUGQ610 DBL TRIM DBL KING 31/2X111/8 VL 1.81/11.88 HUCQ610 1.81/11.88 1 3/ X 11 HUCQ412 HUCQ412 HGUS410 4X6 6X8 111/8 VL 5 1/4 :11 1/8 VL 1 3/4 X 11 1/8 VL ONO 1-- MIU1.81/11 4106 UPPER FLOOR FRAMING PLAN © 2016 Level Design, LLC. - ALL DOOR/WINDOW HEADERS TO BE 6X8 DF#2 AT 2X' BEARING WALLS , U.N.O., 6'-0" MAX. SPAN - ALL DOOR/WINDOW HEADERS TO BE 4X10 DF#2 AT 2X4 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - WINDOW HEADERS AT 6'-8" AB0\E SUB FLOOR, U.N.O. -. EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. - INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 e PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN - PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING .MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS.. SCALE: 1/4" '_O" 4 X 6 5 I/4 X II 1/8 VL X 11'-8' + b co (9 7 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 5 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER REVISIONS cis 3-22-201& AS NOTED A STRUCTURE FOR JOB NO. S3.0 REVISIONS 3-22-201& A•S NOTED MFR AS P MFR END JACK TRUSSES o 24.' .O.C. AS PER MFG. SPECS. TIP.• MFR END JACK TRUSSES a 24' O -C. AS PER MFG. SPECS. TYP. 5 1/4 X 9 1/2 VL a 0 A (/) . MFR END JACK TRUSSES a 24' O.C. A5 PER MFG: SPECS. TYP. DOUBLE TRIM DOUBLE KING DOUBLE TRIM MFR MONO TRUSSES a 24' O.G. A5 PER MFG. SPECS. TYP. MFR MONO TRUSSES 0 24° O.G. AS PER MFG. SPECS. TYP. b MFR END JACK TRUSSES a 24' O.C. 45 PER MFG. SPECS. TYP. (RAISED HEEL) RIDGE MER. MONO TRUSSES 24° O -G. A5 PER MFG. SPECS. TYP. (RAISED HEEL) 1c A STRUCTURE ROOF FRAMING HIP MASTE MFR END JACK TRUSSES a 24' O -C. 45 PER MFG. SPECS. TYP. MFR END JACK TRUSSES a 24" O.C. A5 PER MFG. SPECS. TYP. (RAISED HEEL) MFR. END JACK TRUSSES a 24' D.G. AS PER MFG: SPECS. TYP. 5 I/2 X 10 1/2 GLB F FRAMING PLAN 2016 Level Design, LLC. - ALL EAMS AND HEADERS TO BE &XS DF 'r2 AT 2X6 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN - 'ALL EAMS AND HEADERS TO BE .4X10 DP ' 2 AT 2X4 BEARING WALLS, U.N.O:, &'-O" -MAX. SPAN - 51 -IAD D AREAS INDICATE OVERFRAMING, 2X(o 24" O.C., U.N.O. - BEA INC WALLS ARE INDICATED AS SHADED WALLS - PRO IDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS - ALL ANUFACTURED TRUSSES: • SH LL NOT BE MELD ALTERED WITHOUT ENGINEER'S APPROVAL • SH LL HAVE DESIGN DETAILS. AND DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION . * SHLL CARRY MANUFACTURER'S STAMP ON EACH TRUSS IF AN 'ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS ;SUPPLIER, THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT `INDICATED IN THE PLANS. PROyIDI= TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) REVIEWED FOR CODE COMPLIANCE APPROVED MAY 252017 RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER JOB NO. 54.0 UP TO 48° (MAX.) SO (6) (5) a•, (9) (10) (9) z I'-4° co I. 5A5E PLATE NAILING PER 5I -EAR WALL SCHEDULE 2, SHOOR ATHING 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM 5. PROVIDE *4 BAR AT 16' HORIZONTAL O.C. 6. 5/8' DIAMETER ANCHOR BOLTS 0 45' O.C. (U.N.O. ON SHEAR WALL SCHEDULE) W/ 1' MIN. EMBED.. 