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Permit D17-0038 - CARY LANG - LOT 74 SINGLE FAMILY RESIDENCE
CARY LANG -LOT 74 12516 50T" PL S DI 7-0038 Parcel No: Address: 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 COMBOSFR PERMIT 0179002655 Permit Number: 12516 50TH PL S Project Name: CARY LANG - LOT 74 Issue Date: Permit Expires On: D 17-0038 5/3/2017 10/30/2017 Owner: Name: . Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: REEVE RESOURCES LLC 2844 SAINT DIZIER DR , HENDERSON, WA, 89044 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F. CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: CONSTRUCT A NEW 2672 SQ FT SINGLE FAMILY RESIDENCE WITH A 591 SQ FT ATTACHED GARAGE AND A 181 SQ FT COVERED DECK Project Valuation: $371,417.85 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $47,289.21 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA 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: Yes Volumes: Cut: 10 Fill: 10 Number: 1 1 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: — ( Date: ✓ 3 //7 Print Name: 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: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 16: 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. Permitspresuming 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. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 22: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 23: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 24: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 25: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 26: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 27: 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. 28: 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. 29: 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 guage. 30: 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. 31: 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. 32: 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. 33: 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. 34: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 35: 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 36: ***PUBLIC WORKS PERMIT CONDITIONS*** 37: 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. 38: 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. 39: 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. 40: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 41: 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. 42: 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. 43: 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. 44: Any material spilled onto any street shall be cleaned up immediately. 45: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 46: 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. 47: 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. 48: 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. 49: 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. 50: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 51: 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. 52: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer., Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 53: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 54: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 55: 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. 56: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 57: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 58: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 59: Per City Ordinance no. 2177 new homes within the Allentown Phase 2 Area are required to pay in full the current fee for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to Public Work's final inspection approval. 60: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit no. C17 -00X. Fee based on two new single family residences (to include new single family residence under D17-0039). 61: 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. 62: 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. 63: Prior to building permit issuance, applicant must record L17-0009 and apply with all conditions of approval. 64: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 65: 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). 67: 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) 68: 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) 69: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 70: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 66: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 71: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 n 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 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 8004 GROUNDWORK 5040 LAND ALTERING 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 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 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM City of Tukwila O Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 0179002655 Address: 12516 50TH PL S Applicant: CARY LANG - LOT 74 WATER METER INFORMATION Permit Number: D17-0038 Issue Date: 5/3/2017 Permit Expires On: 1/28/2018 DESCRIPTION OF WORK: CONSTRUCT A NEW 2672 SQ FT SINGLE FAMILY RESIDENCE WITH A 591 SQ FT ATTACHED GARAGE AND A 181 SQ FT COVERED DECK METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21740102 Connection Charge: Installation: Plan Check Fee: Inspection Fee: Turn on Fees: $100.00 $950.00 $10.00 $15.00 $50.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,130.00 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd , Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. \V1 ---003 Project No.: Date Application Accepted:. i;"--1--17 Date Application Expires: C[ -- 1 (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 Site Address: ,'�� `� King Co Assessor's Tax No.: 50,6 p/ 77Aiet,e-17.4- PROPERTY OWNER Nance: Address: 7 9 9/S "._ `rofrve jw City: Federt (14444r/ State:14,A_ Zip: 98,23 CONTACT PERSON — person receiving all project communication Name: Z....614. 3 Address: 2 q 16,-- 2 G/ {3 1 yC e li <.J Address: Phone: 2i76"/Z`3 56S5`Fax: City: State: Zip: Phone: 2.1i.6_y23 So /Fax: J Email: GENERAL CONTRACTOR INFORMATION Company Name: C ' / a — True— Address: 2 q 16,-- 2 G/ {3 1 yC e li <.J City: red, /'N1 14,44./ State: 1A._ Zip: ?e0a3 �// Phone: 2i76"/Z`3 56S5`Fax: Contr Reg No.:(eLc 1 1 0 1 0Oxp Date: Tukwila Business License No.: `Ross09 9 i Yzj 61 .7q o6 ‘S.S' ARCHITECT OF RECORD Company Name: 5ce: A,.. Engineer Name:�/ �r � � 1 h Pl,n/ V a 'TG Company Name: City:ieck State: IAA_Zip: Phone: 36 oig6 01.7 Fax: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 5ce: A,.. Engineer Name:�/ �r � � 1 h Pl,n/ V a 'TG Address: 22,g31 Sr ? y 2 p City:ieck State: IAA_Zip: Phone: 36 oig6 01.7 Fax: Email: cey y er.,1 a ✓leers,0Cv,, e461,Ne LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: t7id��j Address: ra LA,,, City: ` ate: Zip: H:\ApplicationsWorms-Applications On Line \2011 Applications \Combination Permit Application Revised 8.9.11.docx Revised: August 2011 bh Page 1 of4 0 0 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ 3j !/l� OQO Scope of work (please provide detailed information): r DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I' floor j zSL/ 2"a floor /jj/e Garage carport ■ 5p. I Deck - coveredeuncovered • 1 A 1 Total square footage ? (i y II 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 $ O� fuel type: ❑ electric gas (l furnace <100k btu 4d appliance vent / ventilation fan connected to single duct Vthermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING:/ - (J • Value of plumbing/gas piping work $ J Sbathtub (or bath/shower combo) bidet 1 clothes washer / dishwasher floor drain 2- shower lavatory (bathroom sink) sink 11 water closet water heater (gas) lawn sprinkler system gas piping outlets H:\Applications\Form-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-I 1.docx Revised: August 2011 bh 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. ATER DISTRICT ...Tukwila ❑ ...Water District #125 ...Letter of water availability provided WER DISTRICT ...Tukwila ...Sewer use certificate ❑ .. Highline 0... Valley View ❑ .. Renton ❑ ... Letter of sewer availability provided 0 .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. 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") ❑ ...Technical Information Report (Stone Drainage) 0 .. Geotechnical Report ❑...Hold Harmless — (SAO) 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ 0 ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut 0 .. Looped Fire Line 0 ...Permanent Water Meter Size WO # 0 ...Residential Fire Meter Size WO # ❑ ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ..Backflow Prevention - Fire Protection Irrigation Domestic Water ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line 0 ...water 0 ...sewer MONTHLY SeEIRVICE BILLING TO: Name: number of public fire hydrant(s) 0 ...sewage treatment fling Address: .2-'4 r/%( Vi' S i.✓ WATER METER REFUND/BILLING: Name: Mailing Address: Day Telephone: 7a 6 3 tem.- p- 0, go 2 3 City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \20l 1 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 0 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 OWNF,OR AUTHO ZED AGENT: Signature: (/� �'�' Date: Mailing Address: -2_9 • PC*✓ Z/1/4S w P"" `�� 1- G /lN✓ �8a 3 Print Name: vi Day Telephone: 2-406-10-3 5-0551— City H:\Applications\Forms-Applications On Line\201 I Applications \Combination Permit Application Revised 8-9.11.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 est/mated fees PROJECT NAME d47?—f"G` (;)''',77-- PERMIT # bo -003g PL S )v (Lofi-7 ) 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 Mobilization Erosion prevention Water/Sewer/Surface Water/ b/l Road/Parking/Access / A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. category: $250 (1) vn8, 1 a0 Cs6 of 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 $ 11251 Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. (4) RECEIVED TUKWILA QUANTITY IN CUBIC YARDS RATE MAR Up to 50 CY Free 51 — 100 $23.50 PEE3n 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 01 2011 T CENTER $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION so (1+4+5) $ (6=.2 The Plan Review and Approval fees cover TWO reviews: I) 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 b17oo38 0 �J 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) $ I I Z % (6) 7. Pavement Mitigation Fee (7) 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 pavement mitigation fee. 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 *� FIN i a3VB3y�w, F�,t�fhe greater of the excavation and fill volumes from Item 5. �h`� r.: 'RA� .l i T 1.3 's F? raS 1 0 /A -Iv ���°y�+ �/��r�•,,'- cif~���� 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 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09e1132 Last Revisedi1/ • $ 6'3.= (9) 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 11. ADDITIONAL FEES A. B. C. D. E. F. G. H. I. Total A through E Allentown Water (Ordinance 1777) $ Allentown Sewer (Ordinance 1777) $ Ryan Hill Water (Ordinance 1777) $ Allentown/Foster Pt Water (Ord 2177) $ 11 f 21‘6, os Allentown/Foster Pt Sewer (Ord 2177) $ 'Zol 4 oo -°-E-)- Special -Special Connection (TMC Title 14) $ $ i I2..5 (9) Duwamish Transportation Mitigation Other Fees CAsc,A-, $ o f3 �> $ 4/00 S F., Total A through I $ .3g 4.3'+ q 3 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ;clic? ®Z 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 -12.31.2017 Total Fee 0.75 . $625 $6005 $6630 •.1 1 ../ $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Receipt Number DESCRIPTIONS QUANTITY PAID D17-0038 Address: 12516 50TH PL S Apn: 0179002655 $2,348.00 IMPACT FEE FIRE PARK TOTAL FEES PAID BY RECEIPT: R11423 R304.345.852.00.00 R104.345.851.00.00 0.00 0.00 $2,348.00 $922.00 $1,426.00 $2,348.00 Date Paid: Thursday, May 04, 2017 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 24775 Printed: Thursday, May 04, 2017 11:02 AM 1 of 1 CREIFISYSTEMS Receipt Number DESCRIPTIONS I PermitTRAK ACCOUNT I QUANTITY (? PAID $44,532.34 . D17-0038 Address: 12516 50TH PL S '' 'Apn: 0179002655 $44,532.34, 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 8640.237.500 0.00 $6,005.00 DEVELOPMENT -. $3,861.22 PERMIT FEE R000.322.100.00.00 0.00 $3,856.72 WASHINGTON STATE SURCHARGE B640.237.114 0.0034.50 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 - PERMIT FEE COMBOSFR I 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 $221.69 TECHNOLOGY FEE 1 R000.322.900.04.00 0.00$221.69 WATER SERVICE FEE .. $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT TOTAL FEES PAID BY RECEIPT: R11413 R401.379.004.00.00 0.00 $11,216.05 •' $44,532.34 Date Paid: Wednesday, May 03, 2017 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 24763 Printed: Wednesday, May 03, 2017 11:07 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $5,598.27 D17-0038 Address: 12516 50TH PL S Apn: 0179002655 $2,756.87 DEVELOPMENT $2,506.87 PLAN CHECK FEE 1 R000.345.830.00.00 0.00 I $2,506.87 PUBLIC WORKS $250.00 BASE APPLICATION FEE 1 R000.322.100.00.00 0.00 I $250.00 D17-0039 _ Address: 12510 50TH PL S Apn: 0179002665 $2,841.40 DEVELOPMENT $2,591.40 PLAN CHECK FEE 1 R000.345.830.00.00 0.00 I $2,591.40 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R10960 R000.322.100.00.00 0.00 $250.00 $5,598.27 Date Paid: Wednesday, March 01, 2017 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 24686 Printed: Wednesday, March 01, 2017 11:53 AM 1 of 1 CARWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 617-on36 Project: Type of Inspection: Address: /Z6740 4.51DX . & Date Called: Special Instructions: /O Date Wanted: —/'/% a.rri. p.m. Requester: Phone No: Approved per applicable codes. t✓J Corrections required prior to approval. COMMENTS: ov rutcp/t'& f/11 L 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 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17-0038' Project: CARY /' Type of Inspection: ,OitD//Y6- f mit-L Address: /2.5/‘2/2.5/‘2�T� � PL, 6.r Date Called: fi/WST D4 F//x L4.0 a • !BOO 2� OA' S/4 t Special Instructions: 4...6-7-74/Date 13011.,D!/1/G FM/FL / Wanted: a.m //-,-.2e47 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: /d £L,ZeT7?fc` ?, '4'/N&- fi/WST D4 F//x L4.0 a • !BOO 2� OA' S/4 t 6/17Q /� /X,C) e_./...c._\5-20/IC/ I I ZW' 1Y c Inspector: Date:, 2r. 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 INS TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 0036 6300 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project::p,, OW/ ilii if Type Inspection: crepo /lf " /' ,' ive4' - Address:p /2s7o PI PL S,‘46„� Date Called: Special Instructions: '� 7q Date Wanted: �G/3// 7 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit ill 7 - (436' PERMIT Na CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project;, O bi AZ- Type of Inspection: B �' NaiX*°t'/- %✓4 Address: 12sto 51 4' el, 1 Date Called: Special Instructions: I 4i Ty Date Wanted: /6 i7/i7 a.m Requester: Phone No: [ Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: Date: /0/13/h7 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 INSPE ON NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .1)17- 00 Project 1 l 6' Type of Inspection: 6 Aria.), #c✓%1 Address: /2 7o V174 Pi- . Date Called: Special Instructions: r 7� Date Wanted: i it) %,07 Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: ADA, Date: /0 /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 INSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project Type of Inspection: Address:/ /2sto cell a S Date Called: Special Instructions: Zai- 7 Date Wanted' /G/a 7 am. p.m. Requeste . Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: it REINSPECTION FEE REQUIRED. Prior to next inspection. fee mustbe paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE ION NO. PERMIT Na CITY OF TUKWILA BUILDING DIVISION i, 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project /,. / 1�y �- Type of Ins ection: c//4I3/ / /4-P/2-- 1i '2Address: Address: /.Z57 Su i P/ S Date Cal ed: Special Instructions:,Date r 71/ Wantte 1 r7/r7 .. p.m. Requeste . Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: /1),Artivt Date: / 3f% REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD Retain a copy with permit D17 3 6 - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Cif / e Type of Inspection: al ' Address: /zsi57 ' 191, S Date Called: Special Instructions: 7/I ler Date Wanted: /013 /7 ,43::- Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. CO MENTS: Inspector: Date: /0 3/r? 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 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 P ct:T��ypeeo�of Pro ARV ,i:Awo- Ins ction: dress: )25 -ii 571114 a s Date Cal d: Special Instructions: JJ �7/� ,Go_ f'il Date Wanted P.m. Requeste Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: DateW7 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 INS' ION NO. PERMIT N0 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 •i7- 00 Project: CAR)/ IA -AZ- Type of spection: rit i1 Address: Z-576 O FL- Date Called: Special Instructions: kr 7 Li Date Want d: 1 / 7 am: P• Requester: Phone No: Vel Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: A Date: 7 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 ))i7- 6036 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: C4AY /-4'NC- Type of Inspection: / /ALL /NS1JL/H77c A) Address: /2576 5Z)i w PL, 5, Date Called: ivy 0.5-7 f/4VV PZ4>4JS dti ' . 5 " Special Instructions: Ldp 71 Date Wanted: 1-26-17 a.m p.m. Requester: Phone No: '® Approved per applicable codes. D Corrections required prior to approval. COMMENTS: p esi< —z" nNSOLA-Vev1/ etvL/ ivy 0.5-7 f/4VV PZ4>4JS dti ' . 5 " to PAiliii>T Inspector: 'l Date: 72& 17 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 X28 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: CAR - i IAA* r /or 711 Type of Inspection: 6/A20A ; Address: /2S-16 53 4 a Date Called: Special Instructions: • Date Wanted: 7 Xi/17 m, Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: )--re-wipezit.6) civ4P,4 ig66liiiiza ApoixED 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 -do 8 Project: Type Inspection: Address: l2&7 S-074 Pi. 5 Date Called: Special Instructions: Date Wanted: 7Ze)i7 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: i -%6%1 Azi SQL. I'®'' rigA?lcAIS Ar 5-641A. II tii A16- adokii OK ro AxtrzAT-6- nspector: 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 PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: 4 1 - 6-- 7Z/6: Type of Inspection: ARAI& i -t -,J Address: tzj'/c g7 4 Pk Date Called: Special Instructions: Date Wanted:/a.m. 7/17 17 p. . Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector://,4141 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 Pro' ct: CAW L & .. 4t 71/ Typspection: tp,.4rsvia6,- Adddrr�ess: as SV 7L s Date Called: Special Instructions: Date Wanted:a.m. ,x/7/7 p. Requester: Phone No: ElApproved per applicable codes. L Corrections required prior to approval. COMMENTS: Ok-eigil Pal 6 AJo----- raj Inspector:451„, 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 pig-oo Proj ct: Ty.Qe of Inspection: inj Address:Date /7/16. 5z 1 PL S Called: Special Instructions: / kr 711 Date Wanted-/ 7 I7�J /7 rri. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Couticratet Pea aiwAercis 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,: CA- RV AAilr - 4T 7/ Tyje of Inspection: 1471/64i -/ Ai64s pi ri%i& Address: /2516 ;t, 711 PL Date Called: Special Instructions: Date Wanted, 7 ///7 - p.m, Requester. / Phone No: Approved per applicable codes. WICorrections required prior to approval. COMMENTS: o.K Pi P/A16, oT" av►i PLe7 `' r' Inspector: t_.1,b Date: 7/12/17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. WOAINSPECTION RECORD Retain a copy with permit INSPE ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 : Pro&a/ d 6, `- ler 72-1itile Typf of Inspection: - iil /�tci i e.4L Address: aCio 0 Pis Date Called: Special Instructions: Date Wanted' Requester Phone No: Approved per applicable codes. n Corrections required prior to approval. COMMENTS: Inspector: /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 Did- 0036 Project: 6,9 -lay Lex &--- Type of Inspection: WU_ s I+E,+0A6-/st+EA-R Address: 1,251(Q 50-n-1 PL, 3 Date Called: Special Instructions: L_ai 7 J Date Wanted: 62 -2 7-17 hJ�' p.m. Requester: Phone No: PlApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: OK- `_ ' R st r' 1)(C-- Inspector: Date: —27—/ 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 X,7-0038 Project:Type Ohey LiM r of Inspection: poo' MICA-TH/ Al& Address: Z5I(.49 stmt PL, Er Date Called: Special Instructions: tb► 711 Date Wanted: c -z7-/-7 l a.m.` p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: cf<- i' $ him-%H/N& Inspector: 5 Date: 4e-27-17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INS INSPECTION RECORD Retain a copy with permit ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION D17 ao39 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pr ect: CAIS/ 14-A1-6- - /r `111 Type of Inspection: U e', 7 r- Address:4 Date Called: Special Instructions: Date Want —2O /7 Request : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date:5Iz6I/ 7 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 "bn -003B 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: Type Inspecti°k Address: /2 9 711 f s Date Called: Special Instructions: J>�,� Lid 7 Date Wanted: ,� 1 7 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: S Z3/ 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 INSP TION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION TO- Co39 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project 6402--q C- Typ Inspection: r rridi•sb4�N LA44L i Address: /287 S-vPL S Date Called: Special Instructions:,Date r 79 Wanted: .--'igi7 a.m. Requester: Phone No: n Approved per applicable codes. D Corrections 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 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 NDri 603,9 Project CA i bide,- Type L.4f spection: .,lam; Address: p 12c16 50 77Pi. Date Calle Special Instructions: 4,r 711 Date Wanted: 5 -ie /7 Requester: Phone No: tiliApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:beivt A REINSPECTION FEE REQUIRED. Prior to next inspetion. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit. C -Q6 3 /'7-- - c--10 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: % ,��}-- t47 1 Sprinklers: Fire Alarm: Type of Inspection:. - vL Ca— r Address: Suite #: /2 / ( C et- $ Contact Person: .- Special Instructions:. Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: vL Ca— r is5 , AiL-- -8 �- 1? orr.,( f3d ce a/ 2i /1-( .n)S 4-1-- / -7-- f ` Occupancy Type: 1 --Ir--- i 10'1,01( F'A'Sf Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: rp-//.4 5-4-- Date: /i tg4--- 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 INSPECTION NUMBER INSPECTION RECORD Retain'a copy with permit - c›- /6(‘ PERMIT NUMBERS CITY OF TUKWILA FIRE, DEPARTMENT t 206,575-4407 Project: ,,e),/ 4,_ Type of Inspection: , Address: Suite #: /ZS/ `fx--Contact p1 S Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. ,ICCorrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: - Occupancy Type: TKVae-ei(---- T-Pcd-- t -----a I (1 /0-ege )e d /7 e q/(' (A-7 2 ,F /.-‘) .g 6 i _ ; : c. d--1--- /e ; -, c ,- 4.,(. , / cvoy iv/ tr.J�74-/--,Lot ( ,rKe f -•a ( 4 (1-- c( , gicAlx c/. Needs Shift Inspection:. Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: - Occupancy Type: Inspector: Date: 03I -9-- 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 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit r r R --003t Jai/ PERMIT NUMBERS CITY OF TUKWILA FIRE. DEPARTMENT 206-575-4407 f Project: 4'117 7 9f Type of Inspection Address:!Contact' Suite #: 1 j can' Person: . Special Instructions: Occupancy Type: Phone No.: NApproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ./4,:fre "—°--- litlr-n - Aatindis 4 P/A-frA NIP- &Wm) bA) 51-k-- ot--- sA ...;',. Re .,spa' .mow -.r--- - A/a fimus rpv 5 (a)1,-.1449 * /Al 1% Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Ma Date: 91///7 Hrs.: j_ C I r $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 14` T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit n - oo' PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: pca41,-/IC— Sprinklers: Fire Alarm: Type of Inspection: Address: / ?-5---/(o Suite #: / 26 71.6 Pre -Fire: iaL S , Contact Person: ice` Special Instructions: Phone No.: Approved per applicable codes. • Corrections required prior to approval. COMMENTS: J Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: i Inspector s-'---__ Date: 7/, Th -) Hrs.: / - 6 $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: -Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2B-2672 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 creditsare: checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Valuea U'Factora Fenestration U=Factorb n/a 0.30 Skylight U -Factor : n/a 0.50 Glazed Fenestration SHGCbe " n/a n/a Ceilingk 49' 0.026 Wood Frame:Wall9'm'" 21 int 0.056 Mass.Wall R -Value' 21/21h 0.056 Floor 309 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. . RECEIVED CITY OF TUKWILA MAR 0 12011 PERMIT CENTER 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 O 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. O 2. 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. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Additions less than 500 square feet: .5 credits bU7%. 0038 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: 1c 2:0 1d Efficient Building Envelopes d 0.5 .2a Air Leakage Control and Efficient:Ventilation 2a 0:5. 2b Air Leakage Control and Efficient Ventilation2b 1.0 2c Air: Leakage.Controland 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 El ❑:. 0.5 - REVIEWED FOR DE COMPLIANCE ❑ APPROVED o APR 17 2011° ❑ ▪ City of Tukwila ILDING DIVON ❑ *1200 kwh • 1.5 0.0 3.50 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 Tess 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 cavity insulation 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. d 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 a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information L2B-2672 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.). Vertical Fenestration (Windows and doors) Component. Description Ref. U -factor 0.20 Ref. U -factor POWDER 2 0.30 GUEST ROOM 12.0 0.30 DINING 9.00 0.30 DINING 3 0.30 GREAT ROOM 2 0.30 UPPER ENTRY 6 0.30 UPPER ENTRY 2.40 0.30 UPPER ENTRY 16.0 0.30 BEDRROM 4 3 0.30 BEDRROM 4 2 0.30 BEDROOM 3 2 0.30 MASTER BEDROOM 0.0 0.30 MASTER BEDROOM 0.00 0.30 MASTER BATH 1 0.30 BEDROOM 2 4 0.30 HALL 2 0.30 GREAT ROOM 0.00 0.30 5 0.0 4 0.0 2 2 0.00 4 0.00 1 6 0.0 4 0.0 2 4 4 1 5 4 1 2 6 2 4 2 Width Height Qt. Feet Inch Feet Inch 1 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 2 0.0 5 12.0 1 5 9.00 5 28.80 3 2 16.0 2 16.0 1 6 5.40 5 2.40 1 12 16.0 8 24.0 3 2 - 9.60 2 6.00 2 2 16.0 4 0.0 1 4 0.00 4 0.00 1 4 0.0 4 6 2 2 0.00 2 0.00 1 5 0.0 4 0.0 2 2 0.00 4 0.00 1 6 0.0 4 0.0 2 4 4 1 5 4 1 2 6 2 4 2 Area UA 20.0 4.00 0.0 0.00 Area UA 10.0 3:0-0 25:0 7.50 12.0 3.60 30.0 9.00 96.0 28.80 12:0 3.60 16.0 4.80 16.0 4.80 18.0 5.40 8.0 2.40 20.0 6.00 16.0 4:80 24.0 7.20 32.0 - 9.60 20.0 6.00 12.0. 3:60 16.0 4.80 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 Ref: U -factor Width Height. 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 0.0 0.00 0:0 0.00 383:0 114:90 Area 0.30 .