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Home My WebLink AboutPermit D16-0117 - MUSTEA RESIDENCE - NEW SINGLE FAMILY RESIDENCEMUSTEA RESIDENCE 3745 S 150 ST D16-0117 , � 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.�ov COMBOSFR PERMIT Parcel No: 0041000547 Address: 3745 S 150 St Project Name: MUSTEA RESIDENCE Owner: Name: MUSTEA ADRIAN Address: 6957 134TH CT SE #B , NEWCASTLE, WA, 98059 Contact Person: Name: TERRY BRENAMAN Address: PO BOX 1281, BUCKLEY, WA, 98321 Contractor: Name: REALITY HOMES INC Address: 1308 ALEXANDER AVE E, FIFE, WA, 98424 License No: REALIH1984CN Lender: Name: ADRIAN MUSTEA Address: 6957 134TH CT E UNIT B, NEWCASTLE, WA, 98059 DESCRIPTION OF WORK: Permit Number: D16-0117 Issue Date: 8/10/2016 Permit Expires On: 2/6/2017 Phone: (253) 797-3212 Phone:(253)926-6822 Expiration Date: 2/15/2018 NEW SFR - 3346 SF LIVING SPACE, 650 SF 6ARAGE, 100 SF COVERED PORCH PUBLIC WORKS ACTIVITIES INCLUDE - EROSION CONTROL, STORM DRAINAGE, LAND ALTERING, AND PRIVATE DRIVEWAY ACCESS. WATER DIST. 125 & VALLEY VIEW SEWER. Project Valuation: $451,337.32 Fees Collected: $11,907.43 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: R3 Electrical Service Provided by: TUKWILA Water District: 125 Sewer District; VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: 2015 National Electrical Code: 2014 International Residential Code Edition: 2015 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2015 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2015 WA State Energy Code: 2015 International Fuel Gas Code: 2015 r. Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: 4 Date: �J � v� lL" I hearby certify that I have read and examined this permit and know the same to be true an�d 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 develo pe it and e� nditions attached to this permit. Signature: - - Date: �l /�j� Print Name � ��l u��'�.�" 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: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: 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. 3: 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. 4: 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. 5: Any material spilled onto any street shall be cleaned up immediately. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 7: 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. 8: 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. 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. 10: 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. 11: 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. 12: Construction of on-site storm drainage system shall comply with 2009 King County Surface Water Design Manual. Reference - Adam Short Plat Technical Information Report and Civil Plan sheets under Public Works permit no. PW13-105. TIR & Civil plan sheets attached to Building permit no. D16-0117 Site Plan. Submit a revision to this Building permit if proposing an alternative PW13-105 storm drainage system. 13: ***BUILDING PERMIT CONDITIONS*** 14: 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. 15: 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. 16: 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. 17: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 18: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 19: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 20: All wood to remain in placed concrete shall be treated wood. 21: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 22: 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. 23: 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. 24: 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. 25: 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). 26: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 27: 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. 28: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 29: ***MECHANICAL PERMIT CONDITIONS*** 30: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 31: 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. 32: Manufacturers installation instructions shall be available on the job site at the time of inspection. 33: 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. 34: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor-fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 35: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 36: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 37: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 38: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 39: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 40: 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. 41: 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. 42: 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. 43: 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. 44: 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. 45: 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. 46: 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. 47: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 48: 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 49: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 50: 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). 52: 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) 53: 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) 54: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 51: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 55: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 56: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 57: Site is not zoned for and shall not be used as a boarding house or correctional institution. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 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 0502 LATH & GYPSUM 0703 MECH EqUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 0401 0603 9002 0701 8005 0602 5090 0412 9001 0601 0413 PUBLIC WORKS FINAL ROOF SHEATHING ROOF/CEILING INSUL ROUGH-IN GAS PIPING ROUGH-IN MECHANICAL ROUGH-IN PLUMBING SLAB/FLOOR INSUL STORM DRAINAGE UNDERFLOOR FRAMING UNDERGROUND WALL INSULATION WALL SHEATHING/SHEAR .T11LA �y �J� o� qsy o`•''; y J x�� G� �s t 2 190a CITY OF TU%1 :A Community Development Department Public R'orks Depa►7ment Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA. � Bnilding Pennit No. �`�� i� Project No. Date Application Accepted: Date Application Expires: CONSTRUCTION PERMIT APPLICATION 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 __, ,,� �, K;ng Co Assessor's Tax No.: 004100-0547 site Address: Vacant lot no address Tenant PROPERTY OWNER Name: Adrian Mustea Address: 6957 134th Ct E Unit B ciry: Newcastle s�� Wa Z'p� 98059 CONTACT PERSON — person receiving all project communication lvame: Terry Brenaman (Bosco Construction LLC) Address: p0 BOx 1281 City: Buckley State: wa Zip: 98321 Phone: �253) 797-3212 Fa"' Email: terry.boscoconstruction@gmail.com GENERAL CONTRACTOR INFORMATION Company Name: Reality Homes Address: 1308 Alexander Ave E Suite B C'n'� Fife State: Wa Zip: 98424 Phone: �253) 722-2258 Fa": Contr Reg No_: Exp Date: Tukwila Business License No.: H:1Applications\Fornu-Applications On Line�2011 AppGcat:ons�Pcrmit Application Rcviscd - SA-t l.doar Revised: August 2011 bh Suite Number: Floor: � New Tenant: ❑ .....Yes ❑ ..No ARCffiTECT OF RECORD Company Name: Reallty Homes Architect Name: —�r p� ��, �¢�p� ��L.. Address: 1308 Alexander Ave E Suite B City: Fife State: Wa Z'p� 98424 Phone: (253) 722-2258 F�: Email: ENGINEER OF RECORD Company Name: Hodge Engineering Engineer Name: John Hodge Address: 2615 Jahn Ave NW City: Gig Harbor state: wa Zip: 98335 Phone: {253) 857-7055 Fa"' Email: LENDER/BOND ISSUED (requiretl for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of4 { 1 BUILDING PERMIT INFORMATIC 206-431-3670 F Valuation of Project (contractor's bid price): $ 23 �/ ��'14 /�� Existing Building Valuation: $ �escribe the scope of work (please provide detailed information): � � � �1 Wili there be new rack storage? ❑.....Yes ❑.. No if yes, a separate permit and plan submittal will be reqaired. Provide All Building Areas in Square Footage Below Addirion to Type of Type of Existing Construction per Occupancy per Existin Interior Remodel Structure New IBC IBC IS` Floor 1,g�1 2 Floor 1,545 3 Floor Floors thru Basement Accessory Structure� Attached Garage 65� Detached Garage Attached Carport Detached Carport Covered Deck 1 � � Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all s�hvctures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: •Provide documentarion tfiat shows that the principal owmer lives in one of the dwe(lings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑....... Yes ❑....... No If "yes", explain: FIRE PROTECTION/I3AZARDOUS MATERIALS: 0 ....... Sprinkiers ❑ ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in ihe building? ❑....... Yes ❑.......No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑....... On-site Septic System — For on-site septic system, provide 2 copies of a current sepric design approved by King County Health Department. H:Wpplicetiom�Forms-Applicelions On Linc�2011 Applications�Permit Applicetion Revised - 8-9-] l.docz xcv�ca: angusi zo t� Page 2 of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 236,646.00 Scope of work (please provide detailed information): New construction 3,346 Sq. Ft. 6 bedroom, 8.5 bathroom 2 story. DETAILED BUILDING INFORAMTION — PROPOSED SQUARE PROJECT FLOOR AREAS FOOTAGE Basement 1�' floor I,gQ� 2� flOOT � �545 Garage m carport ❑ 650 Deck — covered ❑ uncovered ❑ Total square footage 3,996 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkier 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: Va/ue of inechanical work $ 15,000.00 1 furnace <100k btu � thermostat emergency generator PLUMBING: Value of plumbi�rg/gas piping work $_ 8 bathtub (or bath/sho��er combo) � dishwasher 9 lavatory (bathroom sink) water heater (gas) appliance vent wood/gas stove fuel type: � electric ❑ gas �� ventilation fan connected to single duct � water heater (electric) other mechanical equipment 14,000.00 bidet floor drain � sink _ lawn sprinkler system H:\Applications\Forms-Applications On Line�ZOl I Applications\Combination Permil Application Revised 8-9-I l.docx Revised: August 2011 bh I clothes washer _ shower 9 water closet _ gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFC IATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate shee� Water District ❑...'hikwila 0... Water District # 125 ❑.. Highline ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila �...Valley View ❑ .. Renton ❑...Sewer Use Certificate ❑... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Sentic Svstem• ❑ On-site Septic System — For on-site septic system, provide 2 copies of a curtent septic design approved by King County Health Department. Submitted with Apalication (mark boxes which aualvl: 0...Civil Plans {Masimum Paper Size — 22" x 34") ❑...Technical Informarion Report (Storm Drainage) ❑.. Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) • ❑ ...Hold Harniless — (ROV� �r000sed AcNvities fmark boxes that anolvl: ❑...Right-of-way Use - Nonprofit for iess than 72 hours ❑.. Right-of-way Use - Profit for less ihan 72 hours ❑...Right-of-way Use - No Disturbance ❑.. Right-of-way Use — Potentia) Disturbance ❑ ...Construction/Excavation/Fiil - Rigfit-of-way ❑ Non Right-of-way ❑ ❑ ...Total C�t cubic yards ❑ ...Total Fill cubic yazds 0 ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements 0 ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Imgation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Gtit ❑ .. Pavement Cut ❑ .. Looped Fire Line - „ ❑ ...Permanent Water Meter Siae... " ❑ ...Temporary Water Meter Size .. " ❑ ...Water Only Meter Size............ " ❑ ...Sewer Main Extension .............Public ❑ ❑ ...Water Main Extension .............Public ❑ FINANCE INFORMATTON Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer WO# WO# WO# Private ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size Number of Pubiic Fire Hydrant(s) ❑ ...Sewage Treatment Monthlv Service $iilin� Name: Day Tetephone: Mailing Address: ciry scace zip Water Meter Refund/Billina: Day Telephone: Mailing Address: City State Zip H:�Applicatans\Forms-Applicel'mns On L'mc�2011 Applica�ionsWemut Apptication Rcviscd -&9-] l.docx R�.�a: a�� 2oi � Page 3 of 4 bh � PERMIT APPLICATION NOTES — 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. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 Internarional Building Code (current edition). I HEREBY CERTIFY THAT I NAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERNRY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUII.DING OWNER OR AUTAORIZED AGENT: Signature: Print Name: �[� 7A Q�In � vls �� `/� Date: � 5 0� � b Day Telephone: 1e `� �� ( 6 6�� Mailing Address: 69�� '��i�'` CT S� (,�ri;� a lV�.l.iX=Lc-�le �,(/:� 9 b'O J�9 c;ry star� z�P H:Wpplicatiom�Forms-Applications pn L'me�2011 Applications�Pcrmit Application Rcviscd - 8-9-I l.docx Revised: August 2011 Page 4 of 4 b6 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may ad�ust estimated fees PROJECT NAME {�h v S i�'�� F/Z 3l PERMIT #�/!� -� cS / i 7 <� 3`��5 s. tso� �"tf"} 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. (j �`�� S� L. I 3— 4 39 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization � 3 L� 250 (1) Erosion prevention 2 S o Water/Sewer/Surface Water �7Sn 500 /�co Road/Parking/Access /, �n A. Total Improvements � a� o Calculate improvement-based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume �O cubic yards Enter total fill volume /d cubic yards �s � `_$ — (4) ��0 Q G� Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUAI�iTITY IN CUBIC RATE YARD5 U to 50 CY Free 51 — 100 $23.50 101 — 1,OOU $37.00 1,001 — 10,000 $4925 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. GRADIll1G Plan Review F�e� TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION � (1+4+5) $ � �b The Plan Review and Approval fees cover TWO reviews: 1) the frst 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 01/15/16 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) f' $ 1 0 0 �6� 7. Pavement Mitigation Fee $ •-- The pavement mitigation fee compensates the City�for the reduced life span due to removal of roadway surfaces: The fee is.based on.the total'square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Pavement Overlay and Remaining Years 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°Io) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes frem Item 5. ��) � 2 3 5= (g) QUANTITY IN CUBIC RATE YARDS v SQ or less $2�.50 51 —100 $37.00 101 — 1,000 $37.00 for ls` 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1 St 1 Q00 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 15` 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for ls� 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 2 Last Revised 01/15/16 � � �-�' (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 A1 Total A through E $ 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees $ $ /, c� I 3 -� (9) Total A through I $� o�3 � (10 � � s� 13iJE WHEN PERMIT IS ISSUED (6+7+�+9+10+11) $ r, (�f3 � 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 Onl Meters Size Installation Cascade Water Alliance (inches) \ RCFC 01.01.2016 —12.31.2016� �.%5 1 1.5 2 3 4 6 Approved 09.25.02 Last Revised 01/15/16 $1125 $2425 $2825 $4425 $7825 $12525 0.75" 2.5„ Total Fee $6005/ I $6630 $1�01�2.50 � $16,137.50 � $96,080 $150,125 $300,250 ✓ Meter $300 $1,500 3 $50,865 $100,505 $157,950 $312,775 �/� Date Paid: Wednesday, May 04, 2016 Paid By: ADRIAN MUSTEA Pay Method: CREDIT CARD 08464B Printed: Wednesday, May 04, 2016 9:59 AM 1 of 1 �� SYS7EM5 PermitTRAK D16-0117 Address: 3745 S 150 St DEVELOPMENT PERMIT FEE WASHINGTON STATE SURCHARGE IMPACT FEE FIRE PARK MECHANICAL PERMIT FEE COMBOSFR PLUMBING PERMIT FEE COMBOSFR PUBLIC WORKS PERMIT ISSUANCE/INSPECTION FEE 6RADING PERMIT ISSUANCE CONSTRUCTION PLAN REVIEW TRAFFIC IMPACT fEE TECHNOLOGY FEE TECHNOLOGY FEE Date Paid: Tuesday, August 09, 2016 Paid By: ADRIAN MUSTEA Apn: 0041000547 R000.322.300.00.00 B640.237.114 R304.345.852.00.00 R104.345.851.00.00 R000.322.100.00.00 R000.322.100.00.00 R000.342.400.00.00 R000.342.400.00.00 R000.345.830.00.00 R104.345.840.00.00 R000.322.900.04.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 $s,��2.i9 $8,752.19 $4,474.10 $4,469.60 $4.50 $2,348.00 $922.00 $1,426.00 $189.00 $189.00 $252.00 $252.00 $1,237.38 $100.00 $23.50 $100.00 $1,013.88 $251.71 $251.71 Pay Method: CREDIT CARD 095186 Printed: Wednesday, August 10, 2016 9:12 AM 1 of 1 ��SYSTEMS REALITY HOMES INC F1ome Safety & Health Washington State DepaRmenf of � �.�bar & ��dustries REALITY HOMES INC Owner or tradesperson Principals FANCHER, THOMAS E, PRESIDENT FANCHER, THOMAS E, PRESIDENT HANKEL, LOWELL K K JR, VICE PRESIDENT HANKEL, JAMIE S, SECRETARY Doing business as REALITY HOMES INC Ps��anol ConCact Ciaims & insurance 1308 ALEXANDER AVE E TACOMA, WA 98424 253•926-6822 PIERCE County WA UBI No. Business type 602 170 782 Corporation Goveming persons JAMIE SCOTT HANKE� KENNETH HANKEL-LOWELL JR; LOWELL K HANKEL JR; THOMAS FANCHER; THOMAS EDWIN FANCHER; License Page 1 of 2 Search L&I �s ��a��1= _1-Z Index 1 [elp R4} Lt� [ Workplace Rights Trades & Licensing 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. REALIHI984CN Effective — expiration 02/15/2002— 02/15/2018 Bond No bond accounts during the previous 6 year period. insurance Wesco Insurance Co Policy no. WPP102030905 Received by L&I 01 /08/2016 Insurance history Savin�s _. (in lieu of bond) Received by L&I 02/22/2005 $1,000, 000.00 Effective date 02/12/2016 Expiration date 02/12/2017 $12,000.00 Effective date 02/14/2005 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602170782&LIC=REALIHI984CN�SAW= 8/10/2016 INSPECTION RECORD Retain a copy with permit ��6' �� l INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISIUN � 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3674 Permit fnspection Request Line (206) 438-9350 � REINSPECTION FEE REQUIRED. Prior ta next inspection, fee mus# be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. P� � INSPECTION RECORD Retain a copy with permit �� r�l �� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 63Q0 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670, Permit Inspection Request Line (206) 438-9350 ._�f�i�st�� {�s��e��c.