1. *4 6 24° O.C. VERTICAL UJ/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED 8. (2) *4 BARS CONTINUOUS BOTTOM 9. EDGE NAILING 10. I6d a6' O.C. INSTALL FOOTING DRAINS WHERE REQUIRED PER 8405.1 S" FOUNDATION STEM WALL W/ I -JOIST SCALE: N.T.S. (U (2) (4) (3) • PER PLAN CRIPL W4LL I. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. I -JOIST PER PLAN SECURED TO TOP PLATE W/ (2) Sd NAILS 4. SOLID CONTINUOUS RIM BOARD W/ Sd NAIL TO TOP AND BOTTOM CHORD OF I -JOIST 4 6° O.C. 5. SHEATHING PANEL EDGE W/ EDGE NAILING PER SHEAR WALL SCHEDULE 6. SIMPSON LTP4 'a 45' 0.C. 1. EXTEND STHD STYLE ANCHOR STRAPS WITH OVERLAPPED CMSTC16 COILED STRAP TO GET FULL NAILING AT WALL FRAMING ABOVE (BOLT STYLE HOLDOWNS TO BE EXTENDED TO WALL ABOVE UJ/ COUPLER NUT AND ALL TREAD ROD) S. 2x6 CRIPPLE WALL W/ STUDS 0 16' O.C. SHEATHED 4 NAILED W/ Sd NAILS e 4° O.C. (10) EDGE 4 12' O.C. FIELD 9. CONCRETE SLAB PER PLAN 10. (2) *4 REBAR CONTINUOUS IN FOOTING SCALE: (5) (4) 1. BEAM SPLICE A5 OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON CC66 TYPE POST CAP 4. WOOD COLUMN PER PLAN 5. SIMPSON ACE TYPE POST CAP WOOD IBEJ4M AT WOOD COLUMN SCALE: N.T.S. UP TO 48" (MAX.) I'-4' I. 5A5E PLATE NAILING PER 51-IEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM 5. PROVIDE *4 BAR AT 16' INORIZONTAL : O.C. 6. 5/8' DIAMETER ANCHOR BOLTS a 48' O.C. (UN.0. ON SHEAR WALL SCHEDULE) UJ/ 1' MIN. EMBED. 1. *4 0 24' O.C. VERTICAL W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED g. (2) *4 BARS CONTINUOUS BOTTOM 9, EDGE NAILING 10 16d ' 6' O.C. TOE NAILS 11, I -JOIST BLOCKING AT PANEL. EDGES INSTALL FOOTING DRAINS WHERE REQUIRED PER R405.1 8" FOUNDATION STEM WALL W/ I -JOIST SCALE: N.T.S. (5) U E JOIST AT STUD WALL SCALE: N.T.S. ROO= TRUSS AT 51A INC SCALE: /4':1' SHEATHING AND NAILING PER 51-1EARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING (4) 4. I6d 0 6° O.C. 5, DBL TOP PLATE 6. 1. (3) PLYWOOD WEB FLOOR JOISTS PER PLAN SOLID CONTINUOUS RIM 5. FLOOR SHEATHING 1. TRUSS W/ ROOF SHEATHING PER PLAN 2. 2x BLOCKING TOE NAILED TO PLATE W/.(3) Sd NAILS (OPT. 1) • OR ATTACHED W/ (I) SIMPSON RBC PER BLOCK (OPT. 2) 3. EDGE NAILING 4. SIMPSON N25 9 EACH TRUSS INSTALLED PER MFG. SPECS. 5. 2x STUD WALL OR BEAM PER PLAN SIMPSON RBC MAY BE DELETE IF SIMPSON HI IS SUBSTITUTED FOR H2.5 a EACH TRUSS (OPT. ) (9) PER PLAN / / 1. 2. 3. 4. 5. 6. BLOCKING BY JOIST MFR. (3) 16d PER BLOCK FLOOR SHEATHING I -JOISTS PER PLAN BEAM PER PLAN 2x OR PLYWOOD CLEAT EACH SIDE OR SIMPSON BC POST CAP 1. 4x OR 6x P.T. POST W/ SIMPSON 434 EACH SIDE OR SIMPSON PB POST BASE 8• CONC. FOOTING PER PLAN 9- EDGE NAILS INTERIOR SPREAD FOOTING W/ I -JOIST SCALE: N.T.S. (1) (5) (8) (9) (5) JOIST AT SHEAR WALL SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. I6d ' 6° 0.C. TOENAIL 5, DEL TOP PLATE 6. I -JOIST BLOCKING ,4T PANEL EDGES 1. SOLID CONTINUOUS RIM g. FLOOR SHEATHING 9. I -JOIST PER PLAN SCALE: N.T.S. VALLEY FRAMING SCALE: N.T.S. 1. PLYWOOD SHEATHING 2. Sd a 6' O.C. 3. 2X OVER FRAME a 24° 0.C. w/ 2-I0d TOE NAILS TO VALLEY BOARD 4. TRUSS OR RAFTER PER PLAN 5. 