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 0:00 403.0 118.90 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 L2B-2672 Contact Information Heating System Type: o All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions IITukwila 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 illR-49 Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (see Figure 1) Instructions Floors Instructions V-21 Intermediate 1-4 Below Grade Walls (see Figure 1) Instructions Select R -value Slab Below Grade see Figure 1) Instructions Select conditioning va Slab on Grade (see Figure l) Instructions SelectR-value Location of Ducts Instructions =v • Unconditioned Space 131" Design Temperature Difference (AT) 57= Indoor (70 degrees) - Outdoor Design Temp 2,672 8.5 Conditioned Volume 22,712 U -Factor X Area 0.30 U -Factor X 0.50 U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 U -Factor X 0.025 U -Factor X No selection 383 Area Area 1,609 Area UA 114.90 = UA = UA 41.83 UA Area UA 2,465 Area 1,615 Area 138.04 UA 40.38 UA F -Factor X Length UA No selection F - Factor X Len th UA No selection Duct Leakage Coefficient 1.10 Sum of UA 335.15 46 Envelope Heat Load 15,417 Btu / Hour Sum of UA X AT Air Leakage Heat Load 11,283 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 26,700 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 29,370 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 41,118 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 (07/01/13) FULA STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2B-2672-3 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2017 Coal of Tukwila DUILDINC DLVISEON February 22, 2017 Job No.: 09-059 Location: 12516 - 50th Street South Tukwila, Washington Copyright 2017, SEGA Engineers RECEIVED MAR 01 2011 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA MAR 012017 PERMIT CENTER Dr/- 0038 SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"d PL (360) 886-1017 Black Diamond, WA 98010 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two-story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, Project L2-2672 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 09-059 By: GAT Checked Date: 02/22/17 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (V,,,t) Kzt 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs = 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2017, SEGA Engineers SEGA Engineers, / Structural & Civil 22939 SE 292nd PL Black Diamond, WA 98010 Consulting Engineers (360) 886-1017 Project L2-2671 /-2(07Z., Job No. 09-059 By: GAT Checked Date: 12/03/13 Sht 1 LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Copyright 2013, SEGA Engineers Roofing (Comp) 1/2" OSB 2x @ 24" Insulation 5/8" GWB Misc. Snow, Pt Reduction, Cs 5/12 pitch = 23 deg Total Roof Load Flooring 3/4" Plywood 2x12@16"oc 5/8" GWB Misc. Residential Total Floor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding 1/2" Plywood 2x6@16"oc Insul 1/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf 0.00 (115% Load Duration) (C1 = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 40 psf 48.6 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 :Prminitub - ilWart C-4:1C4opv) ( 52;) ..?) to co a rA=• (31 LoFt) ( 4,41) — C jz- PROJECT Lzis- z-cri /---u677- JOB NO. ci FIGURED BY 414-7 CHECKED BY DATithnb, SHEET t -OF 4t- 0 Lort CN. L1)7' 7 NA 2,m. vittgo POTIO /&F1 (AA, LS -94, )11 Z:Z,SPLr— f= 426) Lt4(,)) s -z,8& 0-1)(4ciTY:. /,10.ce"t =(etzscr)(10171c) Cs,22)(tili"'")( tt) 44 Pi r ta 1-M Ago(JDItv' /et 7k 1* - v7 PIT livcr- cirsk- ,-, a 4s-C/s-itIc Qco,s' )2-4- oit.43/2.,_ imo tz_Ft ANLE°pSF\ S/1Z 11-- Co, 7- 4/K/F OV) SiZil '41 +42. 14..-001 e--•1 144:1) . o -- t4c(oizct lor)(Iti) OIL Copyright 2013, SEGA Engineers 04 1 )ei 0 /.14.t, tOk. -47 SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 LIZ -7471 /-7-(0 72 - JOB NO. 07 FIGURED BY q147 - CHECKED BY c7341/ DATE .(i4. SHEEZokOF rirmAi h./ 4- utpxig- _gape • -7-w4 efer-Tk -701c z44) L4e,12y. 70TI ttt IAA 11)- a.',0„.34"AX •o, ( poi ) (Jo) I 02 Copyright 2014, SEGA Engineers ek _ SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT UZn- z�,� 1 _ ZAP 7z JOB NO. 001 -0S1 FIGURED BY 4,47, CHECKED BY DATLie. ia3), SHEET_ OF fes'lA* tAprAti / list - Cr M =- Co,S9''Fl) ((co.4)- = Zo. e) l i (0, s9VIP) : 4,cr4 : °I45(o.TiY)°/)Ii z)' ))113 '</ o3 �,Nt /2+? 6� j3141 -e- TO WO w = C1'D+1:e7, o ,1'41 M - &, (.91117)Qm')Z = 14, (it 1 � La-69Y/PO l = Di 4 ( o'& " t) (rif= cSZ /4)4, s%.,, )0? r L [id .45 73►. 61 -AMIE -P bac-- (k)c ysr) - tod61- iSn o.31) -(3,5'}6p, LeG''i(47S7-ts.)(v.nr-ii ` 3, ),.k Copyright 2013, SEGA Engineers to Zk/Z -a-- j SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT LV- foil A-z.67z-- JOB NO. 01 _rai FIGURED BY 6047 - CHECKED BY DATE 3/) / is SHEET 4. OF Fit ACY4,47 - . I, 1PPOA Kaat .P: Xi _. 1 i - --to-------------'771'. --.-F1,,!:.: el--$)7401.,k--:--;c_i ciikt--A e : 1-------- - ist.....,,.. -rj'7'z'.11761.-'-'goiA 1----1 - ' -t- - '. 4- ' • i - - • • IA,-. -4 ,,,.:cilz 40L. rt' 4 4` (4,1tignsR)(111-(k.\000.\(i5Lid)--: /0) 10J -0:'1''L t 100 Ocl -S-74°76iL lei R. QZ'grr ( I s)(0-141.11117X14)T i& "FA 5-Z. ,SlizeiS 11.1 -*I .1/./C - 4s( €(51)/)(1err- 4- 0,6111 4411. .404- t44) ktiWtS- )e) 04 4- Lt1t4 0 1,4 ...,4;(40/)it14')C.131:. .(1° 4N - ocarik)(14-z, epil 1 P. ji pf , A-1.01 Yittit cot__ fi Copyright 2013, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2671 /- 2(972 - Job No. 09-059 By: GAT Checked Date: 12/03/13 Sht. LATERAL LOADS - (Altercate ASD) SEISMIC Maximum Base Shear, V = F SDS W Eq. 12.14-11 R where, F = 1.1. Two -Story Building SDS = '1.00 Ss = 1:5 Fa = 1.00 (Table 11.4-1, Ss > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof= (30ft) (52ft) (16psf)+ (2) (30ft+ 52ft) (4.0ft) (9.5psf) = 31 kips Wfloor= (30ft) (56ft) (14psf)+ .(2) (30ft+ 56ft) (8.5ft) (9.5psf) = 37kips Design Base Shear , V = ( .169.) (69 kip) = 11.6 kip E= 11.6 kip = 8.3 kip 1.4 Wtote1= 69 kips WIND Design Wind Pressure, ps = a Ke Poo Eq. 28.6-1, Sect. 28.6.3 where, X = 1.00 = 1.00 = 1.00 = 1.00 0 15f 20 ft 25 ft 30 ft Exposure B Figure 28.6-1 Kn = 1.00 Section 26.8 Pao = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po- = (.1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pao = 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vfa,= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30 ft) (5 ft) (17.7 psf) + (30ft) (3 ft) (17.7 psf) =12.2 x 0.6 = 7.3 kips Therefore, Vsis = (59 ft) (10 ft) (17.7 psf) + (56ft) (5 ft) (17.7 psf) + (50ft) (5.ft) (17.7psf) + (11 ft) (3ft) (17.7 psf) =20.4 x 0.6 =12.2 kips Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, 'SEGA Engineers SEGA Engineers / Project L2-2671 /-2-(072— / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 09-059 By: GAT Checked. Date: 12/03/13 Sht. (.o LATERAL LOADS - (contd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.3 k F. = wX V (Eq. 12.14-12) W Froof= (31.2) (8.3k) = 3.8 kip ( 68.6 ) Ffloor = ( 37.4) (8.3 k) = 4.5 kip (68.6) F,, = 8.3 kip Copyright 2013. SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers l Z' Z �%Z JOB NO. 22939 SE 292nd Place • Black Diamond. Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATEd`IZZ ,/THEET eOF FIGURED BY 4 I IIEk = W40-- %k.i)6r\I .5JE W� OL S".: 1/2'1' '+ gj'�ZSS Ul...1,gfr to _ 33K VF - 't<141°! -s+ d =4-2.5 r ji 34/-3 CO/ 7-)719Vit Copyright 20$1; SEGA Engineers .7c...it5.1::„ Li 14‘siot Fl/ 2f D 6 `i Log Ot, ,q41 -!7"yz 0)10�0V SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 6tt/ L 14(.4 3! n LZ- JOB NO. bol _ p sq FIGURED BY , CHECKED BY DATE103/t3 SHEET zJ OF � = /s'* 4' _ z 46oH qi 131Pe'` z, clzo* + C4.,)tit) 111.7.: 4)C s' -� .s9a,r(-F 1FJHt. W 4 (,-'' (Jo' )(Jae"): Z,c7(a7 /it 3,g.F s'14 - 1ti/A& "s year ( )gs* )v"7W) x5,)04 "\] ..c/.y .. .c. -/F. 7: z,q's A, ` 4►pP`" VM'S Lr STS g. tc Copyright 2013, SEGA Engineers 40"rti649 pvsTarisl • SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 Sofklz_ Witu— cchr..17- /tt: 71:071 /-7-6. 7z. JOB NO. 01-011 FIGURED BY (7 47 CHECKED BY DATE/742V/), SHEET ei OF I 01 rin'\ ly -5; 717 S1Z. \IK-; c./.2,)(joicto,4 odoil 'zi z,' 4 r 7)0)0i//4,, Copyright 2012. SEGA Engineers s A GA Engineers/ /Structural & Civil Consulting Engineers PROJECT L25-2612 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 886-1017 • FAX 886-1016 09=059 FIGURED BY GAT CHECKED BY DATE 02/22/11 SHEET 10 OF 10 SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (2) Remarks (4) 1/2' OSB or CDX 8d @ 6" o.c. 5/8" @ 60" o.c. Qa = 230 plf /E> 1/2' OSB or CDX 8d @ 4" o.c. 5/8' @ 32" o.c. Qaii = 350 plf 1/2' OSB or CDX 8d @ 3" o.c. 5/8" @ 16" o.c. QaII = 450 plf Use minimum 3x studs at abutting panel edges and stagger edge nailing. 1/2' OSB or CDX 8d @ 2" o.c. 3/4" @ 16" o.c. Qaii = 600 plf Use minimum 3x studs at at panel edges and stagger edge nailing. See Detail 12/S2.0 for Construction Notes: All walls designated "> " are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 1) 2) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of each piece. Embed bolts a minimum of 7" into concrete. Use minimum 3" x 3" x 1/4' galvanized plate washer for each anchor bolt. 3) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. 0 0 0 0 D 0 0 0 0 0 0 0 0 7 FEL Geotechnical Engineering Report 12516 50th P1 S Tukwila, Washington P/N 0179002655 February 8;2017 441.\\. prepared for: /EI�11 Cary,<ang Construction At ention: Cary Lang 29815'24"Ave SE Federal Way, Washington 9801 RECEIVED MAR 01 2017 TUKWILA PUBLIC WORKS in7NSIBILA REVIEWED FOR CODE CE PPROVED APR 17 2011 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P874 -T17 MAR 012017 PERMIT CENTER b7w38 n n u r TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 3.0 SITE CONDITIONS 2 3.1 Surface Conditions 2 3.2 Soil Conditions 2 3.3 Groundwater Conditions 3 3.4 Infiltration Conditions 3 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 8 4.4 Drainage Systems 8 4.5 Structural Fill 9 5.0 RECOMMENDED ADDITIONAL SERVICES 10 11 6.0 CLOSURE List of Tables Table 1. Laboratory Test Results for Non -Organic Onsite Soils 3 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 Pit TP -1 and TP -2 A -2...A-3 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 February 8, 2017 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 12516 50th P1 S Tukwila, Washington P/N 0179002655 MGI Project P874 -T17 Dear Mr. Lang:. Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation for your proposed residential development in Tukwila, Washington. We previously performed a geotechnical evaluation of the development of the residential site immediately northwest of the project area. Explorations from this previous evaluation were utilized for this current study. The referenced Geotechnical Engineering Report is dated January 6, 2017. 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 an undeveloped, 5,000 sf residential parcel located on the east side of 50th PI S in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The subject property is rectangular -shaped, being elongated from southwest to northeast; extending approximately 100 feet away from 50th PI S, and spanning ± 50 feet from northwest to southeast. The surrounding area is moderately populated with developed residential sites, with the project area being situated approximately 275 feet east of the Duwamish River. The subject property is relatively level, and is densely vegetated with blackberry bushes, thin deciduous trees, and other brush. The project area was previously utilized as side yard space for the residential site immediately to the southeast. Page 1 of 11 L4 Cary Lang Construction —12516 50th P1 S, Tukwila, WA February 8, 2017 Geotechnical Engineering Report P874 -T17 LA Improvement plans involve the clearing/stripping of the parcel, and the development of the site for residential purposes. LJ 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on December 16, 2016. Our exploration and evaluation program comprised the following elements: LA LA J 1 • Surface reconnaissance of the site; • A review of the Geotechnical Engineering Report, and corresponding subsurface explorations, and grain -size analyses prepared for the neighboring residential site by MGI, dated January 6, 2017; and • A review of published geologic and seismologic maps and literature. 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 a 5,000 sf undeveloped residential lot. The subject parcel is situated within the moderately populated Allentown neighborhood of King County, Washington. The project area is bounded on the east and south by developed residential sites, the north by a larger undeveloped residential parcel, and on the west by 50th PIS. The subject property is relatively level, with approximately 5 feet of elevation change observed over its extent; generally descending towards the southwest. The project area is thickly vegetated with blackberry bushes, brush, and thin deciduous trees, with the project area having been previously utilized as side yard space for the residential site immediately to the southeast. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. The Duwamish River is located approximately 275 feet east of the project area. 3.2 Soil Conditions The subsurface explorations referenced in this evaluation revealed relatively consistent subgrade conditions directly adjacent to the project area. Given the proximity to the site, we are of the opinion that similar subsurface conditions will be present within the subject property. Underlying a 12 to 18 inch surface mantle of sod and topsoil, we encountered a thin zone of fill soils in each of our test pit explorations. This material was comprised of poorly consolidated silty sands, with some gravel, and scattered brick and/or asphalt debris. Fill soils were only a foot or less in overall extent, and were directly underlain by native alluvial deposits. Native soils were generally poorly consolidated, displayed some degree of mottling, and ranged in composition between fine silty sand and sandy silt; generally becoming more fine-grained with depth. Alluvial soils were encountered through the termination of both of our test pit explorations; a maximum depth of 10 feet below existing grade. Migizi Group, Inc. Page 2 of 11 D 0 0 0 0 9 0 9 9 0 0 0 0 0 0 0 0 0 a Cary Lang Construction —12516 50th P1 S, Tukwila, WA Geotechnical Engineering Report February 8, 2017 P874 -T17 In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey, the project site is mapped as containing Qal, or Quaternary Alluvium. In respect to the geographic location of the project site, this geologic mapping attributes most of the subsurface soils as deposits associated with the flood plains of the adjacent Duwamish Waterway. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS, with the presence of silt indicating that there was localized "ponding" during some of these previous flood events. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We did not encounter groundwater in either 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 12'/z to 15 feet below existing grade, roughly corresponding to the elevation of the adjacent Duwamish River. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor permeability of site soils. We do not anticipate that groundwater will 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, below), it's evident that native soils consist of moderate to slowly permeable silty sand to sandy silt at or near surface elevations, extending to depths of ± 8 feet below existing grades. Underlying this material, slowly permeable sandy silt soils are encountered. This soil group was encountered through the termination of both of our subsurface explorations; a maximum depth of 10 feet. 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 % Coarse Gravel % Fine Gravel % Coarse Sand Medium Sand % Fine Sand % Fines Dio TP -1, S-1, 3'/z feet TP-2, S-1, 3 feet 0 0 0 0.7 0.2 0.4 3.1 3.4 46.1 54.3 50.6 41.2 -- -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. Site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM). The USDA classification of loam should be utilized for design of retention facilities within the project area. Migizi Group, Inc. Page 3 of 11 n LJ Li -J n fl J j Cary Lang Construction —12516 50th P1 S, Tukwila, WA Geotechnical Engineering Report February 8, 2017 P874 -T17 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 E, 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 =1.487 g SMS =1.338 g SDs = 0.892 g Si = 0.557 g SMS = 1.336 g SDS = 0.891 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 1.34 g and Sa at a period of 1.0 seconds is 1.34 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 0.89 g and Sa at a period of 1.0 seconds is 0.89 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. The fine-grained alluvial soils encountered on site are moderately susceptible to liquefaction when saturated, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the parcel, and the development of the site for residential purposes. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structure appears feasible from a geotechnical standpoint. • Foundation Options: Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric placed between bearing pads and native soils will also be necessary. J Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a Migizi Group, Inc. Page 4 of 11 Cary Lang Construction —12516 50th P1 S, Tukwila, WA Geotechnical Engineering Report February 8, 2017 P874 -T17 geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. 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). 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 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. 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. 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 explorations indicate that the organic horizon can reach thicknesses of up to 18 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that site excavations will encounter loose/soft fine-grained soils, which can be readily excavated using standard excavation equipment. Dewatering: Our explorations did not encounter groundwater within their termination depths, 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. Migizi Group, Inc. Page 5 of 11 7 J .J Cary Lang Construction —12516 50'f' P1 S, Tukwila, WA Geotechnical Engineering Report February 8, 2017 P874 -T17 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 11/2H: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. Alluvial Silty Sand and Sandy Silt: Underlying a surface mantle of sod and topsoil, and thin fill horizon, native soils were encountered; generally consisting of silty sands and sandy silts. These soils areextremely 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. 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 21/2H: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. Migizi Group, Inc. Page 6 of 11 fl J Cary Lang Construction —12516 50th P1 S, Tukwila, WA Geotechnical Engineering Report February 8, 2017 P874 -T17 4.2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residence if the subgrade is properly prepared. Due to the soft soils underlying the site, over - excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. 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. "1 Bearing Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearingpad and native soils, will be necessary. i 1) T 1_11 n 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. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared, structural fill bearing pads 3 feet thick can be designed for a preliminary allowable soil bearing pressure of 1,500 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. Migizi Group, Inc. Page 7 of 11 1 u Cary Lang Construction —12516 50th P1 S, Tukwila, WA Geotechnical Engineering Report February 8, 2017 P874 -T17 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 7 backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). t� 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 -� soils. 4.3 Slab -On -Grade Floors In ouropinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. All subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). J 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 �I gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (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. 4_4 Drainage Systems In our opinion, the proposed residence 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 collect 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 Migizi Group, Inc. Page 8 of 11 Cary Lang Construction —12516 50th P1 S, Tukwila, WA Geotechnical Engineering Report February 8, 2017 P874 -T17 surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor 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 20 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. 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: Migizi Group, Inc. Page 9 of 11 Cary Lang Construction —12516 50th P1 S, Tukwila, WA Geotechnical Engineering Report 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 February 8, 2017 P874 -T17 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 integralpart 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 10 of 11 Cary Lang Construction —12516 50th P1 S, Tukwila, WA Geotechnical Engineering Report February 8, 2017. P874 -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. Zach L. Logan Staff Geologist Migizi Group, Inc. Page 11 of 11 James E. Brigham, P.E. Principal Engineer z 0 0 0 0 0 0 h z 0 0 0 P 122°19.090' W TOPO! map prs"t3d o712/05/16 frall'VtaG.tpe 122°18.000' W 122°17.0C3' W 122°16.030' VI 122°15. L un I W 122°14.030' W WGS84122°13.003' W / 4' z 0 0 0 0 n /inttencq--' r Tib' �} �► 122°19,000' W Thr 122°18000' W ST k,,\://1)//2.1 : /"'t 122°17.003' W 122°16030' ¥I 122°15,000' W 0 5 IIE 4. v 911/44,, \ i I 411 •I). 122°14.000' PI V'GS84122°13.003' W 0 0 0 P Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 12516 50th PI S Tukwila, Washington P/N 0179002655 Topographic and Location Map FIGURE 1 P874 -T17 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. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 12516 50th PI S Tukwilla, Washington SHEET TITLE: Site and Exploration Plan DESIGNER: CRL DRAWN BY: CRL JOB NO. P874 -T17 SCALE: NTS CHECKED BY: CRL DATE: Feb. 10, 2017 FIGURE:2 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 0 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS GRAVELS WITH LITTLE OR GW 10...10CLEAN 6'I j '1' WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP 0'v' K. oa POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN N0.4 SIEVE GRAVELS WITH GM o l., °' • < SSI I TY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT S OVER 15% FINES GC A , , CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY 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.s.' SM s "':' ": SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES '.' NO. 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 A INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL - _ ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH / �` INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH . ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt b d u, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value ►1 Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 I Auger Cuttings TC Cyclic Triaxial ikl 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 2 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 Figure A-1 Ilk MIGIZI (hili GROUP 0 0 0 0 0 0 0 a 0 0 0 0 0 0 L z 1- W a U cn it N 7.7 IL 0 w re O 0 J a. f!1 C7 O a 0 p,v ill!! ~ z z o m_ Z Migizi Group, Inc. , TEST PIT NUMBER TP -1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 12510 50th PI S Geotech PROJECT NUMBER P839 -T16 PROJECT LOCATION Tukwila, Washington DATE STARTED 12/16/16 COMPLETED 12/16/16 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 U 1 GRAPHIC LOG MATERIAL DESCRIPTION i_ _ • _ 2.5 GB S-1 GB S-2ML Sod and Topsoil 1.5 SM .�.�• •�6�• .6♦ •(SM) Gray/brown silty sand with some gravel and brick debris (very loose, moist) (Fill) 2.5 5.0 (ML) Light brown sandy silt (very soft, moist) (Alluvial Deposits) Mottling observed from 5 to 8 feet 8.0 _ 7.5 — - - 10.0 ML (ML) Gray/brown mottled sandy silt with interbeds of fine sand (very soft, moist) (Alluvial Deposits) 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 n D 0 0 0 'a 0 os0 co w El 1- co A 6 0 co coz 0X 0 z a 0 ,- a_ a x a 0 iw 0 U co w co0 , cc Lu coU m a ZZr. 0 El .w w L.T. Ul [1:1 J a.F x m gw 0 Z >- 0_ a 0 o U „ �, ::, I. 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 CUENT Cary Lang Construction - PROJECT NAME 12510 50th PI S Geotech PROJECT NUMBER P839 -T16 PROJECT LOCATION Tukwila, Washington DATE STARTED 12/16/16 COMPLETED 12/16/16 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 U N GRAPHIC LOG MATERIAL DESCRIPTION _ _ - - - - _ 2.5 GB S-1 GB S-2 i,. 0 ,, Sod and Topsoil SM .�.�• �•�• �• .. (SM) Dark brown silty sand with some gravel and asphalt debris (very loose, moist) (Fill) 2.0_ SM (SM) Light brown mottled fine silty sand (very loose, moist) (Alluvial Deposits) 5.5 - - _ 5.0 _ _ _ _ - - _ 7.5 ML (ML) Gray/brown mottled sandy silt (very soft, moist) (Alluvial Deposits) 6.0 . SM :. . (SM) Gray fine silty sand (loose, moist) (Alluvial Deposits) 7.0 ML (ML) Gray/brown mottled sandy silt with interbeds of fine sand (soft, moist) (Alluvial Deposits) 10.0 - - 10.0 No caving observed No groundwater seepage observed The depths on the test pit Togs 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. 1suoo 6uel AJeO x Farms Jeo E ueld 1.1.9Z -8Z1 _„„ 0 at A 155 E. E NOISIAIa swine entArJ Jo A!0 L[OZ h 12�db 03AOIddV 30NVf1M00 3000 I0A 03nn3IA31:1 •io;e3!pu! pue job ssnJi = 0 0 m w 0 O 0 0 62-00-00 59-00-00 3-00-00 3-04-00 02 4-00-00 o 0 0 0 0 O W O CD 0 - 03 m w 0 o 0 0 0 o W 0 0 03 11 11 11 11 A _ 1 0 0 c C C o C NO N N OD O tro co ••••••N O 0). O 14 0 rn 0 a•• 3 .ii Soo o A S.�o ,e m o ao ° - ° ° ,°„ 1..3_ as °, °. c d a u,r cwt '•°+9'"ccy,1 " °°2y °�Pc co CA °m°'m-5 . ..e'3ZaJeogoyn• E • we6•.2 • f m q re re �a—.P. y, -50. A A A. o2- O •Cy tige .d ° E9." airy a4 m e'e P " d TOC " ° ° �•'2 ° d m 7 rTp � 40 6 E� �� T _ F.,' "°°.ma.z _ er• e re re amw''< 1 9 0 Og 33 (0 2b• '1(4 C) < C.IC)NJ onmb iEg b�l� 51-00-00 7-00-00 5-06-00 62-00-00 48-06-00 5-00-00 W O 0 O 0 O -i 601 SAT SXt2 A0264 \ X01 X02 b._ 7-00-00 5-06-00 62-00-00 48-06-00 5-00-00 W O 0 O 0 O lilll MiTek® FILE Re: 61603504 Plan - L2B-2671 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: K2200018 thru K2200081 My license renewal date for the state of Washington is May 16, 2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2011 City of Tukwila BUi6 INS DI.V ,,,,I, N RECEIVED CITY OF TUKWILA MAR 012011 PERMIT CENTER 'V7- 0038 July 21,2016 Baxter, David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200018 B1603504 a A01 CALIFORNIA TRUSS 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-10-7 6-2-5 11-2-0 11-111114 17-8-8 2-10-7 6-2-5 4-11-11 0-9-14 5-8-10 2 1� 24-3-0 6-6-8 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:44:58 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-TDblaNp73nxmp_g i70wsf_Xd4M W Ww3Mi?I I FsDyvrxp 30-9-8 36-6-2 3f410 42-3-11 48-6-0 51-4-7 6-6-8 - 5-8-10 0-9-14 4-11-11 6-2-5 2-10-7 4.00 12 8x8 2x4 II 8x8 = 2x4 II 8x8 = 4 526 27 5. ?, 29 30 6 31 32� 7®3 34, 35 68 3x6 .� 3 3x6 9 Scale = 1:93.7 10 37 3818 39 40 17 41 42 43 44 45 46 4x6 % 2x4 I I 3x6 = 6-2-5 11-2-0 17-8-8 6-2-5 4-11-11 6-6-8 16 6x8 = 24-3-0 6-6-8 Plate Offsets (X.Y)-- 2:0-5-2.0-2-0].[4:0-4-0 0-2-6 6:0-4-0 0-4-8 15 2x4 II 47 48 4 3 49 50 51 52 53 3x6 - 6x8 = 54 12 55 56 2x4 I I 30-9-8 1 37-4-0 1 42-3-11 6-6-8 6-6-8 4-11-11 8:0-4-0 0-2-6 10:0-5-2 0-2-0 14:0-3-12 Ed*e], [16:0-3-12.Edge] 48-6-0 6-2-5 4x6 0 4 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.56 BC 0.99 WB 0.25 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.59 15 >980 240 Vert(CT) -1.03 15 >565 180 Horz(CT) 0.27 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 658 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 6-8,4-6: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 *Except* 14-16: 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std *Except* 4-16,6-16,6-14,8-14: 2x4 HF No.2 REACTIONS. (Ib/size) 2=3932/0-5-8, 10=3932/0-5-8 Max Horz 2=55(LC 27) Max Uplift2=-705(LC 4), 10=-705(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-10054/1854, 3-4=-9608/1908, 4-25=-12134/2551, 25-26=-12134/2551, 26-27=-12134/2551, 5-27=-12134/2551, 5-28=-12123/2546, 28-29=-12123/2546, 29-30=-12123/2546, 6-30=-12123/2546, 6-31=-12123/2547, 31-32=-12123/2547, 32-33=-12123/2547, 7-33=-12123/2547, 7-34=-12134/2551, 34-35=-12134/2551, 35-36=-12134/2551, 8-36=-12134/2551, 8-9=-9608/1908, 9-10=-10054/1855 BOT CHORD 2-37=-1742/9447, 37-38=-1742/9447, 18-38=-1742/9447, 18-39=-1742/9447, 39-40=-1742/9447, 17-40=-1742/9447, 17-41=-1778/9153, 41-42=-1778/9153, 42-43=-1778/9153, 16-43=-1778/9153, 16-44=-2723/13100, 44-45=-2723/13100, 45-46=-2723/13100, 15-46=-2723/13100, 15-47=-2723/13100, 47-48=-2723/13100, 48-49=-2723/13100, 14-49=-2723/13100, 14-50=-1724/9153, 50-51=-1724/9153, 51 -52= -1724/9153,13 -52= -1724/9153,13-53=-1689/9448,53-54=-1689/9448,- 12-54=-1689/9448, 12-55=-1689/9448, 55-56=-1689/9448, 10-56=-1689/9448 WEBS 3-18=0/322, 3-17=-326/299, 4-17=0/532, 4-16=-868/3553, 5-16=-965/401, 6-16=-1198/334, 6-15=0/491, 6-14=-1198/333, 7-14=-965/402, 8-14=-868/3553, 8-13=0/532, 9-13=-327/300, 9-12=0/322 NOTES - 1) 3 -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 0-9-0 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) Unbalanced roof live loads have been considered for this design. 4) 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 5) Provide adequate drainage to prevent water ponding. Continued on page 2 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-8. Rigid ceiling directly applied or 10-0-0 oc bracing. July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeIC 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200018 B1603504 A01 CALIFORNIA TRUSS 1 3 Job Reference (optional) ProBuild Arlington, NOTES - 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) except (jt=lb) 2=705, 10=705. 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) 291 Ib down and 248 Ib up at 12-0-8, 143 Ib down and 104 Ib up at 14-0-12 , 158 Ib down and 128 Ib up at 16-0-12, 164 Ib down and 134 Ib up at 18-0-12, 164 Ib down and 135 Ib up at 20-0-12, 165 Ib down and 135 Ib up at 22-0-12, 165 Ib down and 136 Ib up at 24-0-12, 165 Ib down and 136 Ib up at 24-5-4, 165 Ib down and 135 Ib up at 26-5-4, 164 Ib down and 135 Ib up at 28-5-4, 164 Ib down and 134 Ib up at 30-5-4, 158 Ib down and 128 Ib up at 32-5-4, and 143 Ib down and 104 Ib up at 34-5-4, and 291 Ib down and 248 Ib up at 36-5-8 on top chord, and 67 Ib down at 2-0-12, 67 Ib down at 4-0-12, 353 Ib down and 96 Ib up at 6-0-12, 67 Ib down at 8-0-12, 67 Ib down at 10-0-12, 67 Ib down at 12-0-12, 67 Ib down at 14-0-12, 67 Ib down at 16-0-12, 67 Ib down at 18-0-12, 67 Ib down at 20-0-12, 67 Ib down at 22-0-12, 67 Ib down at 24-0-12, 67 Ib down at 24-5-4, 67 Ib down at 26-5-4, 67 Ib down at 28-5-4, 67 Ib down at 30-5-4, 67 Ib down at 32-5-4, 67 Ib down at 34-5-4, 67 Ib down at 36-5-4, 67 Ib down at 38-5-4, 67 Ib down at 40-5-4, 353 Ib down and 96 Ib up at 42-5-4, and 67 Ib down at 44-5-4, and 67 Ib down at 46-5-4 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 Jul 21 10:44:59 2016 Page 2 10.gOOVBhyOUfrTS?QOAg5uPPyv_BS-xP97njglg53dQ8EuhjR5CC4oq mslfWcrEyVoOfyvrxo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-8=-70, 8-11=-70, 19-22=-16 Concentrated Loads (Ib) Vert: 18=-353(B) 6=-243 15=-59(B) 12=-353(B) 25=-216 26=-143(B) 27=-121 28=-121 29=-121 30=-121 31=-121 32=-121 33=-121 34=-121 35=-143(B) 36=-216 37=-30(B)38=-30(B)39=-30(B)40=-30(B)41=-30(B)42=-30(B)43=-30(B)44=-30(B)45=-30(B)46=-30(B)47=-30(B)48=-30(B)49=-30(B)50=-30(B)51=-30(B) 52=-30(B) 53=-30(B) 54=-30(B) 55=-30(B) 56=-30(B) ® 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 MiTekS 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. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200019 B1603504 A02 CALIFORNIA TRUSS 1 1 Job Reference (optional) ProBuild Arlington, -2-10-7 2-10-7 Arlington,WA 98223 8-6-0 8-6-0 4.00 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:00 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-PcjV?3gNbPBU21p5FRyKkPcwFAEkOpb_ScELw5yvrxn 15-5-0 15- 1x14 71-2-5T-11 32-6-2 310tO 40-0-0 48-6-0 51-4-7 6-11-0 0-6-14 5-2-7 6-1-6 5-2-7 0-6-14 6-11-0 8-6-0 2-10-7 5x8 % 3x6 = 23 =24525 3x6 = 26 ,37 28 6 29,, 30 5x8 731 3x6 Scale = 1:92.1 N 4x10 = 2x4 I I 14 5x12 MT2OHS = 8-6-0 15-5-0 24-3-0 8-6-0 6-11-0 8-10-0 13 3x6 = 33-1-0 8-10-0 12 5x12 MT2OHS = 40-0-0 6-11-0 11 2x4 I I 48-6-0 8-6-0 4x10 = Plate Offsets (X,Y)-- [2:0-0-3 Edge] [9:0-0-3,Edge], [12:0-6-0,0-3-4], [14:0-6-0,0-3-4 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.71 BC 0.88 WB 0.84 (Matrix -S) DEFL. in (loc) I/defl Ud Vert(LL) -0.69 13 >849 240 Vert(CT) -1.19 12-13 >489 180 Horz(CT) 0.34 9 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 208 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std *Except* 3-14,5-145-12,8-12: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-11-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-14, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=2352/0-5-8, 9=2352/0-5-8 Max Horz 2=-73(LC 32) Max Uplift2=-309(LC 4), 9=-309(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5420/644, 3-4=-4630/632, 4-22=-4334/619, 22-23=-4337/618, 23-24=-4338/619, 5-24=-4342/619, 5-25=-5044/726, 25-26=-5044/726, 26-27=-5044/726, 27-28=-5044/726, 6-28=-5044/726, 6-29=-4342/619, 29-30=-4338/619, 30-31=-4337/619, 7-31=-4334/619, 7-8=-4630/632, 8-9=-5420/646 BOT CHORD 2-15=-594/5050, 14-15=-594/5050, 13-14=-654/5004, 12-13=-634/5003, 11-12=-523/5050, 9-11=-523/5050 WEBS 3-14=-802/168, 4-14=-89/1039, 5-14=-1049/265, 6-12=-1049/264, 7-12=-89/1039, 8-12=-802/169 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=309, 9=309. 8) 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, 9) 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 July 21,2016 ® 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 o 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, 2181J. Lee Street, Suite 312, Alexandria, VA 22314. Mit MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Ptan - L2B-2671 K2200019 81603504 . A02 CALIFORNIA TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:00 2016 Page 2 ID:g00VBhy0UfrTS?QOAg5uPPyv_BS-PcjV?3gNbPBU21p5FRyKkPcwFAEkOpb_ScELw5yvrxn NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 Ib down and 97 Ib up at 16-0-8, 65 Ib down and 41 Ib up at 18-0-12, 90 Ib down and 58 Ib up at 20-0-12, 97 Ib down and 62 Ib up at 22-0-12, 97 Ib down and 62 Ib up at 24-0-12, 97 Ib down and 62 Ib up at 24-5-4, 97 Ib down and 62 Ib up at 26-5-4, 90 Ib down and 58 Ib up at 28-5-4, and 65 Ib down and 41 Ib up at 30-5-4, and 73 Ib down and 97 Ib up at 32-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 7-10=-70, 16-19=-16 Concentrated Loads (Ib) Vert: 23=-65 30=-65 ® 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 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. Mil MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200020 B1603504 AO3A CALIFORNIA TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-10- 2-10-7 7-0-0 1-t 6-6-0 5-11-0 0 4.00 12 5x10% 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:02 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-L_q FQksd7ORBHbzTM r_opgiHgzupsioHwwiS?_yvrxl t -0-0 i 41-6-0 48-6-0 51-4-7 4 4-3-2 4-3-2 0-•-'4 5-11-0 6-6-0 7-0-0 2-10-7 5x8 % 3x6 = 5 4 5x8 25 6.3 w 6 , 26,, ^27 5x10 Scale = 1:93.7 4 8 2x4 2x4 9 741 2 10 4x10 = 17 16 15 3x6. = 5x12 MT2OHS = 3x8 = '00 28 29 14 13 3x8 = 5x12 MT2OHS = 10-0-0 19- 10-0-0 9-5.9 4-10-0 1-0 4-10-0 38-6-0 9-5-0 12 3x6 = 48-6-0 10-0-0 4x10 = co Plate Offsets (X.Y)-- [2:0-0-3.Edge]. [4:0-4-12.0-3-0], [8:0-4-12 0-3-0]. [10:0-0-3.Edge] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.65 BC 0.91 WB 0.92 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.6914-15 >839 Vert(CT) -1.20 14-15 >485 Horz(CT) 0.32 10 n/a Ud 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 211 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except* 1-4,8-11: 2x4 DF 1800F 1.6E 2x4 DF 1800F 1.6E 2x4 HF Stud/Std *Except* 4-15,6-15,6-14,8-14: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2356/0-5-8, 10=2356/0-5-8 Max Horz 2=-89(LC 28) Max Uplift2=-257(LC 4), 10=-257(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5554/535, 3-4=-5170/488, 4-5=-4141/462, 5-24=-3858/452, 24-25=-3862/451, 6-25=-3866/452, 6-26=-3866/452, 26-27=-3862/452, 7-27=-3858/452, 7-8=-4141/462, 8-9=-5170/489, 9-10=-5554/536 BOT CHORD 2-17=-509/5190, 16-17=-419/4540, 15-16=-419/4540, 15-28=-366/4091, 28-29=-366/4091, 14-29=-366/4091, 13-14=-339/4540, 12-13=-339/4540, 10-12=-424/5190 WEBS 3-17=-447/149, 4-17=-2/497, 4-15=-873/150, 5-15=-54/1005, 6-15=-585/173, 6-14=-585/173, 7-14=-54/1005, 8-14=-873/150, 8-12=-3/496, 9-12=-447/150 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-5-0 max.): 5-7. 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp 6; 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 8.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=257, 10=257. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 Ib down and 103 Ib up at 20-0-8, 70 Ib down and 43 Ib up at 22-0-12, 94 Ib down and 60 Ib up at 24-0-12, 94 Ib down and 60 Ib up at 24-5-4, and 70 Ib down and 43 Ib up at 26-5-4, and 79 Ib down and 103 Ib up at 28-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 July 21,2016 ® 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 o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info 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 Qualify 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 Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200020 81603504 ` AO3A CALIFORNIA TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-7=-70, 7-11=-70, 18-21=-16 Concentrated Loads (Ib) Vert: 25=-70 26=-70 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:02 2016 Page 2 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-L_gFQksd7ORBHbzTMr_opgiHgzupsioHwwjS?_yvrxl ® 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®O 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200021 B1603504 AO3B CALIFORNIA TRUSS 1 1 Job Reference (optional) ProBuild Arlington, -2-10-7 2-10-7 m Arlington,WA 98223 7-0-0 13-6-0 7-0-0 6-6-0 19-5-0 19-11r14 24-3-0 5-11-0 0-6-'14 4-3-2 4.00 12 5x10 5x8 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:03 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-q BOed4tFu KZ2vIYgwZV 1 M2ESN N E3b9fR8aT?XQyvrxk 28-6-2 1r0 35-0-0 41-6-0 48-6-0 4-3-2 0-6-14 5-11-0 6-6-0 7-0-0 3x8 5 4 = 25 6 26„ 5x8 7 5x10 Scale = 1:92.0 4 8 2x4 3 2x4 9 ,41 0 2 10 4x10 = 17 16 15 3x6 = 5x12 MT2OHS = 3x8 = 14 13 12 2x4 I 3x8 = 5x12 MT2OHS = 10-0-0 I19-5-0 1 24-3-0 i 29-1-0 10-0-0 9-5-0 4-10-0 4-10-0 Plate Offsets (X Y)-- [2:0-0-3 Edge] [4:0-4-12 0-3-0] [8:0-4-12 0-3-0] [10:0-0-3 Edge] [10:0-0-0 1-2-12] 38-6-Q 11 3x6 = 48-6-0 4x10 4x8 I I 9-5-0 10-0-0 I; 0 ui LOADING (psf) TCLL TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES CodeIRC2015/TP12014 CSI. TC 0.65 BC 0.91 WB 0.95 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.63 14 >920 Vert(CT) -1.1215-17 >520 Horz(CT) 0.31 10 n/a Lid 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 214 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4,8-10: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std *Except* 4-15,6-15,6-13,8-13: 2x4 HF No.2 WEDGE Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2361/0-5-8, 10=2151/Mechanical Max Horz 2=100(LC 12) Max Uplift2=-246(LC 4), 10=-177(LC 5) BRACING- TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5571/498, 3-4=-5186/450, 4-5=-4153/429, 5-24=-3870/420, 24-25=-3873/420, 6-25=-3878/420, 6-26=-3884/433, 7-26=-3879/433, 7-8=-4159/443, 8-9=-5248/474, 9-10=-5635/521 BOT CHORD 2-17=-480/5206, 16-17=-397/4554, 15-16=-397/4554, 14-15=-329/4115, 13-14=-329/4115, 12-13=-357/4576, 11-12=-357/4576, 10-11=-446/5293 WEBS 3-17=-449/147, 4-17=0/506, 4-15=-876/147, 5-15=-44/1009, 6-15=-607/139, 6-13=-625/179, 7-13=-60/1008, 8-13=-896/145, 8-11=0/551, 9-11=-485/144 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-4-15 max.): 5-7. 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) except (jt=1b) 2=246, 10=177. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and "/2" gypsum sheetrock be applied directly to the bottom chord. 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) 79 Ib down and 103 Ib up at 20-0-8, 70 Ib down and 43 Ib up at 22-0-12, 94 Ib down and 60 Ib up at 24-0-12, and 94 Ib down and 60 Ib up at 24-5-4, and 70 Ib down and 43 Ib up at 26-5-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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. MiT®k° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 • K2200021 B1603504 A03B CALIFORNIA TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard . 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-7=-70, 7-10=-70, 18-21=-16 Concentrated Loads (Ib) Vert: 25=-70 26=-70 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:03 2016 Page 2 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-gBOed4tFuKZ2vIYgwZV1 M2ESNNE3b9fR8aT?XQyvrxk ® 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200022 81603504 A04 CALIFORNIA TRUSS 2 1 Job Reference (optional) ProBuild Arlington, ,:,11 -2-10-7 2-10-7 Arlington,WA 98223 7-0-0 13-6-0 7-0-0 4x10 = 10-0-0 6-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:04 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5u PPyv_BS-I NyOgQttfdhvXv7sUG 1 GuFnbtnZFKjyaNECZ3syvrxj 24-6-2 19-9-022-3-0 23-11-1. 126-3-0 28-9-0 35-0-0 6-3-0 2-6-0 1-8-14 1-8-14 2-6-0 6-3-0 4.00 [TZ - 0 -6-4 6x8 % 6x8 6 ,, 7 41-6-0 6-6-0 6x10 5x10 9 _.w 10 N M 11 17 16 15 3x6 = 5x12 MT2OHS = 5x10 19-10-12 10-0-0 9-10-12 48-6-0 7-0-0 Scale = 1:93.7 30 31 14 13 5x10 = 5x12 MT2OHS = 122-3-0 I 26-3-0 2-0-0 4-0-0 28-10-12 28-9-0 28-7-4 III 2-4-4 0-1-12 0-1-12 38-6-0 12 3x6 = 48-6-0 4x10 = 4x8 11 9-7-4 10-0-0 N 0 c Plate Offsets (X.Y)-- 12:0-0-3.Edge], [4:0-5-0,Edgel. [9:0-4-12,0-3-4]. [11:0-0-3,Edge . [11:0-0-0.1-2-12] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.80 BC 0.97 WB 0.43 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.5815-17 >999 Vert(CT) -1.46 14-15 >400 Horz(CT) 0.32 11 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 223 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except* 6-7: 2x6 DF 2400F 2.0E, 1-4,9-11: 2x4 DF 1800F 1.6E 2x4 DF 1800F 1.6E 2x4 HF Stud/Std *Except* 7-14,9-14,6-15,4-15: 2x4 HF No.2 WEDGE Right: 2x4 HF Stud/Std REACTIONS. (lb/size) 2=2448/0-5-8, 11=2237/Mechanical Max Horz 2=114(LC 12) Max Uplift2=-28(LC 4) 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=-5808/0, 3-4=-5434/0, 4-5=-4413/0, 5-6=-4379/0, 7-8=-4386/0, 8-9=-4417/0, 9-10=-5497/0, 10-11=-5875/0, 6-32=-3620/0, 7-32=-3620/0 BOT CHORD 2-17=0/5429, 16-17=0/4830, 15-16=0/4830, 15-30=0/3620, 30-31=0/3620, 14-31=0/3620, 13-14=0/4854, 12-13=0/4854, 11-12=0/5520 WEBS 7-14=0/1429, 8-14=-478/138, 9-14=-909/164, 9-12=-33/513, 10-12=-477/137, 6-15=0/1417, 5-15=-475/136, 4-15=-887/162, 4-17=-31/462, 3-17=-436/143 Structural wood sheathing directly applied, except 2-0-0 oc purlins (5-5-14 max.): 6-7. Rigid ceiling directly applied. 1 Row at midpt 9-14, 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) 300.0lb AC unit load placed on the bottom chord, 24-3-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 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) 2. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 Ib down and 62 Ib up at 24-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. ildakfillett&EMEMandard July 21,2016 ® 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 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. Mil° MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200022 B1603504 A04 CALIFORNIA TRUSS 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-6=-70, 7-11=-70, 24-27=-16, 6-7=-70 Concentrated Loads (Ib) Vert: 30=-150 31=-150 32=-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:04 2016 Page 2 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-I NyogQttfdhvXv7sUG 1 GuFnbtnZFKjyaN ECZ3syvrxj ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 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. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200023 B1603504 A05 COMMON TRUSS 2 1 Job Reference (optional) ProBuild Arlington, -2-10-7 2-10-7 Arlington,WA 98223 7-0-0 13-6-0 7-0-0 6-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:05 2016 Page 1 ID:gOOV BhyOUfrTS?QOAg5uPPyv_BS-mZWO2muWQxpm83i21 _YVRTJIYBwk35cjcuy6bJyvrxi 19-9-0 22-3-0 124-3-0126-3-01 28-9-0 1 3 - 6-3-0 2-6-0 2-0-0 2-0-0 2-6-0 6-3-0 1-r 4.00 12 3x6 = 4x10 4x10 6 7 8 5x10 6-6-0 7-0 0 Scale = 1:87.2 4x10 = 3x6 = 5x12 MT2OHS = 16 31 32 5x10 = 33 3415 14 5x10 = 5x12 MT2OHS = 10-0-0 19-9-0 22-3-0 26-3-0 28-9-0 10-0-0 9-9-0 2-6-0 4-0-0 2-6-0 38-6-0 9-9-0 Plate Offsets (X,Y)-- [2:0-0-3,Edge], [4:0-5-0,0-3-0]. [7:0-3-0.Edgsj [10:0-5-0.0-3-0] [12:0-0-3,Edge], [12:0-0-0,1-2-12] 13 3x6 4x10 = 4x8 11 48-6-0 10-0-0 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.87 BC 0.96 WB 0.73 (Matrix -S) DEFL. in (loc) 1/deft Vert(LL) -0.6616-18 >881 Vert(CT) -1.4215-16 >409 Horz(CT) 0.30 12 n/a Lid 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 226 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E *Except* 14-17: 2x4 DF 2400F 2.0E 2x4 HF Stud/Std *Except* 8-15,10-15,6-16,4-16: 2x4 HF No.2 WEBS WEDGE Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2441/0-5-8, 12=2231/Mechanical Max Horz 2=119(LC 12) Max Uplift2=-11(LC 4) 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=-5799/0, 3-4=-5419/0, 4-5=-4393/0, 5-6=-4363/0, 6-7=-502/45, 7-8=-501/45, 8-9=-4371/0, 9-10=-4397/0, 10-11=-5481/0, 11-12=-5865/0 BOT CHORD 2-18=0/5422, 17-18=0/4802, 16-17=0/4802, 16-31=0/3729, 31-32=0/3729, 32-33=0/3729, 33-34=0/3729, 15-34=0/3729, 14-15=0/4824, 13-14=0/4824, 12-13=0/5511 WEBS 8-15=0/1526, 9-15=-634/187, 10-15=-905/165, 10-13=-34/540, 11-13=-483/136, 6-16=0/1508, 5-16=-623/195, 4-16=-884/162, 4-18=-32/488, 3-18=-443/142, 6-8=-3252/0 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 10-15, 4-16, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) 300.0Ib AC unit load placed on the bottom chord, 24-3-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 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. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/A" gypsum sheetrock be applied directly to the bottom chord. July 21,2016 ® 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200024 B1603504 A06 California Truss 1 1 Job Reference (optional) ProBuild Arlington, -2-10-7 2-10-7 Arlington,WA 98223 8-6-0 15-5-0 15-1104 21-2-5 8-6-0 6-11-0 0-6-14 5-2-7 4.00 12 5x10 3x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:07 2016 Page 1 ID:gOOVBhyOUf TS?QOAg5uPPyv_BS-iye8TSwmxY4UOMsR9PazWuP54 bLX_k03CRDgByvrxg 27-3-11 6-1-6 3x6 21 22 x,23 `24 526 38-2-11 43-0-14 4314-6 48-6-0 i 10-11-0 4-10-3 0-3-8 5-1-10 4x6 Scale = 1:91.9 7x10 MT18H = 8.00 112 4x10 2x4 11 15 8x16 MT2OHS = 1 8-6-0 1 15-5-0 1 8-6-0 6-11-0 Plate Offsets (X Y)-- [2:0-0-3 Edge] [7:0-5-0 0-3-0] [9:0-6-5 Edge] 3x6 24-3-0 34-0-8 13 35 36 8x16 MT2OHS = 8-10-0 • 9-9-8 1 43-4-6 12 11 5x12 = 3x6 11 48-6-0 9-3-14 5-1-10 9 N LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.87 BC 0.95 WB 0.81 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.68 14 >854 Vert(CT) -1.1714-15 >495 Horz(CT) 0.32 11 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 MT18H 185/148 Weight: 223 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 7-9,9-10: 2x4 HF No.2 BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std *Except* 3-15,5-15,10-12,6-13: 2x4 HF No.2, 8-13,8-12: 2x4 DF 2400F 2.0E 10-11: 2x6 DF No.2 REACTIONS. (lb/size) 2=2497/0-5-8, 11=2580/Mechanical Max Horz 2=138(LC 7) Max Uplift2=-400(LC 4), 11=-485(LC 9) 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=-5865/952, 3-4=-5086/944, 4-20=-4769/916, 20-21=-4772/916, 21-22=-4773/917, 5-22=-4777/917, 5-23=-5740/1204, 23-24=-5740/1204, 24-25=-5740/1204, 25-26=-5740/1204, 6-26=-5740/1204, 6-27=-5322/1161, 27-28=-5322/1161, 28-29=-5322/1161, 7-29=-5322/1161, 7-30=-5348/1170, 30-31=-5348/1170, 8-31=-5348/1170, 8-32=-2314/504, 32-33=-2310/503, 33-34=-2309/503, 9-34=-2305/502, 9-10=-2866/575, 10-11=-2555/491 BOT CHORD 2-16=-909/5472, 15-16=-909/5472, 14-15=-1101/5606, 13-14=-1207/5795, 13-35=-858/4124, 35-36=-858/4124, 12-36=-858/4124 WEBS 3-15=-777/188, 5-15=-1272/397, 4-15=-189/1186, 5-14=-100/360, 8-13=-329/1709, 8-12=-2572/620, 9-12=-186/1094, 10-12=-457/2392, 6-14=-213/261, 6-13=-645/163, 7-13=-608/217 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-0-12 max.): 4-9. Rigid ceiling directly applied. 1 Row at midpt 5-15, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 8.0psf. 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) except (jt=1b) 2=400, 11=485. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 14" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlir�representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page July 21,2016 ® 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 Mi Tek® connectors. This design is based only upon parameters shown, and is for on 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 Duality 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 Plan - L2B-2671 K2200024 B1603504 A06 California Truss 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:07 2016 Page 2 ID:gOOVBhyOUf TS?QOAg5uPPyv_BS-iye8TSwmxY4UOMsR9PazWuP54_bLX_k03CRDgByvrxg NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 Ib down and 97 Ib up at 16-0-8, 65 Ib down and 41 Ib up at 18-0-12, 90 Ib down and 58 Ib up at 20-0-12, 97 Ib down and 62 Ib up at 22-0-12, 97 Ib down and 62 Ib up at 24-0-12, 97 Ib down and 62 Ib up at 24-5-4, 97 Ib down and 62 Ib up at 26-5-4, 90 Ib down and 58 Ib up at 28-5-4, 123 Ib down and 94 Ib up at 29-5-4, 123 Ib down and 94 Ib up at 30-11-4, 123 Ib down and 94 Ib up at 32-11-4, 123 Ib down and 94 Ib up at 34-11-4, 123 Ib down and 94 Ib up at 36-11-4, 123 Ib down and 94 Ib up at 38-11-4, and 123 Ib down and 94 Ib up at 40-11-4, and 174 Ib down and 118 Ib up at 43-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-9=-70, 9-10=-70, 11-17=-16 Concentrated Loads (Ib) Vert: 7=-77 21=-65 28=-77 29=-77 30=-77 31=-77 32=-77 33=-77 34=-119 ® 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®O connectors. This design is based only upon parameters shown, and is for an individual building component, not o 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. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200025 B1603504 ' A07 CALIFORNIA TRUSS 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-10-7 6-2-5 2-10-7 6-2-5 4.00 12 3x6 % 3 11-3-12 11-111114 17-8-8 5-1-7 0-8- 5-8-10 8x8 = 2x4 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:11 2016 Page 1 I D: gOOVBhyOUfrTS?QOAg5uPPyv_BS-bjtflpzG?naws_9COEfvhkZg2bzuToBc_gPRpyyvrxc 45-6-14 24-3-0 I 30-9-8 I 35-7-7 I 41-4-15 I 45-0-14 48-7-8 151-0-0 6-6-8 6-6-8 4-9-15 5-9-8 3-7-15 0-6-0 3-0-10 2-4-8 4x8 = 4x6 = 2x4 4.7 28 29 5 3031 32 6 3 34 8 Scale = 1:97.1 4x8 = 2x4 II 6x10 = 8.00 112 35 36 9 3738 10 39 40 11 41 5x16 �'` 12 41 0 2 42 43 4x8 = 22 44 2x4 45 21 46 4x4 47 48 20 4950 8x8 = 51 19 52 53 54 18 55 2x4 11 8x8 = 13 56 17 5758 16 59 60 15 61 1'2 63 64 2x4 11 8x10 = 4x6 = 5x12 'l 3x10 II I 6-2-5 1 11-3-12 I 17-8-8 1 24-3-0 1 30-9-8 1 35-7-7 I 41-4-15 I 45-6-14 1 48-7-8 151-0-0H 5-9-8 4-1-15 3-0-10 2-4-8 6-2-5 5-1-7 6-4-12 6-6-8 6-6-8 4-9-15 Plate Offsets (X,Y)-- 4:0-4-0,0-2-6]. [11:0-5-0,0-0-14] 113:0-2-11,0-3-01, [16:0-2-8.0-4-121118:0-4-0,0-5-4] 120:0-3-4 0-5-4] 0 v 14 0 LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.61 BC 0.91 WB 0.79 (Matrix -M) DEFL. in (loc) I/defl Ud Vert(LL) -0.61 19 >998 240 Vert(CT) -1.07 19 >572 180 Horz(CT) 0.22 13 n/a n/a PLATES GRIP MT20 185/148 Weight: 945 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 *Except* 1-4: 2x4 HF No.2, 11-13: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF No.2 *Except* • 13-16: 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std *Except* 9-16,10-16,11-16,11-15: 2x6 DF No.2, 12-14: 2x12 DF No.2 12-15: 2x6 DF 2400F 2.0E WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 13=11285/0-5-8, 2=4455/0-5-8 Max Horz 2=90(LC 24) Max UpIift13= 1309(LC 9), 2=-801(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purlins, except 2-0-0 oc purlins (6-0-0 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=-12517/2320, 3-4=-11846/2340, 4-27=-15202/3152, 27-28=-15202/3152, 28-29=-15202/3152, 5-29=-15202/3152, 5-30=-15192/3148, 30-31=-15192/3148, 31-32=-15192/3148, 6-32=-15192/3148, 6-33=-17048/3461, 7-33=-17048/3461, 7-34=-17048/3461, 8-34=-17048/3461, 8-35=-17058/3465, 35-36=-17058/3465, 36-37=-17058/3465, 9-37=-17058/3465, 9-38=-12675/2264, 38-39=-12675/2264, 10-39=-12675/2264, 10-40=-12650/2252, 40-41=-12650/2252, 11-41=-12650/2252, 11-12=-12230/1905, 12-13=-18993/2268 BOT CHORD 2-42=-2201/11838, 42-43=-2201/11838, 22-43=-2201/11838, 22-44=-2201/11838, 44-45=-2201/11838, 21-45=-2201/11838, 21-46=-2200/11268, 46-47=-2200/11268, 47-48=-2200/11268, 20-48=-2200/11268, 20-49=-3553/17213, 49-50=-3553/17213, 50-51=-3553/17213, 19-51=-3553/17213, 19-52=-3553/17213, 52-53=-3553/17213, 53-54=-3553/17213, 18-54=-3553/17213, 18-55=-2797/15016, 55-56=-2797/15016, 56-57=-2797/15016, 17-57=-2797/15016, 17-58=-2797/15016, 58-59=-2797/15016, 16-59=-2797/15016, 16-60=-1541/10209, 60-61=-1541/10209, 15-61=-1541/10209, 15-62=-1856/15774, 14-62=-1856/15774, 14-63=-1856/15774, 63-64=-1856/15774, 13-64=-1856/15774 WEBS 3-22=0/424, 3-21=-593/136, 4-21=0/656, 4-20=-1066/4623, 5-20=-929/391, 6-20=-2380/558, 6-19=0/511, 6-18=-494/599, 8-18=-811/405, 9-16=-3054/1018, 10-16=-407/217, 11-16=-1143/3418, 11-15=-153/3364, 9-18=-1061/2348, 9-17=0/408, 12-14=-405/6782, 12-15=-6006/641 Continued on page 2 July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200025 B1603504 A07 CALIFORNIA TRUSS 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:11 2016 Page 2 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-bjtfl pzG?naws_9COEfvhkZg2bzuToBc_gPRpyyvrxc NOTES - 1) 3 -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 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x12 - 2 rows staggered 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) Unbalanced roof live loads have been considered for this design. 4) 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 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 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) except (jt=lb) 13=1309, 2=801. 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) 291 Ib down and 248 Ib up at 12-0-8, 143 Ib down and 104 Ib up at 14-0-12 , 158 Ib down and 128 Ib up at 16-0-12, 164 Ib down and 134 Ib up at 18-0-12, 164 Ib down and 135 Ib up at. 20-0-12, 165 Ib down and 135 Ib up at 22-0-12, 165 Ib down and 136 Ib up at 24-0-12, 165 Ib down and 136 Ib up at 24-5-4, 165 Ib down and 135 Ib up at 26-5-4, 164 Ib down and 135 Ib up at 28-5-4, 147 Ib down and 119 Ib up at 29-5-4, 147 Ib down and 119 Ib up at 30-11-4, 147 Ib down and 119 Ib up at 32-11-4, 147 Ib down and 119 Ib up at 34-11-4, 147 Ib down and 119 Ib up at 36-11-4, 147 Ib down and 119 Ib up at 38-11-4, 147 Ib down and 119 Ib up at 40-11-4, and 159 Ib down and 129 Ib up at 42-11-4, and 308 Ib down and 212 Ib up at 45-0-8 on top chord, and 67 Ib down at 2-0-12, 67 Ib down at 4-0-12, 353 Ib down and 96 Ib up at 6-0-12, 67 Ib down at 8-0-12, 67 Ib down at 10-0-12, 67 Ib down at 12-0-12, 67 Ib down at 14-0-12, 67 Ib down at 16-0-12, 67 Ib down at 18-0-12, 67 Ib down at 20-0-12, 67 Ib down at 22-0-12, 67 Ib down at 24-0-12, 67 Ib down at 24-5-4, 67 Ib down at 26-5-4, 67 Ib down at 28-5-4, 67 Ib down at 29-5-4, 67 Ib down at 30-11-4, 67 Ib down at 32-11-4, 67 Ib down at 34-11-4, 67 Ib down at 36-11-4, 67 Ib down at 38-11-4, 67 Ib down at .40-11-4, 67 Ib down at 42-11-4, 67 Ib down at 44-11-4, 67 Ib down at 46-11-4, 67 Ib down at 48-11-4, and 513 Ib down and 26 Ib up at 49-11-4, and 7260 Ib down and 512 Ib up at 48-7-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (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: 7=-121 22=-353(F) 6=-243 19=-59(F) 18=-30(F) 8=-79 14=-7260 27=-216 28=-143(F) 29=-121 30=-121 31=-121 32=-121 33=-121 34=-79 35=-79 36=-79 37=-79 38=-79 39=-79 40=-121 41=-280 42=-30(F) 43=-30(F) 44=-30(F) 45=-30(F) 46=-30(F) 47=-30(F) 48=-30(F) 49=-30(F) 50=-30(F) 51=-30(F) 52=-30(F) 53=-30(F) 54= -30(F)55= -30(F)56= -30(F)57= -30(F)58= -30(F)59= -30(F)60= -30(F)61= -30(F)62= -30(F)63= -30(F)64= -513(B) ® 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 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. Mit` MiTek. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200026 51603504B01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 a -1-6-0 1-6-0 Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Thu Jul 21 12:00:09 2016 Page 1 ID:gOOVBhyOUf TS?QOAg5uPPyv_BS-NgtuUQIeWRDc1Ha8gegXpMmNQbZJs79nUXxyKvyvrja 6-6-8 13-1-0 I 14-7-0 I 6-6-8 6-6-8 1-6-0 5x8 II 3-6-8 6-6-8 9-6-8 13-1-0 1-6-0 1-6-0 Scale = 1:32.5 Plate Offsets (X Y)-- f2:0-2-9,Edgel 14:0-3-2 Edgef LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.29 BC 0.50 WB 0.04 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.01 8 >999 Vert(CT) -0.01 8 >999 Horz(CT) 0.02 . 7 n/a Ud 240 180 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 OTHERS 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD Sheathed or 4-1-8 oc purlins. Rigid ceiling directly applied or 3-4-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 3-6-8 except (jt=length) 9=0-5-8, 7=0-5-8. (Ib) - Max Horz 2=92(LC 26) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-1975(LC 27), 4=-1977(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 9, 10, 7, 6 except 2=2134(LC 24), 4=2136(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3687/3398, 3-19=-1887/1758, 4-19=-3688/3399 BOT CHORD 2-10=-2821/2999, 9-10=-1791/1970, 8-9=-1191/1370, 7-8=-1193/1371, 6-7=-1793/1971, 4-6=-2822/3001 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 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 1975 Ib uplift at joint 2 and 1977 Ib uplift at joint 4. 9) This truss has been designed for a total drag load of 450 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-1-0 for 450.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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. Mil MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200027 B1603504 B02 Common Truss 2 1 Job Reference (optional) ProBuild prlington, Arlington,WA 98223 -1-6-0 6-6-8 1-6-0 6-6-8 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:13 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-X6?QjV_XXOge6HJbVfhNm9fDOPoOxtBvS7uXtryvrxa 13-1-0 1 14-7-0_1 6-6-8 1-6-0 • 6-6-8 6-6-8 13-1-0 6-6-8 Scale: 3/8"=1' Plate Offsets (X,Y)-- [2:0-6-0.0-0-14]. [4:0-6-0.0-0-14] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.43 BC 0.27 WB 0.11 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) -0.03 6-9 >999 240 Vert(CT) -0.06 6-9 >999 180 Horz(CT) 0.01 4 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. (Ib/size) 2=668/0-5-8, 4=668/0-5-8 Max Horz 2=95(LC 7) Max Uplift2=-35(LC 8), 4=-35(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-571/19, 3-4=-571/19 BOT CHORD 2-6=0/357, 4-6=0/357 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 2 and 35 Ib uplift at joint 4. 6) 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. July 21,2016 ® 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 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 Plan - L2B-2671 K2200028 B1603504 B03 Common Truss 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 6-3-12 6-3-12 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:14 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-?IZoxr?9liyUjRun3NCcIM BMfp7gg KJ2g ne5QHyvrx2 12-10-4 6-6-8 4x6 = 6-3-12 2x4 I 12-10-4 3x6 6-3-12 6-6-8 Scale = 1:30.8 Plate Offsets (X Y)-- [1:0-0-0 0-0-134 [3:0-6-0 0-0-10] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.52 BC 0.38 WB 0.12 (Matrix -S) DEFL. in (loc) 1/deft Vert(LL) -0.06 4-7 >999 Vert(CT) -0.10 4-7 >999 Horz(CT) 0.02 1 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=529/Mechanical, 3=577/0-5-8 Max Horz 1=-77(LC 4) Max Uplift/=-10(LC 8), 3=-18(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-609/23, 2-3=-617/36 BOT CHORD 1-4=0/395, 3-4=0/395 WEBS 2-4=0/256 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 1 and 18 Ib uplift at joint 3. 