�e �ddress: ��ys � ��o st �petial ln� uctions: � � � c��,�� -''n � � S ' �G�- ��p-oa�8 3��c� m � n��; o r' fip insp@�ft or� . �—(o�ll—�ty�(o(�y� Approved per applicable codes. 0 � �,5 � � � ��D 7/i � � Date Wanted: ' j a.m �% / / � Requester• R G��'� �r�n�s Phone No: 3� � 7��a-v�a� � Gorrections required prior to approval. 1 � REINSPECTIOfV FEE REQUIREQ. Prior to next inspection. fee must be paid at 6300 Southcente� Blvd., Suite 100. Catl to schedule reinspection. INSPECTIC)N RECORD Retain a copy with permit A��'~�� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicab{e codes. �Corrections required prior tn approval. �lnspector: �� IDate: �,_ �r�� I � REINSPECTION FEE REQUlRED. Prior to next inspectinn, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catl to schedute reinspection. INSPECTION RECORD Retain a copy with permit Aj��j� INSPECTION N0. PERMIT N0. CiTY O� TUKWILA BUILDING DIVISION 6300 Southcenter BCvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ,� �,��,,� ,��i F//Y/�-L. 7y� s', /� sr, cial Instructions: Date Wanted: � R � 0-�770 �020� Requester: Phone No: s ��' C�/f��- �� - 25`�-722-Z 2.�i= � Approved per applicable codes. �Corrections required prior to approval. COMMENTS: �,• �-L[._ Gt//�'L-� p"�,.�if/�'�'/'��Iv.S /� ' �ii/`��l%s ?- �.� /'%S� C��'G i�'E's/L�' P�a�c-T t3 Y' � R.z i�-f�x � n�I�sT ,�91/B /�-�[- �-.A�s ,�'c wtP�.,� r� ��iP� �GiNi�L (lnspector: �� Date: � �,7,^I � � REINSPECTIQN FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Gatt to schedu[e reinspection. lNSPECTION RECORD Retain a copy with perm'rt �� INSPECTION N0. PERMIT NQ. CITY OF TUKWII.A BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proiect: Tvae of Inspection: /yl�l,�'S� R�'s'r� idress: 37�J c�i /.JV c�/ I �pecia� instructions: �lL,D/ri/G �-�'1Y/�G_ pLd�1B/IYG �/>Xi?-L /�Z�c'��/ic� �/1�� Approved per app{icabie codes. � � ,f/�F� ,�vi�r' ��Y ��4f1'l.�Jl-- �'6'i9�C'�' `7 �3 �� p.m. — ? 7!� 0208� G�rrections required prior to approval. 7� /iE�'�SS' � ` � 8��'I�/�Oh�itil D.� �UD �Ltx�i�t t� ¢�S .�U'�T lJAR � �, .` ✓�1��'S"!�G C��L/1�1G !�T/�R 1� T ,p �ZtSd �'� ,��'�D �R�P c,��s �,� GR-S �.11cl�s �T w�%�R G�. �'� fI-cL r�� P�,�%r�9-�iaNs �� `7` ,�XHft�/si �j�/ //Y �r99CC� AUC �' �` �'-��,tl ,�7i,��E� s I `�i� i�� .8� �/rZ,� w�/� �iti �k'i �/N� - - -- � REINSPECTION F'€�tEQU1RED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Calt to schedute reinspection. 1NSPECTION RECORD �`� y��t 1 Retain a copy with permit INS N N0. PERM�T N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Project: Type of Inspection: /�IU�T,� �� Address: Date Called: 375/S �5, �.�Th�- �� Special Instructions: Date Wanted: a.m. $�� f p. . Requester: � ,c��/Gw� Phone No: iinspettor: � (uate�� 2 _�� I 1 � REINSPECTION FEE REQUIRED. Prior to next inspectinn, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reins�ection. INSPECTI4N RECORD Retain a copy with permit D�� !� � INSPECTION N0. PERMIT N0. CiTY OF TUKWILA BUILDING DIVISION 6300 Southcenter 81vd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per applicab{e codes. � Corrections required prior to approva�. � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at b300 Southcenter Btvd., Suite 100. Call to schedute reinspection. 1NSPECTION RECORD Retain a copy with permit ��-�! �7 INSPECTION N0. PERMIT Na. CITY OF TUKW�LA BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila. WA 98788 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Aaaress: , /5 T�. C s, a � Special lnstructions: 1� a�- ' � � Approved per applicable codes. 2 � �► �J rVI�SS��. � nspection: tea: a.m. - � Q � Z��g p.m. � Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspectian. c�.�5 �-� � w.S �-�- Fv-o n�- �`YI Ec�,cQl �� rocm � 1��. �'�,.� � �f-l0- Zo15� �,� INSPECTION RECORD Retain a copy with permit p��`�� INSPECTION N0. PERMIT N0. CITY UF TUKWILA BUILDING DlVISION 6300 Southcenter Blvd., #100, 7ukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Correc4ions required prior to approval. COMMENTS: � - �� ' -�a ��su�--� o K - � �►- zi1�- nspectar: —�� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 10Q. Gall to schedule reinspection. �Z INSPECTION RECORD o Retain a copy w'rth permit �� o i�7 INSPECTION N0. PERMIT N0. CITY OF TUKWaLA BUILDING DIVISION 6300 Southcenter Blvd., #1�0, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 �Approved per appiicable codes. �Corrections required p�ior to approvai. nspector: � REItVSPECTION FEE REQUIRED. Prior to next inspectinn, fee must be paid at G300 Southcenter Blvd., Suite 100. Calt to schedute reinspection. INSPECTION RECORD � Retain a copy with permit �� INSPEC710N N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Project: Type of Inspection: �� Address: Date Called: 7 �-�"' �, ��'�/ ��"; Special Instructions: Date Wanted: a.m. /iDU��/N /-�L.�11��r�'/kIG / - � l �'3 .m. Ipbl/�{ /l'y /Yl�/�/UUtCt�'L Reques��/77" Phone No: �� ? 7a c� 2c� �Appr�oved per applicable cades. � Gorrections required priar to approval. COMMENTS: O tL - �L i�0'+�l.,�i/l�j('s (��,J�`//� �C- ��C'N A�� avG';� /�i� n s pettor: Date: I'2 �G� � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Sauthcenter Blvd.. Suite 100, Gatl to schedute reinspection, lNSPECTION RECORD � Retain a copy with permit �� i 7 INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION � 6300 Southcenter Slvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 � Appr�oved per applicable codes. ��Corrections required prior to approval. `i�r�' F'��"'a � f'o�}i�'l �Jy �- �,�J �8,¢ /%y�f�L' �,O �� /g-i��/''av'�L'7 �L� wm �3�i1( Cs ,DR�i l�l � Gv�-�f'� ,f L//Y�S _ �✓��rJ f'%L �.��0 �%�'�i�r�'C�➢O.z i� � f�UC. %— l�iE'/l �L/�'�S C'��n�rr�tr'/�'O $` /�!`�%�'d✓��-j .�L/�C' j� if'_ , �'/,�' � S��'sf �%"�s /i,i Date: i � �� REINSPECTION FEE REQUIRED. Prio� to next inspection, fee must be paid at 6300 Sauthcenter Btvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD Retain a copy with permit ��b� �� INSPECTION N0. PEftMIT N0. C1TY �F TUKWILA BUILDING DIVISION . 6300 Southcenter Bfvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Reques# Line (206) 438-9350 Project: Type of Inspection: (�S �i^- °� V►'� 1 �6- Address: date Cafled: �" s, 1�� 'r-� Special insiructions: Date Wanted: }) l a.m l �! / rA � p.m. Requester: �,.t.�-,�� Ri/�/� Phone No: �Ctr 0 ' �7 7� �- (�2C7�' aAppr�oved per applicabie codes. ��Gorrections required prior to approval. COMMENTS: f�C�'r� . pector: Date: ,�� f�-1 � REINSPECTION FEE REQUIREp. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD o Retain a copy with permit ��' �� INSPECTION N0. PERMIT NQ. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila: WA 98188 (206) 431-3670 Permit fnspection Request Line (206) 438-9350 Project: Type of Inspection: �l�Si�/� ,��i�,�� '��-�1V Gfts PIPrrYC�- Address: Date Called: �ir%� .�; la� �'T% Specia) Instructions: Date Wanted: a.m. �J—g =� 7 p.m. Requester: Phone No: �Approved per applicable codes. � Gorrections required prior to approval. ,�_�� COMMENTS: C� � �--- �} �' P/� /� ��f� /� % � �' : �'t�t A/ �r'.�.O.s' ��',�' �cu,�r�Y�- pector: � //��-/% � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. � INSPECTION RECORD P L%' Retain a copy with permit D�� INS EC710N N0. PERM T N0. CITY OF TUKWIE.A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 48188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 � Approved per applicable codes. �„Corrections required prior to approvai. nspettor: � � luate:�� ,/ l 4 � REINSPECi10lV FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. � INSPECTION RECORD .p��_�� Retain a copy with permrt INSPE ON N0. PERMIT N0. CITY OF TUKWIL.A BUILDING DIVISION � 6300 5outhcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspec'tion Request Line (206) 438-9350 �Appr�ved per applicable codes. � Gorrections required prior to approval. COMMENTS: � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 630Q 5outhcenter Blvd., 5uite 100. Call to schedule reinspection. {�� 1NSPECTlON RECORD , `� L�__� f�etain a co with ermit ��" �� INSPECTIOfv N0. pY p PERMIT N0. CITY OF �'UKWILA BUILDING �IVaSION - 6300 Soufihcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 permit Inspec#ion Requ�st Line (206) 438-9350 ��4ppro�•ed pe� app!icable codes. � Gorr�ction� required prior to approvai. C�N9 (u1 ENTS: �� 1 �-�- ` ^' l��p/� 6 , �� r . ,� +f inspector: pate: � � 4 r1 UR��r��.ii��v r�� rt�,��rteu. rn�i �v ne�i i��SNe�uu��, iee rr�usi ue paid at 6300 Southcenter Blvd., Suite 100. Call ta schedute reinspection. INSPECTION RECORD �;` � Retain a copy with permit �j�` �� r� INSPECTION N0. PERMIT N0. CITY OF TUKWII.A BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit lnspection Request Line (206) 438-9350 � Appr•oved per appticable codes. �Gorrections required prior to approvai. � ) S�'�i ��L��'�'►�f�S �� t7� e�',� " < �S >� 1�C�✓�� ' �/rv'� � �� Z.1,L e ��" ��' �� y � nspector: /� aat�:��/! � REINSPECTiON FEE REQUIRED. Prior fo next inspection, fee must be paid at 630Q Southcenter Btvd.. Suite 100. Calt to schedule reinspection. INSPECTION RECORD � � Retain a copy with permit �� r�" � INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DtVI510N - 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 `J paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. INSPECTION RECORD � v �� Retain a copy with permit �� INS TION N0. PERMIT N0. CITY OF TUKWIL.A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98788 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per appiicable codes. � Gorrections required prior to approval. U paid at 6300 Southcenter Blvd.. 5uite 100. Call to schedute reinspection. 1NSPECTION RECORD ` � � � Reta�n a copy with permit �� I TION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 c� c . �►�"� ns: �Approved per applicable codes. Da[E Cdi ne rvo: s � � � �Gf � ?�11� �. s� �-� ,.orrections require prior to app�ovaf. �' paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. �� INSPECTIt�N RECORD Retain a copy with permit '�� —�� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Corrections required prior to approval. COMMENTS: f� �svr�l�/�-T�s� 6�.��i !�- nspector: Date: �-z �'-17 � REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 1 OQ. Catt to schedule reinspection. INSPECTION RECORD � � Retain a copy with permit �� l � 7 INSPECTION N0. PERMIT N0. ClTY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206} 431-3670 Permit inspection Request Line (206) 438-9350 �Appr�oved per applicable codes. � Corrections required prior to approval. COM MENTS: � REINSPECTION FEE REQUIRED. Prior to next inspection. #ee must be paid at 6300 Southcenter Btvd., Suiie 100. Calt to schedute reinspection. � INSPECTION RECORD � Retain a copy with permit ��b�� INSPECTION N0. 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�� Projecr. Type o inspection��jr i�'1 � � le�'�.��1�� ` ., � _ �-- ress: � �% �7 �, t� -�'� � � Appr�oved per applicable codes. Date Called: Date Wanted: �' `�.-l`�'1'% p.m. Request • G Phone No: �� 77 3�� Corrections requi�ed prior to approval. nspector: �-!� -/ � 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 '�� INSPECTION N0. PERMIT N0. CITY 4F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: /3�1 US'� /�.r/�,Brl��- �"bP.� 7%f�l�r Address: Date Ca{led: ��7`f� � /�s'o�'1- �`� , Special Instructions: Date Wanted: . �—1 �� % p.m. Requester: Phone No: � Approved per applicable codes. � Corrections required prior to approval. nspector: � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at b300 Southcenter 8lvd., Suiie 10D. Call to schedute reinspection. INSPECTION RECORD � 7 Retain a copy with permit �� Y�� INSPECTION N0. PERMIT N0. CITY t3F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspectian Request Line (206) 438-9350 � Approved per appiicabie codes. � Gorrections required prior to approval. COMMENTS: � � �'/'' o�. pector: �t luate� �_/ J � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 5outhcenter Blvd., Suite 100. Call to schedute reinspection. � .� INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 1 � (�(!'7`^ �./� � �/� -- � — "��/ ��' . ,,. , PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: � v�� Type of Inspection: ��_ ti '� . Address: Contact Person: Suite #: �j' �� .r��j� Special Instructions: Phone No.: �Approved per applicable codes. � Corrections required prior to approval L" COMMENTS: n r�v LG C �' ✓�- .�j�, �"L �2-�1/�=�� r j � �� , . , Needs Shift Inspection: Fire Alarm: Monitor: � Permits: Sprinklers: Hood & Duct: Pre-Fire: Occunancv T� I Inspector: �� Date: �� 7�� Hrs.: � �$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from . the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn : Address: Citv: Word/Inspection Record Form.Doc Company Name: State: 3/14/14 T.F.D. Form F.P. 113 T A+ Backflow Inc (425) 8303749 �w � �� BACKFLOW PREVENTION ASSEMBLY TEST REPORT WATER PURVEYOR Tukwila ACCOUNT # ASSEMBLY ID/FILE #/UTILITY DEVICE # Meter # NAME OF PREMISE Mustea Commercial ❑ Residential ❑� SERVICE ADDRESS 3745 S 150th ST Tukwila ZIP 98188 CONTACT PERSON Emily Pizzuto PHONE (425) 271-5598 LOCATION OF ASSEMBLY In Garage DOVWNSTREAM PROCESS Fire Service DCVA ❑� RPBA ❑ PVBA ❑ OTHER NEW INSTALL � EXISTING ❑ REPLACEMENT ❑ REMOVED ❑ OLD SER.# APPROVED ASSEMBLY? YES 0 NO ❑ PROPER INSTALLATION? YE5 � NO ❑ MAKE OF ASSEMBLY Conbraco/Anollo MODEL DC4A SERIAL NO. 819978 SI� 1" INITIAL DCVA/RPBA DCVA/RPBA RPBA PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE N0.2 AIR INLET TEST OPENED AT PSID CLOSED TIGHT ❑� CLOSED TIGHT ❑� OPENED AT PSID PASSED ❑� LEAKED ❑ LEAKED O #1 CxECx PSID FAILED � 2.6 PSID 2•2 PSID AIR GAP OK? DID NOT OPEN ❑ CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE NEW ❑ ❑ ❑ ❑ ❑ ❑ HELD AT PSID PARTS � ❑ ❑ ❑ � � LEAKED ❑ AND ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ CLEANED ❑ REPAIRS REPAIRED ❑ TEST AFTER CLOSED TIGHT ❑ CLOSED TIGHT ❑ RV EXERCISED ❑ AIR INLET PSID REPAIRS LEAKED ❑ LEAKED ❑ OPENED AT PSID PASSED � FAILED � PSID PSID #1 CxECK PSID CHK VALVE PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER SEPARATION DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open ❑.i Closed ❑ SOV#1: Open ❑� Closed ❑ REMARKS: PASS � FAIL � SOV#2: Open ❑� Closed ❑ LINE PRESSURE 90 PSI CONFINED SPACE? No TESTERS SIGNATURE: �.�i .` CERT. NO. 66074 DATE 1/22/2018 TESTERS NAME PRINTED Dave Kuca TESTERS PHONE #(425)830-3749 REPAIRED BY: LIC NO. DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 12-21-2018 GAUGE # 12130810 MODEL Midwest 845 SERVICE RESTORED YES � NO ❑ I certify that this report is accurate, and I have used WAC 246-290-490 approved test methods and test equipment. � W Q f N � � A '� � W 01 � 3 w—� ~ a z , N � a �, LOCATION MAP NTS 0 �r _ OWNER/APPLICANT: Adrian Mustea 6957 134th CT SE #B Newcastle, WA 98059 Contractor: Bosco Construction PO Box 1281 Buckley WA 98321 � PERVlWS CWCRETE DRIVEVAY (1,8E4 S� . - __ _PERFgtATED FLL�TT�NG �RAIN PD� _. T 4• PVC � TO R� DRAUI SYSTEM �, _. __ 5' SETBACK ' �� SPACES Y� . , — . . - ---_ _.. ..- -52� � - � - -... .__ . . - -- , - - '< °. o _ � � 74.6' • . .� .4' r ' F • � � � U N L�E i��L C{�EC� -t -� f'R[iPD3ED SFR ; •. �' w FmT71�a �AINS AI� 6 BED -- N �°- .< W a F- ~(� R� DRAD�S Tp YARD FF EL� 102.0 •, • . ,°'> y D/�R/�A1N S�EP�ARATEyL�Y. � 8' . Q �. Q„ a� I� .. . V{iwi.V � r ��i � YR7 � • �} ' _ _ . _. . . .. _ � ' """ _'..._ . _ . _,.___,._�.. _. lfI a Wi— a . �rt�D�S �VE-i'iE:l___ 010' ;� . . , _ _ _. _.___ _._ _ .. o U ' � r� � , � � �. Z _ _ _� - a9.. _ .._ _.__.�_ _�.. _ -- .a �. � o 48' � � — Z � � i .� r` — — — — �, 5' SETBA� , -�— „ - . , . , - `- , a � YARD DRAD��` � �' ° � � ° � ` � ' �a • itE+ -�8�6 TE� •° _�_ , � EXSTING P�WEI� STUB �°. �X�STINGa1JAXER '. - - •. .--- , % • ° • a T ' �. t� 4' ', . • ` A��' n�. ^ _—: „ - 'EXISTING GABL'E,PHk]NE•S�WER . . , . .� ' � ' • •• �' � 4• � �'hese�p�,ans haee �been rcviewed i�� t�� 'ubtic ' � ° ' .°• �• ° � a. 7Er 94b9, %1• � : � " � a � �. 4• � �� '��^'t3riz _ . con�rrnan.ce with current �mc � ��ty standards. Acceptance is subject to errors and omissions which do not authorize violations of _ _--s�.----._---_—ad�opte�sr�-g.r�rr3.in�ce-s-�r�responsibiliry----- —EXISTING TYPE � cB for the ade RE� 97.0 CAPPROXIMATE) quacy of the design rests totally with the IE� 94,33 a• cN� desi er. Additions deletions or revisions to these IE� 96.0 4' CS) � � �� 4• cv> drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. ti � S Final acceptance is subject to field inspection by the Public Works utilities inspector. � Date: By; � � � ��S /� .� SCALE IN FEET NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI AND OBSERVATIONS MADE IN THE FIELD. THE lNFORMATION SHOWN DOES NOT CONSTITUTE A �IELD SURVEY BY MIGIZI. LEGAL� ADAMS HOME TRACTS FIRST ADDITION LOT 2 CiTY OF TUKWILA SHORT PLAT N� L13-039 (ADAM SHORT PLAT) rRECORDING N� 20140422900001 <BEING A PORTION ❑F SE QTR NW QTR STR 22-23-04 P/N 00410050547 � Migizi Group, Inc 5`� 5 S 55th St Tacoma, WA 98408 2�3-229-8320 4s�5-398-2333 fax wvwv.migizigroup.com EXISTING FIRE HYDRANT . a , a ,— , � . .� .a . Q � . .. . ' -. ' °. a • a a � • � . 8, a. , .a q � • � a a . • � � � n , y a � . ' a, .a , , ,a. a • ,• . e �p a' • a � '.' �oa� �c��li��l • �1��G� � :: �us o 5 2o�s . CORRE TI4N �,�� LTF�# ��I��NG �N11�� RECEIVED TY OF TUKWtLA PROJECT: ..�R��e �t��', JUL 20 2016 PERMIT CENTER � 3745 S 150th St Tukwilla, Washington . SHEET TITLE: Site Plan DESIGNER: CRL DRAWN BY: CRL CHECKED BY: CRL DATE: July 12, 2016 JOB NO.P611-T16 SCALE: 1 "=30' FIGURE:2 FILE: sp.dwg ti W J a � N � f A w � � W � w_e � H Q � � N � � � L�CATION MAP NTS ;� OWNER/APPLICANT: Adrian Mustea 6957 134th CT SE #B Newcastle, WA 98059 Contractor: Bosco Construction PO Box 1281 Buckley WA 98321 PERVICJIJS CONCRETE DRIVEI�AY Ci,e24 SF) ; ; ,;� _ PERFORATE-D f��T�NG DRAIN PIPE 4' PVC CONNECTING TO RDOF DRAIN SYSTER� 205' 2 PARKING SPACES 10'X20' 5' SETBACK - - _.. . _ . ... .. _._ __ ._ _ — — ._ �. — - � _ 1 t1'� - - _ _ ..-- - - _.. . _ . J2� . ° -. ° au __ a . - _a ° a Y Q O � A .