2X CONTINUOUS VALLEY BOARD FLAT W/ 2-I6d NAIL PER TRUSS TYP. NOTE: 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. AT 2X OVER FRAMING JSE THE FOLLOWING: 2X4 MIN. 4'-8' 2X6 MIN. 8'-10' 2X5 MIN. 10'-12'----2X10 MIN. EXTENT OF HEADER (TWO BRACED WALL PANELS) EXTENT OF HEADER (ONE BRACED WALL PANEL (5) •1• (3) -(2) PF -(5) (5) (5) (9) (10) 6ft TO 1Sft (4) (12) (1) (9) z -IL IIS JL 1. SHEATHING 4 NAILING PER SHEARWALL SCHEDULE 2. EDGE NAILS 3, FINISH GRADE OR SLAB AS OCCURS 4. PROVIDE *4 BAR AT 16' HORIZONTAL O.C. 5. *4 6 24' O.C. VERTICAL W/ STANDARD H00K5 ALTERNATE BENDS, NO WET SETTING PERMITTED • 6, CONC. SLAB 1. TREATED SILL PLATE g, 5/5' DIAMETER ANCHOR BOLTS 48' O.C. (U.N.O. ON SHEAR WALL SCHEDULE) W/ T MIN. EMBED. 9. CONCRETE FOOTING W/ 8' STEM WALL PER PLAN 1'-4' X - INSTALL FOOTING DRAINS WHERE REQUIRED PER R405.1 WOOD STUD WALL FOOTING SCALE: N.T.S. C�= 1=JOIST AT WOOD EE4M SCALE: N.T.S. 1. EDGE NAILING 2. FLOOR SHEATHING 3. JOIST HANGER PER JOIST SUPPLIER 4. I -JOIST PER PLAN 5. WOOD BEAM PER PLAN 1. GIRDER TRUSS PER PLAN 2. Sd 0 6° O.C. EDGE NAILING 3. PLYWOOD SHEATHING CONTINUOUS (SINGLE 2FTx4FT HOLE PERMITTED FOR ACCE55 AND VENTILATION) 4. TRUSS PER PLAN 5. ATTACH TRUSS TO GIRDER W/ FACE MOUNT HANGER PER TRUSS MFR. 5. 2X BLOCKING W/ 2-16d NAILS PER BLOCK 1. 2X OVERFRAME BEYOND TRUSS AT GIRDER TRUSS SCALE: N.T.S. SECTION PORTAL FRAME CONSTRUCTION (FIELD 5UILT) THRU WALL 1. HEADER PER PLAN (MINIMUM 3'xIV') 2 MINIMUM (2)2x4 STUD FRAMING TYP. 3. FASTEN TOP PLATE TO HEADER W/ 2 ROWS OF I6d SINKER NAILS a 3' O.C. TYP. 4. SIMPSON LSTA24 STRAP TIE HEADER TO WALL ON INSIDE FACE 5. FASTEN SHEATHING TO HEADER W/ Sd COMMON OR GALV. E0X NAILS IN 3' GRID PATTERN AS SHOWN 4 3' O.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP. 6. %a' MINIMUM THICKNESS WOOD STRUCTURAL PANEL SHEATHING 1. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED W/ 3x OR (2) 2x, 4 OCCUR WITHIN 24' OF MID HEIGHT. IF 2x BLOCKING 15 USED, FACE NAIL W/ (3) I6d SINKERS. 8. 4200* STRAP TIE HOLDOWN PER PLAN SIMPSON HDUS HOLD DOWN PER PLAN 9. 5/a' DIA. ANCHOR BOLT W/ 1' MINIMUM EMBEDMENT. USE 3/(,'x2'X2' PLATE WASHER MINIMUM (TESTED ASSEMBLY) 10. FOUNDATION PER PLAN II. SHEATHING FILLER IF NEEDED 12. 1000* STRAP TIE HOLDOWN PER PLAN SCALE: 1Y2"=1' (9) (5) 1. WOOD COLUMN 2. COLUMN BASE BRACKET TO PEDESTAL OR FOOTING AS NEEDED 3. *3 TIES AT 10' 0.C. AT (1) PEDESTAL (2) A X PER PLAN WOOD COLUMN FOOTING 4. (4) *4 DOWELS W/ ALTERNATE BEND FOR PEDESTAL 5. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS s. 12' SQUARE CONCRETE PEDESTAL (OPTIONAL) 1. CONCRETE FOOTING 8. 2 -*4 BARS EACH WAY 9. ARCHITECTURAL COVER SEE ARCHITECTURAL DRAWINGS FOR . ADDITIONAL INFORMATION } SCALE: N.T.S. 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING 16d AT S' 0.0 3. EDGE NAIL 4. BEAM PER PLAN .5. I -JOIST PER PLAN 6. JOIST HANGER PER JOIST SUPPLIER 1. FLOOR SHEATHING WE . JOIST AT SEAM 5ELOW SCALE: N.T.S. WITH RIDGE VENT 1 WITHOUT RIDGE VENT RIDGE 5LOCKING I. DBL EDGE NAILING 2. PLYWOOD SHEATHING 3. RIDGE VENT 4. TRUSS PER PLAN 5. BLOCKING PER IRO TABLE R602.3(1) Note (1) SCALE: N.T.S. 11- 60107 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 25 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 12 2017 PERMIT CENTER REVISIONS 3-22-2016 ,45 NOTED w a <C A CD A STRUCTURE FOR