7) 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. July 21,2016 ® 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 ANSI/TPIT 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 Plan - L2B-2671 K2200029 B1603504 B05 COMMON TRUSS 1 n L Job Reference (optional) ProBuild Arlington, Plate Offsets (X Y) -- Arlington,WA 98223 2-11-8 6-3-12 2-11-8 3-4-4 5x8 11 • 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:14 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-?IZoxr?9liyUjRun3NCcIMBLhp1 Dg8j2gne5QHyvrxZ 9-8-0 12-10-4 1 3-4-4 - 3-2-4 4x10 4 `` J III 148. 15 16 7 17 6 18 4x12 11 1 2-11-8 2-11-8 f5:0-3-5.Edge]. [7:0-6-0.0-6-4] 6-3-12 12x12 = 9-8-0 5x16 11 12-10-4 6x10 344 3-4-4 3-2-4 Scale = 1:28.7 LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.59 BC 0.74 WB 0.86 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.09 6-7 >999 Vert(CT) -0.17 6-7 >919 Horz(CT) 0.04 5 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 142 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x8 DF SS 2x4 HF Stud/Std *Except* 3-7: 2x4 HF No.2 REACTIONS. (Ib/size) 1=7276/Mechanical, 5=7400/0-5-8 Max Horz 1=-77(LC 4) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-9903/0, 2-3=-7343/0, 3-4=-7345/0, 4-5=-10740/0 BOT CHORD 1-14=0/8210, 8-14=0/8210, 8-15=0/8210, 15-16=0/8210, 7-16=0/8210, 7-17=0/8934, 6-17=0/8934, 6-18=0/8934, 5-18=0/8934 3-7=0/7844,4-7=-3347/0,4-6=0/3386,2-7=-2511/541,2-8=-481/2550 WEBS Structural wood sheathing directly applied or 3-2-0 oc purlins. 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 0-4-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 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) Unbalanced roof live loads have been considered for this design. 4) 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 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) "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) 2564 Ib down and 501 Ib up at 1-8-0, 2135 Ib down and 193 Ib up at 3-8-0, 2221 Ib down at 5-8-0, 2215 Ib down at 7-8-0, and 2215 Ib down at 9-6-8, and 2221 Ib down at 11-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-9=-16 Continued on page 2 July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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. MIT MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200029 B1603504 B05 COMMON TRUSS 1 2 Job Reference (optional) ProBuild lrlington, Arlington, WA 98223 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=-2215(B) 14=-2564(B) 15=-2135(B) 16=-2221(B) 17=-2215(B) 18=-2221(B) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:14 2016 Page 2 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-?IZoxr?91 iyUjRun3NCcI M BLhp1 Dg8j2g ne5QHyvrxZ ® 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 b 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. • ing MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200030 B1603504 C01 GABLE 1 1 Job Reference (optional) ProBuild;Arlington, Arlington,WA 98223 -1-6-0 5=8-8 1-6-0 5-8-8 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:15 2016 Page 1 I D:gOOV BhyOUfrTS?QOAg5uPPyv_BS-TU7A8B0n304LLbTzd4jrrakZYDVj PnvCvRNeyjyvrxY 11-5-0 12-11-0 5-8-8 1-6-0 Scale = 1:28.4 5-8-8 11-5-0 5-8-8 5-8-8 Plate Offsets (X Y)-- [2:0-6-0 0-0-10]. [4:0-6-0 0-0-10]. LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.39 BC 0.21 WB 0.10 (Matrix -M) DEFL. in (loc) I/deft Vert(LL) -0.02 6-24 >999 Vert(CT) -0.03 6-24 >999 Horz(CT) 0.00 4 n/a id 240 180 n/a PLATES GRIP MT20 185/148 Weight: 51 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=596/0-3-8, 4=596/0-3-8 Max Horz 2=-85(LC 6) Max Uplift2=-33(LC 8), 4=-33(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-495/17, 3-4=-495/17 BOT CHORD 2-6=0/309, 4-6=0/309 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=llOmph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. ll; 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 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 33 Ib uplift at joint 2 and 33 Ib uplift at joint • 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 Qualify 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 Plan - L2B-2671 K2200031 B1603504 CO2 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Prlington, Arlington,WA 98223 -1-6-0 5-8-8 1-6-0 5-8-8 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:15 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-TU7A8BOn304LLbTzd4jrrakZYDVjPnvCvRNeyjyvrxY 11-5-0 12-11-0 5-8-8 1-6-0 5-8-8 5-8-8 11-5-0 5-8-8 Scale = 1:28.4 Plate Offsets (X,Y)-- [2:0-6-0,0-0-10], [4:0-6-0,0-0-10] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.39 BC 0.21 WB 0.10 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.02 6-12 >999 240 Vert(CT) -0.03 6-12 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 38 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=596/0-4-0, 4=596/0-4-0 Max Horz 2=85(LC 7) Max Uplift2=-33(LC 8), 4=-33(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-495/17, 3-4=-495/17 BOT CHORD 2-6=0/309, 4-6=0/309 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 Ib uplift at joint 2 and 33 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200032 B1603504 CO3 COMMON TRUSS 2 1 Job Reference (optional) ProBuild Prlington, Arlington,WA 98223 N O 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:16 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-xhgYMX1 PgJCCz12AAoE4OnHkLcpr7EzL857BUAyvrxX 5-6-0 � 11-1-0 5-6-0 5-7-0 4x4 = 3x8 = 5-6-0 2x4 11 11-1-0 3x6 = 5-6-0 5-7-0 ";- 0 0 Scale = 1:27.3 Plate Offsets (X,Y)-- [3:0-6-0 0-0-2] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.45 BC 0.35 WB 0.11 (Matrix -M) DEFL. in (loc) I/deft Vert(LL) -0.04 4-7 >999 Vert(CT) -0.06 4-7 >999 Horz(CT) 0.01 1 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=471/0-5-8, 3=482/0-2-8 Max Horz 1=-66(LC 4) Max Uplift1=-9(LC 8), 3=-11(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-557/30, 2-3=-558/34 BOT CHORD 1-4=0/365, 3-4=0/365 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1 and 11 Ib uplift at joint 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. Mil MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type . . Qty Ply Plan - L2B-2671 K2200033 B1603504 C04 COMMON TRUSS 3 1 Job Reference (optional) ProBuild flrlington, Arlington,WA 98223 5-0-0 5-0-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:16 2016 Page 1 ID:gOOVBhyOUfrTS9QOAg5uPPyv_BS-xhgYMX1 PgJCCzI2AAoE4OnHjkcgU7DCL857BUAyvrxX 10-7-0 5-7-0 2x4 II 5-0=0 5-0-0 1 10-7-0 5-7-0 Scale = 1:27.3 Plate Offsets (X Y)-- [3:0-6-0 0-0-2] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.49 BC 0.30 WB 0.16 (Matrix -M) DEFL. in (loc) I/defl Ud Vert(LL) -0.04 4-8 >999 240 Vert(CT) -0.07 4-8 >999 180 Horz(CT) -0.01 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 38 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std *Except* 1-5: 2x6 DF No.2 REACTIONS. (Ib/size) 3=451/0-2-8, 5=439/0-5-8 Max Horz 5=-74(LC 6) Max Uplift3=-12(LC 9), 5=-5(LC 8) FORCES. (Ib) -.Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-446/28, 2-3=-490/25, 1-5=-417/24 BOT CHORD 3-4=0/310 WEBS 1-4=0/313 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 3 and 5 Ib uplift at joint 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. 1111* MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200034 B1603504 E01 GABLE 1 1 Job Reference (optional) ProBuild4Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:17 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-PtEwZt21 bdK3avcMkVlJw?pyXOEgsiMVMIslOcyvrxW 10-5-8 1 A 3x6 = 10-5-8 6 5 4 A A 11 11 NI 5.00 12 r AV�.ZARwZ�AZVAA. AVA3Z�2AAZ�AA�A�A�V�� \ AZyA. Al 16 15 14 13 12 11 r 10 Scale = 1:24.8 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.23 BC 0.04 WB 0.04 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) -0.00 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 47 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 10-5-8. (Ib) - Max Horz 1=130(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 9, 10, 16, 15, 14, 13, 12, 11 Max Gray All reactions 250 Ib or less at joint(s) 1, 9, 10, 16, 15, 14, 13, 12, 11 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, 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. 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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, 10, 16, 15, 14, 13, 12, 11. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7073 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/TPII Qualify 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 Plan - L2B-2671 K2200035 B1603504 HA1 RAFTER TRUSS 2 1 Job Reference (optional) ProBuild Arlington, r- Arlington,WA 98223 -3-4-4 6-5-4 3-4-4 12 6-5-4 13 3x6 % 3x6 5 14 3x6 % 3x6 7 3x6 6 15 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:18 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-t3oJmD2fMxSwC3BYICHYTCM21 Qaib9BebPclZ2yvrxV 28-10-2 20-4-14 3x6 16 8 3.58172- 17 .58 12 17 10 18 11 3x6 \\ 3x4 3x4 3x4 % 3x4 3.58 12 Scale = 1:60.8 Iq N O m Plate Offsets (X,Y)-- 2:0-2-8,Edge], [4:0-1-12,0-1-8], [5:0-2-0.0-1-8] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.56 BC 0.00 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.10 5-7 >844 240 Vert(CT) -0.14 5-7 >603 180 Horz(CT) -0.00 11 n/a n/a PLATES GRIP MT20 220/195 Weight: 61 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 5-6: 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-3-6 except (jt=length) 11=0-1-7, 4=0-2-8, 5=0-2-0, 3=0-11-1, 7=0-10-10. (Ib) - Max Horz 3=259(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 11, 4, 9, 10 except 5=-109(LC 4), 3=-172(LC 4), 7=-193(LC 4) Max Gray All reactions 250 Ib or less at joint(s) 11, 4 except 5=303(LC 1), 3=505(LC 1), 7=529(LC 1), 9=302(LC 1), 10=311(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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) * 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. 3) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11, 4, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 4, 9, 10 except (jt=1b) 5=109, 3=172, 7=193. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 11, 4, 5, 7, 9, 10. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 Ib down and 241 Ib up at 2-0-1, 37 Ib down and 90 Ib up at 4-2-14, 18 Ib down and 18 Ib up at 4-4-6, 76 Ib down and 54 Ib up at 8-8-9, 13 Ib down and 13 Ib up at 8-10-0, 94 Ib down and 75 Ib up at 10-11-6, 112 Ib down and 90 Ib up at 13-2-4, 35 Ib down and 6 Ib up at 15-5-1, 45 Ib down and 23 up at 17-7-14, 36 Ib down and 7 Ib up at 19-10-12, 47 Ib down and 26 Ib up at 22-1-9, and 36 Ib down and 7 Ib up at 24-4-6, and 40 Ib down and 30 Ib up at 26-9-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 July 21,2016 ® 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 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. M MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200035 B1603504 HA1 RAFTER TRUSS 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-11=-70 Concentrated Loads (Ib) Vert: 11=-15(F) 6=-98(F) 12=69(F) 13=26(F) 14=-18(F) 15=-59(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:18 2016 Page 2 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-t3oJmD2fMxSwC3BYICHYTCM21 Qaib9BebPclZ2yvrxV ® 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 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. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200036 B1603504 HA2 RAFTER TRUSS 1 1 Job Reference (optional) ProBuild Arlington, 0 Arlington, WA 98223 -3-4-4 6-5-4 3-4-4 12 6-5-4 13 3x6 % 3x6 % 5 14 3x6 % 3x6 3x6 6 15 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:19 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-MGMh_Y317EangCmkswon?QvDngwxKcQng3Ls5VyvrxU 26-10-2 20-4-14 3x6 % 16 8 3.58 F12- 17 10 11 18 3x6 \\ 3x4 3x4 % 3x4 3x4 % 3.58 12 Scale = 1:60.8 Iq 0 0 6 ab 0 Plate Offsets (X Y)-- 2:0-2-8 Edge] [4:0-1-12 0-1-8] [5:0-2-0 0-1-8] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.56 BC 0.00 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.10 5-7 >844 240 Vert(CT) -0.14 5-7 >603 180 Horz(CT) -0.00 11 n/a n/a PLATES GRIP MT20 220/195 Weight: 61 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 5-6: 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-3-6 except (jt=length) 11=0-1-7, 4=0-2-8, 5=0-2-0, 3=0-11-1, 7=0-10-10. (Ib) - Max Horz 3=259(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 11, 4, 9, 10 except 5=-109(LC 4), 3=-172(LC 4), 7=-193(LC 4) Max Gray All reactions 250 Ib or less at joint(s) 11, 4 except 5=303(LC 1), 3=505(LC 1), 7=529(LC 1), 9=302(LC 1), 10=311(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=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) * 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. 3) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11, 4, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 4, 9, 10 except (jt=lb) 5=109, 3=172, 7=193. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 11, 4, 5, 7, 9, 10. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 Ib down and 241 Ib up at 2-0-1, 37 Ib down and 90 Ib up at 4-2-14, 18 Ib down and 18 Ib up at 4-4-6, 76 Ib down and 54 Ib up at 8-8-9, 13 Ib down and 13 Ib up at 8-10-0, 94 Ib down and 75 Ib up at 10-11-6, 112 Ib down and 90 Ib up at 13-2-4, 35 Ib down and 6 Ib up at 15-5-1, 45 Ib down and 23 I up at 17-7-14, 36 Ib down and 7 Ib up at 19-10-12, 47 Ib down and 26 Ib up at 22-1-9, and 36 Ib down and 7 Ib up at 24-4-6, and 40 Ib down and 30 Ib up at 26-9-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1.2 0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 July 21,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek®O connectors. This design is based only upon parameters shown, and is for an individual building cornponenf, 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. Mt° MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200036 B1603504 HA2 RAFTER TRUSS 1 1 Job Reference (optional) ProBuild.Arlington, Arlington,WA 98223 • LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-11=-70 Concentrated Loads (Ib) Vert: 11=-15(F) 6=-98(F) 12=69(F) 13=26(F) 14=-18(F) 15=-59(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:19 2016 Page 2 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-MGMh_Y317EangCmkswon?QvDngwxKcQng3Ls5VyvrxU ® 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200037 B1603504 HA3 RAFTER TRUSS 1 1 Job Reference (optional) ProBuildaArlington, Arlington,WA 98223 -2-1-7 2-1-7 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:19 2016 Page 1 I D:gOOVBhyOUfrTS?QOAgSuPPyv_BS-MGMh_Y317EangCmkswon?QvFSgwxKcang3Ls5VyvrxU 8-5-1 13-6-9 8-5-1 5-1-8 I4 0 Scale = 1:39.4 Plate Offsets (X.Y)-- [2:0-2-8,Edge] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.39 BC 0.00 WB 0.00 (Matrix -M) DEFL. in (loc) I/dell Vert(LL) -0.12 3-4 >804 Vert(CT) -0.15 3-4 >629 Horz(CT) -0.00 5 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 4=379/0-3-0, 3=461/0-6-15, 5=317/0-2-2 Max Horz 3=196(LC 8) Max Uplift4=-194(LC 8), 3=-73(LC 8), 5=-86(LC 8) 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) * 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. 3) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5 except (jt=lb) 4=194. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 Ib down and 107 Ib up at 2-9-8, 59 Ib down and 12 Ib up at 2-9-8, 85 Ib down and 61 Ib up at 5-7-7, 81 Ib down and 58 Ib up at 5-7-7, and 117 Ib down and 100 Ib up at 8-5-6, and 48 Ib down and 24 Ib up at 11-3-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-70 Concentrated Loads (Ib) Vert: 4=-79(B) 7=31(B) 8=-12(F) July 21,2016 ® 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 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. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200038 B1603504 HRJ RAFTER TRUSS 1 1 Job Reference (optional) ProBuild,Arlington, Arlington,WA 98223 -2-9-15 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:20 2016 Page 1 ID gOOVBhyOUfrTS?QOAg5uPPyv_BS-gSw3Bu4wtYieRMLxPdJOYdRJoEFA33gx3j5PdxyvrxT 9-2-7 2-9-15 9-2-7 9-2-7 9-2-7 Scale = 1:23.4 1"1 9 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.87 BC 0.00 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.14 2-3 >770 240 Vert(CT) -0.18 2-3 >583 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 2400F 2.0E REACTIONS. (Ib/size) 3=408/0-3-0, 2=556/0-8-6 Max Horz 2=124(LC 4) Max Uplift3=-164(LC 8), 2=-183(LC 4) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 3=164, 2=183. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 Ib down and 124 Ib up at 2-1-7, 27 Ib down and 17 Ib up at 3-8-5, 54 Ib down and 20 Ib up at 4-5-12, 76 Ib down and 52 Ib up at 6-10-15, and 47 Ib down and 61 Ib up at 7-5-9, and 101 Ib down and 70 Ib up at 9-2-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 Concentrated Loads (Ib) Vert: 3=-101(B) 4=36(B) 7=-18(B) 8=-38(F) July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/1015 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. Mit MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200039 81603504 HX1 Rafter 2 1 Job Reference (optional) ProBuild 4,rlington, Arlington,WA 98223 2-9-15 2-9-15 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:20 2016 Page 1 ID gOOVBhyOUfrTS?QOAg5uPPyv_BS-gSw3Bu4wtYieRMLxPdJOYdRQtEFA33gx3j5PdxyvrxT 6-10-1 11-6-11 6-10-1 - 4-8-10 5 6 Scale = 1:28.9 O Plate Offsets (X,Y)-- [2:0-2-8,Edgel LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.41 BC 0.00 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.06 4-5 >802 240 Vert(CT) -0.09 4-5 >574 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 31 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 4=349/0-1-12, 3=470/0-5-6, 5=190/0-2-13 Max Horz 3=150(LC 4) Max Uplift4=-126(LC 8), 3=-149(LC 4), 5=-69(LC 4) 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; 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) * 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. 3) Bearing at joint(s) 3 considers parallel to grain value using ANSI/ -PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=Ib) 4=126 , 3=149. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib down and 154 Ib up at 2-2-5, 61 Ib down and 15 Ib up at 3-8-5, 55 Ib down and 17 Ib up at 4-6-10, and 8 Ib down and 8 Ib up at 7-5-9, and 97 Ib down and 77 Ib up at 9-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-6=-20 Concentrated Loads (Ib) Vert: 7=44(B) 11=-60(B) 9 July 21,2016 ® 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 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. 111-1 MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200040 B1603504 J01 Jack -Open Girder 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-6-0 0-10-6 1-6-0 8.00 r1-2- 0-10-6 • 0-10-6 • 0-10-6 5 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:21 2016 Page 1 ID:gOOVBhyOUf TS7QOAg5uPPyv_BS-IeURPE5YesgV3Ww7zLgF5r_eHdPaoWw4HNgyANyvrxS 6-0-0 1 5-1-10 6-0-0 6 4 5-1-10 Scale = 1:14.4 Plate Offsets (X Y)-- 12:0-1-11 0-2-3] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.24 BC 0.82 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 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-162/Mechanical, 2=369/0-5-8, 4=46/Mechanical Max Horz 2=39(LC 8) Max Uplift3=-162(LC 1), 2=-38(LC 8) Max Gray 3=36(LC 8), 2=369(LC 1), 4=103(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=1b) 3=162. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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. 8) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 July 21,2016 ® 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 ANSI/TPI7 Quality Criteria, OSB -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 Plan - L2B-2671 K2200041 B1603504 J02 Jack -Open 3 1 Job Reference (optional) ProBuild.Arlington, Arlington, WA 98223 -1-6-0 1-10-6 1-6-0 1-10-6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:21 2016 Page 1 ID:gOOVBhyOUf TS?QOAg5uPPyv_BS-IeURPE5YesgV3Ww7zLgF5r_emdQloWw4HNgyANyvrxS 6-0-0 1 4-1-10 1-9-10 1-9-10 1-r-6 o- -12 6-0-0 4-1-10 Scale = 1:14.4 Plate Offsets (X.Y)-- [2:0-1-11 0-2-3] LOADING (psf) • TCLL 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 IRC2015/TP12014 CSI. TC 0.21 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud 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. (Ib/size) 3=-11/Mechanical, 2=288/0-5-8, 4=46/Mechanical Max Horz 2=57(LC 8) Max Uplift3=-11(LC 1), 2=-9(LC 8) Max Gray 3=9(LC 4), 2=288(LC 1), 4=103(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 0 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. Mil MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200042 B1603504 J03 Common Girder 3 1 Job Reference (optional) ProBuild,Arlington, Arlington,WA 98223 -1-6-0 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:22 2016 Page 1 ID:gOOVBhyOUf TS?QOAg5uPPyv_BS-m2pca5AP9zMhgVJX2LUd2XnJlwmXyHEW1aWigyvrxR 2-8-14 240r6 6-0-0 2-8-14 0-1-8 3-1-10 4x8 = 2x4 11 2-8-14 6-0-0 2-8-14 3-3-2 9 N Scale = 1:18.5 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.35 BC 0.12 WB 0.12 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 6 >999 240 Vert(CT) -0.01 5-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 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=477/0-5-8, 5=369/Mechanical Max Horz 2=58(LC 7) Max Uplift2=-91(LC 8), 5=-80(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-464/111 BOT CHORD 2-6=-109/355, 5-6=-110/354 WEBS 3-5=-406/117 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 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, 5. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 194 Ib down and 138 Ib up at 2-9-9, and 91 Ib down and 88 Ib up at 4-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-7=-16 Concentrated Loads (Ib) Vert: 3=-146 10=-91 July 21,2016 ® 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 ANSI/T911 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 Plan - L2B-2671 K2200043 B1603504 J04 Jack -Open 3 1 Job Reference (optional) ProBuild.Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:22 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg 5u PPyv_BS-mr2pca5AP9zMhgVJX2LUd2XpV1 m_XzAEW 1 aWiigyvrxR -1-6-0 3-10-6 6-0-0 1-6-0 3-10-6 2-1-10 3-9-10 3-9-10 319=6 0-0-12 6-0-0 2-1-10 I'4 Scale = 1:20.4 Plate Offsets (X.Y)-- (2:0-1-11.0-2-3] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC0.21 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. (Ib/size) 3=96/Mechanical, 2=321/0-5-8, 4=46/Mechanical Max Horz 2=94(LC 8) Max Uplift3=-46(LC 8), 2=-3(LC 8) Max Gray 3=97(LC 15), 2=321(LC 1), 4=103(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. l il' MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200044 81603504 J05 Jack -Open 3 1 Job Reference (optional) ProBuildtArlington, Arlington,WA 98223 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:23 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-E 1 cCgw6oAT5DIg4W5msjAG3zmR6DGPQNIhJ3EGyvrxQ 4-10-6 I 6-0-0 4-10-6 1-1-10 4-9-10 4-9-10 414-6 6-0-0 0-0-12 1-1-10 m 0 Scale: 1/2"=1 Plate Offsets (X Y)-- [2:0-1-11 0-2-31 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.31 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: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=137/Mechanical, 2=350/0-5-8, 4=46/Mechanical Max Horz 2=112(LC 8) Max Uplift3=-62(LC 8), 2=-3(LC 8) Max Gray 3=137(LC 1), 2=350(LC 1), 4=103(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 3)' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job B1603504 Truss J06 Truss Type Jack -Open ProBuild.Arlington, Arlington,WA 98223 Plate Offsets (XX)-- X2:0-1-11 0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 0 1-6-0 Qty - TPIy Plan - L2B-2671 K2200045 3 1 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:23 2016 Page 1 I D:g00VBhyOUfrTS?QOAg5uPPyv_BS-E 1 cCgw6oAT5Dlg4 W5msjAG3vOR6DGPQNIhJ3EGyvrxQ 5-11-6_ 5-10-6 0- -10 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.52 BC 0.75 WB 0.00 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 3=176/Mechanical, 2=381/0-5-8, 4=46/Mechanical Max Horz 2=131(LC 8) Max Uplift3=-77(LC 8), 2=-3(LC 8) Max Gray 3=176(LC 1), 2=381(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 5-105 5-10-6 Scale = 1.27.3 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 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 20% 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safely 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 Plan - L2B-2671 K2200046 B1603504 J07 Jack -Open 3 1 Job Reference (optional) ProBuild Arlington, ArlingtonWA 98223 -1-6-0 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:23 2016 Page 1 ID:gOOVBhyOUf TS?QOAg5uPPyv_BS-E1 cCgw6oAT5DIg4W5msjAG3ugR6DGPQNIhJ3EGyvrxQ 6-0-0 6-10-6 6-0-0 0-10-6 6-0-0 6-0-0 Scale = 1:30.8 Plate Offsets (X Y)-- 2:0-1-11 0-2-3] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.62 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/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: 19 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=Mechanical. (Ib) - Max Horz 2=149(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=393(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 A 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 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. Mil MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 , K2200047 B1603504 J08 Jack -Open 3 1 Job Reference (optional) ProBuildti8rlington, Arlington,WA 98223 fv v c -1-6-0 1 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:24 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-iD9a 1 G7QxnD4w_fieTOyiTc3arSS?sg WzL3dmiyvrxP • 6-0-0 7-10-6 6-0-0 1-10-6 • 6-0-0 6-0-0 IM 0 Scale = 1:34.2 Plate Offsets (X,Y)-- 2:0-1-11,0-2-3] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.62 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud 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 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-4-12. (Ib) - Max Horz 2=168(LC 8) Max Uplift All uplift 100 Ib or Tess at joint(s) 4 except 3=-106(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=393(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 3=106. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200048 61603504 J09 Jack -Open 3 1 Job Reference (optional) ProBuild44rlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:24 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-iD9a1 G7QxnD4w_fieTOyiTc3arSS?sg WzL3dmiyvrxP -1-6-0 6-0-0 8-10-6 1-6-0 6-0-0 2-10-6 6-0-0 6-0-0 Scale = 1:37.7 Plate Offsets (X,Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.62 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl 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 REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-4-12, 4=0-1-8. (Ib) - Max Horz 2=186(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 4 except 3=-110(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=393(LC 1), 3=257(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4 except (jt=1b) 3=110. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/1015 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/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. Mil MiTek° 250 Klug Circle Corona, CA 92880 Job Truss B1603504 J10 ProBuild Arlington, Arlington,WA 98223 Truss Type Jack -Open 1-6-0 Qty 4 Ply 1 Plan - L2B-2671 K2200049 Job Reference {optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:24 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-iD9a 1 G7Qxn D4w_fieTOyiTc3arSS?sg WzL3dmiyvrxP 6-0-D- 210-6 6-0-0 3-10-6 6-0-0 6-0-0 Plate Qff_sets_0( ()- [2 LOADING (psf) TCLL 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 IRC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std CSI. TC 0.62 BC 0.75 WB 0.00 (Matrix) REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-4-12, 4=0-1-8. (Ib) - Max Horz 2=205(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 4 except 3=-111(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=393(LC 1), 3=257(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:41.1 DEFL. in (loc) I/defl 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 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 23 Ib FT = 20% 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4 except (jt=1b) 3=111. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 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 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. 1111 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200050 B1603504 J11 Jack -Open 4 1 Job Reference (optional) ProBuild'Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:25 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-APjyFc83i4LxY7EuCBvBFh9DKFohkJwgC?oAJ8yvrxO -1-6-0 6-0-0 10-10-6 1-6-0 6-0-0 4-10-6 6-0-0 6-0-0 Scale = 1:44.6 Plate Offsets (X Y)-- [2:0-1-11.0-2-3] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.62 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-7 >922 240 Vert(CT) -0.13 2-7 >512 180 Horz(CT) -0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 25 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=0-4-12, 4=0-1-8, 5=0-1-8. (Ib) - Max Horz 2=223(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 6, 4, 5 except 3=-112(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 6, 7, 4, 5 except 2=393(LC 1), 3=257(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=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, 5 except (jt=1b) 3=112. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 MTek®O 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. Mie MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200051 B1603504 J12 Jack -Open 4 1 Job Reference (optional) ProBuild.Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:25 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-APjyFc83i4LxY7EuCBV BFh9DKFohkJwgC?oAJ8yvrxO -1-6-0 6-0-0 11-10-6 1-6-0 6-0-0 5-10-6 6-0-0 6-0-0 Scale: 1/4"=1 Plate Offsets (X,Y)-- [2:0-1-11,0-2-31 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.62 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-7 >922 240 Vert(CT) -0.13 2-7 >512 180 Horz(CT) -0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 26 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=0-4-12, 4=0-1-8, 5=0-1-8. (Ib) - Max Horz 2=242(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 6, 4; 5 except 3=-112(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 6, 7, 4, 5 except 2=393(LC 1), 3=257(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=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, 5 except (jt=lb) 3=112. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. NI" MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200052 B1603504 J13 Jack -Open 7 1 Job Reference (optional) ProBuild"Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:26 2016 Page 1 ID:gOOVBhyOU rTS?QOAg5uPPyv_BS-ecHKSy9hTOTnAHp5muQQouhO4e7wTm9pRfYjrbyvrxN -1-6-0 6-0-0 9-6-12 1-6-0 6-0-0 3-6-12 5 6-0-0 6-0-0 Scale = 1:40.1 Plate Offsets (X.Y)-- [2:0-1-11.0-2-3] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.62 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-6 >922 240 Vert(CT) -0.13 2-6 >512 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 23 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. All bearings 0-5-8 except (jt=length) 6=Mechanical, 3=0-4-12, 4=0-1-8. (Ib) - Max Horz 2=196(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4 Max Gray All reactions 250 Ib or less at joint(s) 6, 3, 4 except 2=393(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 Miele® 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 4 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. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200053 81603504 J14 Jack -Open 1 1 Job Reference (optional) ProBuildkArlington, Arlington, WA 98223 1 -1-6-0 1-6-0 6-0-0 6-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:26 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-ecH KSy9hTOTnAHp5muQQouhO4e7wTm9pRfYjrbyvrxN I 7-10-15 1-10-15 6-0-a 6-0-0 Scale = 1:34.4 Plate Offsets (X,Y)-- 2:0-1-11,0-2-3] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.62 BC 0.75 WB 0,00 (Matrix) DEFL. in (loc) I/defl 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 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-4-12. (Ib) - Max Horz 2=169(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4 except 3=-107(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=393(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=Ib) 3=107. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. mit MiTek' 250 Klug Circle Corona, CA 92880 'Job Truss B1603504 J15 Truss Type Jack -Open ProBuild Arlington, Arlington,WA 98223 Qty 1 Ply Plan - L2B-2671 K2200054 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:26 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-ecHKSy9hTOTnAHp5muQQouhPTe7wTm9pRfYjrbyvrxN _1_6 -Il 5-1045- _6-440 1-6-0 5-10-15 0-1-1 Plate Offset&)X Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 5-1415__ 6, 0 .5-10-15 0-1-1 Scale = 1:27.5 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.53 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/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: 18 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=178/Mechanical, 2=382/0-5-8, 4=46/Mechanical Max Horz 2=132(LC 8) Max Uplift3=-77(LC 8), 2=-3(LC 8) Max Gray 3=178(LC 1), 2=382(LC 1), 4=103(LC 3) 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 Installationgulde_ 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 A 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 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. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 i K2200055 B1603504 J16 Jack -Open 1 1 Job Reference (optional) ProBuil&Arlington, Arlington,WA 98223 -1$Q 3-10-15 1-6-0 3-10-15 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:27 2016 Page 1 ID gOOVBhyOUfrTS?QOAg5uPPyv_BS-7orifH9JEibenRNHKbxfK6EfF2T9CDPzgJHHN1yvrxM 6-0-0 2-1-1 3-10-3 Plate Offsets (X,Y)-- [2:0-1-11.0-2-3) 3-1005 6-0-0 0-0-12 2-1-1 Scale = 1:20.5 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.21 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. (Ib/size) 3=98/Mechanical, 2=322/0-5-8, 4=46/Mechanical Max Horz 2=95(LC 8) Max Uplift3=-47(LC 8), 2=-3(LC 8) Max Gray 3=99(LC 15), 2=322(LC 1), 4=103(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 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 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. Mit MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 s K2200056 B1603504 J17 Jack -Open Girder 1 1 Job Reference (optional) ProBuildl4rlington, 0 1 Arlington,WA 98223 -1-6-0 1-6-0 1-10-15 1-10-15 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:27 2016 Page 1 I D:gOOV BhyOUfrTS?QOAg5uPPyvBS-7orifH9J EibenRNHKbxfK6Efm2S_CDPzgJ H HN 1 yvrxM 6-0-0 4-1-1 1-10-3 1-10-3 1-19115 0-Q0-12 6-0-0 4-1-1 Scale = 1:14.4 Plate Offsets (X Y)-- 12:0-1-11.0-2-3] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.24 BC • 0.82 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: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-8/Mechanical, 2=288/0-5-8, 4=46/Mechanical Max Horz 2=58(LC 8) Max Uplift3=-9(LC 8), 2=-9(LC 8) Max Gray 3=10(LC 4), 2=288(LC 1), 4=103(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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. 8) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mf1-7473 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/1911 Qualify Criteria, DSB-89 and SCSI 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 B1603504 J20 ProBuild Arlington, Arlington, WA 98223 of Truss Type Jack -Partial Girder -2-3-13 2-3-13 1-10-8 Qty Ply Plan - L2B-2671 1 1 K2200057 Job Reference (optional 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:28 2016 Page 1 I D:gOOVBhyOUfrTS?QOAgSuPPyv_BS-b_PStdAx??jVPbyTtJSutJmnNSumxgf6uzl qvTyvrxL _3-2-0 1-3-7 4-9-8 Scale = 1:19.5 Plate Qffse_ (XX)-- 122:0-3-0.0-1-81 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 3,1A 3-1-4 3- 4 7-11-8 0-0-12 10 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.44 BC 0.40 WB 0.00 (Matrix -M) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=83/Mechanical, 2=377/0-3-8, 4=53/Mechanical Max Horz 2=59(LC 8) Max Uplift3=-10(LC 8), 2=-19(LC 4) Max Gray 3=83(LC 1), 2=377(LC 1), 4=120(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/defl Vert(LL) -0.09 4-7 >999 Vert(CT) -0.17 4-7 >567 Horz(CT) 0.00 2 n/a BRACING - TOP CHORD BOT CHORD L/d 240 180 n/a 4 PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% 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; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-0, 6 Ib down at 4-0-0, and 6 Ib down at 6-0-12, and 17 Ib down at 7-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 4-5=-16 Concentrated Loads (Ib) Vert: 4=-8(B) July 21,2016 ® 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 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. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200058 81603504 J21 Jack -Partial 1 1 Job Reference (optional) ProBuild Arlington, v 0 Arlington,WA 98223 -2-3-13 2-3-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:28 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg 5u PPyv_BS-b_P5tdAx??jVPbyTtJSutJmn ISvTxgf6uzl qvTyvrxL 3-5-11 6-4-6 7-11-8 3-5-11 2-10-11 1-7-2 6-3-10 6-3-10 6-816 7-11-8 0-dd-12 1-7-2 Scale = 1:20.1 Plate Offsets (X,Y)-- 2:0-1-6,Edge] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.38 BC 0.36 WB 0.00 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.10 4-7 >970 Vert(CT) -0.19 4-7 >510 Horz(CT) 0.00 2 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 20 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=165/Mechanical, 2=513/0-3-8, 4=51/Mechanical Max Horz 2=96(LC 8) Max Uplift3=-44(LC 8), 2=-32(LC 8) Max Gray 3=165(LC 1), 2=513(LC 1), 4=106(LC 3) 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. 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; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) 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. July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS ANO 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 AN51/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. • Mil MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200059 B1603504 J22 MONO TRUSS 1 1 Job Reference (optional) ProBuild'Arlington, A Arlington, WA 98223 -2-3-13 2-3-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:28 2016 Page 1 I D: g00VBhy0UfrTS?QOAg5uPPyv_BS-b_P5tdAx??jVPbyTtJSutJmnGSvHxfg6uzl qvTyvrxL 4-4-0 - 7-11-8 4-4-0 3-7-8 Scale = 1:25.1 2x4 I I 4 5 7-11-8 7-11-$ Plate Offsets (X Y)-- [2:0-3-0 0-1-81 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.39 BC 0.37 WB 0.13 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.09 7-10 >999 240 Vert(CT) -0.16 7-10 >591 180 Horz(CT) 0.00 7 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) 2=526/0-5-8, 7=310/Mechanical Max Horz 2=111(LC 7) Max Uplift2=-38(LC 8), 7=-36(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-390/52 BOT CHORD 2-7=-59/323 WEBS 3-7=-360/90 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. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 7. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. Mit MiTek' 250 Klug Circle Corona, CA 92880 Job ' Truss Truss Type Qty Ply Plan - L2B-2671 K2200060 B1603504 J23 Jack -Closed Truss 3 1 Job Reference (optional) ProBuild'Arlington, r, 0 Arlington,WA 98223 -2-3-13 2-3-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:29 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg 5uPPyv_BS-3BzT4zBZmJrM 1 IXfROz7PXJy?sJtg7vG7dmOSwyvrxK 3-3-8 3-11-8_1 3-3-8 0-8-0 4 3-3-8 3-3-8 w Scale = 1:15.5 Plate Offsets (X Y)-- [2:0-0-10.Edge] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.39 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) 1/defl Ud Vert(LL) -0.00 6-9 >999 240 Vert(CT) -0.00 6-9 >999 180 Horz(CT) -0.00 2 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 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 6=159/Mechanical, 2=332/0-5-8 Max Horz 2=62(LC 5) Max Uplift6=-21(LC 5), 2=-41(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-8 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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 81603504 J24 Truss Type MONO TRUSS ProBuild Arlington, Arlington,WA 98223 1 r2 13 2-3-13 Qty Ply Plan - L2B-2671 K2200061 3 1 Job Reference (optional)______ 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:29 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-3BzT4zBZrnJrM11XfROz7PXJy?sKeg7vG7dmOSwyvrxK 3-3-8_ 3-3-8 3 Scale = 1:14.0 4 _13 Plate Offsets (.X,Y)-- 2:0-0-2 0-0-001_ LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.39 BC 0.04 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 6-9 >999 240 Vert(CT) -0.00 6-9 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud/Std 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 Installations g_ulde.__-_ REACTIONS. (Ib/size) 2=344/0-5-8, 6=91/Mechanical Max Horz 2=54(LC 7) Max Uplift2=-44(LC 4), 6=-6(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Solely 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 Plan - L2B-2671 K2200062 B1603504 JX01 Jack -Open 2 1 Job Reference (optional) ProBuild`Arlington, ni 0 1 Arlington, WA 98223 -1-6-0 1-1-8 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:29 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-3BzT4zBZmJrM11XfROz7PXJ02s8Fg7vG7dmOSwyvrxK 6-0-0 1-6-0 1-1-8 3 1-0-12 1-118 1-0-12 0-0-12 5 4-10-8 6-0-0 4 4-10-8 Scale = 1:14.4 Plate Offsets (X.Y)-- [2:0-1-11.0-2-3] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.19 BC 0.77 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.08 2-4 >883 240 Vert(CT) -0.14 2-4 >490 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-71/Mechanical, 2=297/0-3-8, 4=46/Mechanical Max Horz 2=43(LC 8) Max Uplift3=-71(LC 1), 2=-19(LC 8) Max Gray 3=13(LC 8), 2=297(LC 1), 4=104(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) 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. 8) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 July 21,2016 ®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 MiTekI 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. tour MiTek' 250 Klug Circle Corona, CA 92880 Job Truss 81603504 JX02 ProBuild Arlington, Arlington, WA 98223 -1-8-0 1-6-0 Truss Type Qty Ply Plan - L2B-2671 K2200063 Jack -Open 2 1 l Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:30 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-XNXrIJCBXdzDev6s?kUMyksBoGU UPa9PMH Wx_MyvrxJ 6.-0=0 2-4-8 3-7-8 3 2-3-12 2j12 9 Plate Offsets _()(_,Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 6-0-.0 3-7-8 Scale = 1:15.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std CSI. TC 0.19 BC 0.77 WB 0.00 (Matrix) REACTIONS. (lb/size) 3=32/Mechanical, 2=281/0-3-8, 4=46/Mechanical Max Horz 2=67(LC 8) Max Uplift3=-21(LC 8), 2=-4(LC 8) Max Grav3=35(LC 15), 2=281(LC 1), 4=104(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 4 DEFL. in (loc) I/deft L/d Vert(LL) -0.08 2-4 >883 240 Vert(CT) -0.14 2-4 >490 180 Horz(CT) -0.00 3 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 20% 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5 8 July 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN 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 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. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200064 B1603504 JX03 Monopitch Girder 2 1 Job Reference (optional) ProBuild•Arlington, Arlington,WA 98223 -1-6-0 1-6-0 3-5,111 3-5-14 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:30 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-XNXrIJC BXdzDev6s?kUMyksAl Gf5PY8PM H Wx_MyvrxJ 3117 6-0-0 0-1-0 2-4-8 4x8 2x4 11 3-5-14 6-0-Q 3-5-14 2-6-2 Scale = 1:21.1 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.22 BC 0.09 WB 0.13 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 6 >999 240 Vert(CT) -0.01 6-9 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 25 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=507/0-3-8, 5=473/Mechanical Max Horz 2=72(LC 7) Max Uplift2=-88(LC 8), 5=-117(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-474/111 BOT CHORD 2-6=-108/347, 5-6=-109/346 WEBS 3-5=-480/134 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 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.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. 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 except (jt=Ib) 5=117. 8) 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. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 235 Ib down and 157 Ib up at 3-6-9, and 188 Ib down and 58 Ib up at 4-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-7=-16 Continued on page 2 July 21,2016 ® 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply . Plan - L2B-2671 a K2200064 B1603504 JX03 Monopitch Girder 2 1 Job Reference (optional) ProBuild•Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-184 10=-188 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:30 2016 Page 2 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-XNXrIJCBXdzDev6s?kUMyksAIGf5PY8PM H Wx_MyvrxJ 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE pAdE 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking 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. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty . Ply Plan - L2B-2671 K2200065 B1603504 JX04 Jack -Open 2 1 Job Reference (optional) ProBuild'Arlington, Arlington, WA 98223 n ci ri 0 -1-6-0 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:31 2016 Page 1 ID gOOVBhyOUfrTS?QOAg5uPPyv_BS-?Z4DVECpIw54G2h2ZRObVyOJKfgj81 PYaxFUWoyvrxl 4-10-8 6-0-0 4-10-8 1-1-8 4-9-12 4-9-12 4-19-8 6-0-0 0-12 1-1-8 Scale: 1/2"=1 Plate Offsets (X Y)-- [2:0-1-11.0-2-3] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.33 BC 0.77 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.08 2-4 >883 240 Vert(CT) -0.14 2-4 >490 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=143/Mechanical, 2=345/0-3-8, 4=46/Mechanical Max Horz 2=113(LC 8) Max Uplift3=-62(LC 8), 2=-2(LC 8) Max Gray 3=143(LC 1), 2=345(LC 1), 4=104(LC 3) 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.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 ANSI/TPI1 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 Plan - L2B-2671 K2200066 61603504 JX05 Jack -Open 1 1 Job Reference (optional) rottui rungton, rungton, 1 -1-6-0 1-6-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:31 2016 Page ID gOOVBhyOUfrTS?QOAg5uPPyv_BS-?Z4DVECpIw54G2h2ZRObVy0Fxfgj81 PYaxFUWoyvrxl 6-0-0 6-110 6-0-0 0-1-0 1 6=0_0 6,0_0 Plate Offsets (X,Y)-- 2:0-1-11.0-2-3] Ia 0 O 4 Scale = 1:28.1 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.61 BC 0.77 WB 0.00 (Matrix) DEFL. in (loc) 1/dell L/d Vert(LL) -0.08 2-4 >883 240 Vert(CT) -0.14 2-4 >490 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=190/Mechanical, 2=384/0-3-8, 4=46/Mechanical Max Horz 2=135(LC 8) Max Uplift3=-81(LC 8), 2=-3(LC 8) Max Gray 3=190(LC 1), 2=384(LC 1), 4=104(LC 3) 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.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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®O 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. 111-.1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200067 B1603504 P01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-6-0 1-6-0 4-6-10 4-6-10 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:32 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-Tmebj?DS3EDxuCGE69Xq 19xW231TtSgipb?22EyvrxH 8-6-12 12-6-14 17-1-8 18-7-8 4-0-2 4-0-2 4-6-10 1-6-0 3x6 = 5x10 I Scale = 1:38.2 5-10-11 5-10-11 11-2-13 5-4-3 17-1-8 5-10-11 Plate Offsets (X,Y)-- [2:0-3-11.0-2-01. [4:0-3-0.0-0-71 LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.21 BC 0.29 WB 0.19 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.03 6-8 >999 Vert(CT) -0.07 6-8 >999 Horz(CT) 0.03 6 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=838/0-5-8, 6=838/0-5-8 Max Horz 2=-58(LC 13) Max Uplift2=-41(LC 8), 6=-41(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1227/36, 3-4=-1069/49, 4-5=-1069/50, 5-6=-1227/37 BOT CHORD 2-9=-33/1035, 8-9=0/705, 6-8=0/1035 WEBS 3-9=-264/88, 4-9=-24/374, 4-8=-24/374, 5-8=-264/89 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 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, 6. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 MiTekOO 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/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. Mil MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200068 91603504 P02 COMMON TRUSS 2 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 4-6-10 8-6-12 1-6-0 4-6-10 4-0-2 4x4 = 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:33 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-xyC_wLE4gYLoVMrRgs23aNUhoTdhcv0r2FkbbhyvrxG 12-6-14 17-1-8 I 18-7-8 4-0-2 4-6-10 1-6-0 Scale = 1:33.1 5-10-11 11-2-13 17-1-8 5-10-11 5-4-3 5-10-11 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.21 BC 0.29 WB 0.18 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.04 8-9 >999 240 Vert(CT) -0.08 6-8 >999 180 Horz(CT) 0.03 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 63 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=838/0-5-8, 6=838/0-5-8 Max Horz 2=60(LC 12) Max Uplift2=-40(LC 8), 6=-40(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1189/37, 3-4=-1029/52, 4-5=-1029/52, 5-6=-1189/37 BOT CHORD 2-9=-34/987, 8-9=0/675, 6-8=0/987 WEBS 4-8=-25/362, 5-8=-256/91, 4-9=-25/362, 3-9=-256/91 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-10 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. M11-1 MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200069 B1603504 S01 Jack -Open 3 1 . Job Reference (optional) ProBuildArlington, Arlington, WA 98223 -2-10-7 2-10-7 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:33 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-xyC_wLE4gYLoVMrRgs23aNUbHTg5cxur2FkbbhyvrxG 2-0-0 I 3-11-14 I 2-0-0 1-11-14 2-0-0 2-0-0 Scale = 1:14.0 0 Plate Offsets (X.Y)-- [2:Edge.0-4-6] LOADING (psf) TCLL 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 Incl. YES Code IRC2015/TP12014 CSI. TC 0.62 BC 0.07 WB 0.00 (Matrix) • DEFL. in (loc) I/defl Ud 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: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=59/Mechanical, 2=432/0-5-8, 4=16/Mechanical Max Horz 2=71(LC 4) Max Uplift3=-21(LC 8), 2=-119(LC 4) Max Gray 3=59(LC 1), 2=432(LC 1), 4=35(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=119. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 21814. Lee Street, Suite 312, Alexandria, VA 22314. Mie MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200070 B1603504 S02 Jack -Open 3 1 Job Reference (optional) ProBuildArlington, Arlington, WA 98223 -2-10-7 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:33 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-xyC_wLE4gYLoVMrRgs23aNUbHTg5cxur2FkbbhyvrxG 7-11-14 2-10-7 2-0-0 5-11-14 2-0-0 2-0-0 Scale = 1:22.1 0 Plate Offsets (X.Y)-- 2:Edge.0-4-6] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.62 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) • -0.00 2 >999 240 MT20 185/148 Vert(CT) -0.00 2-5 >999 180 Horz(CT) -0.00 4 n/a n/a Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. . • (Ib) - Max Horz 2=108(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 4, 3 except 2=-115(LC 4) . Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=480(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; VuIt=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) 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=115. 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. July 21,2016 ® 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®O 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200071 B1603504 S03 Jack -Open 1 1 Job Reference (optional) ProBuilO Arlington, Adington,WA 98223 1 -1-6-0 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:34 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-P8mM7hFiarTf7 WQdEaZI6a0t9t0KLO8?HvU877yvrxF 1-10-15 2.p-10 1-10-15 0-1-1 1-10-15 21 1-10-15 0-1-1 Scale = 1:14.0 Plate Offsets (X.Y)-- [2:0-1-11,0-2-31 LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.17 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: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 2=234/0-5-8, 4=16/Mechanical, 3=20/Mechanical Max Horz 2=59(LC 8) Max Uplift2=-24(LC 8), 3=-14(LC 8) . Max Gray 2=234(LC 1), 4=35(LC 3), 3=23(LC 15) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 ANSI/TPII 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 Plan - L2B-2671 K2200072 B1603504 • SO4 Jack -Open 1 1 Job Reference (optional) ProBuilc1 Arlington, Arlington, WA 98223 -1-6-0 2-0_0 1-6-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:34 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg 5u PPyv_BS-P8mM7hFiarTf7 WQdEaZI6aOsItOKLO8?HvU877yvrxF 3-10-15 1-10-15 2-0-0 2-0-0 N N Scale = 1:21.1 Plate Offsets (X,Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.19 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: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=111/Mechanical, 2=279/0-5-8, 4=16/Mechanical Max Horz 2=95(LC 8) Max Uplift3=-48(LC 8), 2=-20(LC 8) Max Gray 3=111(LC 1), 2=279(LC 1), 4=35(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 o 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/IPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2181J. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200073 81603504 S05 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1-6-0 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:34 2016 Page I D: g OO V B h yO U frTS? Q OAg 5 u P P yv_B S -P 8 m M 7 h F i a rTf 7 W Q d E aZ I6 a 0tC tOJ L O8? H v U 877yv rx F 1-1-0 1 2-0-0 1-1-0 0-11-0 1-1-0 2-0-0 1-1-0 0-11-0 Scale = 1:11.0 Plate Offsets (KY)— (2:0-1-11 0-2-3] LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.17 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 2-4 >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: 6 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=238/0-3-8, 4=16/Mechanical, 3=-42/Mechanical Max Horz 2=44(LC 8) Max Uplift2=-32(LC 8), 3=-42(LC 1) Max Gray 2=238(LC 1), 4=35(LC 3), 3=9(LC 12) 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. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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: • 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 4. K2200074 B1603504 S06 Jack -Open 1 1 Job Reference (optional) ProBuild'Arlington, Arlington,WA 98223 -1-6-0 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:35 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5u PPyv_BS-uLKkL1 G KL9bW1g?poH4XfoZ2xHMY4rO8VZDifZyvrxE 2-0-0 12-4-0 1 2-0-0 0-4-0 2-0-0 2-0-0 IM 0 . Scale = 1:15.5 Plate Offsets (X.Y)-- [2:0-1-11.0-2-31 LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.17 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2-4 >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=42/Mechanical, 2=238/0-3-8, 4=16/Mechanical Max Horz 2=66(LC 8) Max Uplift3=-22(LC 8), 2=-22(LC 8) Max Gray 3=44(LC 15), 2=238(LC 1), 4=35(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. MiT®k' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 i K2200075 B1603504 S07 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-6-0 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:35 2016 Page ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-uLKkL1 GKL9bWlg?poH4XfoZ2xHMY4rO8VZDifZyvrxE 2-0-0 3-7-8 2-0-0 1-7-8 2-0-0 2-0-0 0 Y N Scale = 1:20.1 Plate Offsets (X.Y)-- [2:0-1-11,0-2-3j LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.17 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2-4 >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=100/Mechanical, 2=270/0-3-8, 4=16/Mechanical Max Horz 2=90(LC 8) Max Uplift3=-44(LC 8), 2=-20(LC 8) Max Gray 3=100(LC 1), 2=270(LC 1), 4=35(LC 3) 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.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 3)* 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss: July 21,2016 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 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. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 i. K2200076 B1603504 S08 Jack -Open 1 1 Job Reference (optional) ProBuilc?Arlington, Arlington,WA 98223 0 Y 0 1-6-0 1-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:35 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-uLKkL1 GKL9bWlg?poH4XfoZ?4HMY4rO8VZDifZyvrxE 2-0-0 4-9-4 2-0-0 2-9-4 2-0-0 2-0-0 0 0 Scale: 1 /2"=1' Plate Offsets (X Y)-- [2:0-1-11 0-2-3] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.35 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2-4 >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: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=146/Mechanical, 2=304/0-3-8, 4=16/Mechanical Max Horz 2=111(LC 8) Max Uplift3=-62(LC 8), 2=-20(LC 8) Max Gray 3=146(LC 1), 2=304(LC 1), 4=35(LC 3) 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. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design void 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. Mit MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 c K2200077 B1603504 SX01 Jack -Open 2 1 Job Reference (optional) ProBuild'Arlington, Arlington,WA 98223 -2-3-13 2-3-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:36 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-MXu6YMGy6TjNMgZOL_bmB?695g inplel kCzFBOyvrxD 2-0-0 3-2-0 2-0-0 1-2-0 2-0-0 2-0-0 0 Scale = 1:13.8 Plate Offsets (X,Y)-- [2:0-2-6 0-3-41 LOADING (psf) TCLL 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 IRC2015/TP12014 CSI. TC 0.40 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 2-4 >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: 9 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=45/Mechanical, 2=350/0-3-8, 4=16/Mechanical Max Horz 2=59(LC 8) Max Uplift3=-18(LC 8), 2=-57(LC 4) Max Gray 3=45(LC 1), 2=350(LC 1), 4=35(LC 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ®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 properly 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 4. K2200078 B1603504 SX02 Jack -Open 2 1 Job Reference (optional) ProBuilcrArlington, Arlington, WA 98223 -2-3-13 2-0-0 2-3-13 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:36 2016 Page 1 I D: g OO V B h y O U f rTS? Q OAg 5 u P Pyv_ B S -M X u 6Y M G y6Tj N M q ZO L_b m B? 67 u g i n p l e l k C zF B O y v rx D 6-4-6 4-4-6 2-0-0 2-0-0 0 Scale = 1:20.9 Plate Offsets (X.Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.54 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2-5 >999 240 Vert(CT) -0.00 2-5 >999 180 Horz(CT) -0.00 4 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. All bearings Mechanical except (jt=length) 2=0-3-8, 3=0-1-8. (Ib) - Max Horz 2=96(LC 8) 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, 3 except 2=423(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.