-, __�....... _ .. � I � m 20 0 20 20 �: � 74,6' � a m a 78.4' 2-55 LF ADS N-12 e � d�� °� Y � � � -1.Q 1.OY. MiN. C{�NN�CT ._ f'ROP��ED SFR -- ° � d o � (� I FOOTING DRAINS AND 6 BED - N- -$� a ° �- FF EL� 10z,0 ^ ` °°j d I� � ROOF DRAINS TO YARD o a 4 a a DRAIN SEPARATELY, � g, Q a a ° Q A^ ° a � � CONNECT FOOTING . _ _._._ . ._ _- -- — DRAINS" A��VE THE'�= -� U' _ _ _ _. - _ _ ._._. .._` --'aAa a ROOF DRAiN. l�' �D� 6, -- - �^ �� o � o u� � �, a . Z � ic<__ _. . _ __ � � O � . .._ ... ..._ �/ o ----- - 48, "d- v� da 205' S' SETBACK a a a<, o a � a Qa a a a a a a � YARD DRAINa � � a ° " ° a ° a � � ° ° < - - °� _;°�;.. a ". ° RE,. s�g� �lCAPP�2CIX�IMAi'��a-- � _' _. � d . E�C�TIIV� P�WEI� STUB �XI�TII�IG -1,,IA��R Q q _ ...� " � O aa a IE� 95,0� 4� CN) °a ° °pRi�IAT� DRIVE ,° °� a �XISTING CABL'�,PH�NE�SEW�R , a o a SCALE IN FEET NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI AND OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A F-lELD SURVEY BY MIGIZI. LEGAL� ADAMS HOME TRACTS FIRST ADDITION LOT 2 CITY DF TUKWILA SHORT PLAT ND L13-039 <ADAM SHORT PLAT) kECORDING NO 20144422900001 CBEING A PORTIDN OF SE QTR NW QTR STR 22-23-04 P/N 00410050547 aa I�� 9�,7 4<jV) a � � a� � � ° °a ° a ° IE� 94.690 4' C�> � °a a aa a , o °� °� a a ' ° ° , 4 a t, a a o a � < ° a -- � 1.0% MIN --------- _-_ � �____._---- EXISTING TYPE 1 CB RE� 97.0 (APPR�XIf�ir�TE> IE� 94,33 4` CN> IE� 96.0 4�' (S) IE� 94.43 4' <W) ��P�O!!�D ---__.. ._____._---_--_._ - AUG 4� 2016 ::ity of Tuk-wila PUBLIC Works M��izi Group, Inc 515 S 55th St Tacoma, WA 98408 253-229-8320 425-398-2333 fax wHrw.migizigroup.com �� Lp �U� 0 5 ��i� . � �,�� , ;j �?�`l��ti,.r '�; � LC�'C �lnv�;�r`T +��'��:t'�� PROJECT: _�-_-.--------- ----- --- - � ��0�� ' �0� �� Q � j JU� 20 ��6 C��G�G'L�� C� 3745 S 150th St Tukwilla, Washington SHEET TITLE: Site Plan � DESIGNER: CRL DRAWN BY: CRL �� CHECKED BY: CRL llzll DATE: Julv 12, 2016 JOB NO.P6'11-T16 SCALE: 1 "=20' FIGURE:1 FILE: sp.dwq `'roject: Beam Calcs - 3268 Pinehurst Location: Header#01 - H1 � Roof Beam [2012 International Residential Code(2012 NDS)] 3.51Nx7.51Nx4.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 140.3% Controlling Factor: Shear DEFLECTIONS enter Live Load 0.01 IN L/3581 Dead Load 0.01 in Total Load 0.02 IN U2177 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 917 Ib 917 Ib Dead Load 591 Ib 591 Ib Total Load 1508 Ib 1508 Ib Bearing Length 0.69 in 0.69 in BEAM DATA Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp.1to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.30 Fv = 180 psi Cd=1.15 E = 1600 ksi E min = 580 ksi Fc -1= 625 psi Controlling Moment: 1508 ft-Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1508 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Section Modulus: 13.45 in3 Area (Shear): 10.92 in2 Moment of Inertia (deflection): 10.17 in4 Moment: 1508 ft-Ib Shear: 1508 1b ��vti�Q�P� �� E CODE G A�€��c��l��? Au� 0 5 2016 Citt� of T�u�ila BUILDkI�iC D�_� �t'`� Adiusted Fb' = 1346 psi Fv' = 207 psi E' = 1600 ksi E min' = 580 ksi Fc -1' = 625 psi Provided 32.81 in3 26.25 in2 123.05 in4 3679 ft-Ib 3623 Ib �� , page �----��Phil Martonik ' �Reality Homes / �" '� 1308 Alexander Ave East of �� Fife, WA 98424 - �-� . StruCalc Version 9.0.1.7 3/21/2016 2:18:41 PM ROOF LOADING Side One: Roof Live Load: Roof Dead Load Tributary Width: Side Two: Roof Live Load: Roof Dead Load Tributary Width: �. _:.: � � ..,� � LL = 25 psf DL = 15 psf TW = 1.3 ft LL = 25 psf DL = 15 psf TW = 17 ft ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOA Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW = 6 pif Beam Uniform Live Load: wL = 458 plf Beam Uniform Dead Load: wD_adj = 296 plf Total Uniform Load: wT = 754 plf RECEIVED CITY OF iUKWILA G�AY Q 4 2016 PERMIT CENTER roject: Beam Calcs - 3268 Pinehurst Location: Header #2 - H2 � Roof Beam [2012 International Residential Code(2012 NDS) 3.51Nx9.51Nx6.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 60.3% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.03 IN U2156 Dead Load 0.02 in Total Load 0.06 IN U1308 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 Live Load 1375 Ib 1375 Ib Dead Load 891 Ib 891 Ib Total Load 2266 Ib 2266 Ib Bearing Length 1.04 in 1.04 in BEAM DATA Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress Modulus of Elasticity: Min. Mod. of Elasticity: Comp.1to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.20 Fv = 180 psi Cd=1.15 E = 1600 ksi E min = 580 ksi Fc -1= 625 psi Controlling Moment: 3399 ft-Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2266 Ib At support. Created by combining all dead and live loads. Adiusted Fb' = 1242 psi Fv' = 207 psi E' = 1600 ksi E min' = 580 ksi Fc -1' = 625 psi Comparisons with required sections: Rea'd Provided Section Modulus: 32.84 in3 52.65 in3 Area (Shear): 16.42 in2 33.25 in2 Moment of Inertia (deflection): 34.41 in4 250.07 in4 Moment: 3399 ft-Ib 5449 ft-Ib Shear: 22661b 45891b page ��Phil Martonik ` ° Reality Homes / �:� 1308 Ale�nder Ave East of �� Fife, WA 98424 StruCalc Version 9.0.1.7 3/21/2016 2:29:28 PM ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1.3 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 17 ft Wall Load: WALL = 0 Adjusted Beam Length: Ladj = 6 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 458 plf Beam Uniform Dead Load: wD_adj = 297 plf Total Uniform Load: wT = 755 �If roject: Beam Calcs - 3268 Pinehurst Location: Header #3 - H3 Roof Beam [2012 International Residential Code(2012 NDS) 1.51Nx7.251Nx6.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 259.9% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.02 IN L/3764 Dead Load 0.01 in Total Load 0.03 IN L/2241 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 150 Ib 150 Ib Dead Load 102 Ib 102 Ib Total Load 252 Ib 252 Ib Bearing Length 0.27 in 0.27 in BEAM DATA Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticiry: Min. Mod. of Elasficity: Comp.1-to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.20 Fv = 180 psi Cd=1.15 E = 1600 ksi E min = 580 ksi Fc -1= 625 psi Controlling Moment: 378 ft-Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 252 Ib At support. Created by combining all dead and live loads. Adiusted Fb' = 1242 psi Fv' = 207 psi E' = 1600 ksi E min' = 580 ksi Fc -1' = 625 psi Comparisons with required sections: Req'd Provided Section Modulus: 3.65 in3 13.14 in3 Area (Shear): 1.83 in2 10.88 in2 Moment of Inertia (deflection): 3.83 in4 47.63 in4 Moment: 378 ft-Ib 1360 ft-Ib Shear: 2521b 1501 Ib page � � � Phil Martonik ' Reality Homes / a��i� 1308 Alexander Ave East or � _'? Fife, WA 98424 StruCalc Version 9.0.1.7 3/21/2016 2:30:11 PM Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TV1/ = 1 ft Wall Load: WALL = 0 Adjusted Beam Length: Ladj = 6 ft Beam Self Weight: BSW = 2 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 34 plf Total Uniform Load: wT = 84 qlf :?roject: Beam Calcs - 3268 Pinehurst Location: Header #04 - H4 Multi-Loaded Multi-Span Beam [2012 International Residential Code(2012 NDS) 3.51Nx11251Nx5.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 44.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN L/3959 Dead Load 0.01 in Total Load 0.03 IN U2391 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1983 Ib 1250 Ib Dead Load 1283 Ib 833 Ib Total Load 3266 Ib 2083 Ib Bearing Length 1.49 in 0.95 in Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp.1to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.10 Fv = 180 psi Cd=1.00 E = 1600 ksi E min = 580 ksi Fc -1= 625 psi Adiusted Fb' = 990 psi Fv' = 180 psi E' = 1600 ksi E min' = 580 ksi Fc -1' = 625 psi Controlling Moment: 4118 ft-Ib 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3266 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 49.92 in3 73.83 in3 Area (Shear): 27.22 in2 39.38 in2 Moment of Inertia (deflection): 41.68 in4 415.28 in4 Moment: 4118 ft-Ib 6091 ft-Ib Shear: 32661b 47251b page � �—;��Phil Martonik � / `�Reality Homes �- 1308 Alexander Ave East of � '""' -w+.Fife, WA 98424 � �:�, StruCalc Version 9.0.1.7 3/21/2016 2:34:18 PM UNIFORM LOADS Center Uniform Live Load 280 plf Uniform Dead Load 105 plf Beam Self Weight 9 plf Total Uniform Load 394 plf POINT LOADS - CENTER SPAN Load Number One Live Load 917 Ib Dead Load 598 Ib Location 2 ft Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length One 0 plf 80 plf 0 plf 80 plf Oft 5ft 5ft Two 458.3 plf 275 plf 458.25p1f 274.95 plf Oft 2ft 2ft , roject: Beam Calcs - 3268 Pinehurst Location: Header #05 - H5 Combination Roof And Floor Beam [2012 International Residential Code(2012 NDS)] 3.51Nx10.51Nx8.OFT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 44.9% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.12 IN L/814 Dead Load 0.08 in Total Load 0.19 IN U496 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3113 Ib 3113 Ib Dead Load 1991 Ib 1991 Ib Total Load 5104 Ib 5104 Ib Bearing Length 2.24 in 2.24 in Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 8 ft 0 ft 4 :12 1.00 1.15 0 0 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb cmpr = 1850 psi Cd=1.15 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E min = 930 ksi Comp. -�- to Grain: Fc -1= 650 psi Contro�ling Moment: 10208 ft-Ib 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 5104 Ib Atsupport. Created by combining all dead and live loads. Comparisons with required sections: Req'd Section Modulus: 44.38 in3 Area (Shear): 25.12 in2 Moment of Inertia (deflection): 163.31 in4 Moment: 10208 ft-Ib Shear: 5104 Ib Adiusted Controlled by: Fb' = 2760 psi Fv' = 305 psi E' = 1800 ksi E min' = 930 ksi Fc -1-' = 650 psi Provided 64.31 in3 36.75 in2 337.64 in4 14792 ft-Ib 7466 Ib —.-.�.� page * --�-� �'�Phil Martonik � • �Reality Homes / •� 1308 Ale�nder Ave East of �"'"."�`."�. , Fife, WA 98424 's.:�` .' .� StruCalc Version 9.0.1.7 3/21/2016 2:35:37 PM Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 1.3 ft FLOOR LOADING Side 1 Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width FTW = 0 ft Wall Load WALL = 80 plf Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = Side 2 25 psf 15 psf 17 ft Side 2 40 psf 15 psf 8 ft 458 290 320 120 8 778 498 1276 1276 plf plf plf plf plf plf plf plf plf roject: Beam Calcs - 3268 Pinehurst Location: Header #06 - H6 � Combination Roof And Floor Beam [2012 International Residential Code(2012 NDS)] 3.51Nx9.01Nx6.OFT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 67.3% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.06 IN L/1214 Dead Load 0.04 in Total Load 0.10 IN U741 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2335 Ib 2335 Ib Dead Load 1490 Ib 1490 Ib Total Load 3825 Ib 3825 Ib Bearing Length 1.68 in 1.68 in Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 6 ft 0 ft 4 :12 1.00 1.15 0 0 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E min = 930 ksi E min' = 930 ksi Comp. -L to Grain: Fc - �- = 650 psi Fc -1' = 650 psi Controlling Moment: 5737 ft-Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -3825 Ib Atsupport. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 24.94 in3 47.25 in3 Area (Shear): 18.83 in2 31.5 in2 Moment of Inertia (deflection): 68.83 in4 212.63 in4 Moment: 5737 ft-Ib 10868 ft-Ib Shear: -38251b 64001b page ��` �--s�Phil Martonik `� Reality Homes / �• 1308 Alexander Ave East of --�+ Fife, WA 98424 �. �,�: StruCalc Version 9.0.1.7 3/21/2016 2:36:31 PM Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 1.3 ft FLOOR LOADING Side 1 Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width FTW = 0 ft Wall Load WALL = 80 plf Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = Side 2 25 psf 15 psf 17 ft Side 2 40 psf 15 psf 8 ft 458 290 320 120 7 778 497 1275 1275 pif plf plf plf plf plf plf plf Project: Beam Calcs - 3268 Pinehurst Location: Header #07 - H7 Multi-Loaded Multi-Span Beam [2012 International Residential Code(2012 NDS)] 5.51Nx15.01Nx10.OFT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 33.1% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.05 IN U2293 Dead Load 0.07 in Total Load 0.12 IN U979 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 3216 Ib 3533 Ib Dead Load 3798 Ib 7420 Ib Total Load 7014 Ib 10953 Ib Bearing Length 1.96 in 3.06 in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor CamberAdj. Factor Camber Required Notch Depth 10 ft 0 ft 10 ft 1.00 0 0 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb cmpr = 1850 psi Cd=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E min = 930 ksi Comp.1 to Grain: Fc -1= 650 psi Adfusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi E min' = 930 ksi Fc -1' = 650 psi Controlling Moment: 18635 ft-Ib 5.3 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -10953 Ib At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 93.18 in3 206.25 in3 Area (Shear): 62 in2 82.5 in2 Moment of Inertia (deflection): 379.23 in4 1546.88 in4 Moment: 18635 ft-Ib 41250 ft-Ib Shear: -109531b 145751b page � �Phil Martonik Reality Homes / 1308 Alexander Ave East of � ��".'.." � Fife, WA 98424 � _, StruCalc Version 9.0.1.7 3/21/2016 3:08:19 PM TR1 TR2 W I UNIFORM LOADS Center Uniform Live Load 320 plf Uniform Dead Load 331 plf Beam Self Weight 18 plf Total Uniform Load 669 plf POINT LOADS - CENTER SPAN Load Number One Live Load 0 Ib Dead Load 4240 Ib Location 9.08 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 320 plf 699 plf Left Dead Load 331 plf 526 plf Right Live Load 320 plf 699 plf Right Dead Load 331 plf 526 plf Load Start 0 ft 9.08 ft Load End 9.08 ft 10 ft Load Length 9.08 ft 0.92 ft roject: Beam Calcs - 3268 Pinehurst Location: Header #08 - H8 Combination Roof And Floor Beam [2012 International Residential Code(2012 NDS)] 3.51Nx7.51Nx4.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 714.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN U7381 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 180 Ib 180 Ib Dead Load 265 Ib 265 Ib Total Load 445 Ib 445 Ib Bearing Length 0.20 in 0.20 in Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 4 ft 0 ft 4 :12 1.00 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp.1to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.30 Fv = 180 psi Cd=1.15 E = 1600 ksi E min = 580 ksi Fc -1= 625 psi Controlling Moment: 445 ft-Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 445 Ib At support. Created by combining all dead and live loads. Adiusted Fb' = 1346 psi Fv' = 207 psi E' = 1600 ksi E min' = 580 ksi Fc -1' = 625 psi Comparisons with required sections: Rea'd Provided Section Modulus: 3.97 in3 32.81 in3 Area (Shear): 3.22 in2 26.25 in2 Moment of Inertia (deflection): 4 in4 123.05 in4 Moment: 445 ft-Ib 3679 ft-Ib Shear: 4451b 36231b 7 page -- ,��---•`^-.� ! Phil Martonik Reality Homes / � 1308 Ale�nder Ave East of �„�;:.L� �` �Fife, WA 98424 StruCalc Version 9.0.1.7 3/21/2016 3:09:06 PM Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 1 ft FLOOR LOADING Floor Live Load Floor FLL = Dead Load Floor FDL = Tributary Width FTW = Wall Load WALL = Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Side 2 25 psf 15 psf 1 ft Side 1 Side 2 40 psf 40 psf 15 psf 15 psf 0 ft 1 ft 80 plf wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = 50 32 40 15 6 90 132 222 222 plf plf plf plf plf plf plf plf plf Project: Beam Calcs - 3268 Pinehurst Location: Header #9 - H9 Roof Beam [2012 International Residential Code(2012 NDS) 5.51Nx7.51Nx5.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 1209.5% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/MAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 125 Ib 125 Ib Dead Load 101 Ib 101 Ib Total Load 226 Ib 226 Ib Bearing Length 0.07 in 0.07 in Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1 to Grain: Base Values Fb = 750 psi Cd=1.15 CF=1.00 Fv = 170 psi Cd=1.15 E = 1300 ksi E min = 470 ksi Fc -1= 625 psi Controlling Moment: 283 ft-Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -226 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Section Modulus: 3.94 in3 Area (Shear): 1.74 in2 Moment of Inertia (deflection): 2.94 in4 Moment: 283 ft-Ib Shear: -226 Ib Adiusted Fb' = 863 psi Fv' = 196 psi E' = 1300 ksi E min' = 470 ksi Fc -1' = 625 psi Provided 51.56 in3 41.25 in2 193.36 in4 3706 ft-Ib 5376 Ib page � � Phil Martonik ��- ��Reality Homes / 1308 Ale�nder Ave East of �:�`�� y.Fife, WA98424 StruCalc Version 9.0.1.7 3/21/2016 3:09:44 PM ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 1 ft 25 psf 15 psf 1 ft n Wall Load: WALL = 0 plf SLOPEIPITCH ADJUSTED LENGTHS AND LO, Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 41 plf Total Uniform Load: wT = 91 olf Project: Beam Calcs - 3268 Pinehurst Location: Header #10 - H10 Roof Beam [2012 International Residential Code(2012 NDS) 5.51Nx11.251Nx16.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 219.9% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.09 IN L/2210 Dead Load 0.08 in Total Load 0.17 IN U1163 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 400 Ib 400 Ib Dead Load 360 Ib 360 Ib Total Load 760 Ib 760 Ib Bearing Length 0.22 in 0.22 in BEAM DATA Span Length Unbraced 16 ft Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp.1 to Grain: Base Values Fb = 875 psi Cd=1.15 CF=1.00 Fv = 170 psi Cd=1.15 E = 1300 ksi E min = 470 ksi Fc - �- = 625 psi Controlling Moment: 3041 ft-Ib 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -760 Ib At support. Created by combining all dead and live loads. Adiusted Fb' = 1006 psi Fv' = 196 psi E' = 1300 ksi E min' = 470 ksi Fc -1' = 625 psi Comparisons with required sections: Req'd Provided Section Modulus: 36.27 in3 116.02 in3 Area (Shear): 5.83 in2 61.88 in2 Moment of Inertia (deflection): 101.04 in4 652.59 in4 Moment: 3041 ft-Ib 9728 ft-Ib Shear: -7601b 80641b page � �Phil Martonik ��Reality Homes / ` 1308 Ale�nder Ave East �,.: . of ��'�� Fife, WA 98424 StruCalc Version 9.0.1.7 3/21/2016 3:11:26 PM 16ft ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load Total Uniform Load: Ladj = 16 ft BSW = 13 plf wL = 50 plf wD_adj = 45 plf wT = 95 pif Project: Beam Calcs - 3268 Pinehurst Location: Header#11 - H11 � Roof Beam [2012 International Residential Code(2012 NDS) 5.51Nx11.251Nx8.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 1179.6% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.01 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/9300 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 Live Load 200 Ib 200 Ib Dead Load 180 Ib 180 Ib Total Load 380 Ib 380 Ib Bearing Length 0.11 in 0.11 in Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -L to Grain: Base Values Fb = 875 psi Cd=1.15 CF=1.00 Fv = 170 psi Cd=1.15 E = 1300 ksi E min = 470 ksi Fc - �- = 625 psi Controlling Moment: 760 ft-Ib 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -380 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Section Modulus: 9.07 in3 Area (Shear): 2.92 in2 Moment of Inertia (deflection): 12.63 in4 Moment: 760 ft-Ib Shear: -380 Ib Adiusted Fb' = 1006 psi Fv' = 196 psi E' = 1300 ksi E min' = 470 ksi Fc -1' = 625 psi Provided 116.02 in3 61.88 in2 652.59 in4 9728 ft-Ib 8064 Ib � page �.�^+^� �Phil Martonik f Reality Homes / ,[�� 1308 Alexander Ave East or '"': "u ....'�„ Fife, WA 98424 StruCalc Version 9.0.1.7 3/21/2016 3:11:40 PM Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 1 ft 25 psf 15 psf 1 ft Wall Load: WALL = 0 Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 13 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 45 plf Total Uniform Load: wT = 95 plf Project: Beam Calcs - 3268 Pinehurst Location: Header #12 - H12 Roof Beam [2012 International Building Code(2012 NDS)] 3.51Nx7.251Nx4.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 1634.6% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 117 Ib 117 Ib Dead Load 81 Ib 81 Ib Total Load 198 Ib 198 Ib Bearing Length 0.09 in 0.09 in Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Bending Stress: Fb = 900 psi Cd=1.15 CF=1.30 Shear Stress: Fv = 180 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi Com p. 1 to Grain: Fc -1= 625 psi Controlling Moment: 198 ft-Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 198 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Section Modulus: 1.77 in3 Area (Shear): 1.44 in2 Moment of Inertia (deflection): 1.34 in4 Moment: 198 ft-Ib Shear: 198 Ib Adiusted Fb' = 1346 psi Fv' = 207 psi E' = 1600 ksi Fc - �-' = 625 psi Provided 30.66 in3 25.38 in2 111.15 in4 3438 ft-Ib 3502 Ib _.r-�,..� page �—� � �Phil Martonik ��Realiry Homes / . 1308 Alexander Ave East of � �. Fife, WA 98424 StruCalc Version 9.0.1.7 3/21/2016 3:13:20 PM LOADING DIAGRAM ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 1.3 ft 25 psf 15 psf 1 ft ft Wall Load: WALL = 0 plf SLOPEIPITCH ADJUSTED LENGTHS AND LO, Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW = 6 pif Beam Uniform Live Load: wL = 59 plf Beam Uniform Dead Load: wD_adj = 41 plf Total Uniform Load: wT = 99 alf ?roject: Beam Calcs - 3268 Pinehurst Location: Beam #1 - 61 Roof Beam [2012 International Building Code(2012 NDS)] 3.51Nx9.251Nx10.OFT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 58.6% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.10 IN U1243 Dead Load 0.06 in Total Load 0.16 IN L/756 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 793 Ib 793 Ib Dead Load 511 Ib 511 Ib Total Load 1303 Ib 1303 Ib Bearing Length 0.60 in 0.60 in BEAM DATA Span Length Unbraced 10 ft Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 1242 psi Cd=1.15 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E' = 1600 ksi Com p. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 3258 ft-Ib 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1303 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 31.48 in3 49.91 in3 Area (Shear): 9.44 in2 32.38 in2 Moment of Inertia (deflection): 54.97 in4 230.84 in4 Moment: 3258 ft-Ib 5166 ft-Ib Shear: 13031b 44681b �� page Phil Martonik � Reality Homes / �: �-: 1308 Alexander Ave East of �-� Fife, WA 98424 StruCalc Version 9.0.1.7 3/21/2016 3:15:52 PM LOADING DIAGRAM Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: LL = 25 psf DL = 15 psf TW = 1.3 ft LL = 25 psf DL = 15 psf TW = 5 ft Wall Load: WALL = 0 E P H JU ED N Adjusted Beam Length: Ladj = 10 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 159 plf Beam Uniform Dead Load: wD_adj = 102 plf Total Uniform Load: wT = 261 plf Project: Beam Calcs - 3268 Pinehurst Location: Beam #2 - 62 Uniformly Loaded Floor Beam [2012 International Residential Code(2012 NDS) 5.51Nx12.01Nx12.5FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 118.3% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.17 IN L/885 Dead Load 0.07 in Total Load 0.24 IN L/629 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2750 Ib 2750 Ib Dead Load 1121 Ib 1121 Ib Total Load 3871 Ib 3871 Ib Bearing Length 1.08 in 1.08 in BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.07 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb cmpr = 1850 psi cd=�.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp. 1 to Grain: Fc -1= 650 psi Controlling Moment: 12096 ft-Ib 6.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 3871 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Section Modulus: 60.48 in3 Area (Shear): 21.91 in2 Moment of Inertia (deflection): 322.21 in4 Moment: 12096 ft-Ib Shear: 3871 Ib AdJusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi E_min' = 930 ksi Fc -1' = 650 psi Provided 132 in3 66 in2 792 in4 26400 ft-Ib 11660 Ib � page �� Phil Martonik Reality Homes / � � � 1308 Alexander Ave East of �`.�'"�"�,`.`.`..• � Fife, WA 98424 _,�'�.�-- _. StruCalc Version 9.0.1.7 3/21/2016 3:17:32 PM Floor Live Load Floor FLL = Dead Load Floor FDL = Tributary Width FTW = Wall Load WALL = Side 1 40 psf 15 psf 7 ft BEAM LOADING Beam Total Live Load: wL = 440 plf Beam Total Dead Load: wD = 165 plf tseam 5eit weight: tt5w = � 4 pit Total Ma�mum Load: wT = 619 plf Side 2 40 psf 15 psf 4 ft �Project: Beam Calcs - 3268 Pinehurst �Location: Beam #3 - B3 Uniformly Loaded Floor Beam [2012 International Residential Code(2012 NDS) 5.51Nx12.01Nx15.75FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 42.3% Controlling Factor: Deflection DEFLECTIONS enter Live Load 0.37 IN U512 Dead Load 0.15 in Total Load 0.52 IN L/363 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2993 Ib 2993 Ib Dead Load 1235 Ib 1235 Ib Total Load 4227 Ib 4227 Ib Bearing Length 1.18 in 1.18 in Span Length Unbraced Length-Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth 15.75 0 1.00 1 0.15 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Com p. 1 to Grain: Fc --�- = 650 psi Controlling Moment: 16645 ft-Ib 7.875 ft from left support Created by combining all dead and live loads. Controlling Shear: -4227 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Section Modulus: 83.23 in3 Area (Shear): 23.93 in2 Moment of Inertia (deflection): 556.66 in4 Moment: 16645 ft-Ib Shear: -4227 Ib Adiusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi E_min' = 930 ksi Fc -1' = 650 psi Provided 132 in3 66 in2 792 in4 26400 ft-Ib 11660 Ib - _.�� page �..�-�� .Phil Martonik �'.�Reality Homes / 1308 Alexander Ave East of � - -+;Fife, WA 98424 StruCalc Version 9.0.1.7 3/21/2016 3:18:39 PM LOADING DIAGRAM 75 ft — Side 1 Floor Live Load Floor FLL = 40 psf Dead Load Floor FDL = 15 psf Tributary Width FTW = 4 ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: wL = 380 plf Beam Total Dead Load: wD = 143 plf tseam 5eit weight: ts5w = �4 pit Total Maximum Load: wT = 537 plf Side 2 40 psf 15 psf 5.5 ft �Project: Beam Calcs - 3268 Pinehurst �Location: Beam #4 - B4 Uniformly Loaded Floor Beam [2012 International Residential Code(2012 NDS) 5.51Nx12.01Nx18.5FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 108.5% Controlling Factor: Deflection DEFLECTIONS enter Live Load 0.30 IN L/751 Dead Load 0.14 in Total Load 0.43 IN U513 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1480 Ib 1480 Ib Dead Load 687 Ib 687 Ib Total Load 2167 Ib 2167 Ib Bearing Length 0.61 in 0.61 in BEAM DATA Center Span Length 18.5 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 CamberAdj. Factor 1 Camber Required 0.14 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp.1 to Grain: Fc -1= 650 psi Controlling Moment: 10024 ft-Ib 9.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -2167 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Section Modulus: 50.12 in3 Area (Shear): 12.27 in2 Moment of Inertia (deflection): 379.84 in4 Moment: 10024 ft-Ib Shear: -2167 Ib Adiusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi E_min' = 930 ksi Fc -1' = 650 psi Provided 132 in3 66 in2 792 in4 26400 ft-Ib 11660 Ib page �� Phil Martonik ��Reality Homes / . 1308 Alexander Ave East of ��;#`�'�.' - "`�' Fife, WA 98424 StruCalc Version 9.0.1.7 Floor Live Load Floor FLL = Dead Load Floor FDL = Tributary Width FTW = Wall Load WALL = � s.s n Side 1 40 psf 15 psf 0 ft 3/21l2016 3:19:19 PM BEAM LOADING Beam Total Live Load: wL = 160 plf Beam Total Dead Load: wD = 60 plf tieam �eli weight: tf5w = 14 plt Total Mapmum Load: wT = 234 plf Side 2 40 psf 15 psf 4 ft `?roject: Beam Calcs - 3268 Pinehurst �Location: Beam #5 - 65 Uniformly Loaded Floor Beam [2012 International Residential Code(2012 NDS) 5.1251Nx12.01Nx11.OFT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 597.1 % Controlling Factor: Moment DEFLECTIONS enter Live Load 0.04 IN U3327 Dead Load 0.02 in Total Load 0.06 IN L/2282 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 880 Ib 880 Ib Dead Load 403 Ib 403 Ib Total Load 1283 Ib 1283 Ib Bearing Length 0.39 in 0.39 in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth 11 ft 0 ft 1.00 1 0.02 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb cmpr = 1850 psi Cd=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp.1 to Grain: Fc -1= 650 psi Controlling Moment: 3529 ft-Ib 5.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1283 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Section Modulus: 17.65 in3 Area (Shear): 7.26 in2 Moment of Inertia (deflection): 79.85 in4 Moment: 3529 ft-Ib Shear: -1283 Ib Adiusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi E_min' = 930 ksi Fc -1-' = 650 psi Provided 123 in3 61.5 in2 738 in4 24600 ft-Ib 10865 Ib page ��Phil Martonik � ` � � Reality Homes / � "' 1308 Ale�nder Ave East of `...-"_"��.. �, Fife, WA 98424 n,� �,�' Y _ StruCalc Version 9.0.1.7 3/21/2016 3:20:09 PM �n Side 1 Floor Live Load Floor FLL = 40 psf Dead Load Floor FDL = 15 psf Tributary Width FTW = 0 ft Wall Load WALL = BEAM LOADING Beam Total Live Load: wL = 160 plf Beam Total Dead Load: wD = 60 plf tseam 5eit weignt: ts5w = �s pit Total Mawmum Load: wT = 233 plf Side 2 40 psf 15 psf 4 ft roject: Beam Calcs - 3268 Pinehurst ocation: Beam #6 - 66 Combination Roof And Floor Beam [2012 International Building Code(2012 NDS)] 3.51Nx9.01Nx7.25FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 25.6% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.14 IN L/639 Dead Load 0.08 in Total Load 0.21 IN U407 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3040 Ib 3040 Ib Dead Load 1732 Ib 1732 Ib Total Load 4772 Ib 4772 Ib Bearing Length 2.10 in 2.10 in Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 7.25 ft 0 ft 4 :12 1.00 1.15 1 0.08 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb cmpr = 1850 psi Cd=1.15 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi Comp. 1 to Grain: Fc -1= 650 psi Controlling Moment: 8649 ft-Ib 3.625 ft from left support Created by combining all dead and live loads. Controlling Shear: 4772 Ib At support. Created by combining all dead and live loads. Adiusted Controlled by: Fb' = 2760 psi Fv' = 305 psi E' = 1800 ksi Fc - �-' = 650 psi Comparisons with required sections: Rep'd Provided Section Modulus: 37.61 in3 47.25 in3 Area (Shear): 23.49 in2 31.5 in2 Moment of Inertia (deflection): 125.4 in4 212.63 in4 Moment: 8649 ft-Ib 10868 ft-Ib Shear: 47721b 64001b page ;� t�Phil Martonik �� Reality Homes 1308 Alexander Ave East / ��, of �� -' y Fife, WA 98424 StruCalc Version 9.0.1.7 Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 6 ft FLOOR LOADING Side 1 Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width FTW = 0 ft Wall Load WALL = Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: 3/21/2016 3:22:21 PM wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = Side 2 25 psf 15 psf 18.3 ft Side 2 40 psf 15 psf 5.8 ft 609 385 230 86 7 839 478 1316 1316 plf plf plf plf plf plf plf plf u t 2012 IBC LATERAL ENGINEERING FOR: REALITY HOMES, INC. PLAN: MUSTEA RESIDENCE SITE CRITERIA DESIGN yy�Np �Np (IBC)SEISMIC SRESOIL RISK ROOF SNOW SPEED p(POSURE DESIGN CLASS. CATEGORY LOAD (MPFQ CA7EGORY 25 PSF 110 MPH B D D II SLOPE SPECWLSfTE GEOiECH SEISMIC SEISMIC APPROI(. PER CONDRIONS REPORT PER SPECTRAL SPECTRAL ELEVATION OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss <15% NONE NONE 0.555g L484g 310 FT � iF\fl�r�ZD FO� k �� CQi�%,�LiAi�!CE ��'�'��. �,�C:,� " AUG o 5 2016 � � � s�: ; . PARCEL: #0041000547 � Cit�� OY �i 1��Z1i+Jt�� TUKWILA, WA 98188 ' � ��.#lLDIi��G D�ViSIOi� TRUSS MANUFACTURER OP-�- — �-------,.�� DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING � � ;� John Flod�e, PE 26�5JahnAve. NLW. Suihe Ef C�ig Flarbor,WA 98335 PFwr�x (253) 857 7056 Fax (253)857-7599 PROJECT NUMBER 160158 DATE 03.10.16 ��I ��! I�� '�' �� . !� �� I�I I�! I/I I� ;� I�' I� I� I�I I�I I�' I� I� i� I�' '� i CITY OF TUKWILA MAY 0 4 2016 PERMI'C C�NTER ORIGINAL STAMP MUST BE RED TO 8E VALID�,• THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY � O � �..��i9N"�� `:�i��?�'�f�(��7 Q'�"�i.Y 0o rat nccerr roR �aT u+�eee er, oRwrt+a. �c ee� DO NOT ACCEPT COPY 1 of 24 V TABLE OF CONTENTS Projectand Site Information ........................................................................................................... - Engineering Methods Explanation (2012 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) - Wind Speed Determination - Applied Technology Council - Seismic' Spectral Response - USGS Design Maps Summary Report - Satellite Image of Building Site and Surrounding Area - Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psfl LateralAnalysis ................................................................................................................................ - Project Lateral Information - Design Settings and Site Information - Woodworks� SheanNall Lateral Analysis - Layout and Uplift by Floor - Design Summary - Shear Wall Design and Hold Downs - Shear Results for Wind - Critical Response Summary - Shear Results for Seismic - Critical Response Summary - Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) - Plan Specific Lateral Items Gravity Load Analysis (Provided by Designer) ............................................................................. - Toe Nail - Rim to Top Plate Connection - Toe Nail - Joist to Top Plate Connection - Typical Top Plate Splice Calculation Foundation (Provided by Designer) ............................................................................................... ' 2012 International Building Code (IBC) 2 of 24 X Hodge engmeenng mc. 2012 IBC Lateral Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral enqineerinq calculations (not gravity load engineering). Hodge Engineering was not contracted for gravity load engineering for this project. Where gravity load engineering (foundation, beam, post, etc.) has been or is to be completed by others Hodge Engineering has recommended that the engineering be completed by an experienced licensed engineer. Hodge Engineering has not reviewed any gravity load engineering provided by others. The enclosed engineering calculations document the lateral analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the Plans Examiner that the lateral engineering was completed following the 2012 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-10, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. The structural elements are wall and floor sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 10 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the Nationa! Design Specification (NDS) for Wood Construction, the Allowable Sfress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-10 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-10 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-10 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity toad engineering has been or is to be completed by others. Hodge Engineering has not been asked to review the gravity load engineering. Gravity loads from snow, structure, occupants, etc. meeting the load tables of the 2012 IBC must be traced through the structure. Load supporting members should be numbered and calculations provided to the Plans Examiner for review. 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G.� ,.LI.iQiJ 1�� .�'�' . � x ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources 5ponsors About ATC Contact Search Results Query Date: Wed Mar 09 2016 Latitude: 47.4681 Longitude: -122.2850 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category i: 100 Risk Category II: 110 Risk Category IIIaV: 115 MRI** 10 Year: 72 MRI** 25-Year: 79 MRI*" 50-Year: 85 MRI`* 100-Year: 91 ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) 'Miles per Frour ^Mean Recurcence Interval Users should consutl wRh bcal build'ng officWls to determine if there are cortxnunity-specific wind speed requkements that govern. � Print your results � �. ,.- a Don Anqeles , , 9•"' � to� . �y�m `' ;. : N `i� � !'� °�y �t,mmvc � �: wi(edrtd E Mntµrmr�R++rG � . . �t'� �` !`�r • l c;�,�r¢.- �.. No'Mnar i orcs: n , AE7me lontesano . '}Google r . . � �� .S'�8 �` :� � � lol /� :�*=�f ! �!- t •,' ' � <' � acome �,� � i; t -r. �,.:.: , � 1i''� '��' � � r - � � ) . t� „ � cenua�ia c � - � ' - National ForCSY ' Okenc � O Nt �� "1,�,�51KKiWklwt . • �A�ss �y� ` � ft�zot+. `� �rCie . Mt Aeinitr • . Netionaf Perk ;:: t.. o_ t � Fandise JMap�,R�Po!Le�r,ffepertM- WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be coRect, ATC and its sponsors and contributors assume no responsibiliry or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund • Aoolled Technoloav Council • 201 Redwood Shores Parkway, Sulte 240 • Redwood City, Callfomla 94065 •(650) 595-1542 5 of 24 n � �� Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 Internationai Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.46812°N, 122.28499°W Site Soil Classification Site Class D-"Stiff Soil" Risk Category I/II/III ;TT��h�$f � . --�� ' �"� ��£+Mv __ _i,•.,., _ t 9�, - __�__ � � �15� K�!h"ir �' : f�t?l,�y�; � ` -- '� �r 1 �' f,'�� .�.� � � [ssac�uah ,� � _ '' R�1►'Tt7N } , � � � � ` ', `�� , 4!`i1�'� q.. ' '" ��`�,4i4P�.R;� �; �, �� Buri�en� t° �` �° ��r�tb� � � � �t .- j Vashor� ,�,. ; ` � S�n��,� �� ° i�:L�G�� rti� : �, ,��.��a� � �r��' "' �apl� Valtey __ � : C)es fti�l�+ine� ' ,,? �,,�_. �.. � � �� - -_ _ -___ _. . _ __� -- --- ----- -- --_ .