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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 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. July 21,2016 ® 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 ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 K2200079 B1603504 X01 California Girder 1 1 - Job Reference (optional) ProBuilcfArlington, m0 1 -2-3-13 Arlington, WA 98223 6-0-12 2-3-13 6-0-12 5.00 12 3x4 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:37 2016 Page 1 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-gjSUmiHatmsE_z8Cvi6?kDeHz4sgYglRzsipkSyvrxC p 8-9-10 f-6-12!10-5-0 'f1-2-61 13-11-4 20-0-0 I 22-3-13 2-8-14 0-9-2 '0-10-7 0-9-2 2-8-14 6-0-12 2-3-13 4x8 4x8 3x4 Scale = 1:41.9 12 24 11 25 10 26 27 28 2x4 11 3x4 = 3x8 = 2x4 11 -11-4 6-0-12 2-8-14 2-4-11 2-8-14 3x10 20-0-0 6-0-12 I4 0 4 Plate Offsets (X Y)-- [2:0-10-0 0-0-6] [7:0-10-0 0-0-6] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.58 BC 0.86 WB 0.33 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.1411-12 >999 240 Vert(CT) -0.24 11-12 >998 180 Horz(CT) 0.09 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 82 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=1704/0-3-8, 7=1704/0-3-8 Max Horz 2=56(LC 31) Max Uplift2=-208(LC 8), 7=-208(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins, except 2-0-0 oc purlins (3-7-8 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3112/456, 3-4=-2473/403, 4-19=-2208/375, 19-20=-2210/376, 20-21=-2211/377, 5-21=-2213/378, 5-6=-2437/398, 6-7=-3107/458 BOT CHORD 2-22=-401/2795, 22-23=-401/2795, 12-23=-401/2795, 12-24=-401/2795, 11-24=-401/2795, 11-25=-312/2214, 10-25=-312/2214, 10-26=-347/2791, 9-26=-347/2791, 9-27=-347/2791, 27-28=-347/2791, 7-28=-347/2791 WEBS 3-12=-49/525, 3-11=-719/114, 4-11=-45/575, 5-10=-53/646, 6-10=-801/129, 6-9=-49/520 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=208, 7=208. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 Ib down and 88 Ib up at 9-7-6, and 127 Ib down and 93 Ib up at 10-0-0, and 85 Ib down and 85 Ib up at 10-4-10 on top chord, and 68 Ib down at 2-0-12, 68 Ib down at 4-0-12, 457 Ib down and 133 Ib up at 6-0-12, 68 Ib down at 8-0-12, 68 Ib down at 10-0-0, 68 Ib down at 11-11-4, 457 Ib down and 133 Ib up at 13-11-4, and 68 Ib down at 15-11-4, and 68 Ib down at 17-11-4 on bottom 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 Continued on page 2 July 21,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 a K2200079 B1603504 X01 California Girder 1 1 Job Reference (optional) ProBuikfArlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:37 2016 Page 2 I D:gOOVBhyOUfrTS?QOAg5uPPyv_BS-gjSUmi HatmsE_z8Cvi6?kDeHz4sgYglRzsipkSyvrxC LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 13-16=-16 Concentrated Loads (Ib) Vert: 12= -457(F)9= -457(F)19=-58 20=-120(F)21=-58 22= -30(F)23= -30(F)24= -30(F)25= -30(F)26= -30(F)27= -30(F)28= -30(F) ® 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 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. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L2B-2671 * K2200080 B1603504 X02 COMMON 1 1 Job Reference (optional) ProBuildArlington, vI -2-3-13 Arlington, WA 98223 5-3-14 10-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:38 2016 Page 1 ID:gOOVBhyOUfrTS?QOAg5uPPyv_BS-Iw0sz21Ce4 5c7jOTPeEHQBVkUJMH9aaBWSMGuyvrxB 2-3-13 5-3-14 4-8-2 4x4 = 14-8-2 4-8-2 20.E 22-3-13 5-3-14 2-3-13 Scale = 1:40.5 6-10-10 13-1-6 20-0-0 6-10-10 6-2-13 6-10-10 Iv LOADING (psf) TCLL 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 IRC2015/TPI2014 CSL TC 0.39 BC 0.39 WB 0.23 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.08 8-9 >999 240 Vert(CT) -0.15 8-9 >999 180 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 72 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=1022/0-3-8, 6=1022/0-3-8 Max Horz 2=-61(LC 9) Max Uplift2=-54(LC 8), 6=-54(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1585/58, 3-4=-1385/56, 4-5=-1385/56, 5-6=-1585/58 BOT CHORD 2-9=-49/1405, 8-9=0/959, 6-8=0/1405 WEBS 4-8=-23/449, 5-8=-330/99, 4-9=-22/449, 3-9=-330/98 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-5 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 21,2016 ® 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 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. Mil MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - L28-2671 K2200081 81603504 X03 COMMON GIRDER 1 1 Job Reference (optional) ProBuild Arlington, 2-3-13 Arlington,WA 98223 5-3-14 2-3-13 5-3-14 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 21 10:45:38 2016 Page 1 ID:gOOV BhyOUfrTS?QOAg5uPPyv_BS-IwOsz21Ce4_5c7jOTPeEHQBVrU EcH51aBWSMGuyvrxB 10-0-0 14-8-2 20-0-0 4-8-2 4-8-2 5-3-14 4x6 I1 . 4 Scale = 1:36.9 6-10-10 6-10-10 13-1-6 6-2-13 20-0-0 6-10-10 Plate Offsets (X.Y)-- [2:0-6-2 0-1-8] [6:0-6-2.0-1-8] LOADING (psf) TCLL 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 IRC2015/TPI2014 CSI. TC 0.44 BC 0.75 WB 0.50 (Matrix -M) DEFL. in (loc) I/defl Lid Vert(LL) -0.20 7-11 >999 240 Vert(CT) -0.30 7-11 >788 180 Horz(CT) 0.03 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 73 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 6=1513/0-3-8, 2=1137/0-3-8 Max Horz 2=73(LC 12) Max Uplift6=-103(LC 9), 2=-66(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1839/83, 3-4=-1638/81, 4-5=-2045/127, 5-6=-2246/131 BOT CHORD 2-8=-83/1640, 7-8=-17/1244, 7-15=-80/2042, 15-16=-80/2042, 16-17=-80/2042, 6-17=-80/2042 WEBS 4-7=-81/986, 5-7=-381/105, 4-8=-56/363, 3-8=-332/99 Structural wood sheathing directly applied or 3-5-2 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) Unbalanced roof live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=1b) 6=103. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 Ib down and 35 Ib up at 14-9-4, and 255 Ib down and 34 Ib up at 16-7-4, and 223 Ib down and 36 Ib up at 18-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 9-12=-16 Concentrated Loads (Ib) Vert: 15=-290 16=-255 17=-223 July 21,2016 ® 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 ANSI/1P11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mit MiTek` 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 13 " Center plate on joint unless x, y /4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths A 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 SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and y 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. 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 is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ( 1 TOP CHORDS ( (Drawings not to scale) 2 3 rm.1 Dimensions are in ft -in -sixteenths. ligik. Apply plates to both sides of truss and fully embed teeth. 0 -1/16" TOP CHORD C7-8 Iiiii,211 C6-7 )% A c5-6 4 p = (1... 1 O O ~ MAWILI For 4 x 2 orientation, locatep plates 0 ria' from outside edge of truss. This symbol indicates the 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, ESR 1988 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 9 established by others. © 2012 MiTek®All Rights Reserved required direction of slots in ■ Plate location software PLATE SIZE 4 x LATERAL "P BEARING 41kI =� 4 BRACING connector plates. details available in MiTek 20/20 or upon request. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. 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 reaction section indicates joint • I MiTek Engineering Reference ltt18. e' Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. 1.----1 _ ANSI/TPI1: National Design Specification for Metal Industry Standards:MI Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BC`SI: Buildin Component SafetyInformation, Guidegto Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D17-0038 / D17-0039 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 50TH PL South and adjacent to 12510 & 12516 — 50th PL South. 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. 0 IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this .30 day of 1 4r-4- , 2017. /2 Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that 1441 is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath d that he was authorized to execute the instrument and acknowledged it as the own 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 IVI#t rall P® o2D1i 1244 Y�ch�lle R dP NotaryPublic in an fo r the State of Washington residing at MAJI & V#i I I&'/ My appointment expires i2l00I/n DATED this GRANTEE: CITY of TUKWILA B y: Print Name: Its: day of 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: aG(v1 6- (+-Wa �E NOTARY PUBLIC, in and for the State of Washington, residing at t L �'GL My commission expires: March 15, 2017 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0038 CARY LANG - LOT 74 - 12516 50 PL S 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: PLANNING DEPARTMENT: Lindsay Brown at (206) 433-7166 if you have questions regarding these comments. • Plans show the removal of 7 or more significant trees. Up to 4 significant trees may be removed on any single- family lot (outside of sensitive areas) in a period of three years without a permit, but :tree removal in excess of 4 requires City approval. Please show on a revised site plan the replacement of significant trees removed (in excess of 4) at a ratio of one-to-one. All replacement trees must be at least 2.5 inches in caliper for deciduous trees, and 6' in height for evergreen trees. Identify the species of replacement trees. • Prior to building permit issuance, applicant must record L17-0009 and apply with all conditions of•approval. 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) 433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D17-0038 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 cpEflMfl- COORD COPY a PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0038 PROJECT NAME: CARY LANG - LOT 74 SITE ADDRESS: 12516 50TH PL S Original Plan Submittal X Response to Correction Letter # 1 DATE: 04/03/17 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural 1,A* ke M-0-11 Planning Division 1011 Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 04/04/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: 05/02/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire, ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY o PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0038 PROJECT NAME: CARY LANG — LOT 74 SITE ADDRESS: 12516 50 PL S X Original Plan Submittal Response to Correction Letter # DATE: 03/01/17 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: N PcWG 1i17 Building Division PM Public Works PCM. �1NG Fire Prevention Structural Lvc3 Cove ? -[7 Planning Division 1111 Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/02/17 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions Denied (corrections entered in Reviews)-' (ie: Zoning Issues) DUE DATE: 03/30/17 Notation: REVIEWER'S INITIALS: DATE: lPermit Center Use LCORR CORRECTION LETTER Only MAILED: —001- 1- Departments issued corrections: Bldg 0 Fire 0 Ping,` PW 0 Staff Initials: 12/18/2013 D 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. Date: *6\ 1 t Plan Check/Permit Number: r: D 3-©o g ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: f 2-5167 / 5 Contact Person: In R-/2-� 1-4•tiq Summary of Revision: �f 2-_ /22✓c> S IL c. (A --- Phone Number: 0",..A -p 5 S -a w d A S RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includingtlate, of rvisio Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center \Templates\Forms \Revision Submittal Form.doc Revised: August 2015 /% Residential Sewer Use Frtification Sewage Treatment Capacity Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type 125/ 5o le; A .s Property Street Address -(kIk- City IAS State Cf ZIP /4 F Owner's Name ( -qi $-- v 1e cA-) Owner's Mailing Address r`€'. -`- City State ;2 3- � ZIP wner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP - Residential Customer Please check appropriate box: Equivalent (RCE) Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x1.0= 1.6 2.4 3.2 If Multi -family, will units be sold individually? ['Yes ❑ No If yes, will this property have a Homeowner's Association ❑Yes ❑ No a f =1im King County �J Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Onty Account # No. of RCEs Monthly Rate Sewer District Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050., 0.5) Demolition of pre-existing structure? ❑ Yes ❑ No Was structure on Sanitary Sewer? ['Yes (l No Was Sewer connected betore 2/1/90? ❑ Yes 1 1 No Sewer disconnect date: Type of structure demolished? RECEIVED CITY OF TUFKWILA Request to apply demolition credit to multiple structures? MAR 0 1 201 7 PERMIT CENTER ❑ Yes ❑ No raci,e Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. I understand that the information given is correct. (,understand that the capacity charge levied will be based on this information. I understand that any devia �n"may result in a revised capacity. charge. Signature of Owner/Representative '"'�� �v' •-acDate Print Print Name of Owner/Representative C 2-ty/ 1610_6969w_res_sewer_cap_chg_1057.indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer 3/1 // 7 -- (Rev. 10/16) .p,zo CARY LANG CONSTRUCTION IN, t t► Washington State Department of Labor & industries Home Espanol Contact Safety & Health Page 1 of 2 Search L&I A -Z Index Claims & Insurance Workplace Rights 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 Active. Meets current requirements. License specialties GENERAL License no. CARYLCI1010F Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C Received by L&I 09/10/2008 $12,000.00 Effective date 08/09/2008 Expiration date Until Canceled Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 5/3/2017 CARY LANG CONSTRUCTION INC Insurance INTERNATIONAL INSURANCE COMPAN Policy no. IG06C004381-00 Q $1,000,000.00 Received by L&I Effective date 09/01/2016 09/10/2015 Expiration date 09/10/2017 Page 2 of 2 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 No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts 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 Account is closed. 582,910-00 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported 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. © 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=CARYLCI101 OF&SAW= 5/3/2017 Layout Name: Layoutl Han Phan 0 Mar 27, 2017 — (5 �.l N •n rn 444 AHP 25' - ROW '} LEGEND OHP s U) Vi JI E,,ENCHM R'K I. y 4G NAIL (1) a sr (r) f !i • A a. 0.. N57°28'36"E 100.00' r. INSTALL SILT FENCE PER DETAIL THIS SHEET EX. TREE TO BE REMOVED (TYP) (` TEMPORARY STOCKPILE COVER -WITH PLASTIC PER -DETAIL THIS SHEET L� O "ARK/Nl``;;,, SLG SS 0H :f INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET 25' - ROW s,: PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE PROPERTY CORNER 1 Know what's below. CaII before you dig. S57°28'36"W 100.00' These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of 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: 4/ Vain HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. a SEI AIR T► PERMIT L:QUiRED FOR: ❑ M^ hanical -iectrical 0 (dumbing I i Gas Piping of Tukwila LEI. `i r"' 7-1 DIVISION PLANNING APPROVED No changes can be madeto these plans without approval from the Planning Division of DCD Approved By: L 70roto n. Date: 1 SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 4-1 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: FILE COPY FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBI. ,rmit No. /- 003 �J I I N z N FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL UNDISTURBED GROUND SILT FENCE DETAIL Plan review opproval is subject to errors and omissions. PER 2016 KCSWDM FIGURE C.3.6.A Approval of construction documents does not authorize SCALE: NONE the violation of any adopted code or ordinance. Receipt CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT of approved Fieldy and conditi ns is acknowledged: By: Date: 5/3// City of Tukwila BUILDING DIVISION 100' REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2017 City ofTiuk Ia BUILDINQ DIVISION INSTALL DRIVEWAY CULVERT IF THERE ISA ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS R=5' MIN. J NOTES: 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 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 DAMAGIN. ON THE ROADWAY. LTR# 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 REFERENCE SHEET NO. C1 SHEET 1 OF 2 SHEETS z O = U p N- D D Et oow z Q < o O- <C 0__., z o '? < — CSS J � CV 0 J W D D z z J 0 w c in c 0 01 c Q) a c w 1 0.o c AlM ? 0 N t0 c Pi J c s 1-4 0 0 0 UJ oo N cn 0 oil if CO o E L. H. PHAN DESIGNED BY: L. H. PHAN H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION >- m 0 z REFERENCE SHEET NO. DRYWELL FILLED WITH 1 1/2" —3" WASHED ROCK SHEET 2 OF 2 SHEETS EX. GAS MAIN UTILITY TRENCH (POWER & COMM.) 2'Wx20'Lx2'D GRAVEL STRIP PER DETAIL 2 HOUSE 7.5'W X 25'L X 5'D ROOF & FOOTING DRYWELL PER DETAIL 1 N57°28'36"E 100.00' CATCH BASIN DOWNSPOUT FLOW EX. WATER MAIN EX. SE MAIN 5' BSBL R=5' (TYP) SCALE: NONE DOWNSPOUT OVERFLOW OBSERVATION PORT BENCHMARK SET MAV i4AlL. CL1''1, 2.3.0(ASSUMED) NEIAT SAWCUT LINE c: HOUSE SPLASH BLOCK TOPSOIL NO �vO f -ARKIN SS J EX; 6" SIDE SEWER STUB d Q .. v �j0VW'D• PRCH. 0 26 LF 12 " WATER SERVICE LINE PROPOSED SINGLE FAMILY RESIbENCE FFE=2250 4 LF 4" PVC FOOTING DRAIN COLLECTOR @ 2.00% 7 LF 4'" PVC ROOF DRAIN COLLECTOR @ 2.00% l is If 1l1 It\6)44 ;. . II I 11(:1(i1i\,f I1)li1I!i1I\\(i,( )1 I CATCH BASIN —/ 2' GRAVEL STRIP 6" MIN. DIA. PIPE SLOPE GEOTEXTILE FTDR FTDR� FTDR EX. WM 1" WATER M ROOF OVERHANG MIN. 1' OR 3' ABOVE SEASONAL HIGH GROUNDWATER ELEVATION AND HYDRAULICALLY—RESTRICTIVE MATERIAL 25' — ROW 5' BSBL CONCRETE DRIVEWAY PROFILE S57°28'36"W 100.00' WASHED ROCK 3/4" — 1 Y2' SCALE: NONE GRAVEL STRIP DETAIL SCALE: NONE DRYWELL DETAIL SCALE: NONE LEGEND PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — ADJACENT PROPERTY LINE ROOF OVERHANG LINE PROPERTY CORNER IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,305 SQ. FT. (INCLUDING OVERHANG) WALKWAY 32 SQ. FT. DRIVEWAY 560 SQ. FT. TOTAL 2,897 SQ. FT. 2,897 / 7,500=0.3863 X 100% = 38.63% IMPERV. SURF. COVERAGE 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE [ ] PROPOSED INFILTRATION PARCEL NUMBER 0179002655 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,305 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,305 SQ. FT. 2,305 / 7,500=0.3073 X 100% = 30.73% MAX. BUILDING COVERAGE FOR MORE SOIL INFORMATION, SEE FEBRUARY 8, 2017 GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 PLANT SCHEDULE SYMBOL BOTANICAL NAME PRUNUS CERASIFERA "THUNDERCLOUD" COMMON NAME QTY SIZE PURPLE—LEAFED PLUM 4 2.5" CAL. (MIN.) EXPIRESi LANDSCAPE NOTES: 4" PVC DOWNSPOUT DRAIN LINE FOUNDATION FINISH GRADE BACKFILL PROVIDE 12" MIN COVERAGE .OF DRAIN WITH CLEAN 1 1/2" — 3/4" '1 IVASHED ROCK 1. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WORK WITH OTHER SITE IMPROVEMENTS AND CONDITIONS PRIOR TO STARTING LANDSCAPE WORK. 2. CONTRACTOR SHALL USE CAUTION WHILE EXCAVATING TO AVOID DAMAGE TO UTILITIES. ADVISE OWNER IMMEDIATELY IF UTILITIES ARE DISTURBED. CALL LOCATION SERVICE PHONE 811. 3. ALL TREES SHALL BE FERTILIZED WITH AGRO TRANSPLANT FERTILIZER 4-2-2 PER MANUFACTURER'S SPECIFICATIONS. 4. ALL PLANT MATERIAL SHALL CONFORM TO AMERICAN STANDARDS FOR NURSERY STOCK, LATEST EDITION. REPLACEMENTS SHALL BE MADE AT ONCE. EVIEWED FOR ODE COMPLIANCE APPROVED APR 17 2017 2. KEEP DRYWELL 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. APPROVED APR 18 2017 City of Tukwila PUBLIC Works DktYr\ 4" PERFORATED PVC FOOTING D DRAIN LINES TO -BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. Know what's below. Cali before you dig. DRAINAGE DETAIL SECTION A -A SCALE: NONE LL PLANT MATERIAL FURNISHED SHALL BE HEALTHY REPRESENTATIVES, TYPICAL OF THEIR SPECIES OR VARIETY AND SHALL HAVE A NORMAL GROWTH HABIT. THEY SHALL BE FULL, WELL BRANCHED, WELL PROPORTIONED AND HAVE A VIGOROUS ROOT SYSTEM, AND FREE OF DISEASE, INJURY, INSECTS, DECAY, HARMFUL DEFECTS, AND WEED FREE. SUBSTITUTIONS SHALL NOT BE MADE WITHOUT THE AUTHORIZATION OF THE OWNER OR OWNER'S REPRESENTATIVE. RECEIVED O PERMANENT IRRIGATION SYSTEM IS PROPOSED. EAC1WATGiO'f' I I`IALL MAINTAIN AND WATER TREES FOR TWO YEARS AFTER CTION AND ACCEPTANCE BY THE OWNER OR OWNER'S REPR PERMIT CENTER 9 !WILDING CODE: 2015 INTEiRNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (iRC) AS AMENDED 13Y LOCAL. JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WiND LOAD • 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. Ii TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(1) GROW, SNOW WIND DESIGN SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP ICE SHIELD UNDER- LAYMENT REQUIRED ROOD HAZARDS AIR FREEZING INDEX MEM *MAL TEMP 8RFED (MFH) TOPOGRAPHIC SPECIAL. WND REGION WIND- DEBRIS ZONE 1 RROST LNE DEPTH 1E1R1'IiTE Ei ECT6 25 110 8 16 1/2' PI/D2 MOD 18 - MOP n No C LOCAL SDICTION 50,LJIRI 50 ADDITIONAL REQUIIREP SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TiME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) SITE 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 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO SE THOROUGHLY COMPACTED. MINIMUM COMPRESSIVE STRENGTH CP CCNCRRETE PER TABLE R4022 TYPE OR LOCATION OP CONCRETE CONSTRUCTION MINIMLM COMPRESSIVE STRENGTH ate) AT 26 DAYS �j�A{� MODERATE LIEATHERM POTIDMAL BASEMENT WALLS, POL64DAT10NS 4 OTHER CONCRETE NOT EXPOSED TO THE UEA11-ER 2,500 psi BASEMENT SLABS t IN'T'ERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLABS. 2,500 psi BASEMENT WALLS, FOUNDATION WALLS, EXi'ERIOR WALLS 4 OTHER VERTICAL Ca4C1RETE WORK EXPOSED TO THE WEATHER 3000 psi (5% to 1% air entrained PORCHES, CARPORT SLABS 1 STEPS EXPOSED TO 114E UAEATHER 1 GARAGE FLOOR SLAB. 3 00 par ($9t to 1x air entrained) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM 4615 GRADE 40. UN.O. (SEE STRUCTURAL) ATI BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'73'X3' PLATE WASHERS. WOOD SEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO SE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 8/8' DIAMETER At 8'-0' O.C. U.N.O. WITH MIN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED N THE FIELD iN ACCORDANCE WITH AWPA 114. (END CUT SOLUTION BY WOLMA4NIZED WOOD) PER IRC R311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF 140T -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRAPE. pAMPPROOPING EXCEPT WHERE REQUIRED BY SEC. R4062 t0 SE WATERPROOFED, FOUNDATION WALLS T4-147 RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL SE DAMPPROOFED FROM Ti4E HIGHER OF. (a) THE TOP OF THE FOOTING OR (5) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS 714414 3/8 INCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARGING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1 BITUMINOUS COATING. 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. fie' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R406.2. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DA4MPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFiNG MATERIALS OR MY ONE OF THE WATERING MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R4062 - IN AREAS WHERE A HIGH WATER TABLE OR 0T14ER SEVERE SOiL-WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS 714AT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE 61-1ALL BE WATERPROOFED FM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW THE TOP OF 714E BASEMENT FLOOR t0 714E FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF TIME FOLLOWING: 1. 2 -PLY HOT -MOPPED FELTS. 2.55 POUND ROLL ROOFING - 3. 6 -MIL POLYVINYL CHLORIDE. 4.6 -MIL POLYETHYLENE 8. 40 -MIL POLYMER -MODIFIED ASPHALT. 6. 60 -MIL FLEXIBLE POLYMER CEMENT. 1. Ls' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. 8.60 -MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED MYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICP WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARRGNGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR 1-10T ASPHALT SHALL CONFORM TO TYPE C OP ,ASTM D 449. 1407 ASPHALT SHALL BE APPLIED At A TEMPERATURE OF LESS 714414 200'F. ALL JOINTS 114 MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH A14 AD14ESIVE COMPATIBLE WITH THE MEMBRANE. VENTILATION 8408.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (0.006 IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: THE GROUND COVER MAY BE OMITTED N CRAWL SPACES IF THE CRAWL SPACE 4445 A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO INCHES. 4 PIM DRAFTSTOPPING R302.12 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW INE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, ORAFTSTOPS SHALL BE INSTALLED SO THAT 114E AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SI4ALL DIVIDE THE CONCEALED SPACE 11470 APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED 114 FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1 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 114 IRC SECTION 8302.12.1. •s FiREBLOCKING R302.11 IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE PROVIDED TO CUT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS 414D t0 FORM AN ERFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FiRESLOCKING SI4ALL BE PROVIDED IN WOOD -FRAMED CONSTRUCTION 114 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: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY At INTERVALS NOT EXCEEDING 101t 2. AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. N CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 (V2' GWR) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST 7HE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL 1407 BE REQUIRED t0 MEET 714E ASTM E 136 REQUIREMENTS. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.15. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DUELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED iN IRC SECTION 8302.111 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIRESLOCK UNLESS SPECIFICALLY TESTED IN 714E FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS 51-IALL BE MAINTAINED. GENERAL ALL NAILING t0 COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE 810235 MINIMUM THICKNESS AND ,APPLICATION OF GYPSUM IBOA4RD TABLE 810233 TNIcKNEee OF GYPSLM BOARD OR GYP811"1 "DANE. PRODUCT& (INo EE8) APPLICATION ORIENTATION OF GY1.8UM BOARD OR PRODUCTS TO PRAMiNGi MAXIMUM SPACING OF FRAMING817E MISERS !.HIGHS OAW MAXIMUM SPACING OF FASTENERS (INCHES) OF NAILS FOR AfFLICATiON TO WOOD FRAMING W//OI adh®eivm 2X4 2X6 OR LARGER 3/6 CEILING PERPENDICULAR 16 1 12 13 GAGE, 1-1/4' Loh*, 19/64' I- EAD, 0098' DIA. 1-1/4' LONG, A IAILA4R- RIWGED, OR 4d COOLER NAIL, 0.060' DIA, 1-3/6' LONG, 1/32' HEAD. Ub4LL EITHER DIRECTION 16 8 16 1/2' CEILING EITHER DIRECTION 16 1 12 IS Gam, 1-3/8' LONG, 19164' HEAD' 0.088' PIA, I-1/4' LONG, A4*L LAR- ED, OR bd COOLER NAIL, 01006' I-5/8' 16/64' CEILING PERPENDICULAR 24 1 12 R1P DIA, LONG, HEAD, OR GOA Yea I BRD NAIL, 0086' DIA, 1-1/6' LONG, 8/32' HEAD. WALL EITHER DIRECTION 24 0 12 WALL EITHER DIRECTION 16 S 16 WS' CEILING EITHER DIRECTION 16 1 12 B GAGE, I-5/8' LONG, 19/64' 4HMAD, 0.088' DIA. I-3/8' LOG, ANNUI.AR- OR 6d COOLER NAiL, 0,092' DIA, 1-1/13" LONG,1/4' HEAD, OR CE tLING PERPENDICx1E.AR 24 1 12 ' GYPStM BOARD NAIL, 0.0816' DIA. 1-1/8' LONG, 19/64' HEAD. TCEX AT GARAGE CLO BENEATH HABItA4BLE ROOMS PERPENDICULAR 24 6 6 I-1/8' LONG 6d COATED NAILS OR E2UNALENT DRTW4U.. BCREWB. SCREWS 6144LL COMPLY WITH SECTION 17102331 WALL EITHER DIRECTION 24 8 12 13 GAGE,1-5/8' LONG, 18/64' LEAD, 0.038' DIA, 1-3W LONG, Al+&ILAR- RINGEDs OR 64 COOLER NAIL, "0092' DIA, 1-1/6' LOM's, V4' HEAD, OR GYPSUM BOARD NAiL. 0.0946' DIA. 1-1/8' LONG. 13/64' HEAD. WALL EITHQ@ DIRECTION. I6 6 16 APPLICATION WITH ADHESIVE 3�' CEILING PERPENDICULAR 16 16 16 SAME . 6 AFO BOVE R 3/8' GYP6111 BOARD AND GYPSUM PANEL PROPUC78. WALL EITHER DIRECTION 16 16 24 I/2' OR 6/8' CEILING EITHER DIRECTION 16 16 16 CEILING PERPENDICULAR 24 12 16 SAME A8ABOVE FOR V2' AND WS' GYPSUM BOARD AND GYPSUM PANEL PRODUCT&, ReseactiviaLy. WALL EITHER DIRECTION 24 16 24 'filo 3/8 LAYERS CEILING PERPENDICULAR 16 16 16 BABE Pm -NAILED. A8 400VIE FOR I' GYPBIM 190ARD AND GYPSUM PANEL PRODUCT&, FACE PLY INSTALLED WITH ADHESIVE WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON THIS PLM 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 (NDS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), 8d BOX (0.113' DIA, 2-1/2' LONG), 10c1 COMMON (0.148' DIA., 3' LONG) 100 BOX (0.128' DIA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 160 SINKER (0.148 DIA, 3-1/4' LONG) Sd COOLER (0.086' PIA., 1-5/8' LONG ), 6c1 COOLER (0.02' DIA„ 1-1/8' LONG) (,UMBER GRADES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF U)IIPA GRADING RULES FOR THE WESTERN LUMBER 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•15 p61, Fc■1300 p81, E■1200000p6a HP 6'2 - Fb■850 psi, Fv•15 pal, Fc■1300 pat, E■1200000pa1 BERCI 4X 6X OR LARGER PF -L +2 - P10■900 pat, Fv■95 pet, Fo•1350 psi, E■1600000pa1 DP -L °2 - Fb0815 pal, Fv■85 pet, Fc.600 pet, E■1300000pe1 STUDS HF +2 - Fb•850 per, Fv•15 pat, Fc•1300 pet, E■1200000pel HF *2 - Fb•850 pat, Fv•15 pal, Fc• 1300 per, E■1200000ps1 2X4 2X6 OR LARGER EmsT6 HF 12 - Fb■900 pat, Fv•95 pat, Fc•1350 pat, E■1600000pa1 HF t2 - Fb■900 pat, Fv■95 pal, Fc•1350 pat, E■1600000pel DF -L °I - Fb•100 pea, Fv85 p81, Fc•415 pal, E■1300000pa1 DF -L *2 - Pb•100 pal, Fv•85 par, Fc•415 pat, E■1300000p8l 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLS) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Flo • 2A00 PSi, Fv ■ 165 PSI, Pc • 650 PSI (PERPENDICULAR), E • 1,600,000 PSI. 