� _ �. � USGS-Provided Output SS = 1.484 g SMS = 1.484 g SpS = 0.989 g S1 = 0.555 g SM1 = 0.833 g Spl = 0.555 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE� Respon�e Spectrum 1.65 1.50 1.35 1.20 1.D5 � 0.91D w � 0.75 0.59 0.45 0.30 0.15 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.�0 1.60 1.BQ 2.00 Period, T (sec) Design Respvnse Spectrum i.io 1.00 __ _-- 0.90 0.80 G.TD .... O� 0.60 v y 0.50 0.40 0.30 D.20 0.10 6.00 O.OD 0.20 0.�0 0.60 D.80 1.00 1.20 1.40 1.60 1.80 �i.00 Period, T �sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 6 of 24 � r �II��re en ineer�n �+ inc. 9 g Snow Loadin� Calculation Site: Parcel: # 0041000547, Tukwila, WA 98188 Plan: Mustea Residence Job: 160158 Three resources for determining snow load: - Snow Load Analysis for Washington; 2"d Edition by the Structural Engineers Association of Washington (SEAW). "This edition provides a large color map for each half of the state, with normalized ground snow load isolines and elevation contours to help readily determine the ground snow load anywhere in the state". - WABO/SEAW White Paper #8 "Guidelines for Determining Snow Loads in Washington State" available on www.seaw.or�/publications - ASCE 7-10 Chapter 7 Snow Loads Ground Snow Load pp: (ASCE 7-10 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Elevation = 310 ft. Ground snow load = NGSL x elevation = 0.050 * 310 = 15.50 psf = pg SEAW Snow Load Analysis for Washington Appendix A= XXX psf (Tukwila not Listed) Roof Snow Load pr: ASCE 7-10 7.3 Flat roof snow load pr = 0.7CeCtlpg ASCE 7-10 7.3.1 Ce is the exposure factor = 1.2 for partially exposed structure (table 7.2) ASCE 7-10 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3) ASCE 7-10 7.3.3 I is the importance factor = 1.0 for residences ASCE 7-10 7.4 Sloped roof snow loads - no roof slope reduction Cs taken ASCE 7-10 7.6 Trussed roof or slope exceeding 7:12 — no unbalanced snow loading pt = 0.7CeCt�pg =0.7 *1.2*1.1*1.0*15.SOpsf=14.32psf , - . � Use minimum roof snow load 25 psf. "Snow load to be approved by the authority having jur.isdiction �ASCE�7�0 7.2 �� .�. � i� I�odge Ei�gineering; Inc. John E. lI.odge P. E. ��'�� -. '-_ ��615 Jahn r�ve NV�r Ste. 1;�, Gig 1 larbo.r, \�':� 0��4'�35 �?53) s57-7Q55 1'�a �''S3) �5%-7599 . r � WoodWorksO Shearwalis SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks� Shearwalis 10.42 Level 1 of 2 Mar. 10, 2016 09:53:40 55' � WIND DE51GN 5FiERR LINE LOADS AND OVERTURNING YALUES 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' ��1 0'--- Factci�'ed shearlin�0brce (Ibs) 15' ti.i�20Unfactored�iplied shea$QSad (plfl 35' 40' 45' 50' ► Factored holddown force (Ibs) �� Unfactored dead load (plf,lbs) • C Compression force exists �—� Unfactored uplift wind load (plf,lbs) ■ Vertical element required --�� Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Forces: 0.6W + O.6D. Orange = Selected wall(s) 8 of 24 � WoodWorksO Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks� Shearwalls 10.42 Mar. 10, 2016 09:53:40 Level 2 of 2 55' n 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' —0' _ _. _ . .,,.., ......,.... _. ._. .. _ LINE LOADS AND OYERTURNING YALUE5 0'--- Factc�i'ed shearlin�Qbrce (Ibs) 15' ti�.�20()nfactored�plied shea$7�ad (plfl 35' 40' 45' 50' ► Factored holddown force (Ibs) �-� Unfactored dead load (plf,lbs) • C Compression force exists «O Unfactored uplift wind load (plf,lbs) ■ Vertical element required --{� Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Forces: O.6W + 0.6D. Orange = Selected wall(s) 9 of 24 4 . � WoodWorksO Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks� Shearwalls 10.42 Mar. 10, 2016 09:53:40 Level 1 of 2 55' 0�,� �°j,�h � _� 1— �� ---- � � –�-----...._._...�� o_ 3932 `So_ '�,D �S' E-� pu', Fd� `S�'r �n 50' 45' 40' '35' 30' 20' -9-5' 10' 5, �my 5EI5MIG DE516N 5hlEAR LINE LOADS AND _ _ ._ _ _ _ . --- OVERTURNING VALUES - _ _ ._ .. ____. _ _ _ _ __ _ _ __ - _ ___5� 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' --� Factored shearline force (Ibs) �� Unfactored applied shear load (pl� ► Factored holddown force (Ibs) �--� Unfactored dead load (plf,ibs) • C Compression force exists ---{� Applied point load or discontinuous shearline force (Ibs) ■ Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.6D; E= pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.99. Orange = Selected wall(s) 10 of 24 � WoodWorksO Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks� Sheanvalls 10.42 Mar. 10, 2016 09:53:40 Level 2 of 2 55' _n, ��` SEISMIG DE516N SHEAR LINE LORDS AND OVERTURNING VAWES 0'-- Factc�i'ed shearlin@0brce (Ibs) 15' �20(�nfactored%�plied shea3QSad (pl� 35' 40' ► Factored holddown force (Ibs) ��1 Unfactored dead load (plf,lbs) • C Compression force exists �--{� Applied point load or discontinuous shearline force (Ibs) ■ Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.6D; E= pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.99. 45' 50' 50' 45' -40" �`35' � 30' 25' 20' � ' 15' 10' 5' _..._9, Orange = Selected wall(s) 11 of 24 WoodWorksO Shearwails SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks� Shearwalls 10.42 Project Information Mar. 10, 2016 09:57:03 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 wind 1.00 Wind Service Conditions and Load Duration Max Shearwail Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19`s 10� 6.00 5.00 Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - ' Ignore non-wood-panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Appliea loaas when comb�d w/ wood panels Always Dragst�uts Applied loads Shearwall Relative Rigidity: wail capacity Design Shearwall ForcelLength: sased on wail rigidity/length SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.6 Equivalent Lateral Force Procedure Design Wind Speed liomph Risk Category category �z - A11 others Exposure Exposure a Structure Type Regular Enclosure Partly Enclosed Building System searing wall Min Wind Loads: Walis i6 pst Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1: o.55sg SS: 1.484g - - - Fundamental Period E-W N-S Site Location: - T Used 0. 166s 0. 166s Elev: 310ft Avg Air density: 0. 0758 lb/cu ft Approximate Ta 0. 166s 0. 166s Rigid building - Static analysis Maximum T 0.233s 0.233s Case 2 E-W loads N-S loads Response Factor R 6. 50 6. so Eccentricity (%) 15 is Fa: 1. oo Fv: i. so Loaded at �sg 12 of 24 r i WoodWorksO Shearwalls STORY INFORMATION Story Elev ft Ceiling 19 . 67 Level 2 11. 6 � Levef1 2.s3 Foundation 2 . o0 QI Af`I( �n'1 DAAC IIJGAAMATIAIJ Floor/Ceiling Depth (in] o.o io.o io.o LATERAL ANALYSIS.wsw Mar.10, 2016 09:57:03 Structural Data Hold-down Wail Length subject to Bolt Hei ht ft shrinka e in len th in 8.00 13.8 14.5 8.00 13.8 14.5 ��.........'��. .... _.""" '_" Block Roof Panels Dimensions ft Face T e Slo e Overhan ft BIoCk1 2 Story E-W Ridge Location X,Y = o. o0 16 . so North side 22 . 5 1. o0 Extent X,Y = 49 . 75 35.50 SOUth Side 22 .6 1. 00 Ridge Y Location, Offset 34 . 25 0. oo East Gable 9 0. o i. o0 Rid e Elevation, Hei ht 2� . 0 5 �. a o West Gable 90 . o i. o0 BIOCk 2 2 Story N-S Ridge LOC8tI0f1 X,Y = 0. 00 14 .50 N01th Joined 157 .4 1. 00 Extent X,Y = 11 . 00 2.00 SOUth Gable 90 .0 1. 00 Ridge X Location, Offset s. so o. oo East side 22 . 6 i. o0 Rid e Elevation, Hei ht 21 .96 2.29 West side 22 .5 1. o0 Block 3 2 Story N-S Ridge Location X,Y = 20 . 50 14 .00 NOIth Joined 157.4 1. 00 EX�ef1t X,Y = 29 .25 2.50 SOUth Gable 90.0 1. 00 Ridge X Location, Offset 35 . 12 0. oo East side 2z . 5 i. o0 Rid e Elevation, Hei ht 25.76 6.09 West side z2.5 i. o0 BIOCk 4 1 Story N-S Ridge Location X,Y = 20.50 2.50 North Joined 90.0 1.00 EMentX,Y = 29.25 11.50 SOuth Gable 90.0 1.00 RidgeXLocation,Offset 35.12 0.0o East side 22.5 i.00 Rid e Elevation, Hei ht i�.�5 6.09 West side 22.6 i.00 BloCk 5 1 Story N-S Ridge LoCati0tl X,Y = 40. 00 -0 .50 Nolth Joined 90 . 0 1. 00 Extent X,Y = 9.75 3. 00 SOuth Gable 90 . 0 1. 00 Ridge X Location, Offset 44 . 88 0. oo East side 2z . 5 i. o0 Rid eElevation,Hei ht 13.�0 2.03 West side 22.6 i.00 BIoCk 6 1 Story E-w Ridge LocationX,Y= i2.00 10.5o North side 90.o i.00 ExtentX,Y= �.so 6.0o South side z2.5 i.00 Ridge Y Location, Offset i6 . so 3. oo East cable 90 . o i. o0 Rid eElevation,Hei ht 14.1� 2.5o West cable 90.o i.00 BIOCk 7 1 Story E-W Ridge LocationX,Y= o.00 io.so North side 90.o i.00 ExtentX,Y= i2.00 a.00 South siae 22.6 i.00 Ridge Y Location, Offset 13 .50 i. so East Joined 90 . o i. o0 Rid e Elevation, Hei ht i2.92 i.25 West cable 90 . 0 1. o0 BIOCk 8 1 Story N-S Ridge Location X,Y = o. o0 4. oo North Joined 161 . 5 1. 00 EXtent X,Y = 12 . 00 6. 50 South Gable 90 . 0 1. 00 Ridge X Location, Offset 6. o0 0. oo East side 22 . 6 i. o0 Rid eElevation,Hei ht i4.i� 2.5o West side 22.6 i.00 13 of 24 WoodWorksO Shearwalls SHEATHING MATERIALS by WALL GROUP Grp Surt Material Ratng 1 Ext Struct Sh OSB 24/16 2 Ext Struct Sh OSB 24/16 3 Ext Struct Sh OSB 24/16 Thick GU Ply in in 7/16 7/16 LATERAL ANALYSIS.wsw Mar.10, 2016 09:57:03 Fasteners Apply Or Gvtv Size Type Df Eg Fd Bk Notes Ibs/in in in Vert 83500 8d Nail N 2 12 Y 1,2,3 Vert 83500 8d Nail N 6 12 Y 1,3 Vert 83500 8d Nail N 4 12 Y 1,2,3 Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall RaMg — Span rating, see SDPWS Table C4.22.2C Thick — Nomina/ pane/ thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of p/ywood sheets Or — Orientation of /onger dimension of sheathing panels Gvtv — Shear stiffness in Ib�n. of depth from SDPWS Tab/es C4.22A-8 Type — Fastener type from SDPWS Tab/es 4.3A-D: Nail — common wire nail for structura/ pane/s and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail,� Casing — casing nail; Roof— roofing nail; Screw— drywa/l screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 2�32" fiberboard ), 1-1/2" (lath & plaster, 1/2" �berboard); 13 ga plasterboard = 0.92"x 1- 1/8" Coo/er or gypsum wallboard nail: 5d =.086" x 1-ai8'; 6d =.092" x 1-7/8'; 8d = Drywall screws: No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df — Deformed nails ( threaded or spiral), with increased withdrawa/ capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to b/ocking at all pane/ edges; Y(es) or N(o) Apply Notes — Notes be/ow table legend which app/y to sheathing side 113" x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the vaiue for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is hor¢ontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP � Wall Species Grade b d Spcg SG E Gr in in in si" 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 _ 0.43 1.20 Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on-centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 14of24 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar.10, 2016 09:57:03 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent (ft] Length FHS [ft] Height Shearlines Grou X ft Start End ft Wind Seismic ft Line 1 Levet 2 Line 1 Seg 2 0.00 14.50 52.00 37.50 37.50 37.50 8.00 Wall 1-1 Seg 2 0.00 14.50 52.00 37.50 37.50 37.50 - Level 1 Line 1 Seg 2 0.00 4.00 52.00 48.00 43.00 43.00 8.00 Wall 1-1 Seg 2 0.00 4.00 52.00 48.00 43.00 43.00 - Opening 1 - - 21.50 26.50 5.00 - - 3.00 Line 2 Level 2 Line 2 NSW 11.00 4.00 16.50 12.50 0.00 0.00 8.00 Wall 2-1 NSW 11.00 14.50 16.50 2.00 0.00 0.00 - Level 1 Line 2 NSW 11.00 4.00 16.50 12.50 0.00 0.00 8.00 Wall 2-1 NSW 13.50 4.00 10.00 6.00 0.00 0.00 - Line 3 Level 2 Line 3 NSW 19.75 2.00 16.50 14.50 0.00 0.00 8.00 Wall 3-1 NSW 20.25 14.50 16.50 2.00 0.00 0.00 - Level 1 Line 3 NSW 19.75 2.00 16.50 14.50 0.00 0.00 8.00 Wall 3-1 NSW 19.75 2.00 10.00 8.00 0.00 0.00 - Line 4 Level 1 Line 4 NSW 39.50 0.00 2.00 2.00 0.00 0.00 5.00 Wall 4-1 NSW 39.50 0.00 2.00 2.00 0.00 0.00 - Line 5 Level 2 Line 5 Seg 2 49.75 14.50 52.00 37.50 34.75 34.75 8.00 Wall 5-1 Seg 2 49.75 14.50 52.00 37.50 34.75 34.75 - Opening 1 - - 31.25 34.00 2.75 - - 3.00 Level 1 Line 5 Seg 2 49.75 0.00 52.00 52.00 48.00 48.00 8.00 Wall 5-1 Seg 2 49.75 0.00 52.00 52.00 48.00 48.00 - Opening 1 - - 27.00 31.00 4.00 - - 3.00 East-west Type Waii Location Extent [ft] Length FHS [ft] Height Shearlines Grou Y ft Start End ft Wind Seismic ft Line A Levet 1 Line A Seg 1 2.15 0.00 49.75 49.75 12.25 12.25 8.00 Wall A-3 Seg 1 0.00 39.50 49.75 10.25 0.00 0.00 - Opening 1 - - 41.00 49.00 8.00 - - 3.00 Wall A-2 Seg 1 2.00 19.75 39.50 19.75 5.75 5.75 - Opening 1 - - 22.25 36.25 14.00 - - 3.00 Wall A-1 Seg 1 4.00 0.00 13.50 13.50 6.50 6.50 - Opening 1 - - 3.25 10.25 7.00 - - 3.00 Line B Level 2 Line B Seg 3 14.50 0.00 49.75 49.75 21.50 21.50 8.00 Wall B-2 Seg 3 14.50 20.25 49.75 29.50 16.25 16.25 - Opening 1 - - 21.00 27.00 6.00 - - 3.00 Opening 2 - - 43.25 49.00 5.75 - - 3.00 Wall B-1 Seg 3 14.50 0.00 11.00 11.00 5.25 5.25 - Opening 1 - - 2.75 8.50 5.75 - - 3.00 Level 1 Line B Seg 2 10.00 0.00 49.75 49.75 0.00 0.00 8.00 Wall B-1 Seg 2 10.00 13.50 19.75 6.25 0.00 0.00 - Opening 1 - - 14.50 19.00 4.50 - - 3.00 Line C Level 2 Line C NSW 16.50 11.00 20.25 9.25 0.00 0.00 8.00 Wall C-1 NSW 16.50 11.00 20.25 9.25 0.00 0.00 - Opening 1 - - 17.25 19.25 2.00 - - 3.00 Line D Level 1 Line D Seg 2 23.75 0.00 49.75 49.75 16.00 16.00 8.00 Wall D-1 Seg 2 23.75 33.75 49.75 16.00 16.00 16.00 - Line E 15of24 w L a WoodWorksO Shearwalls SHEARLINE, WALL and OPENING DIMENSIONS (continued) Level 2 Line E Seg 2 52.00 Wall E-1 Seg 2 52.00 Opening 1 - - Opening 2 - - Opening 3 - - Level 1 Line E Seg 2 52.00 wall E-1 Seg 2 52.00 Opening 1 - - Opening 2 - - Opening 3 - - LATERAL ANALYSIS.wsw Mar.10, 2016 09:57:03 0.00 0.00 6.25 19.50 42.00 0.00 0.00 5.00 19.75 40.00 49.75 49.75 10.25 24.50 45.75 49.75 49.75 10.00 28.00 46.00 49.75 49.75 4.00 5.00 3.75 49.75 49.75 5.00 8.25 6.00 37.00 37.00 30.50 30.50 Type - Seg = segmented, Prf = perforated, NSW = non-sheanvall Location - dimension perpendicular to wall FHS - length of full-height sheathing used to resist shear force Walf Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 37.00 37.00 30.50 30.50 16 of 24 a.00 3.00 3.00 3.00 8.00 3.00 3.00 3.00 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar.10, 2016 09:57:03 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearv✓alls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift tab/e in this report to verify this design criterion. Refer to the Deflection ta6/e for possible issues regarding fastener slippage (SDPWS Tab/e C4.2.2D). 17 of 24 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar. 10, 2016 09:57:03 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For HIW-Cub ASD Shear Force [plt] Allowable Shear [plf] Crit. Shearlines G Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 2 S->N 1.0 2447 65.2 65.2 339 1.00 S 339 12695 0.19 2 N->S 1.0 2354 62.8 62.8 339 1.00 S 339 12695 0.19 Level 1 Lnl, Levl 2 S->N 1.0 5126 119.2 119.2 339 1.00 S 339 14556 0.35 2 N->S 1.0 4987 116.0 116.0 339 1.00 S 339 14556 0.34 Line 5 Level 2 Ln5, Lev2 2 S->N 1.0 2630 75.7 75.7 339 1.00 S 339 11764 0.22 2 N->S 1.0 2470 71.1 71.1 339 1.00 S 339 11764 0.21 Level 1 Ln5, Levl 2 S->N 1.0 5416 112.8 112.8 339 1.00 S 339 16249 0.33 2 N->S 1.0 5101 106.3 106.3 339 1.00 S 339 16249 0.31 E-W W For HIW-Cub ASD Shear Force (plt] Allowable Shear [pif] Crit. Shearlines G Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 W->E 1.0 2589 - 211.3 833 1.00 S 833 10208 0.25 1 E->W 1.0 2584 - 211.0 833 1.00 S 833 10208 0.25 Wall A-3 1 Both 1.0 0 833 1.00 833 - - Wall A-2 1 W->E 1.0 1215 211.3 211.3 833 1.00 633 4791 0.25 1 E->W 1.0 1213 211.0 211.0 833 1.00 833 4791 0.25 wall A-1 1 W->E 1.0 1374 211.3 211.3 833 1.00 633 5416 0.25 1 E->W 1.0 1371 211.0 211.0 833 1.00 833 5416 0.25 Line B Level 2 LnB, Lev2 3 Both 1.0 1839 - 65.5 495 1.00 S 495 10637 0.17 Wall B-2 3 Both 1.0 1518 55.5 85.5 495 1.00 495 8040 0.17 Wall B-1 3 Both 1.0 449 85.5 85.5 495 1.00 495 2597 0.17 Line D Level 1 LnD, Levl 2 W->E 1.0 2983 186.4 186.4 339 1.00 S 339 5416 0.55 2 E->W 1.0 2978 186.2 186.2 339 1.00 S 339 5416 0.55 Line E level 2 LnE, Lev2 2 Both 1.0 1523 41.2 41.2 339 1.00 S 339 12525 0.12 Level 1 LnE, Levl 2 Both 1.0 2738 89.8 89.8 339 1.00 S 339 10325 0.27 Legend: - - - un�ess omerwise noted, tne va�ue �n tne tavie ior a sneanine �s me one ror wan on rne une w�rr� �ne cn��cw� uCs�yn �C�N��C. W Gp - Wall design group defined in Sheathing and Framing Materia/s tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wa!! group. For Dir - Direction of wind force along shearline. H/W-Cub - Fibreboard height-to-width factor from SDPWS ta61e 4.3.4 note 3, or Unb/ocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critica/ segment on wall. V- ASD factored shear force. For shearline: tota/ shearline force. For wall: force taken by total of ap segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v- Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Inc/udes Cub and height-to-width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C- Sheathing combination rule, A= Add capacities, S= Strongest side only, X= Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V- For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of ail wall capacities on line. Crit Resp - Critical response =✓/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 18 of 24 � , r WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar.10, 2016 09:57:03 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force Fpx [Ibs] Ibs s.ft E-W NS E-W N-S 2 42118 1847.1 8694 8694 8694 8694 � 52017 2431.0 5634 5634 10293 10293 qII 94135 - 14328 14328 - - Legend.� Building mass — Sum of all generated and input building masses on level= wx in ASCE 7 equation 12.8-12. Storey shear— Tota/ unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically caicufated according to ASCE 7 12.3.4.2. Verticai Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.99; Ev = 0.198 D unfactored; 0.139 D factored; total dead load factor: 0.6 - 0.139 = 0.461 tension, 1.0 + 0.139 = 1.139 compression. 