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 REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Flo • 2,900 Psi, Fv ■ 290 PSI, Pc • 150 PSI (PERPENDICULAR), E • 2,000,000 P61. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Pio • 26000 PSI, Fv • 288 PSI, Pc • 150 P61 (PERPENDICULAR), E • 1,900000 PSI. BEAMS DESIGNATED AS 'LSL' 614ALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 P6I, Fc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS 614ALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED 46 FOLLOWS: FLOOR LiVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. 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 LICENSED PROFESSIONAL ENGINEER 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 614ALL SE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL SE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON a 6' O.C. 6 PANEL EDGES A14P 12' O.C. IN FIELD UN.O. ON SHEARRRUALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON .47 6' 0.C. B PANEL EDGES AND 12' O.C. 114 FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. !LL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED iN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS 70 PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER 10 THE BUILDING STRUCTURAL FRAMING COMPONENTS. 714E FLASH114G SHALL EXTEND t0 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 SE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. At TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS t0 USE LE,dJGPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS 014 BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, Wool, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH 70 A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. IP • • w de MYL S PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL SE INSTALLED AND FINISHED 114 ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION 1NS WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310 -EMERGENCY ESCAPE t RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING QUIRRED. 15ASEMENTS,1-IABITAABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED 114 EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY 11470 A PUBLIC WAY, OR 70 A YARD OR COURT THAT OPENS 10 A PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MEC14AANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF 200 SQ FT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL I4AVE A MIN. 5.0 SQ. Ft. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT 514ALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: WHERE 4 WINDOW IS PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL I4AVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE 714E FLOOR, WHERE THE SILL HEIGHT IS BELOW GRADE, IT SHALL BE PROVIDED WITH A WINDOW WELL IN ACCORDANCE WITH SEC. R31023. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR 46 OTHERWISE REQUIRED PER IRC SECTION 8308.4 1. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS ANP PANELS 114 SLIDING, 4 BIFOLD DOOR ASSEMBLIES PER IRC SECTION R308.4J. 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' OF EITHER SIDE OF THE DOOR 114 CLOSED POSITION PER IRC SECTION 8308.42. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN 9 SQ. FT., THE BOTTOM EDGE IS LESS THAN 18' ABOVE THE FLOOR THE TOP EDGE IS MORE 7)4AN 36' ABOVE THE FLOOR AND ONE OR MORE WALKING SURFACES ARE WiTHIN 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRC SECTION 8308.43. 4. GLAZING IN GUARDS AND RAILS PER IRC SECTION 830844. 5. GLAZING 114 WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR PACING 1407 TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, 614O1.1ERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION 83084.5. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE 714E BOTTOM EXPOSED EDGE IS LESS 714.414 36' ABOVE TI4E PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRC SECTION R308.4.6. 8. GLAZING ADJACENT t0 THE BOTTOM STAIR LANDING - WHERE 714E GLAZING IS LESS 714AN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONt,4L ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRC SECTION 83084.1. RECEIVED CITY OF TUKWILA REVIEWED FOR BODE COMPLIANCE ii:;;. APPROVED 2011 MAR 01 2011 PERMIT CENTER INSIELATIMI AND 14019 arm R302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION 614ALL BE 114 ACCORDANCE WITH SECTIONS 8302.10.1 THROUGH R302.10.5. R302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL NAVE A FLAME SPREAD INDEX NOT 10 EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHERE TESTED 114 ACCORDANCE WITH ASTM E 64 OR UL 123. EXCEPTIONS: 1. WHERE SUCH MATERIALS ARE INSTALLED IN CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY 70 THE FACINGS, PROVIDED 714AT 714E FACING IS INSTALLED 114 SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, 74447 15 1407 SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION 8302.103, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF 1407 MORE THAN 450 AND SHALL BE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF 1407 MORE THAN 450 WHERE TESTED 114 ACCORDANCE WITH CAN/ULC 61022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R316. R302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN TI -IE ASTM E 84 OR UL 123 APPARATUS WITHOUT .4 SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION 8302.10.1 WHERE TESTED 114 ACCORDANCE W1114 C,AN/ULC 61022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CAN ILC 51022, PROVIDED SUCH INSULATION COMPLIES WITH 714E REQUIREMENTS OF SECTIONS R302.10.1 AND R302.10.3 8302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY W1714 CPSC 16 CFR, PARTS 1205 AND 1404. EACH PACKAGE OF SUCH INSULATING MATERIAL SHALL BE CLEARLY LABELED iN ACCORDANCE WITH CPSC 16 CFR PARTS 1205 AND 1404. R302.10.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED 014 ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WA'I'F PER SQUARE CENTIMETER 8302.105 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE 114 ACCORDANCE WITH ASTM E 910. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS M FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATI-ERSTRIPPED 10 LIMIT AIR LEAKAGE. R102.1 VAPOR RETARDERS CLASS 1 OR II VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS 114 CLIMATE ZONES 5, 6, 1, 8, AND MARINE 4. EXCEPTIONS: 1 BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R102.1.1 CLASS III VAPOR RETARDERS CLASS I11 VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF 714E C014011I0145 IN TABLE 81021.1 IS MET. 8102.12 MATERIAL VAPOR RETARDER CLASS. THE VAPOR RETARDER CLASS SHALL BE BASED ON 74-E MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBLY. 714E FOLLOWING SHALL BE DEEMED TO MEET THE CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL CLASS II: KRAFT -FACED FIBERGLASS BATTS. CLASS III: LATEX OR ENAMEL PAINT. R102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR THE PURPOSES OF 71416 SECTION, VENTED CLADDING SHALL INCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. O71 -LER OPENING WITH THE EQUIVALENT VENT AREA SHALL BE PERMITTED. I. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED IN TABLE R1033(1). 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED iN TABLE R103.84. 3. OTHER APPROVED VENTED CLADDINGS. WSEC R402.4 AIR LEAKAGE (MANDATORY) 714E BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE 114 ACCORDANCE SECTIONS 8402.4.1 THROUGH 840244. 84024.12 TESTING THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING .414 AIR LEAKAGE RATE EXCHANGES PER HOUR IPSP CTI ost -4 WITH THE REQUIREMENTS OF OF NOT EXCEEDING 5 AiR POSTING OF CERTIFICATE WSEC R4013 4 PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WAALL IN THE SPACE WHERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON 414 ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF 71-E CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED 114 OR ON CEILiNG/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) 4140 DUCTS OUTSIDE CONDITIONED SPACES;. U -FACTORS FOR FENESTRATION AND 714E SOLAR HEAT GAN COEFFICIENT (SHGC) OF FENESTRATION, 4140 THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON 714E BUILDING. WHERE T14ERE 16 MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATES SHALL LIST THE TYPES AND EFFICIENCIES OF .-.EATING, COOLING AND SERVICE WATER 14EATING EQUIPMENT. WHERE A GAS-FIRED UNVENTED ROOM HEATER ELECTRIC RJRNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED 114 THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS-FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS-FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC. R403.3.3. A WRITTEN REPORT OF 714E RESULTS SHALL BE SIGNED BY 714E PARTY CONDUCTING THE TEST AND PROVIDED t0 714E CODE OFFICIAL. BUILDING AiR LEAKAGE TESTING 2015 WSEC SEC. R402.4 TI4E BUILDING THERMAL ENVELOPE SHALL SE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH 71-4E REQUIREMENTS OF SECTIONS R4024.1 THROUGH R402.4.4. WrrEels 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED 60 THAT NO OPENING EXCEEDS i/2 OF AN I14614 IN 7HE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRICTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING 714E SERVICE PIPES FROM THE BOX INTO 714E BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE 114 WALLS, FLOORS, OR CEILINGS FOR 114E PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 7118 WASTE OPENINGS 114 FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL SE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 16 OF AN MCH 114 THE LEAST DIMENSION. LIGHT ))SEC SECTION R404 LIGHTING EQUIPMENT PER SEC R404.1 - .4 MINIMUM OF 15 PERCENT OF LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. Os Os - -.• • JN4TERIOR STAT-. AY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE t0 ILLUMINATE 714E LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM 11.1E BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL 5E A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WI -ARE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING iS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS 614ALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED At 714E TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION 514ALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS t0 A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED At THE 50770M LANDING OF 714E STAIRWAY. NOTCI4 anuce PER SEC R602.6 DRILLING AND NOTCHING OF snips SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1. NOTCHING. ANY STUD 114 AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO BE CUT NOTCHED TOA DEPTH NOT EXCEEDING 25% OF ITS WIDTH. 611405 IN NONBEARING PARTITIONS SHALL BE PERMITTED TO BE NOTCHED t0 ,4 DEPTH NOT t0 EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. 414Y STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED 71447 THE DIAMETER OF 714E RESULTING 14OLE 16 NO MORE 7)4414 60% OF 714E STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE 714AN q'8 1CH TO THE EDGE OF THE STUD, AND THE HOLE IS Not LOCATED iN THE SAME SECTION ASA CUT OR NO70H. 87UD8 LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP t0 60% SHALL ALSO BE DOUBLED WiTH 140 MORE 714414 TWO SUCCESSIVE DOUBLED 611.11)6 BORED. SEE FIGURES R602.6(1) AND R602.3(2). EXCEPTION: USE OF APPROVED STUD SU -TOES 15 PERMITTED WHERE 714EY ARE INSTALLED IN ACCORDANCE WITH 14E MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602b.1 WHEN PIPING OR DUCTWORK 15 PLACED 114 OR PARTLY IN 414 EXTERIOR WALL OR INTERIOR LOAD-BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF 711E TOP PLATE BY MORE 714414 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS 7144140.054 INCH THICK AND 1-1/2' INCHES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 100 NAILS HAVING A MINIMUM LENGTH OF 1-1/2' INCHES A7 EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 114CHES PAST THE OPENING. SEE FIGURE R602.6,1, EXCEPTION: WHEN 714E ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. tin Tukwila,WA. o •,=1, ‘.4 >1 44 cit) tit U 0 U 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2B-2672-3R Date: 2015 N-1 Erido at W z •••M A ©g 4t4 g A 444 NC4 1.11 o n 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: N-2 VENTILATION FtEQUI E TS ROOF ATTIC VENTILATION INTEGI4TEP 24 1=4 UJWOLE I=IOUB VENTILATION SYSTEM SEC. MI501 M1501.4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM }BATING EQUIPMENT ALL. WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND FAN FLOW RATING NOT LESS THAN 50 cfm AT 025 INCHES WATER CsAUGE FOR BATHROOMS, LAUNDRIES, vENT I LAT I ON CALCULATIONS 4 REQUIREMENTS INSTALLED TO LISTED SPECIFICATIONS. OR SIMILAR ROOMS AND 100 Gan AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN NO WARM -AIR FURNACES SHALL BE INSTALLED INA ROOM USED OR DESIGNED t0 BE USED ASA BEDROOM, FLOW RATINGS SHALL SE DETERMINED AS PER H1/I 916 (APRIL 1995) OR A11CA 210. BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN IS USED t0 SATISFY THE AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE N UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 -ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOUI4 DRAFT EXHAUST LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL 140T SE INSTALLED IN A PIT. BASEMENT OR SIMILAR SHALL NOT BE LESS THAN 100 cfin At 0.0 INCHES WATER GAUGE. LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOORSPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN 111501,42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDIStA78, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM FORMED WHERE CEILINGS ARE APPLIED DIRECTLY t0 THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/16 INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED INA GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CONTROLS SHALL BE CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. t .33n) READILY ACCESSIBLE. cemtnsaious utioLe 14alee MEC14ANICAL DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH T11.4 TEMPERATURE CONTROL TI-1Emcw PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL errant', AI PLOD RATE RECLimemorrei. SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION SE OF 1/16' MNIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEG SEG. 40311 DWELLING NUMBER OF !BEDROOMS REQUIREMENTS OF SECTION 8802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE oU7SIDE AIR VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE UNIT FLOOR AREA(B.F.) 0-1 2-3 4-5 6-1 >1 MINIMUM VENC AREA PER SEC. 88062 -THE MINIMUM NET FREE VENTILATION AREA SHALL'BE 1/150 INSTALLED 114 ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE AIRFLOW 114 CFM OF THE AREA OF THE VENTED SPACE. GODS REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ,ABOVE THE HIGHEST POINT WHERE THE VENT <1,500 30 45 60 15 9fJd. VENT AND INSULATION CLEARANCE PER SEC. 88063 - WHERE EAVE OR CORNICE VENTS ARE 30'-0' (5 EAVE VENTS) PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' NIGHER THAN ANY PORTION OF THE BUILDING INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. NOT LESS THAN A 1 -INCH SPACE WITHIN 10' OF THE VENT. 1,501-3000 45 60 15 90 105 SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING* AND At 714E LOCATION UTILITY ROOM NOTES/MAKE UP AIR 3,001-4,5ID0 60 15 90 105 120 OF THE VENT. 1. WHERE THE EXHAUST DUCT 18 CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL 4,501-6000 15 90 105 120 135 1 BE LOCATED UPPER ROOF: (AREA 1) WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 6000-1,500 90 105 120 135 150 1610 SQ. FT. OF ATTIC AREA/300 @ 536 SQ FT. NOTE: UPPER ROOF VENTING PROVIDED BY '1'x10' 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS >1,500 OF VENTILATION REQUIRED (828 SQ INCHES) I A130 ROOF VENTS. (50 >� IN. PER VENT) DESIGNED FOR THE INSTALLATION OFA CLOTHES DRYER AN OPENING 14AVING AN AREA OF NOT LESS THAN 100 105 120 135 150 165 UPPER VENTS a 386 Sq. In. (8 050 VENTS) NOTE: EAVE VENTING PROVIDED BY (4)-2 1/8' DIAMETER SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE OTHER APPR. MEANS. = '%' 33(2) INTEIVIITTENT MOLE Ham mEci4ANIcAL. PROVIDED BY LOITER VENTS ■ 386 8q. In. 'BIRD HOLES' PER EAVE BLOCK c D • 100 SQ INCH TRANSFER GRILL PER IRC G2439A (614.6) VENTTLATIMITE PACT 12' 396 Sq. In. (4)-2 1/8' HOLES 14.16 Sq. In. WO MESH 33 EAVE VENTS x PER BLOCK ■ DIA 5 NFA w/ MESH ■ 12' Sq. In. PER LOCK. 13 1 -TIME % IN EACH t- , ' 2 ! . = TILATI 1 1►'Ye Tc. ;: %� 4 -HOUR SEGMENT 259e 33�e 509e bb5� 15�e 10090 AS AMENDED SY WASHINGTON STATE FACTOR 4 3 2 1.5 13 1.0 (AREA 2) 111501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL 't .OWER ROOF - GARAGE: (,AREA 1) = , A MN �� I � - - LCCAL I t RA 5 -. BE DESIGNED IN ACCORDANCE WITH THIS SECTION. � _ 445 SQ. FT. OF ATTIC AREA/300 • IAS SQ. FT. NOTE: UPPER ROOF VENTING PROVIDEDBY 'i� ,d�"IIL,1'• 1.La OF VENTILATION REQUIRED (214 SQ. INCHES) 47 VENT COR_4 ��_2_W di 111501.2 RECIRCULATION OF AIR. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE UPPER VENTS ■ 101 Sq. In. (3 050 VENTS) (85 SQ. IN. PER LINEAL Ft.) f- RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY t0 AREA t0 BE EXHAUSTED EXHAUST RATES LOWER VENTS = 101 Sq. In. T 9 EAVE VENTS x 12' PER BLOCK • 108 Sq. In } W IR I'I IR THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. 1M15013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS KITCHENS 100 cfm INTERMITTENT OR 25 cfm CONTINUOUS 9 ISI SHALL SE DESIGNED 114 ACCORDANCE WITH SECTIONS M15013.1 THROUGH M150133. 1115013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM BATHROOMS -TOILET RMS LAUNDRY ROOMS MECHANICAL EXHAUST CAPACITY OF Z4 COMPLYING WITH SECTION M15013.4, MI5013.5, M15013.6 OR M15013. i. COMPLIANCE 15 ALSO PERMITTED t0 BE DEMONSTRATED THROUGH COMPLIANCE WITH 714E INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. INDOOR SWIMMING POOLS 4 SPAS 50 20 INTERMITTENT OR 20 cfm CONTINUOUS 11150132 CONTROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE 205 I y caDE cateruAism OCCUPANT BY THE INSTALLER OF THE SYSTEM. AND °prime 10' 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED SY MANUAL SWITCHES, 2015 MEC: 3.5 ENERGY CREDITS REQUIRED PER TABLE 4062 ISI WI -Ni DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL. CREDIT OPTIONS: (la, 3a, 5a, Sc 3.5 CREDITS) OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM 1 WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHa - EFFICIENT BUILDING ENVELOPE (05 CREDIT) ALL BE AFFIXED TO PRESCRIPTIVEBUIL COMPLIANCE IS BASE ON CABLE 8402.1.1 WITH THE FOLLOWING THE CONTROLS THAT READ8 'W140LE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' MODIFICATIONS: 5. INTERMITTENT W1 -{OLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL I� S) `� �. _VERTICAL FENESTRATION U1•0213I COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. - FLOOR R-38 411 - -� =� ii�g 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR 'SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB } I��I SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. -BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE BLAB OR 53 THE SYSTEM SHALL BE DESIGNED SO THAT It CAN OPERATE AUTOMATICALLY 'BASED ON THE - TYPE OF CONTROL TIMER INSTALLED. -COMPLIANCE BASED ON SECTION R402.14: REDUCE THE TOTAL UA BY 5%. W WI (A - : A 2) F.!.1 5.4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERT. FOUR. 3a - HIGH HVAC EQUIPMENT (1.0 CREDIT) gEFFICIENCY 5.5 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH ASA 24-HOUR - PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR cLocK TIMER - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% TO QUALIFY t0 CLAIM 71418 CREDIT, THE BUILDING 5.6 PERMIT DRAWINGS SHALL SPECIFY 10'-0 (3 EAVE VENTS) THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND 5.1 At THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL 8! SET t0 OPERATE THE 1S'-1' (3 EAVE VENTS) WHOLE -HOUSE FAN ACCORDING 70 714E SCHEDULE USED 7O CALCULATE THE WHOLE -HOUSE FAN THE MINIMUM EQUIPMENT EFFICIENCY. ' SIZING. 5a - EFFICIENT WATER HEATING (0.5 CREDIT) 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN INE HOUSE SHALL BE OPERATNG INSTRUCTIONS).' RATED At M150132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE 714E MANUFACTURER'S INSTALLATION, OPERATING 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RACED A7 1.0 GPM OR LESS. INSTRUCTIONS, ,AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS 61-1ALL SPECIFY 11150133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SNOUERHEADS, KITCHEN SINK FAUCETS, AND OCHER LAVATORY FAUCETS. OUTDOOR AIR TO EACH DWELLING UNIT ATA CONTNUOUS RATE OF NOT LESS THAN 714,47 DETERMINED N ACCORDANCE WITH TABLE 11150133(1). 5c - EFFICIENT WATER HEATING (1.5 CREDITS) EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED 7O OPERATE INTERMITTENTLY WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: WI -ERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR 140T LESS THAN 25 PERCENT OF EACH 4-1-1OUR - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE 11150133(1) IS MULTIPLIED SY THE FACTOR OR DETERMINED IN ACCORDANCE WITI4 TABLE M150133(2). - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STAdNDARP WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS 1115013.5 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES OR 2000 k.Uh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR (SRCC) ANNUAL PERFORMANCE OF OG -300 CERTIFIED SOLAR WATER HEATING VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SYSTEMS SATISFY 714E REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. OR 1115013.5.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION 11150133. INTEGRATED FORCED -AIR STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR ,41R TO EACH HABITABLE SPACE THROUGH THE WATER HEATERS FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR TO QUALIFY t0 CLAIM THIS CREDIT, THE BUILDING PERMIT .DRAWINGS SHALL SPECIFY INLET DUCT CONNECTING A TERMINAL ELEMENT ON 714E OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM THE OPTION BEINGS SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT OF 714E FORCED -AIR SYSTEM, ATA POINT WITHIN 4 F7 UPSTREAM OF 714E AIR HANDLER THE OUTDOOR AIR INLET TYPE AND TI -IE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING DUCT CONNECTION TO 714E RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF 714E FORCED -AIR SYSTEM SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET t0 PREVENT THERMAL SHOCK TO �q THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION 11150132.714E REQUIRED FLOW RATE 514ALL BE VERIFIED BY FIELD 'TESTING WITH A FLOW WOOD OR A FLOW MEASURING STATION. 1115013.52 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED REVIEWED FOR CODE COMPLIANCE APPROVED y' TOA MINIMUM OF R-4. 111501353 OUTDOOR AIR INLETS. INLETS SHALL BE SCREENED OR OTI4ERWISE PROTECTED FROM ENTRY BY 1. ' APR 17 2017 LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED 80 AS 1407 t0 TAKE AIR PROM 714E FOLLOWING AREAS: 1. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3P7 ABOVE 714E OUTDOOR AIR INLET. `' City olTukwila BUILDING 2. WHERE I7 WILL PICK UP OBJECTIONABLE ODORS, FLIMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. RECEIVED 4. A ROOM OR SPACE HAYING ANY FUEL -BURNING APPLIANCES TI4ER N. CITY OF TUKWILA 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 F7 ABOVE 714E AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. w=�� ��� � 01 2017 1115014 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET,rw;�IIT C LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS � y s �f ¢ CENTER PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED t0 HAVE 714E CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED 114 ACCORDANCE WITH TABLE MI501s4. Erido at W z •••M A ©g 4t4 g A 444 NC4 1.11 o n 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: N-2 4 ATHER RESISTANT 15APtRIER OVER SHEATHING OR SUBSTRATE FINISH SUPINE. GSM TRIM PL4SHIN6 WITH 3' MIN. VERTICAL LE& HORIZONTAL- WOOD TRIM 1-1O12IZ. TRIM 41- SHEATH LNG/UJOOD S1_UDS N.T.S. 12 12 COMP ROOF i i i i i 7- i Fri r- -11 IILJLJII rre IILJLJII Ilr1EThI III 11 111 .... .. .. .IIL,J.LJII ... ----->-� —, 5/4x10 BARGE W/ 1X6 4 1X3 RAKE TRIM DONT. c5UTTVR 5/4x6 WINNOW , DOOR 4 CORNER TRIM ®FRONT SHAKE SIDING 6" EXP. HORIZ. SIPIN6 5/4x8 BAND BD. ATOP SLAB ® FRONT 4 REAR PORCHES W/ PLASHING 11 REAR ELEVATION (AsT) va•.ro• 12 ROOF DRIP EDGES PER SEC. 89052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP n 5/4x4 DR. 4 WNDW. TRIM COVERED PORCH ONLY 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, FRE -FINISHED CONTINUOUS SHEE'1METAL FLASHING, TYP. COMP. ROOFNG OVER VAPOR BARRIER ATOP 1/16' PLY OR OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROO: TO WALL PJ..4454 NCS DETAIL. 12 N.T.S. 12 J'j,4SONRY VENEER - GENERAL NOTES PER SEC. R103.8 ANCHORED STONE AND MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH THIS CHAPTER, TABLE R103.3(1) AND FIGURE R103.8. MAXIMUM THICKNESS 4 INCHES 4 20 FEET HIGH SPC D0 4 D1 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING SDC D2 MAXIMUM 3 INCHES THICK 4 MUST HAVE WALL BRACING MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOAD OTHER THAN THE DEAD LOAD OF THE VENEER ABOVE. MINIMUM 3/4 GAP BETWEEN TOP OF VENEER t STRUCTURAL FRAME INCLUDING ROOF RAFTERS. METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. TIES IN SDC 00, DI, 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE). FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. MINIMUM 3/16' DIA. WEEPHOLES REQUIRED ABOVE FLASHING AT A MAXIMUM OP 33 INCHES ON CENTER. AIR SPACE MINIMUM 1 IN. - MAXIMUM 4-1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1. '/�\\\\\�-\\` \\\\\\\\\_\\111. 5/4x8 BAND BD. ATOP SLAB ® FRONT R PORCHES W/ PLASHING wym Wifvt LOT 1 ; 1 TYP PER SIDE IF SITE REQUIRES 1 1 11 1 61tAOC TO SLOPE AWAY PROM POUNDATION A MIN. OP 6" WITHIN THE FIRST 10' FRONT ELVATION(V. 12 5/4x4 CORNER BD'S LEFT ELEVATION (NORTH) va•.r-o• 12 12 12 i / / / ri REVIEWED FOR 'CODE COMPLIANCE APPROVED v+ • APR 17 2011 City of Tukwila BUILDINaCUVISIONL RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER LINE Or OPTIONAL GARAGE SEE SHT'S 'f-8 RIGHT ELE\IATION (SOUTH) HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH. CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 83131 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2B-2672-3R Date: 2-21-11 1 30'-0' 30'-0' 13'-0 4/0x4/0 FX 6t LINEN 6/0x4/0 XO • MASTER BEDROOM UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGI-IT 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. 2. 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 OtI4ER APPR MEANS. ?.:,. ■ 100 SQ INCH TRANSFER GRILL 6/0x5/0 X0 Go REa PO GH C. 12/0x8/0 SGD 6.G. DINING ROOM I6'-6' 1717///o�m//b1:L/m///m//////// 8' H1GH 2=NG. 8' CLG. A 66 II L_1 WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. •REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES PAIR '3. GENERAL NOTES: X 'QUI///Uli//,///// ///////l///////// ////lU////UI//////% //fifY�U//////i/// BEDROOM -5 8' CLG. 0 0? UTI.. 8' CLG. I D it W L VT.'JL__J zing GREAT BOOM MANUF. NAT. GAS METAL FIREPLACE INSTALL PER MFR SPECS. 1. ALL WORK TO BE IN CONFORMANCE WITH 2015 I. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P.M. FLOW ALL OTHER LAVATORY FAUCETS TO 5E LIMITED TO MAXIMUM 1.0 G.PM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC 83143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTAL FROM A BATHROOM THAT CONT • a HTU OR SHOWER ALARMS RCOL71��� D SUCH ,4 MANNER THAT AC: f %N OF CNES• WILL ACTIVATE ALL OF THEA 5 IN TI -1 UNIT. r 07��; m ALARM -CARBON OXIDE 10BVI tOKE /Om///////re%7%1/1////mI7.72%////////////7./m//! r 1 UNDER ' TAIR PROTE i TION PER '02.1 8' HIGH e S.D. BP/027,97/1Z7 9' CLG.ATH 50 CFM 0 EP. SUITE ' CLG. CARBON MONOXIDER SEC, 7.47 lO S.D. `4 w/ / 61 LONG BEDROOM �4 8' CLG. "Ni8 (2) w/6 /0 FX LLIONS 0 1 MERE EGRESS 6 XOX S.G. ® 30'-0' UPPER PLOOiZ PLAN IN'T'ERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS MP TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED At THE CENTER OF TREADS AND LANDINGS. THERE BHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT TIME TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHt SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. VED CARBON MONOXIDE ALARM SHALL ON EACH FLOOR 4 OUTSIDE OF .\A\- LL ''' ;AIN THE IMMEDIATE VICINITY \�� BED =MS. PER 2015 IRC 4 WA. STATE Zj ENts SEC 8315. ATE ALL WATER PIPES PER UPC SEC 312.6 INIMUM R-4 INSULATION 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC 84032.1 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TEWINATE OUTSIDE THE BUILDING. PER R303.52. 