19 of 24 WoodWorksO Shearwalls LATERA� ANALYSIS.wsw Mar.10, 2016 09:57:03 SHEAR RESULTS ( flexible seismic design) NS W For H/W-Cub ASD Shear Force (pit] Allowable Shear [plf] Crit. Shearlines G Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 7 Level 2 Lnl, Lev2 2 Both 1.0 3012 80.3 80.3 242 1.00 S 242 9068 0.33 Level 1 Lnl, Levl 2 Both 1.0 4922 114.5 114.5 242 1.00 S 242 10397 0.47 Line 5 Level 2 LnS, Lev2 2 Both 1.0 3074 88.5 SB.5 242 1.00 S 242 8403 0.37 Level 1 Ln5, Levl 2 Both 1.0 5107 106.4 106.4 242 1.00 S 242 11606 0.44 E-W W For HIW-Cub ASD Shear Force [plfJ Allowable Shear [plf] Crit. Shearlines G Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1" Both .63 3363 - 307.9 372 1.00 S 372 4557 0.83 Wall A-3 1" Both 1.0 0 595 1.00 595 - - Wall A-2 1" Both .63 1362 236.8 236.8 372 1.00 372 2139 0.64 Wall A-1 1" Both .81 2001 307.9 307.9 484 1.00 484 3143 0.64 Line B Level 2 LnB, Lev2 3� Both 1.0 3159 - 161.8 353 1.00 S 353 7598 0.46 Wall B-2 3" Both 1.0 2871 161.8 161.8 353 1.00 353 5743 0.46 Wall B-1 3" Both .63 531 101.1 101.1 221 1.00 221 1160 0.46 Line D Level 1 LnD, Levl 2" Both 1.0 2737 171.0 171.0 242 1.00 S 242 3869 0.71 Line E Level 2 LnE, Lev2 2 Both 1.0 2926 79.1 79.1 242 1.00 S 242 8947 0.33 Level 1 LnE, Levl 2 Both .94 3932 128.9 128.9 227 1.00 S 227 6914 0.57 Legend: Un/ess otherwise noted, the value !n the tab/e tor a snearnne �s tne one ior wan on me une w�m me a�ricai aes�gn response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of seismic force a/ong shearline. H/W-Cub - Height-to-width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structura/ wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V-.ASD factored shear foroe. For shearline: total shearline force. For wall: force taken by total of all segments on walL vmax - Base shear = ASD factored shear force per unit ful/ height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v- Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height-to-width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C- Sheathing combination rule, A= Add capacifies, S= Strongest side only, X= Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V- For wall: combined shear capaciry. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wail or shearline. "W" indicates that the wind design criterion was critical in se/ecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 20 of 24 ��PROJECT : Rim to Top Plate Connection CLIENT : Typical Floor to Floor Connection Nt,yrn�,�,�;,.a �n{: �OB N0. : detail calc DATE : 2012 IBC NPUT DATA & DESIGN SUMMARY JAIL TYPE ( O=Common Wire, 1=Box, 2=Sinker ) JAIL PENNY-WEIGHT ( 6d, 7d, 8d, 10d, 12d, 16d, 20d, 30d, 40d, 50d, 60d ) .UMBER SPECIES ( O=Douglas Fir-Larch, 1=Douglas Fir-Larch(N), 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) .OAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) Cp = NET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58 ) CM = 'EMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58 ) C� _ 0 Common Wire Nail 16d 2 Hem-Fir(N), G=0.46 1.6 1.0 1:0 PAGE : 1 of 1 DESIGN BY : JEH REVIEW BY : JEH THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE-NAIL = 166 Ibf ANALYSIS TOE-NAIL FACTOR ( Sec 11.5.4.2, NDS 05, Page 78 ) C�, = 0.83 NAIL LENGTH L= 3 1/2 111 THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO ts = L/ 3= � �is in THE PENETRATION OF THE NAIL INTO THE MA�N MEMBER p= L(COS30°) -ts = 1.86 Ift NAIL DIAMETER D= 0.162 111 THE PENETRATION FACTOR (Note 3, Tab 11 N, NDS 2005, Page 97) Cd = 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11 N, PAGE 97, AS Z = 125 Ibf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE-NAIL IS Z� = ZCpCMC�CdC�� = 166 Ibf Typical Nail Dimensions (Appendix L4, NDS 2005, Page 167) Type Penny-Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 51/2 6 Common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 0.263 Head 0.266 0.266 0.281 0.312 0.312 0.344 0.406 0.438 0.469 0.500 0.531 Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 Box Diameter 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162 Head 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Length 1 7/8 8 1/8 2 3/8 2 7/8 3 1/8 3 1/4 3 3/4 4 1/4 4 3/4 5 3!4 Sinker Oiameter 0.092 0.099 0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244 Head 0.234 0.250 0.266 0.281 0.312 0.344 0.375 0.406 0.438 0.500 Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 21 of 24 k • � �� PROJECT : Joist to Top Plate Connection CLIENT : Typical Floor to Floor Connection ��"�'"`�`��"'� '�� JOB NO. : detail calc DATE : 2012 IBC Toe- ai1 Connection Desian Based on D 2005 ' PAGE : 1 of 1 DESIGN BY : JEH REVIEW BY : JEH INPUT DATA & DESIGN SUMMARY NAIL TYPE ( O=Common Wire, 1=6ox, 2=Sinker ) 0 Common Wire Nail NAIL PENNY-WEIGHT ( 6d, 7d, 8d, 10d, 12d, 16d, 20d, 30d, 40d, 50d, 60d ) 8d LUMBER SPECIES ( O=Douglas Fir-Larch, 1=Douglas Fir-Larch(N), 2 Hem-Fir(N), G=0.46 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) Cp = 1.6 WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58 ) CM = 1.0 TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58 ) C� = 1.0 THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE-NAIL = 106 Ibf ANALYSIS TOE-NAIL FACTOR ( Sec 11.5.4.2, NDS 05, Page 78 ) C�, = 0.83 NAIL LENGTH L= 2 1/2 IIl THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO ts = L/ 3= sis in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p= L(COS30°) -ts = 1.33 111 NAIL DIAMETER D= 0.131 111 THE PENETRATION FACTOR (Note 3, Tab 11N, NDS 2005, Page 97) Cd = 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11 N, PAGE 97, AS Z = 80 Ibf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE-NAIL IS Z� = ZC.pCiMCi�C.d�i� � 106 Ibf Typical Nail Dimensions (Appendix L4, NDS 2005, Page 167) Type Penny-Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 51/2 6 Common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 0.263 Head 0.268 0.266 0.281 0.312 0.312 0.344 0.406 0.438 0.469 0.500 0.531 Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 Box Diameter 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162 Head 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Length 1 7/8 8 1/8 2 3/S 2 7/8 3 1/8 3 1/4 3 3/4 4 1/4 4 3/4 5 3/4 Sinker Diameter 0.092 0.099 0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244 Head 0.234 0.250 0.266 0.281 0.312 0.344 0.375 0.406 0.438 0.500 Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 22 of 24 � �� PROJECT : er.�1�n+��:tr,�c� �ns. CLIENT : JOB NO. : Typical Top Plate Splice Calculafion Residential DATE : 2012 IBC .�,..� .,., ur�c �n � r INPUT DATA & DESIGN SUMMARY DIAPHRAGM CHORD FORCE RESISTED BY THE TOP PLATE T= C= NAII TYPE ( O=Common Wire, 1=8ox, 2=Sinker ) NAIL PENNY-WEIGHT ( 12d, 16d, 20d ) LUMBER TYPE ( O=Douglas Fir-Larch, 1=Douglas Fir-Larch(N), 2=Hem-Fir(N), 3=HerrFFir, 4=Spruce-Pine-Fir) LUMBER GRADE ( O=Select Structural, 1=No.1 & Btr, 2=No.1, 3=No.2, 4=No.3, S=Stud, 6=ConsUuction, 7=Standard, 8=Utility) TOP PLATE SIZE Double 2 x LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 6) Cp = WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58 ) CM = TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58 ) Ci = 1.5 k 0 Common Wire Nail 16d 3 Hem-Fir, G=0.43 2 No.1 PAGE : 1 of 1 DESIGN BY : JEH REVIEW BY : JEH 6 No.1, Hem-Fir, G=0.43 1.6 1.0 1.0 USE 2 ROWS 4-16d NAILS @ 2-112 in o.c., EACH SIDE. (SIMPSON STRAP NOT REQUIRED.) 2-1/2" MIN SIMPSON SiRAP T T �- -�► T...... , ...... , T —�— � i —� � 48" MIN I ANALYSIS DESIGN VALUE FOR TENSION (Tab 4A, NDS 2005 SUPP, Page 32) Ft = 625 pSl AREA OF CROSS SECTION FOR ONE 2 x 6 MEMBER A= 8.25 inZ SIZE FACTOR (Tab 4A, NDS 2005 SUPP, Page 30) Cp = 1.30 ALLOWABLE TENSION CAPACITY FOR ONE 2 x 6 ONLY T' = AF�CoCMC�CF = �o.�s k > T, SIMPSON STRAP NOT REQUIRED. IL LENGTH L= 3 1/2 Ifl 1E MEMBER THICKNESS t$ = 1 1/2 Ifl E PENETRATION OF THE NAIL INTO THE MAIN MEMBER p= 1.99 1f1 IL DIAMETER D= 0.162 If1 E PENETRATION FACTOR (Note 3, Tab 11N, NDS 2005, Page 97) Cd = 1.00 E NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11 N, PAGE 97, AS Z = 122 Ibf ALLOWABLE LATERAL DESIGN VALUE FOR THE ONE NAIL IS NUMBER OF NAILS REQUIRED IS Z� = Z�ipCiMCiti,d I1 = T/Z' _ USE 2 ROWS 4-16d NAILS @ 2-1/2 in o.c., EACH SIDE. = 195 Ibf 7.7 = 8 Nails Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publicatio�s, Inc, 2001. 23 of 24 ti j � . Post Capacities ,oa owe. imapas acio�: to :a_= �m�- irneg� - � � -.` 1 + B±aring Post � lnigtl� ` � ur.eby .. �.. .,; e,. Dtsigner � , j+ �'-4, HD:1B Vaueat HTT� Vwaca' . � p Inmetle:'or Ina:ebat�on n � ca 1� '�..t.TXVI �" � ^ f . i � � .. Mt .. :. ,. ' ` � _ ` . . '+�T ' Typ.cat CBSO• 3iDU Vart�cal � SOS21nn.Ylesion Ma:eUevon , _ d, . O ��U � Post Allowable Comprcssion Loads tor pouglas-Fir-L�rch Post Allowable Compression Loads far Hem-Fir 1. The e:bv+ebie (ASDI �da ere bnxd on ih^_ 2012 Netbnel Dempn 3pecHicatix far 4Nood Consvuctbn (N�Sj inckidinp �he Mmch 2013 Addernkm+. f or hmiber with e mointwr cmtmt of 1994� or leas. 2. P�t txieh:, are ber_� on stenderd Precv. ssud fie�pm and aasociated toc We'a heiph�.. Fw Doupta� Rr, v:eA hr�qht a nominal hH�rt ph» 3!4' ICd'rfome a:ud heiQh.}. For a!I W,her a�cien, wnB he�pht ia rwminel he�pM ph» 1 1(8' Effective poet Mr�ptM, k, are �e eU�n1 Na9 Asght s mn» Mm thicknsaa o! 3-2z ptetp (4 tf2'}. 3. Shnde3 vefues ue I�miced by ihe Perpend�cular to 6ram beenrq eapecky, Pc,. vA�m ponu benr on wood �A plates. WMre posta end s:ll platee ere d:Hermt apeNee. Desipner eMi14m1 ei.bwnble loed to ttx b�•rer oi the oost caaecrty ar ihr oerpeMic�far to pram capecr.y fw ea:h �pec�es uxd. �l, �erpendi�:ulv io prem s9ov.nb!a beds do not include Jrc N7S 9rxving P.rea Fector, Cy. For po3b whor_ beenr� aroa �s rat cb-.,er thnn 3' from Nx md o( e a�k ple:a, the Pc_ veM'a.n mey be muFkipl+ed by Cb �--- ,- -- ---i-� -,----- ,1 pn.) : i.5 . 2.5 3� 3.5 , 4.5 5.5 � i6 T a Bee�xg t.«�p:h (oor. ;nKknes�t Cp 125 1.15 � 1 Y3 � 1.11 . 1.08 107 1 Cp- Beeriop Mae P�iw pa NDS 3.t0.t 5. Al�owable tmyon loads err baxd on net xctan esxmunp hoie aze eauas :o bdi d�amCer plu� 1/i 6" wfh the hak �Llyd or thc 3 �/2' fnce of poet fa e 4-xich aali end on the 5 72' ixe of post la a 6-nch vreA. Tenabn load� heve been inaeaxd `a vnnd a eemrc bed'+ip wr,h no furtt+cr ineree�r elbwed. RrJuce YRwe o'.her bed� povem. 6. Vahre� do mt ca+�+dtr car.ibned exiei and ovt-o'•�ane bmdnp. 7. 9o!t dierwter "None" mdica:ee hAI croaa r_ction. 24 of 24 � TSE ,-- 0 Er�gin e ering Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Re: SJ603213 Woodinville, WA 98072 PARR/REALITY/3346 PINEHURST/DV 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: I1 ] 050820 thruI11050844 My license renewal date for the state of Washington is August 20, 2016. Terry Powell March 10,2016 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSl/TPI 1. N d 13 PARR/REAIITY/3346 PINEHURST/DV 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:52:4' ID:6ARBMUEofnhYqH WCztPYkhzDJ?M-DecrvUjvwuqeV4N2i_KY_vFoDFUzfRzm37 12-6-0 6-4-0 6x8 = 111050820 Scale = 1:20.6 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 p�ate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress Incr YES BCLL 0.0 ' Code IRC2012/TPI2007 LUMBER- TOP CHORD 2x4 DF No.t&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SLIDER Left 2x6 DF SS 60-0, Right 2x6 DF SS 6-0-0 CSI. TC 0.10 BC 0.35 1NB 0.09 (Matrix) REACTIONS. (Ib/size) 1=495/0-3-8 (min. 0-1-8), 3=495/0.3-8 (min. 0-t-8) MaxHorz 1=-29(LC11) Max Uplift 1=-89(LC 10), 3=-89(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-765/91, 2-13=682/100, 2-14=-683/99, 3-14=-766/90 BOT CHORD 1-4=-56/657, 3-4=-551658 WEBS 2-4=0/261 DEFL. in (loc) I/defl L/d Vert(LL) -0.04 3-4 >999 360 Vert(TL) -0.10 3-4 >999 240 Horz(TL) 0.02 3 n/a nla PLATES GRIP MT20 1851148 Weight: 67 Ib FT = 20% BRACING- TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directty 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 uide. NOTES- (11) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 ANSIlTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 23.Opsf on the bottom chord in ali areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 Ib uplift at joint 1 and 89 Ib uplift at joint 3. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard � WARNING - Veri/y design parameters and READ NOTES ON THIS RND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valitl tor use only with MiTek connedors. This design is based only upon parameters shown, antl is for an individual builtling component. Applicability of tlesign paramenters and proper incorporation of wmponeni is responsibilily of builtling desiqner- not truss designer. Bracing shown is for lateral support of intlividual web members only. AtldKional temporery bracing to insure stability durinq construdion is the responsibillity otthe erector. Atltlitional pertnaneM bracing of the overall structure is the responsibility of the builtling designer. For generel guitlance regartling tabrication, qualily control, stora9e, delivery, eredion and brecing, wnsutt ANSIITPN �uality Criteria, DSB$9 antl BCS11 Building Component SafMy Information available from Truss Plate InstRule, 583 D'Onofrio Drive, Madison, WI 53719. � � �li��U /� 19969 Ia March 10,2016 theTRUSSco. irrc. 6-0-0 8.000 s Jan 5 2076 MiTek Industries, Inc. Wed Mar09 18:52:48 2016 Page 1 ID:6ARBMUEofnhYqH WCztPYkhzDJ?M-hqAD7qkXhCyV7EyEGhmX7ooTeqJOuDwln3tl hzcZYT 12-8-0 6-0-0 4x4 = Scale = t:20.2 3x4 = y� 3x4 = LOADING (ps� SPACING- 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL $•� Rep Stress Incr YES BCLL 0.0 ' Code IRC2012/TPI2007 LUMBER• TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x6 DF SS 3-0-0, Right 2x6 DF SS 3-0-0 CSI. TC 0.77 BC 0.34 WB 0.09 (Matrix) REACTIONS. (ib/size) 1=495/0-3-8 (min. 0-1-8), 5=495/0-3-8 (min. 0-1-8) Max Horz 1=32(LC 10) Max UpIiH 1=-89(LC 10), 5=-89(LC 11) DEFL. in (loc) Ildefl Ud PLATES GRIP Vert(LL) -0.04 5-6 >999 360 MT20 185/148 Vert(TL) -0.09 5-6 >999 240 Horz(TL) 0.02 5 nla n/a Weight: 47 Ib FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-2 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 uide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-716/86, 2-7=-646/87, 3-7=-625/96, 3-8=-625/95, 4-8=-646/87, 4-5=-716/86 BOT CHORD 1-6=46/596, 5-6=-46/596 WEBS 3-6=0/261 NOTES- (9) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Ii; Exp B; PaAially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wNh any other live loads. 5) ` This truss has been designed for a live load of 23.OpsT on the bottom chord in all areas where a rectangle 3-60 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 89 Ib uplift at joint 1 and 89 Ib uplift at joint 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Ali dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard � WARNfNG • Verify design paramefers and READ NOTES ON THfS AND INCLUDED M17EK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only wNh MiTek connectors. This design is based only upon parameters shown, antl is for an indivitlual builtling wmponent. Applicability of design paramenters and proper incorporation ot component is responsibilky of building tlesigner- not iruss tlesigner. Bracing shown is for lateral support of intlivitlual web members only. Add'Aional temporary bracing to insure slabiliry during construdion is the responsibilliy otthe erector. Addilional permanent bracing of the overall slructure is the responsibility of the builtling tlesigner. For general guitlance regarding fabriCation, qualNy conlrol, storage, delivery, erection and bracing, consuM ANSII7PH �uality Criteria, DSB-89 and BCSN Bullding Component Sa(ety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 10,2016 theTRUSSco. iNc. 1 Job rJ603213 2x4 GABLE 1 I 1 PARR/REALITY/3346 PINEHURST/DV 111050822 I D:7Mu7jX61 xPD?5cev5Cu9PXyottP-dDH_XWInDpCCMX6dN6tFcYtl USYusn_CI5Y_NazcZYR , 16-9-1 35-1-0 ' 16-9-1 18-3-15 Scale = 1:58.9 3xG = 13 14 15 16 17 57 56 55 54 53 52 51 50 49 48 47 46 45 44 qg 4251 40 39 38 37 36 35 34 33 32 31 30 2x4 I I 3� _ LOADING (ps� SPACING- 2-0-0 TCLL 25.0 p�ate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8 � Rep Stress Incr YES BCLL 0.0 " Code IRC2012/TPI2007 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF Stud `Except` ST13: 2x4 HF No.2 CSI. TC 0.16 BC 0.14 WB 0.14 (Matrix) DEFL. in (loc) I/defl Vd PLATES GRIP Vert(LL) n/a - n/a 999 MT20 185I148 Vert(TL) n/a - n/a 999 Ho2(TL) 0.01 30 nla n/a 3 I� 3u6 = Weight: 209 Ib FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 33-9-0. (Ib) - Max Horz 57=-93(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 57=-159(LC 22), 56=-162(LC 10) Max Grav All reactions 250 Ib or less atjoint(s) 57, 44, 43, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 30=340(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vult=ltOmph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 consuft qualfied building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered forthis design. 5) All plates are 1.Sx4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wfth any other live loads. 8) ' This truss has been designed for a live load of 23.Opsf on the boriom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt=1b) 57=159, 56=162. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use onty with MiTek conneclors. This design is based only upon parameters shown, and is tor an indivitlual builtling component. Applicability of design paramenters and proper incorporation of wmponent is responsibildy of buildinq tlesigner - not truss tlesigner. Bracing shown is tor lateral suppoA of individual web members only. Addftional temporary bracing to insure sfabiliry during construction is the responsibillity of the eredor. Addkional pertnanent bracing of the overall structure is the responsibility of lhe building designer. For generel guidance regartlinq fabrication, quality control, storage, delivery, erection antl bracing, consuH ANSUTPH Quality Criteria, DSB�9 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �� • �O � � �� WAS�f�� /� � � Q �,1� w d1 19969 �'s R�c,sr�° G `S�ONAL �� March 10,2016 theTRUSSco. irrc. 4x4 saia TfUSS TypB Qty Ply PARR/REALITY/3346 PINEHURST/DV COMMON 5 1 Job Reference Loptional) 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mz I D:7Mu7jX61 xPD?5cev5Cu9PXyottP-5PrMIsmQ_7K3_hhpxq0U81Qb 9-10.15 169-0 22-7-1 28-5-3 33-6-� siai s-�a� s-�a� �-ta� si-i 5x6 = I N 050823 Scale = 1:58.9 13 �� ., �.. �� ,. �, �„ � 5� _ 4x5 = 3x4 = 3X8 = 3x6 = 3x4 = 3x8 = 35-1-0 8-0b 169-0 251-10 33b-0 3 9 0 8-4G 8-4-10 &410 8-4-10 0.- 2 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8 � Rep Stress Incr YES BCLL 0.0 ' Code IRC2012/TPI2007 BCDL 7.0 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud "Except' W2,W5: 2x4 DF No.1&Btr, W1,W6: 2x4 HF No.2 SLIDER Right 2x6 DF SS 3-2-0 CSI. TC 0.62 BC 075 WB 0.95 (Matrix) REACTIONS. (Ib/size) 8=1388/0-5-8 (min. 0-2-5), 13=t388/Mechanicai Max Horz 13=93(LC 11) Max Uplift 8=-252(LC 11), 13=-244(LC 10) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.24 9-11 >999 360 MT20 185/148 Vert(TL) -0.46 9-11 >900 240 Horz(TL) 0.16 8 n/a n/a BRACING- TOPCHORD BOTCHORD FORCES. (Ib) - Max. Comp./Mau. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=263158, 2-3=-2321/416, 3-4=-1805/360, 4-14=-1793/351, 5-14=-1805/329, 5-6=2588/474, 6-7=2854/546, 7-8=2927/533 BOT CHORD 12-13=-427/2120, 12-15=-321/2003, 15-16=-321/2003, 11-16=-321/2003, 10-11=-263/2138, 10-17=-263/2138, 17-18=-263/2138, 9-18=-263/2138, 8-9=-439/2634 WEBS 5-11=-831/252, 5-9=-52/428, 4-11=-159/978, 6-9=-400/196, 3-11=-676/219, 3-12=-7/265, 2-13=-2229/402 Weight: 152 Ib FT = 20% Structural wood sheathing directly applied or 2-10-10 oc purlins, except end verticals. Rigid ceiling directly applied or 8-5-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be instalied during truss erection, in accordance with Stabilizer Installation uide. NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=42psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Pariially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 100 Ib upl'rft at joint(s) except (jt=1b) 8=252, 13=244. 8) This truss is designed in accordance with the 2012 International Residentiai Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek conneGors. T�is design is basetl onry upon parameters shown, and is for an intlividual builtling wmponent. Applicability of tlesign paramenters and proper incorporation of component is responsibilily of building designer - not truss designer. Bracing shown is for lateral support ot individual web members only. Atltlitional temporary bracing to insure stabiliry during construclion is the responsibillity of the erector. Additional permanent Drecing of the overall structure is ihe responsibility of ihe building designer. For generel guiAance regartling tabrication, quality control, storage, delivery, erection antl bracing, consutt ANSIITPN Oualiry Criteria, DSB-89 and BCSN Building Component SafMy Infortnation available irom Truss Plate Institute, 563 D'Onofrio Drive, Matlison, WI 53719. �� March 10,2016 theTRUSSco. irrc. � n�osoaza COMMON s Co., Sumner, WA 8.000 s Jan 5 2016 MiTek Intlustries, Inc. Wed Mar 09 18:52:52 2016 Page 1 ID:7Mu7jX61 xPD?Scev5Cu9PXyottP-ZbPkyCn2lRSwcrG?VXwjhzzWEGSfKYVWDP 15RSzcZYP , 6-7-13 12-5-15 18-4-0 24-2-1 30A3 36-8-0 ' 6-7-13 ' 5-10-1 ' 5-10-1 ' S-10-1 5-10-1 6-7-13 Scale = 1:60.3 Sx6 = 5x6 = ... ., ... 12 � � �.. „ �.. 5x6 = 4x6 = 3x4 = 3x8 = 3x6 = 3x4 = 4x6 = 1�-0 9-11-6 18-A-0 26-8-10 35-4-0 �36-8-0 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 p�ate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL $•� Rep Stress Incr YES BCLL 0.0 ' Code IRC2012/TPI2007 BCDL 7.0 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud'Except` W1: 2x4 HF No.2, W2: 2x4 DF No.186tr SLIDER Left 2x6 DF SS 3-2-0, Right 2x6 DF SS 3-2-0 CSI. TC 0.66 BC 0.77 WB 0.71 (Matrix) REACTIONS. (Ib/size) 1=1448/0-5-8 (min. 0-2-6), 9=1448/0-5-8 (min. 0-2-6) Max Horz 1=92(LC 14) Max Uplift 1=-260(LC 10), 9=-260(LC 11) DEFL. in (loc) Ildefl Ud PLATES GRIP Vert(LL) -0.27 12-13 >999 360 MT20 185/148 Vert(TL) -0.54 12-13 >811 240 Horz(TL) 0.19 9 n/a n/a Weight: 155 Ib FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3076/550, 2-3=-3001/563, 3-4=-2738/492, 4-5=-1957/379, 5-6=-1957/379, 6-7=-2738/492, 7-8=3001I564, 8-9=3076/551 BOTCHORD 1-13=-546I2770, 13-14=-371/2278, 14-15=-371/2278, 12-15=-371I2278, 11-12=-280/2278, 11-16=-280/2278, 16-17=-280/2278, 10-17=-28012278, 9-10=-455I2770 WEBS 5-12=-173/1095,6-12=-850/251, 6-10=-52/427, 7-10=-396/196, 4-12=-850/251, 413=-52/427. 3-13=-396/196 NOTES- (9) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (enveiope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wfth any other live loads. 5) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=260, 9=260. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixRy model was used in the analysis and design of this truss. 9) All dimensions given in feet-inches-sixteenths (FFIISS) fortnat. LOAD CASE(S) Standard A WARNINfi • Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valitl for use only wHh MiTek connedors. This design is basetl ony upon parameters shown, and is tor an individual building component. Applicabiliry of design paramenters antl proper incorporation of component is responsibilily of building designer - not truss designer. 8racing shown is for lateral support of indivitlual web members only. Atldilional temporary bracing lo insure stabilily dunng construclion is the responsibillity of the erector. Add'Rional pertnanent bracing of ihe overall structure is lhe responsibility of the building designer. For generel guitlance regartling fabrication, qualNy control, storage, delivery, erection antl bracing, consutt ANSIlTPN �ualiy Criteria, DSB�9 anA BCSN Buflding Component Safety Information available from Truss Plate Institule, 583 D'Onofrio Drive, Matlison, WI 53719. I� March 10,2016 theTRUSSCO. INC. '] d IfU551ypB (1ty Ply PARR/REALITY/3346PINEHURST/DV 111050825 COMMON 1 1 Go., Sumner, wA 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:52:53 2016 Page t ID:7Mu7jX61xPD?5cev5Cu9PXyottP-toz6AYngWkanD?rC3FRyEAVePfR130?fR3me vzcZYO i 5-313 11-1-15 17-0.0 22-10.1 26-8-3 33-9-4 35-4-0 5313 5-10-1 5-70-1 5-10.1 510-1 St-1 1572 Sx6 = 14 Scale = 1:58.7 4x10 II ... .,. ,., 12 „ �, �.. ,,, 5� _ 3x4 = 3x8 = 3x6 = 3x4 = 3x8 = 35-4-0 &76 1 �-0-0 25-4-10 33-9-0 3 0 &7E 8410 8-4-10 8-4-10 0.- 2 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 p�ate Grip DOL 1.15 (Roof Snow=25.0) TCDL g,p Lumber DOL 1.15 BCLL 0.0 • Rep Stress Incr YES BCDL 7.p Code IRC2012/TPI2007 LUMBER- TOP CHORD 2x4 DF No.1&Btr'ExcepY T2: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud "Except* W2: 2x4 DF No.1&Btr, W1: 2x4 HF No.2 SLIDER Left 2x6 DF SS 2-6-7, Right 2x6 DF SS 3-2-14 CSI. TC 0.89 BC 0.76 WB 0.70 (Matrix) REACTIONS. (Ib/size) 1=1404I0-5-8 (min. 0-2-5), 9=1404/0-5-8 (min. 0-2-5) Max Horz 1=92(LC 14) Max Uplift 1=-248(LC 10), 9=-254(LC 11) DEFL. in (loc) I/defl Ud Vert(LL) -0.25 12-13 >999 360 Vert(TL) -0.5012-13 >838 240 Horz(TL) 0.17 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 154 Ib FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2592/464, 2-3=-2515/474, 3-4=-2380/432, 4-5=-1 8 49136 6, 5-14=1836/359, 6-14=-1846/337, 6-7=-2627/479, 7-8=-2892/551, 8-9=-2966/538 BOTCHORD 1-13=-446/2229, 13-15=-338/2081, 15-16=338/2081, 12-16=-338/2081, 11-12=-267/2176, 11-17=-267/2176, 17-18=-267/2176, 10-18=-267/2176, 9-10=-443/2669 WEBS 612=-833/251, 6-10=-52/426, 5-12=t64/1019, 7-10=399/196, 4-12=-731/231, 413=-10/274 NOTES- (9) 1) Wind: ASCE 7-10; VuR=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-t0; Pf=25.0 psf (Flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the boriom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wdhstanding 100 Ib uplift at joint(s) except (jt=1b) 1=248, 9=254. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet-inches-sixteenths (FFIISS) fortnat. LOAD CASE�S) Standard A WARNING - Veri(y design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA�E MII-�473 BEFORE USE. Design valid tor use only wilh MiTek connedors. This design is based only upon parameters shown, antl is for an intlividual builtling component. Applicability of design paramenters antl proper incorporation of component is responsibility ot building designer- not iruss designer. Bracing shown is for lateral support of individual web members only. Addilional temporary bracing to insure stability during construdion is the responsibillity of the ereetor. AddNional permanent brecing of lhe overell structure is the responsibilky ot the building designer. For generel guitlance regartling fabrication, qualRy wntrol, storage, tlelivery, erection antl bracing, consutt ANSIITPN Qualky Criteria, DS6�9 and BCSN Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Id March 10,2016 theTRUSSco. irrc. PARR/REALITY/3346 PINEHURST/DV 111050826 SJ603213 BS COMMON 14 7 Job Reference �optionai) The Truss Co., Sumner, WA 8.000 5 Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:52:54 2016 Page 1 ID:7Mu7jX61xPD?5cev5Cu9PXyoriP-V XUNuoIH2ier9QOcyyBm02tN3nMoPmogjWCWLzcZYN i 4-11-13 10-9-15 i6-8-0 22-E1 28-4-3 33-�+-d 35-0-0 4-11-13 5-10-1 5-70-1 5-141 5-10-1 5-1-1 1-6-12 4x4 Scale = 1:58.8 4x5 = 13 ... ,.. ,,, � � �., „ �.. � 5� _ 4x5 = 3x4 = 3x6 = 3x6 = 3x4 = 3x8 = 350-0 &36 168-0 25-0-10 33-5-0 3 8 0 &36 &410 &410 8d10 0- - 2 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 p�ate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8 0 Rep Stress Incr YES BCLL 0.0 ` Code IRC2012/TPI2007 LUMBER- TOP CHORD BOTCHORD WEBS SLIDER 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud `Except` W2,W5: 2x4 DF No.1&Btr, W1,W6: 2x4 HF No.2 Right 2x6 DF SS 3-2-14 CSI. TC 0.62 BC 0.75 WB 0.92 (Matrix) REACTIONS. (Ib/size) 8=1385/0-5-8 (min. 0-2-4), 13=1385/Mechanical Max Horz 13=-93(LC 15) Max Uplift 8=-252(LC 11), 13=-243(LC 10) DEFL. in (loc) Ildefl L/d Vert(LL) -0.24 9-11 >999 360 Vert(TL) -0.46 9-11 >905 240 Horz(TL) 0.16 8 n/a nla BRACING- TOP CHORD BOTCHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2298/412, 3-4=1796/359, 4-14=-1784/349, 5-14=-1796/328, 5-6=-2579/473, 6-7=-2845/545, 7-8=-29191532 BOT CHORD 12-13=-420/2083, 12-15=319/1988, 15-16=-319/1988, 11-16=-319/1988, 10-11=-262/2130, 10-17=-262/2130, 17-18=-262/2130, 9-18=-262/2130, 8-9=-438/2626 WEBS 5-11=-830/252, 5-9=-52/428, 4-11=-158/972, 6-9=-400/196, 3-11=-667/217, 312=4/256, 2-13=-2216/400 PLATES GRIP MT20 185/148 Weight: 152 Ib FT = 20% Structural wood sheathing directly applied or 2-10-9 oc purlins, except end verticals. Rigid ceiling directly applied or 8-5-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during lruss erection, in accordance with Stabilizer Installation uide. NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live loads. 5) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 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) except Qt=1b) 8=252, 13=243. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks wfth fixed heels" Member end fixity modei was used in the analysis and design of this truss. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-747? BEFORE USE. Design valitl for use only with MiTek conneclors. This desiqn is based ony upon parameters shown, and is for an indivitlual builtling component. Applicabiliry of tlesign paramenters and proper incorporation of component is responsibildy of builtling desi9ner- not iruss designer. Brecing shown is for laterel support of intlivitlual web members only. Add'Aional temporary brecing to insure stability during construdion is the responsibillity of the ereclor. Atltlitional pertnanent bracing of the overall slruciure is t�e responsibility of the building designer. For generel guitlance regartling fabrication, quality control, slorage, delivery, erection and bracing, consuN ANSIRPN Quality Criteria, OS8�9 and BCSN Building Component Safety Information available irom Truss Plate InstitWe, 583 D'Onofno Drive, Matlison, WI 53719. I� March 10,2016 theTRtJSSco. irrc. 3 Truss Type GABLE Qty Ply PARR/REALITY/3346 1 1 111050827 s Co., Sumner, WA 8.000 s Jan 5 2016 MiTek InAuslnes, Inc. Wetl Mar 09 1&52:55 2016 Page 1 I D:7Mu7jX61 xPD?5cev5Cu9PXyottP-_AStbEpwZMqVTI_aAff QJbb9CTF2X2DyvNFl2nzcZYM , 16-B-0 35-0-0 16-5-0 18-4-0 3�c6 = 13 �4 15 16 17 Scale = 1:57.8 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 4�11 40 39 38 37 36 35 34 33 32 31 30 3rz6 = LOADING (ps� SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) TCDL g,p Lumber DOL 1.15 BCLL 0.0 � Rep Stress Incr YES .,,,,.. , „ Code IRC2012/TPI2007 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud "Except' ST13: 2x4 HF No.2 CSI. TC 0.16 BC 0.15 WB 0.14 (Matrix) DEFL. in (loc) Ildefl Ud PLATES GRIP Vert(LL) nla - nla 999 MT20 185/148 Vert(TL) n/a - nla 999 Horz(TL) 0.01 30 n/a n/a 9 3x4 = Weight: 209 Ib FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 33-8-0. (Ib)- Max Horz 57=93(LC 11) Max Uplift All uplift 100 Ib or less atjoint(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 57=-186(LC 22), 56=-180(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 57, 44, 43, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 30=341(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nortnal to the face), see Standard Industry Gable End Details as applicable, or consutt qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-EO tall by 2-0.0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joini(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (j1=1b) 57=186, 56=180. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE�S) Standard I� March 10,2016 � WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valitl for use only wdh MiTek conneclors. This tlesign is basetl only upon parameters shown, and is for an indivitlual builtling component. Applicability of tlesign paramenters antl proper incorporetion of component is responsibilily of builtling tlesigner- not truss tlesigner. Bracing shown is for lateral suppoA of intlivitlual web members only. Atltlilional temporary brecing to insure stability tluring construction is the responsibillity of the eredor. Add'Rional permanent bracing ot the overall struclure is lhe responsibility of the builtling tlesigner. For general guidance regardinq fabrication, quality control, storaqe, tlelivery, erection antl bracing, consutt ANSIITPIt �ualiry Criteria, DS889 and BCSN Bullding Component Safety Infortnation available from Truss Plate Institule, 583 D'Onoirio Drive, Matlison, WI 53719. th@TRU�CO. INC. t IfuSS IypB Qly Ply PARR/REALITY/3346PINEHURST/DV 111050828 HOWE t .. , WA 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:52:�� ID:7Mu7jX61xPD?5cev5Cu9PXyoriP-wZDd?vqAaz4Dic8z14Vu00gU0Hse?qpEP 2-7-9 5-6-8 8-5-7 11-1-0 2-7-9 2-10-15 2-10-15 2-7-9 4x5 I I Scale = 121.4 5x8 II '"'" " �xo — ,x�u �� 5x8 LOADING (ps� SPACING• 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) TCDL g,p Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr NO .,,,.,, ,,. Code IRC2012/TPI2007 THD26 TH026 CSI. DEFL. in (loc) I/defl L/d TC 0.21 Vert(LL) -0.04 7-8 >999 360 BC 0.46 VeA(TL) -0.09 7-8 >999 240 WB 0.64 Hoa(TL) 0.03 5 nla n/a (Matrix) LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x6 DF SS BOT CHORD WEBS 2x4 HF Stud SLIDER Left 2x4 HF No.2 2-8-14, Right 2x4 HF No.2 2-8-14 REACTIONS. (Ib/size) 1=3567/0-5-8 (min. 0-2-15), 5=4240/0-5-8 (min. 0.3-8) Max Horz 1=34(LC 14) Max Uplift 1=-780(LC 10), 5=-926(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=6209/1348, 2-14=-4768/1048, 3-14=4745/1054, 3-15=-4745I7054, 4-15=-4767/1048, 4-5=6412/1394 BOT CHORD 1-9=1153/5266, 8-9=-1153/5266, 8-10=-1153/5266, 7-10=-1153/5266, 7-11=-1158/5438, 11-12=-1158/5438,6-12=-1158/5438,6-13=-1158/5438,5-13=-1158/5438 WEBS 2-8=-352/1729, 3-7=-746/3421, 4-6=-397/1932, 2-7=-1039/269, 4-7=-1235/314 d 0 PLATES GRIP MT20 185/148 Weight: 114 Ib FT = 20% Structural wood sheathing directly applied or 5-5-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-3-0 oc, Except member 7-3 2x4 - 1 row at 0-9-0 oc, member 7-2 2x4 - 1 row at 0-9-0 oc, member 4-7 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 'rf noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2072)=87mph; TCDL=4.8psf; BCDL=42psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gabie end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connedion (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=780, 5=926. � 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 10-0-12 to connect truss(es) 62 (1 ply 2x6 DF) to front face of bottom chord. t2) Fill all nail holes where hanger is in contad with lumber. 13) All dimensions given in feet-inches-siuteenths (FFIISS) format. Continued on page 2 � WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITfK REFERENCE PAGE MII-7473 BEFORE USE. Design valitl for use only with MiTek connedors. This design is based ony upon parameters shown, and is tor an intlividual buil0ing component. Applicabiliry of tlesign paramenters and proper incorporation of component is responsibilky of builtlin9 tlesiqner - not truss designer. Bracing shown is for lateral support of indivitlual web members only. Adtlitional temporery brecing to insure stability during construdion is the responsibillity of the ereclor. Atltlilionat pertnanent bracing of the overall structure is the responsibiliry of lhe buildinq designer. For general guitlance regartlinq faDricalion, quality conirol, storage, delivery, erection and bracing, wnsult ANSIITPN �uality Criteria, DSB-89 an0 BCSN Building Component Safety Informatfon available from Truss Plate Institute, 583 D'Onofrio Drive, Matlison, WI 53719. March 10,2016 theTRUSScO. INC. TfUSS TypB Qty Ply PARR/REALITY/3346 PINEHURST/DV N1050826 HOWE 1 � The Truss Co., Sumner, WA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pl� Vert: 1-5=14, 1-3=-66, 35=-66 Concentrated Loads (Ib) Vert: 9=-1388(F) 10=1388(F) 11=1388(F) 12=-1388(F) 13=-1388(F) 8.000 s Jan 5 2016 MiTek Intluslnes, Inc. Wed Mar 09 18:52:57 2016 Page 2 ID:7Mu7jX61xPD?5cev5Cu9PXyottP-wZDd?vqAaz4Dic8z14Vu00gU0Hse?qpEMhks7gzcZYK A WARNIN� - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 BEFORE USE. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual �uilding component. Applicability of design parementers antl proper incorporation of component is responsibilily oi builtling designer - not truss designer. Bracing shown is tor laterel support of indivitlual web members only. Addkional temporery brecing to insure slabilily during construction is the responsibillity of the ereclor. Atltlitional pertnanent bracing of the overall structure is the responsibility ot the builtling designer. For general guitlance regartling fabrication, qualily control, slorage, tlelivery, erection and bracing, consuH ANSIlTPI1 �ualiry Criteria, DSB�9 and BCSH Builtling Component aL. ** �+ Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Matlison, WI 53719. L11eTR V.7SC�. INC. SJ603213 I The Truss Co., Sumner, WA 1 � PARRIREALITY/3346 GABLE 111050829 6-10-8 13-9-0 ' 6-10-8 6-10-8 Scale = 122.0 4x4 = 16 15 14 13 12 11 10 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 p�ate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 BCLL 0.0 ` Rep Stress Incr YES ,,,,,,, �„ Code IRC2012lTPI2007 CSI. DEFL. in (loc) I/defl Ud TC 0.20 Vert(LL) nla - n/a 999 BC 0.10 Vert(TL) n/a - n/a 999 WB 0.06 Horz(TL) -0.00 10 n/a n/a (Matrix) PLATES GRIP MT20 185/148 Weight: 47 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 11-1-0. (Ib) - Max Horz 16=35(LC 15) Max Uplift All uplift 100 Ib or less atjoint(s) 14, 15, 16, 12, 11, 10 Max Grav All reactions 250 Ib or less at joint(s) 13, 14, 15, 12, 11 except 16=339(LC 16), 10=339(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=53/260, 8-9=-52/260 NOTES• (13) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=7.60 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 qual'rfied building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.t 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 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 23.