14. GAS PIPING 15 TO BE PROTECTED PER G2415.1, WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE FRAMING MEMBER WHERE THE FRAMING MEMBER TWAT THE PIPING PASSES THROUGH IS A BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK, THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 14R TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. DRYER DUCT SPECIFIED LENGTH PER SEC M1502.4.5.1, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10.668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE 111502,4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. NOTE - FASTENERS FOR TREATED WOOD TO BE 140T -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1' MIN. SOLID CORE SELF CLOSING WOOD/STEEL DOOR OR 20 MIN. RATED WALL MOUNTED RINNAI RL151 NAT. GAS HOT WATER SYSTEM (ENERGY FACTOR. ',B2) X6 WALL r zzi 2/'• x5/0 FX 6ASA6E USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB NO DUCT OPENINGS IN GARAGE. G • VERE PORCH CONC. 16/0 x 8/0 O.H. DJOR 16'-3' R.O. 30'-0' / 19'-3' MAIN LOOS FLAN MAIN FLOOR: UPPER FLOOR: TOTAL: FRONT PORCH: REAR PORCH: LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (R3113.1) 1254 SQ. FT. 1.415 S. FT. 2612 SQ. FT. 5°11 SQ. FT. '11 SQ. FT. 84 SQ. FT. COPYRIGHT 2011 Landmark Design Ino. ALL RIGHTS RESERVED BLUE 18 AllA TRACER METAL WATER DSE VAT NONCE - PIPING PER UPC 6049 REVIEWED FOR CODE COMPLIANCE r. APPROVED { APR 17 2011 City of 'Tukwila laa BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 01 2017 MIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2B-2672-3R Date: 1 2-21-11 2 REVIEWED FOR 'CODE COMPLIANCE APPROVED APR 17 2017 Ci, ofTukwila BUILDING DIJON A fi 1' 1 1 1 1 C•4 P 30'-0' 16'-8' 13'-4' '3 4' 0 SCHED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB L n 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE 0 4 BARS 18' 0.C. -4 SIDE YIEIU ■ VEHICLE IMPACT 13ARRIER DETAIL 4X10 DF2 FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. GRAWI-SF'ACE 6 MIL VISCUEEN VAPOR BARRIER THROUGHOUT C44WLSPACE LAP SPLICES 12'. (BLACK) 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS ON NOTES: 1. ALL FOOTINGS TO BEAR ON FIR" 1 UNDISTRUI3ED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL *2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD 8E SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, 8Y SOLID BLOCKING OR 8Y ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS SHALL BE PLACED SO TWAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 9. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER. I0.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. 11. ® INDICATES 'SIMPSON' HOLDDOU.N. 12. SEE SHEARWALL SCHEDULE FOR ANCHOR 130LT SIZE 4 SPACING: (SHT S1.0). 1 1 I 4 BARS 18' O.C. 4' CONC. OVER 4' CO SAND AND GRA LAB IP ACT EL BASE FOUNDATION AT PATIO NTS 4x4 P.T. POST W/ P13 BASE ON 24'x24'x12' CONCRETE FTG. 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. PLASHING OR APPROVED MEMI5RANE STUB 4 5ARS INTO CONC. SLAB 1&' O.C. (IYP. OF 2) NEC 250.52 Grounding Electrodes. ' A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at Least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) FOUNDATION PLAN I/4"=11-0" STHD EDGE DISTANCE 1-1/2' MIN BUILDER TO DETERMINE IF STI -ID OR STI-ID/RJ IS APPROPRIATE. COPYRIGHT 2009 Landmark Design Inc. AU. RIGI4T6 RESERVED IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finishrface or corner of the building nearest the property line and not necessarily measured from the exterior foundation. LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 15 INCHES FROM TOP OF THRESHOLD. (8311.43) USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS CITY RF TUKWILA MAR 01 2017 PERMIT CENTER VENT I LAT I ON CRS SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1254/150 ® S. SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 13 VENTS REQ' ? 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2B-2672-3R Date: 2-21-11 3 6X6 PT POST W/ EPCZ CAP4 CSBQ BAS LSTA30 - BEAM TO TOP PLATE 51'2x16V2GLB LSTA30 - HDR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) 4X12 1- LSTA24- BEAM TO TOP PLATE cNi x11 1/4 -L ROOF VENTILATION CALCULATIONS IONS 4 IRE QU I REMENT5 AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL SEIN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE !BALANCE OF REQUIRED VENTILATION PROVIDED 3Y EAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 88021. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR MINIMUM VENT AREA PER SEC. 88062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. 88063 - W1 -{ERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. NOT LESS THAN A 1 -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS ,AND LOCATIONS ANTILEVE APPLIANCES IN ATTIC NOTES: PER 2015 IRC M1305.1.3 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGE =.T APPLIANCE, BUT NOT LESS THAN 30 INCHES 1-11G14 AND 22 INCHES WIDE AND NOT Mei; 20 FT LONG MEASURED ALONG THE CENTERLINE OP THE PASSAGEWAY FROM TI -1E12\7 NI TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FL•.0 -1 ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. ALE - NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL = �% " T AL,. »k SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEA-� .Ta ESS a�,PENINCs DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES B �� HES,\�NipL• ; ENOUGHTO ALLOW REMOVAL OP THE LARGEST APPLIANCE.\EXCEPTIONS: 1. THE PASSAGEWAY ,AND LEVEL SERVICE SPAC NOT RE•���. RE APPLIANCE CAN BE SERVICED AND REMOVED �� OUCH THE��• I- P • - 2. WHERE THE PASSAGEWAY I E NOBSTRUCTED AN �\� OT LESS T •' 6 FT HIGH AND 22 INCHES FOR ITS ENTIRE L s THE P •&..1 • • SHALL BE NOT MORE TH 0 ��//LONG. 111111 ■ AV AV AV AV Ar Ar Ar Ar A P> 11 i ACC St,PEr1 e PRC V DE 22'X36' FORCse M Crt4LCE I� /1 I X I 1/ \I 94- 111 SEE NOTE ► MECHANICALTFMt. t INTO MPG. X5=8 SPECS • \\�\ AIL q 1.1 LSTA30 - HDR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) e A LUMINAIRE• ,:<• 0 BY A SWITCH LOCATED AT OPENING AND A RECEPT '�E OUTLET SHALL SE INSTALLED ATION IN ACCORDANCE WITH CHAPTER 39. EXPOSED AMAGE BY LOCATION OR LAMP GUARDS. 2. •'{. 1417- ip THE REQ At 0 461. PROVID HAT ME -I\- UIRE.�� - R-33..\AYER C•`�\as! INCA TO BE INSTALLED IN ATTIC. LAY -_ �4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS RANGES. USE R-49 INSULATION UNDER PLATP0 1. TY (10-1/4') 4 1 -LAYER R-11 (3-1/2'). (3) A%VE GIRDVE BEARING WALL (3) 2x6 6) 2x4 (2) 2X12 HOLD-UP FRAMING NOTES: 4X12 SIM CHAMFER TOP OF JST. TO MATCH ROOF SHTG. SEGONL; RtAkMING PLAN I. ALL MULTIPLE JOISTS OR SEAMS MUST BE 80TH GLUED AND NAILED W/ 8d NAILS 8 24' O:C NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. ALL HEADERS TO BE 4x8 DF 62 UNLESS NOTED OTHERWISE. tEDEMSRRa31G SISau A S TO 3. SOLID BLOCK BENEATH ALL POINT LOADS PROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 5. 0 MSTC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHERWISE 6. 4 REFER TO SHEAR WALL SCHED. (TYP. OF 2) CONT. DBL. TOP PLATE LVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE RNACE TO EXTERIOR FOR DRAINAGE. R -I0 RIGID INSULATION ® EXTERIOR SIDE OP WALL (SHADED AREA) KINGS STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS ROOF FRAMING NOTES: 1 ALL HEADERS TO BE 4x5 DF +2 UNLESS NOTED OTHERUISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R-10 RIGID INS LATICN 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL 13E FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22'x30' PER IRC SEC 501.1 • ACCESS HATCHES OR DOORS SHALL BE WEAIWERSTRIPPEO AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION CN THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION R006. ALL FRAMING TO COMPLY WITH IRC SECTION P202. 6. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WHERE THE ROOF OVERHANG 15 5' OR CLOSER TO THE PROPERTY LINES PER 2012 IRC, TABLE 302011 REFER TO SHEAR WALL SCHED. 4X4 PT POST W/ EPCZ CAP (TYP OF 2) 6- n .14 'OO F'LAN 1/4"=11-0" COPYRIGHT 2010 Landmark Design Inc. ALL RIG148 RESERVED NOTE - FASTENERS FOR TREATED WOOD TO, BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. REVIEWED FOR ODE COMPLIANCE A. APPROVED APR 17 2017 City of Tukwita BUILDING DMVISIO1 CITY OF TUKWILA MAR 01 2017 PERMIT CENTER STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2B-2672-3R Date: 2-21-11 4 AF50 ROOF VENTS (50 5Q. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD -1/16" LP FLAMEBLOCK FIRE - RATED 085 51-IE14T1-LING WATER BARRIER 2x6 STUDS fa 16' O.C. UJ/ R-21 FI1:3ERGLA55 INS. EXTERIOR EXTERIOR FACING 16' 5/8" TYPE "X" GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 -1/S' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALLBOARD JOINTS MUST $E COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER 1-1EAD5 COVERED W/ JOINT COMPOUND. 51/2'1 TH I CK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FI5ER BATT INSULATION, FRICTION FIT BETWEEN WOOD STUDS INTERIOR • 2x6 STUDS 16" 0.C. X4YIa9�25.: '+6141, IFIL II10.v1,AVIWJ.KWRPM§!✓o.2MLNV%3S.T.LR RP..ROVihY3' tr..r nt.lz rr. e r ntaW- 2AW.W . atZI2 2:Y 2 � R V.lreMt:4 L.[: I Tater ne . I WrL: r 5/S" TYPE "X' GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 7/S" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED O.C. WALLBOARD JOINTS MUST SE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER 1 -LEADS COVERED W/ JOINT COMPOUND. DESIGN: INTERTEK LPB/UJA 60-01 MIN. 1/16" CATAGORY LP FLAMEBLOCK W/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. FIER CEMENT BOARD 2. T-1-11 SIDING 3. WOOD STRAND OR FIBER PANEL 4. GEMENT I T I OUS STUCCO 5. DIAMOND WALL INSULATING STUCCO 60. STEEL SIDING NO SCALE MIN. 67X6. PT POST 1/167' LP FLAMEBLOCK FIRE - RATED 065RSHEATHING O %I TYPE 'X' CWP SHT'G SIDING OR TRIM PER PLAN NO SCALE POST DEL��S THAN 5' STRUCTURES FROM PROPERTY LINE AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16' S1-IEATI-LING SIDING PER PLAN H EAVES 4 WALL WITI-LIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 I HOUR I - ROOFING TO BE 235* IN COMPOSITION SHINGLE WITH I5* FELT - SHEATHING TO BE 1/2' 24/0 PLYWOOD - ALL ROOF FLASHINGS TO 8E MIN. 26 GAUGE GALVANIZED STEEL. - ROOF DRIP EDGES PER SEC. 89052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(4) 214' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. 5 EAVES WIT1-HN 51-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 ,%"' k\ i /' . • 140 SCALE STAIR NOTES: PER IRC R3IL1 • STRINGERS t0 BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. • MAXIMUM RISE t0 BE 1-3/4'. • MINIMUM RN t0 EE 10'. • MINIMUM HEAD HEIGHT t0 BE 6'-8'. • MINIIMUM STAIR WIDTH t0 BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OPP TREAD NOSING AND MUST EXTEND BEYOND BotnOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MNIIMUM 36' 141G14 W/ CLEAR SPACE • HANDGRIP PORION OF HANDRAIL SHALL BE NOT LESS 1 1/4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. • ENDING TREADS PER IRC 8311.132.1 • SPIRAL STAIRS PROVIDE MN 1 1/2' RUN * A POINT 12' FROM INHERE TREAD 18 NARROUEST PER IRC R311.1.10J CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC 014 OPEN SIDE 1' PT RISERS 7 4' SPHERE SHALL NOT PASS I4ROUGH 4 14ANDRAIL t0 BE PRESENT ON ON At LEAST ONE SIDE OP STAIR 14ANDGRIP PORTION OFHANDRAILS HAVE CIRCULAR CROSS SECIONT e0444141/4 MIN. t 2' MAX. EDGES SHALL WAVE A MIN. RADIUS OF IV. .C. ALL REQUIRED GUARDRAILS TO OE 36' MIN. IN HEIGHT. OPENINGS FOR RLQUMW GUARDS CN 114E SIDES OF STAIR TREADS 614411. NOT ALLOW A SPHERE 4 NG•E6 (l 2s& t0 PAW 11441OUGIH. 0,4 NOSING -7 114' MAX r P.T. 2X12 TREADS TO STRINGERS 36'X36111vit' IN. 5Z 2X4 THRUST JJ0CK 18878 PER PLAN PBL JST 12 MMTTL . HANGERS AT EA. STRINGER 3 2X12 P.T. STRINGERS (EXT' RIOR �p�,.\ 4 ��0, � At LEAST � � � ORE THAN 503e OF REQUIRED \ VENTS 61-1_,k1 B IN UPPER PORTION OF VENTILATED -v �-J7CE (NO MORE THAN 3' BELOW THE RIDGE OR T POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. 12 12 } ' SPHERE UNABLE 0 PASS THROUGH OPENING BELOW STAIR INSTALL 4' GM • CEILING, AND WALLS (3) 2X12 8TRR4 ERS FIRE MOCKING K8 • 11I13-6PAN 4M N 811ID WALLS ALONG AND N LINE UJRH 81RN3ERS IF AREA UNDER STAIRS 16 UNAUSFED INTERIOR AL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF t - E RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. SIMYRIMINIMIERMSTIMMISTIOIL 12 eea I MIN. 67X6. PT POST 1/167' LP FLAMEBLOCK FIRE - RATED 065RSHEATHING O %I TYPE 'X' CWP SHT'G SIDING OR TRIM PER PLAN NO SCALE POST DEL��S THAN 5' STRUCTURES FROM PROPERTY LINE AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16' S1-IEATI-LING SIDING PER PLAN H EAVES 4 WALL WITI-LIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 I HOUR I - ROOFING TO BE 235* IN COMPOSITION SHINGLE WITH I5* FELT - SHEATHING TO BE 1/2' 24/0 PLYWOOD - ALL ROOF FLASHINGS TO 8E MIN. 26 GAUGE GALVANIZED STEEL. - ROOF DRIP EDGES PER SEC. 89052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(4) 214' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. 5 EAVES WIT1-HN 51-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 ,%"' k\ i /' . • 140 SCALE STAIR NOTES: PER IRC R3IL1 • STRINGERS t0 BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. • MAXIMUM RISE t0 BE 1-3/4'. • MINIMUM RN t0 EE 10'. • MINIMUM HEAD HEIGHT t0 BE 6'-8'. • MINIIMUM STAIR WIDTH t0 BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OPP TREAD NOSING AND MUST EXTEND BEYOND BotnOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MNIIMUM 36' 141G14 W/ CLEAR SPACE • HANDGRIP PORION OF HANDRAIL SHALL BE NOT LESS 1 1/4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. • ENDING TREADS PER IRC 8311.132.1 • SPIRAL STAIRS PROVIDE MN 1 1/2' RUN * A POINT 12' FROM INHERE TREAD 18 NARROUEST PER IRC R311.1.10J CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC 014 OPEN SIDE 1' PT RISERS 7 4' SPHERE SHALL NOT PASS I4ROUGH 4 14ANDRAIL t0 BE PRESENT ON ON At LEAST ONE SIDE OP STAIR 14ANDGRIP PORTION OFHANDRAILS HAVE CIRCULAR CROSS SECIONT e0444141/4 MIN. t 2' MAX. EDGES SHALL WAVE A MIN. RADIUS OF IV. .C. ALL REQUIRED GUARDRAILS TO OE 36' MIN. IN HEIGHT. OPENINGS FOR RLQUMW GUARDS CN 114E SIDES OF STAIR TREADS 614411. NOT ALLOW A SPHERE 4 NG•E6 (l 2s& t0 PAW 11441OUGIH. 0,4 NOSING -7 114' MAX r P.T. 2X12 TREADS TO STRINGERS 36'X36111vit' IN. 5Z 2X4 THRUST JJ0CK 18878 PER PLAN PBL JST 12 MMTTL . HANGERS AT EA. STRINGER 3 2X12 P.T. STRINGERS (EXT' RIOR �p�,.\ 4 ��0, � At LEAST � � � ORE THAN 503e OF REQUIRED \ VENTS 61-1_,k1 B IN UPPER PORTION OF VENTILATED -v �-J7CE (NO MORE THAN 3' BELOW THE RIDGE OR T POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. 12 12 } ' SPHERE UNABLE 0 PASS THROUGH OPENING BELOW STAIR INSTALL 4' GM • CEILING, AND WALLS (3) 2X12 8TRR4 ERS FIRE MOCKING K8 • 11I13-6PAN 4M N 811ID WALLS ALONG AND N LINE UJRH 81RN3ERS IF AREA UNDER STAIRS 16 UNAUSFED INTERIOR AL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF t - E RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. SIMYRIMINIMIERMSTIMMISTIOIL 12 eea oM 2 MASTER BATH FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD 8UB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) GOVEREP PORCH PON ES GRADE ft -38 INSULATION HI&H DENSITY ghtfitatkit GREAT ROOM FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD 5U8-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) TYPICAL XTERIOR WALL (2) 2x6 TOP E 2x6 STUDS • 16' O.C. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) GOVEREP PATIO REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2017 City of Tukwila BUILDING DIVISION TIGHTLINE FOUNDATION DRAIN. 4' DIA PERF. PIPE PEA GRAVEL FILL WRAP UJ/ FILTER FABRIC 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. • 4' CONC. SLA8 NO SCALE RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB *4 BARS INTO SLAB e18'0.c. BUILDING SECTION 3/8"=1'-O" COPYRIGHT 2014 Landmark Deakin Ino. .ALL RIGHTS RESERVED G ! ▪ M ▪ zg a .:.z !zw Na • 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2B-2672-3R Date: 2-21-11 5 TO SWITCH IZ BELOW UPPER PL009z EL.ECTRIGAL COPYRIGHT 2007 Landmark Design Ino. ALL RIGHTS RESERvE° 1 \ 9- 100 CFM vros 11 _III -slat U 141-3)01:ISIC E CLG OUTLET 11/ OPT. N / MAIN FLOOR LTIAL va•=rb, 1211 JNTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL 13E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE 144E LANDINGS AND TREADS. STAIRWAY ILLUMIN,4TION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. REVIEWED FOR CODE COMPLIANCE APPROVED s�. APR 17 2017 City of TuksIta 'WILDING DIVISION RECEIVED CITY OF TUKWILA MAR 01 2017 ERMIT CENTER ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) t LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. 110 V W/ BATTERY BACKUP CABLE T.Y. JACK PHONE UNDER COUNTER L IGHtS GAS OUTLET HOSE BIBS EXT. FAN VTOS L� Cir ® N 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2B-2672-3R Date: 2-21-11 6 f 13 AR NG UALL ////7 / l//////, %/////// %/OI//// //l////l/ 7 7 (3) 2x��6RR--� GIRD DABOVE 82.0, BEAR •. W. L ///////// //'///// //////il% BEARING WALL (3) 2x6 1- -)-) u X N MTL O HANGERS PER MFG. 5'2 x 18 GLB /B\ IMMO 10 2.0 (3) HO_D-UP 2XI2 HOLD-UP N W/ OPT. POOR 6X6 POST W/ ECCLQ CAP 4CBSQ BASE BATH 9' CLG. I I I I ° 4 BARS 18' O.C. 10'-9' 04 r • 0 19'-3' 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS 16'-3' 19'-3' 10'-3' r 10'-0' 40'-0' FOUNDATION PLAN 1/4"= II -0" i EF. PYVPR 9' CLG. i I�i�l/�i�lr�-1/ia�all�J 2/0x5/0 FX i ENTRY i i i i COVERED PORCH CONC. ///////////////////////////////////////////Oiii//ia/, /////////// ///// 110V S.D. 6UEST SUITE 9' CLG. to to 366X36' IN IN. W/ OPT. DR. 1 10'-0' • VEHIBCLE IMPACT HWH NOTES - PROVIDE EXPANSION TANK - PROVIDE SEISMIC STRAPPING - TPRV TO TERMINATE TO OUTSIDE - PILOT 4 CONTROLS t0 BE 18' MIN. OFF FLOOR - PER ASH RAE 90-A-80 6AIRA6E USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB NO DUCT OPENINGS IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MN. 26 GAGE STEEL. 10'-0' A 3� 8/0 x 8/0 O.H. DOOR 8'-3' 1R0. Ir 7Ti // 6'-6' 41-31 / 4 16/0 x 8/0 O.H. DOOR 16'-3' RO. 16'-0' 19'-3' /% 8'-0' 101-01 40'-0' 29'-3' / / MAIN FLOOR PLAN GARAGE: Sal S. T. REVIEWED FOR CODE COMPLIANCE APPROVED. APR 17 2017 • City of Tukwila BUILDIN DIVISION RECEIVED CITY OF TUKWILA MAR 01 2011 PERMIT CENTER W 4( 4t U d 0 0 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2B-2672-3R Date: 2-21-11 7 -30 12 1 11 II I I II 11 11 12 FRONT ELEVATION 1/4"=1'-O" 4X4 PT POST W/ EPC CAP (TYP OP 2) tTrp. of 2) ROOF FRAMING PLAN va^=r-a° REVIEWED FOR CODE COMPLIANCE APPROVED APR 1'7 2017 Cloy/ of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 01 2011 PERMIT CENTER rz ice! con zz9 r1; 00 ars71-07.1 0-1 W r=4 d U a 4= 0 H 0 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2B-2672-3R Date: 2-21-11 8 r G_N_rRAL STRUCTUR4L NOTES ALL CONSTRUCTION SHALL BE IN CONFO111ANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPI -I (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kn : 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Sa = 1.5 - IBC FIGURE 1613.3(1) 508=1.0,I®:1.0,R:6.5 C6 : 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES UJ-IICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c : 3,000 P51 WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LE SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% ±1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 1112". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS 51-1O11.N OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOS SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (F9 = 60,000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTI-ERWISE SHOUN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION 6LA3 AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" (c5 AND SMALLER) 2" (416 AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DM OR BETTER POSTS DF°2 OR BETTER 2x FRAMING 1- 2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "UJWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN S" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.105. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10. UN.O. MACHINE BOLTS TO BE 4-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLIB) TO BE IN ACCORDANCE WITH ANSI/RITC STANDARD AI90.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F -V4 (Fb = 2,400 P51) FOR SIMPLE SPANS AND 24F -V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UN.O. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER RITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO 5E SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER PARALLEL STRAND LUMBER (PSL): PARALLEL STRAND LUMBER (PSL) TO BE BY TRUSS JOIST WEYERHAEUSER (PARALLAM) OR APPROVED EQUIVALENT (Fb = 2,900 P51, E : 2.0 x 106 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN E5R-1381. BEARING LENGTH SHALL NOT BE LESS THAN P4". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16c1 12" 0.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d 6 S" O.C. SI -(EAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS 91-1ALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE AN RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF ad 9 6" 0C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED 150X NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16c1 a 12" 0C. STAGGERED. ALL HEADERS 614ALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UN.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS 61-IALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UN.O. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND ad COMMON OR GALVANIZED BOX NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. APPLY t2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8c1 COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED 114 THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION 61-1ALL CONFORM TO THE INTERRNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED UJORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE J08 SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING UJORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY U BITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK S1-10IU1 014 THE DRAWINGS SHALL NOT EE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER SHEAR WALL SCHEDULE MARK MINIMUM SHEAT( -ZING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" CDX ed 9 6" 0.C. 5,8" G 60" O.C. QaII = 230 PLF A> OR OSB e> 1"2" CDX OR OSB ad 0 4" O.C. 54" 6 32" OC. Qa I I = 350 PLF 1/2" CDX 8d 3" O.C. 5i8" a 16" O.C. Qa II = 450 PLF © OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS 1/2" CDX 8d62"0C. 5i8"elb" O.C. Qall=600 PLF r> OR 058 USE 3x STUDS AT ALL PANEL EDGES 4 STAGGER NAILS SEE PETAL 12 / 62.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" 0.0. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.91 NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x 14" PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL N ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PEFMTE0 TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d e 12" 0C. STAGGERED. j ,\Afi LSTA30-I4PR4SILL TO 3x 131.00KNI (TYP. 2 PLACES) 314 x 9 �I J } uPPER FLOOR A = I,418 SQ Ft LI n n 1 A D3C2 - GIRDER fTO Top PLATE , • • \\ A n [l LSTA30 - BEAM ro TOP PLATE 514 x 16 GU3 4x12 LBTA30 - WPR 1 SIU. TO 3x BLOCKING.-\ CM? 2 PLACES) C 4x12 ,, ,,,,.- 514 x 114 PBL. 514 x 105 G113 4x10 • • • • • • • MAIN FLOOR A : 1,253 SQ FT C ,.....,,,...\‘.\..,..„....„............. ......\\.......,............,..4,:, A : 591 SQ FT 51� x 13 GLIB y r (3)2x12 4 x 12 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT C $,A ER 1— ILI N Z a- z"� 0 O -1aw U Nco Q v o r0 436 tZt6 W ee24 cf) 0 0 a 4 • as 1U 0 Z STRUGTUizAL GENERAL 51 JOB 09-059 1/2" RATED SHEATHING 8d06"0C. 2x VENTED BLOCKING. END NAIL TO TRUSS 0 EACH END w/ (2) 8d. SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING (1 52.0J SCALE: I" • 1'-0" 141 FRAMING ANCHOR EACH TRUSS. USE 1-1104-2 AT DBL TRUSS. I tUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" OC. STAGGERED 2x FRAMING PER PLAN. (BEAM AT SIM) TYPICAL ROOF FRAMING CONNECTION '%" RATED SHEATHING 8d a 6" 0C. (4" 0.C. e SIM.)\ GABLE END TRUSS. DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" 0C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. ill I` _■ Fl 1 A35 e 48" 0C. (USE 24" 0C. AT 51M) 2x BRACE PER TRUSS SUPPLIER OR a 48" 0.C. SECURE w/ 434 EACH END. 2x FRAMING PER PLAN. (HEADER a SIM.) ROOF FRAMING 6 GABLE END SCALE: I" • 1'-0" EXTERIOR SHEATHING PER PLAN OR SCHEDULE 8de4"0.C.-' 2x BLOCKING w/ 16d a 8" 0.C. 1/2" RATED 514EATHING R4FTER OR TRUSS PER PLAN w/ (2) 8d TO 2x !BLOCKING NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. 2x BLOCKING w/ (2) 8d TO STUD EACH END 2x STUD PER PLAN LOUDER ROOF FRAMING 6 SI -TEAR UJALL SCALE: I" • 1'-0" 1/2" RATED SHEATHING w/ 8d a 4" 0.C. TO FRAMING TRUSS FER PLAN DBL 2x TOP PLATE. (BEAM AT SIM) NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR 2x STUD (NOT a SIM) CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES DRAG STRUT CONNECTION SCALE: 1' • P-0" ISSUE FOR FE NIT MSTC HOLDOUN STRAP PER PLAN SHEATHING 4 NAILING FER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 2x FRAMING PER PLAN. (BEAM AT SIM) SOLE PLATE NAILING. USE 16d a 16" 0C. MIN. SOLID RIM JOIST (3) 8d JOIST -TO -TOP PLATE U.N.O. MAINTAIN MIN. 11/2" END DISTANCE. 3/4" SUBFLOOR JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" 0.C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: 1" • 1'-0" 2x JOIST PER PLAN i1111j f IO„_ .Ili e SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 2x FRAMING PER PLAN. (BEAM AT 5111) 8d 0 +4" OC. 3/4" SUBFLOOR 2x BLOCKING w/ 435 FRAMING ANCHOR AT 6" 0C. TO TOP PLATE. 61 FRAMING AT INTERIOR SWEAR UJALL 52.01 SCALE: 1" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. MSTC HOLDOUi1 PER PLAN 16de16"0C.SOLE PLATE NAILING. 8d 06"OC.UNO 3/4" SUBFLOOR JOIST PER PLAN LUS210 HANGER BEAM FER PLAN SI-1EAR UJALL FRAMING AT BEAM SCALE: 1" = 1'-0" 16d a 16" 0C. SOLE PLATE NAILING. 861 a 6" 0C. LINO ,_34" SUBFLOOR JOIST PER PLAN 8E411 PER PLAN SI -TEAR UJALL FRAMING AT FLUSI-4 BEAM SCALE: 1" = 1'-0" 514EATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOUN PER PLAN 16d a 4" 0.C. SOLE PLATE NAILING. ad a 6" OC. UNO " SU FLOOR JOIST PER PLANLU5210 HANGER BEAM PER PLAN SMEAR UJALL FRAMING AT FLUSH BEAM SCALE: I" • I'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE I6de8"0C.SOLE PLATE NAILING. 8d 0 6" 0C. UNO i--34" SUBFLOOR JOIST PER PLAN BEAM PER PLAN SWEAR UJALL FRAMING AT FLUSI-I BEAM SCALE: I" • P-0" DBL 2x TOP PLATE HDR PER PLAN. TRIMMER STUD(S) KING STUD LSTA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. (TYP) 2x SILL PLATE 1/2" RATED 514EATHING 4 NAILING PER SCHEDULE. 3x BLOCKING (TYP) • SWEAR UJALL FORCE TRANSFER DETAIL 82.0 SCALE: 1" = 1'-0" ad a 6" O.C. SUBFLOOR PER PLAN AC POST CAP 2x BLOCKING w/ (3) 8d TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. JOIST PER PLAN 4x4 PT POST (4x6 AT SPI.ICE)� \ MAB ANCHOR � (ALT. 434 ANCHOR TWO SIDES)� FTG PER PLAN FINISH GRADE 13 \ FLOOR FRAMING AT CRAWL SPACE 52.0 SCALE: In • 1'-0" REVIEWED FOR CODE COMPLIANCE AP i APR 17 2011 City of Tukwila BUILDING DIVISION L5TA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. 10'-0" MAXIMUM 16" '`MINIMUM NAIL SHEATHING TO HDR /—w/ 8d a 3" 0.C. EACH WAY. FASTEN TOP PLATE TO HEADER ,mow/ (2) ROWS 16d AT 3" 0C. TOP OF STEM UJALL ELEV. VARIES 5THD14 HOLDOUN UN0 RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER . 4 *+/- ( 2 ) 2x STUDS (TYP) • 4x BLOCKING a MIDDLE 24" IF REQUIRED. .. . . 4 . + 4 . { 1"2" RATED SHEATHING (24/0 EXP 1). yi—NAIL w/ (2) ROWS Sd a 3" O.C. AT PANEL EDGES. .. . . . . .+ ., .. . (2) 2x PLATE. (NAIL 5HT'G TO EA PLATE) 2x PT SILL (2) 3434 ANCHOR BOLT w/ MIN. -"I" EMBEDMENT 4 3" x 3" x 14" GALVANIZED 1E WASHER, FOUNDATION PER PLAN. MIN. 8" THICK STEM WALL w/ *4 BAR 1-10RIZ. TOP 4 BOTTOM. 12 ' PORTAL FRAME PANEL 52.0 SCALE: I IE P'IG 2011, SEGA ENGINEERS J05 09-059 2x STUD PER PLAN. USE MINIMUM_�� (2) 2x STUD e ENDS OF SHE4R/ WALLS 4 HOLDOUJNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MIN. (NOT a 6.0.G) FINISH GRADE 12" t1AX. (5.O.G. e SIM.) 1'-6' MIN 2'-6" MAX. 16d e 16" OC. SOLE PLATE NAILING. X34" SHEATHING ANCHOR BOLT w/ 3"x3"x14" WASHER SEE SCHEDULE FOR SIZE 4 SPACINGJJ5E bis" $ AT 60" O.C. UNA. 2x PT S1LL AR - HORIZ. STHD HOLDOUIN PER PLAN. -+4 L BAR e 24" O.C. - VERT. A *4 BAR CONTINUOUS ./-8"� 1' 4" FOUNDATION AT CRAWL SPACE SCALE: 1' • 1'-0' 2x STUD PER PLAN. USE MINIMUM (3) STUDS e HOLDOUNS. FACE -NAIL w/ 16d e 12" OC EACH SIDE. SHEATHING 4 NAILING PER SCHEDULE NOTE: SEE TYPICAL FOOTING DETAIL FOR ITEMS IN COMMON. 2" HDUB HOLDOWN PER PLAN. SEE SUPPLER PRODUCT GUIDE FOR INSTALLATION DETAILS. " SUBFLOOR JOIST PER PLAN. 2x PT SILL w/ ANCHOR BOLT 4 3" x 3" x 1/4" GALVANIZED PLATE WASHER 14".1) 436 ROD w/ DBL NUT 4i"x3"x3"WASHER ASSEMBLY HDU HOLDOUJN 6 FOUNDATION SHEATHING 4 NAILING PER PLAN OR SCHEDULE 04 BAR CONT. FINISH GRADE OR SLAB ON GRADE 2x STUD PER PLAN. USE DBL STUD At END OF SHEAR WALLS /- 4 HOLDOUNS. SEE SHEAR UJALL SCHEDULE FOR 3x STUDS. STHD HOLDOUIN PER PLAN 1'-6" MIN. 8" si A • 4 f - --,/ 11-4" FOUNDATION AT SLAB ON GRADE SCALE: 1" • 1'-0' 4" SLAB ON GRADE OVER MIN. 61111- VAPOR BARRIER 2x PT SILL w/ ANCHOR BOLT 43"x3"x14 WASHER PER PLAN OR SCHEDULE. USE %.e 60" O.C. MN. +4 LBAR a 24" OC. - VERTICAL *4 BAR CONT. 2 STEM UJALL 0" CONTINUOUS FTG. REINFORCEMENT 1'-0" MINIMUM j 2 � MAX. STEPPED FOOTING DETAIL SCALE: 11 • 1'-0' n MSTC40 HOLDOWN. ALIGN WITH EMBEDDED STHD TYPE 1-IOLDOUJN BELOW. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING SHEATHING 4 NAILING PER PLAN. MATCH WALL ABOVE UN.O. 6'-0" MAX. FINISH GRADE 16d e 16" O.C. SOLE PLATE NAILING. 34" SUBFLOOR (3) 8d JOIST -TO -TOP PLATE UNA. MAINTAIN MIN -1k2" END DISTANCE. 18" MIN si, 4.. • .. 2x6STUD e16"OC.USE DBL STUD a ENDS OF 514EAR WALLS 4 HOEDOWNS. 10'-0" MAX. 2x NAILER AND PT SILL w/ 548" 4 ANCHOR BOLT 4 3" x 3" x 1/4" WASHER ,4T 5'-0" OC. UN.O. (ALT. MASA e 48" O.C) STHD TYPE HOEDOWN PER PLAN. *4 BAR a 10" OC. - HORIZ. 2'-0" •4 LBAR e 16" OC. - VERT. MAXIMUM FINISH GRADE I8" *4 BAR CONTINUOUS MINNUM (TYPOF2) CRIPPLE UJALL UJITII-I BACKFILL FOUNDATION SCALE: 11 • 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER RIGHT 2011, SEG•A ENGINEERS ISSUE POR PERMIT Cn '4g 1. tda V W W 013 IRI CII juit II p SII V • Z Ct <11: a_ 0 ri 0 0 a ca • 22939 SE 292ad Place (f) J 1- LLl Q X2.1 JOB 09-059 1