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 15, 16, 12, 11, 10. 10) Non Standard bearing cond'Aion. Review required. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valitl for use only wtth MiTek connedors. This design is based onty upon parameters shown, antl is for an individual building component. Applicabiliry of design paramenters and proper incorporation of wmponent is responsibility of builtling desi9ner- not truss designer. Brecing shown is for lateral support of indivitlual web members only. Add'Rional temporary brecing to insure stability during construclion is the responsiDillity of the eredor. Adtlilional pertnanent bracing of the overall structure is the responsibility of lhe building designer. For general guidance regarding tabrication, qualNy control, storage, delivery, erection anC bracing, consull ANSVTPN �ualiry Criteria, DSB-89 an0 BCSH Builtling Component SafMy Information available from Truss Plate Inslitule, 583 D'Onofrio Drive, Madison, WI 53719. � March 10,2016 theTRUSSco. trrc. � 0 Type IR� IPIy I PARWREA�ITY/3346PINEHURST/DV 111050830 COMMON GIRDER Sumnef, WA 5.000 5 Jan 6 2076 MileK Intluslnes, Inc. Wetl Maf091&5759 2016 Page 1 ID:7Mu7jX61xPD?Scev5Cu9PXyottP-syKNQbsR6aKbcwILPWMTRIk44VATkXXq?DzBYzcZYI , 5-23 10-3-15 15-0-0 19-8-1 24-9-13 30-0-0 ' S-2-3 ' S-1-13 ' 4-8-1 4-8-1 5-1-13 5-2-3 Scale = 1:52.9 5� II 4 6x8 MT18H II 13 12 �� 9 8 6x8 MT18H II THD26 THD26 3x8 II THD26 6� _ THD26 THD26 8x8 = 6x6 = 6� — THD26 3x8 II THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26 � 5-2-3 103-15 15-0-0 19-8-1 24-9-13 30-0-0 � �.,� �„� .o, .e, �..., �.,.. LOADING (ps� SPACING• 1-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress Incr NO BCLL 0.0 ` Code IRC2012/TPI2007 LUMBER- TOP CHORD BOTCHORD WEBS SLIDER 2x4 HF No.2 2x6 DF SS 2x4 HF Stud'Except` W1: 2x4 HF No.2 Left 2x4 HF No.2 5-6-0, Right 2x4 HF No2 5-6-0 CSI. TC 0.62 BC 0.65 WB 0.63 (Matrix) REACTIONS. (Ib/size) 1=10467/0-5-8 (min. 0-4-5), 7=10363/0.5-8 (min. 0-4-4) Max Horz 1=-40(LC 15) Max Uplift 1=-2163(LC 10), 7=-2140(LC 11) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.22 9-11 >999 360 MT20 185/148 Vert(TL) -0.43 9-11 >832 240 MT18H 185/148 Horz(TL) 0.12 7 nla n/a Weight: 661 Ib FT = 20% 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. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=20469I4240, 2-14=-17191/3574, 3-14=-17137/3575, 3-4=-13606/2844, 4-5=13606/2844, 5-15=-17120/3571, 6-15=-17175/3570, 6-7=-2036614217 BOT CHORD 1-16=-3794118222, 16-17=-3794/18222, 13-17=-3794/18222, 13-18=-3794/18222, 18-19=-3794l18222, 19-20=-3794/18222, 12-20=-3794118222, 12-21=-3270/15848, 21-22=-3270/15848, 11-22=-3270115848, 11-23=3226/15833, 10-23=-3226/15833, 10-24=-3226/15833, 9-24=-3226/15833, 9-25=3734/18130, 25-26=-3734/18130, 8-26=-3734I18130, 8-27=-3734/18130, 27-28=-3734/18130, 7-28=3734/18130 WEBS 4-11=-2132/10265, 5-11=-4767/1023, 5-9=-949/4602, 6-9=-2586/572, 6-8=-730/3625, 3-11=-4790I1028, 3-12=-954/4625, 2-12=2672/591, 2-13=-747/3702 NOTES- (15) 1) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - t row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - t row at 0-9-0 oc. Ariach BC w/ t/2" diam. bolts (ASTM A-307) in the center of the member wlwashers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except ff noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless othenvise 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 23.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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uptift at joint(s) except (jt=1b) 1=2163,7=2140. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced Cont�2fN� �IpTPI 1. A WARNING - Verify design parame(ers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 BEFORE USE. Design valid for use onty with MiTek conneclors. This design is based ony upon parameters shown, antl is tor an indivitlual Duiltling wmponenl. Applicabiliry of design parementers antl proper incorporation of component is responsibility ot building designer - not truss tlesigner. Bracing shown is for lateral support of individual web members only. Addttional temporary bracing to insure stabil'ity during construclion is the responsibilliry otthe eredor. Addkional permanent bracing of the overall sfrudure is ihe responsibility ot the building designer. For general guitlance regartling fabrication, qualNy conlrol, storage, tlelivery, ereclion antl bracing, consult ANSUTPH Ouality Criteria, D58-89 and BCSI1 Building Component Safety Information available from Tmss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. � 1^ 0 March 10,2016 theTRLJSSco. irrc. Tnlss Type Qly Ply PARR/REALITYl3346 PINEHURST/DV 111050630 COMMON GIRDER 1 . The Truss Co., Sumner, WA 8.000 s Jan 5 NOTES- (15) 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 has/have been mod�ed. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi-rigid piichbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Use USP THD26 (With t6d nails into Girder 8 NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 27-11-4 to connect truss(es) BS (1 ply 2x6 DF), BS (1 ply 2x6 HF), B5 (1 ply 2x6 DF) to front face of bottom chord. 14) Fiii all nail holes where hanger is in contact with lumber. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pl� Vert: 1-4=33, 4-7=-33, 1-7=-15 Concentrated Loads (Ib) Vert: 9=-7385(F) 16=1385(F) 17=1385(F) 18=-1385(F) 19=-1385(F) 20=-1385(F) 21=1385(F) 22=-1385(F) 23=-1385(F) 24=-1385(F) 25=-1385(F) 26=-1385(F) 27=-1385(F) 28=-1385(F) 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pl� Vert: 1-4=27. 4-7=-27. 1-7=-15 Concentrated Loads (Ib) Vert:9=-1169(F)16=1169(F)17=1169(F)18=-1169(F)19=-1169(F)20=-1169(F)21=-1169(F)22=-1169(F)23=-1169(F)24=-1169(F)25=1169(F)26=-1169(F) 2�=-i i ss�F� 2a=-i iss�F� 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pl� Vert: 1-14=-27, 4-14=-37, 4-7=-14, 1-7=-15 Concentrated Loads (Ib) Vert: 9=-1169(F) 16=1169(F) 17=1169(F) 18=-1169(F) 19=-1169(F) 20=-1169(F) 21=1169(F) 22=-1169(F) 23=-1169(F) 24=-1169(F) 25=1169(F) 26=-1169(F) 27=-1169(F) 28=-1169(F) 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pl� Vert: 1-4=14, 4-15=-37, 7-15=-27, 1-7=-15 Concentrated Loads (Ib) Verl: 9=-1169(F) 16=-1169(F) 17=-1169(F) 18=-1169(F) 19=-1169(F) 20=-1169(F) 21=-1169(F) 22=-1169(F) 23=-1169(F) 24=-1169(F) 25=1169(F) 26=-1169(F) 27=1169(F) 28=-1169(F) 5) Dead + Uninhabitable Ariic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Un'rform Loads (plfj Vert: 1-4=8, 4-7=-8, 1-7=-25 Concentrated Loads (Ib) Vert: 9=-866(F) 16=-866(F) 17=-866(F) 18=-866(F) 19=-866(F) 20=-866(F) 21=-866(F) 22=-866(F) 23=-866(F) 24=-666(F) 25=-866(F) 26=-866(F) 27=866(F) 28=866(F) 6) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 UniFortn Loads (pl� Vert: 1-4=9, 4-7=8, 1-7=-12 Horz: 1-4=-14, 4-7=13 Concentrated Loads (Ib) Vert:9=175(F)16=175(F)17=175(F)18=175(F)19=175(F)20=175(F)21=175(F)22=175(F)23=175(F)24=175(F)25=175(F)26=175(F)27=175(F)28=175(F) 7) Dead + 0.6 MWFRS Wind (Pos. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Un'rform Loads (pl� Vert: 1-4=8, 4-7=9, 1-7=-12 Ho2: 1-4=-13, 4-7=14 Concentrated Loads (Ib) Vert:9=175(F)16=175(F)17=175(F)18=175(F)19=175(F)20=175(F)21=175(F)22=175(F)23=175(F)24=175(F)25=175(F) 26=175(F)27=175(F)28=175(F) 8) Dead + 0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Piate Increase=1.60 Uniform Loads (pl� Vert: 1-4=6, 4-7=-7, 1-7=-15 Horz: 1-4=-2, 4-7=1 Concentrated Loads (Ib) Vert: 9=-730(F) 16=-730(F) 17=-730(F) 18=-730(F) 19=-730(F) 20=-730(F) 21=-730(F) 22=-730(F) 23=-730(F) 24=-730(F) 25=-730(F) 26=-730(F) 27=-730(F) 28=-730(F) 9) Dead + 0.6 MWFRS Wind (Neg. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Un'rform Loads (pl� Vert: 1-4=7, 47=-6, 1-7=-15 Horz: 1-4=-1, 4-7=2 Concentrated Loads (Ib) Vert: 9=-730(F) 16=-730(F) 17=-730(F) 18=-730(F) 19=-730(F) 20=-730(F) 21=-730(F) 22=-730(F) 23=-730(F) 24=-730(F) 25=730(F) 26=-730(F) 27=-730(F) 28=-730(F) 10) Dead + 0.6 MWFRS Wind (Pos. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 UnHorm Loads(pl� Vert: 1-4=13, 4-7=7, 1-7=-12 Horz: 1-4=-18, 4-7=12 Concentrated Loads (Ib) VeA:9=309(F)16=309(F)17=309(F)18=309(F)19=309(F)20=309(F)21=309(F)22=309(F)23=309(F)24=309(F)25=309(F) 26=309(F)27=309(F)28=309(F) 11) Dead + 0.6 MWFRS Wind (Pos. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pl� Vert: 1-4=7, 4-7=13, 1-7=-12 Horz: 1-4=-12, 4-7=18 Continued on page 3 � WARNING • Ve�i/y design parometers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 BEFORE USE. Design valitl tor use only wilh MiTek conneclors. This tlesign is basetl onty upon parameters shown, and is for an individual building component. Applicabiliry of tlesign paramenters and proper incorporation of wmponent is responsibilily of builtling designer - not truss designer. Bracing shown is for laterel suppoA of intlivitlual web members only. ACCitional temporary bracing to insure stability during construdion is the responsibillity of the ereclor. Atlditional permanent bracing of the overall structure is the responsibility ot lhe building designer. For general guidance regarding fabrication, qualily control, slorage, delivery, erection antl bracing, consutl ANSIITPN �uality Criteria, DSB-89 and BCSH Bullding Component ♦ Safety Infortnation available from Truss Plate Institule, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. The Truss Co., Sumner, WA TfU55 TypB (1ly Ply PARR/REAIITY/3346 PINEHURST/DV N1050830 COMMON GIRDER 1 . 6.000 s Jan 5 2076 MiTek Industries, Inc. Wed Mar09 18:53:002016 Page 3 I D:7Mu7jX61 xPD?5cev5Cu9PXyottP-KBumext3tuSoZ4tYzD3bOfl uqUrPCBmh2fzWk?zcZYH LOAD CASE(S) Concentrated Loads (Ib) Vert:9=309(F)16=309(F)17=309(F)18=309(F)19=309(F)20=309(F)21=309(F)22=309(F)23=309(F)24=309(F)25=309(F)26=309(F)27=309(F)28=309(F) 12) Dead + 0.6 MWFRS Wind (Pos. intemal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Unifortn Loads (pl� Vert: 1-4=13, 4-7=7, 1-7=-12 Horz: 1-4=-18, 4-7=12 Concentrated Loads (Ib) Vert:9=309(F)16=309(F)17=309(F)18=309(F)19=309(F)20=309(F)21=309(F)22=309(F)23=309(F)24=309(F)25=309(F)26=309(F)27=309(F)28=309(F) 13) Dead + 0.6 MWFRS Wind (Pos. Intemal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pl� Vert: 1-4=7, 4-7=13, 1-7=-12 Hoa: 1-4=-12, 4-7=18 Concentrated Loads (Ib) Vert:9=309(F)16=309(F)17=309(F)18=309(F)19=309(F)20=309(F)21=309(F)22=309(F)23=309(F)24=309(F)25=309(F)26=309(F)27=309(F)28=309(F) 14) Dead + 0.6 MWFRS Wind (Neg. Intemal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Un'rforrn Loads (pl� Vert: 1-4=2, 4-7=-8, 1-7=-15 Horz: 1-4=-6, 4-7=-0 Concentrated Loads (Ib) Vert: 9=-730(F) 16=-730(F) 17=-730(F) 18=-730(F) 19=-730(F) 20=-730(F) 21=-730(F) 22=-730(F) 23=-730(F) 24=-730(F) 25=730(F) 26=730(F) 27=730(F) 28=-730(F) 15) Dead + 0.6 MWFRS Wind (Neg. intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pl� Vert: 1-4=-8, 4-7=-2, 1-7=-15 Ho2: 1-4=0, 4-7=6 Concentrated Loads (Ib) VeA: 9=-730(F) 16=-730(F) 17=-730(F) 18=-730(F) 19=-730(F) 20=-730(F) 21=-730(F) 22=-730(F) 23=-730(F) 24=-730(F) 25=-730(F) 26=-730(F) 27=730(F) 28=-730(F) 16) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Un'rfortn Loads (pl� Vert: 1-t4=33, 4-14=-47, 4-7=-16, 1-7=-15 Concentrated Loads (Ib) Vert: 9=-1385(F) 16=-1385(F) 17=-1385(F) 18=-1385(F) 19=-1385(F) 20=-1385(F) 21=-1385(F) 22=-1385(F) 23=-1385(F) 24=-1385(F) 25=-1385(F) 26=-1385(F) 27=1385(F) 28=-1385(F) 17) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Unfform Loads (pl� Vert: 1-4=16, 4-15=-47, 7-15=-33, 1-7=-15 Concentrated Loads (Ib) Vert:9=-1385(F)16=1385(F)17=1385(F)18=-1385(F) 19=-1385(F)20=-1385(F)21=-1385(F)22=-1385(F)23=-1385(F)24=-1385(F)25=-1385(F)26=-1385(F) 27=-1385(F) 28=-1385(F) 18) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. meta1=0.90 Un'rfortn Loads (pl� Vert: 1-4=-8, 4-7=-8. 1-7=-15 Concentrated Loads (Ib) Vert: 9=-519(F) 16=-519(F) 17=-519(F) 18=-519(F) 19=-519(F) 20=-519(F) 21=-519(F) 22=-519(F) 23=-519(F) 24=-519(F) 25=519(F) 26=-519(F) 27=-519(F) 19) 20) 21) 22) 28=519(F) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Lefl): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pl� Vert: 1-4=-25, 4-7=-26, 1-7=-75 Horz: 1-4=-1, 4-7=1 Concentrated Loads (Ib) Vert:9=-1327(F)16=-1327(F)17=-1327(F)18=-1327(F)19=-1327(F)20=-1327(F)21=-1327(F)22=-1327(F)23=-1327(F) 24=-1327(F)25=-1327(F)26=-1327(F)27=-1327(F)28=-1327(F) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Unfform Loads(pl� Vert: 1-4=26, 4-7=-25, 1-7=-15 Horz: 1-4=-1, 4-7=1 Concentrated Loads (Ib) Vert:9=-1327(F)16=-1327(F)17=1327(F)18=-1327(F)19=-1327(F)20=-1327(F)21=1327(F)22=-1327(F)23=-1327(F) 24=-1327(F) 25=-1327(F) 26=-1327(F) 27=-1327(F) 28=-1327(F) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Un'rfortn Loads (pl� Vert: 1-4=-22, 4-7=-27, 1-7=-15 Horz: 1-4=-4, 4-7=-0 Concentrated Loads (Ib) Vert:9=-1327(F)16=1327(F)17=1327(F)18=-1327(F)19=-1327(F)20=-1327(F)21=-1327(F)22=-1327(F)23=-1327(F) 24=-1327(F)25=-1327(F)26=-1327(F)27=-1327(F)28=1327(F) Dead + 0.75 Snow (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Un'rfortn Loads (pl� Vert: 1-4=27, 4-7=-22, 1-7=-15 Horz: 1-4=0, 4-7=4 Concentrated Loads (Ib) Vert:9=-1327(F)16=1327(F)17=-1327(F)18=-1327(F) 19=-1327(F)20=-1327(F)21=-1327(F)22=-1327(F)23=-1327(F) 24=1327(F) 25=-1327(F) 26=-1327(F) 27=-1327(F) 28=-1327(F) A WARNING - Verily design parameters and READ NOTES ON iHIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 BEFORE USE. Design valid tor use only wilh MiTek connedors. This design is based ony upon parameters shown, and is for an individual building component. Applicability of tlesign paramenters antl proper incorporation of component is responsibility ot builtling tlesigner - not truss designer. Bracing shown is for lateral support of intlivitlual web members only. ACtlilional temporary Dracing to insure stability tluring construdion is the responsibilliy of lhe erector. AddNional permanent bracing of the overall structure is the responsibility oi the builtling tlesigner. For general guitlance regartling fabrication, quality control, storage, delivery, erection and bracing, consutt ANSIITPN Ouality Criteria, DSB-89 and BCSIt Building Component i. Safety Information available from Truss Plate Institule, 583 D'Onofrio Drive, Matlison, WI 53719. t11eTRUS�CO. INC. The Truss Co., Sumner, WA 1 dI 'sxn - GABLE Qty Ply PARR/REALITY/334i t 1 Job Reference Lap 8.000 s Jan 5 2016 Mi ID:7Mu7jX61xPD?5cev5Cu9PXyoriP-oKSBrt 32-8-0 16-0-0 4x4 = 12 13 111050631 2016 Page t Scale = 1:53.5 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6 = LOADING (ps� TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud SPACING- 2-0-0 Piate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012lTPI2007 CSI. TC 0.21 BC 0.17 WB 0.21 (Matrix) DEFL. in (loc) I/defl Ud PLATES Vert(LL) n/a - n/a 999 MT20 Vert(TL) n/a - n/a 999 Horz(TL) -0.01 24 nla nla BRACING- TOP CHORD BOTCHORD GRIP 185/148 3 I� 3x4 = Weight: 170 Ib FT = 20% Structural wood sheathin9 directly applied or 10-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 29-11-0. (Ib) - Max Horz 45=82(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 34, 32, 31, 30, 29, 28, 27, 26, 25, 24 Max Grav All reactions 250 Ib or less at joint(s) 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 34, 32, 31, 30, 29, 28, 27, 26, 25 except 45=386(LC 16), 24=386(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.Spsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 ANSIlTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 23.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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 100 Ib uplift at joint(s) 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 34, 32, 31, 30, 29, 28, 27, 26, 25, 24. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7073 BEFORE USE. Design valid for use only with MiTek connectors. This design is basetl ony upon parameters shown, and is tor an individual Duilding component. Applicabiliry of design parementers antl proper incorporation of component is responsibilily of builtling designer - not truss tlesigner. Bracing shown is for lateral support of intlivitlual web members only. Additional temporary bracing lo insure stability during construdion is the responsibillity of the ereqor. AddRional permanent bracing oi the overall structure is the responsibilily of the building designer. For general guitlance regarding (abrication, quality control, storaqe, delivery, erection and bracing, consull ANSIRPN Qualky Criteria, DSB-89 and BCSN Building Component SafMy Information available from Truss Plate Institute, 583 D'Onofno Drive, Matlison, WI 53719. 19969 A'� �,. March 10,2016 theTRLTSSco. iNc. JOD Iruss Iruss Iype Qry Ply PARR/REALITY/3346PINEHURST/DV 111050832 �1603213 E1 GABLE 1 1 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:53�. ID:7Mu7jX61 xPD?5cev5Cu9PXyottP-GXOW3duJ0YVoN 1 w4d5354NMwIgNgEb_ 9-8-8 9-10 s-a-e o-2 15 14 13 12 11 10 9 3x8 I I LOADING (ps� SPACING- 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8•0 Rep Stress Incr YES BCLL 0.0 ` Code IRC2012/TPI2007 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud CSI. TC 0.07 BC 0.04 WB 0.03 (Matrix) REACTIONS. q11 bearings 9-8-8. (Ib) - Max Horz 15=97(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) 9, 14, 13, 12, 11, 10 Max Grav All reactions 250 Ib or less at joint(s) 15, 9, 14, 13, 12, 11, 10 FORCES. (Ib) - Max. Comp:/Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) Ildefl L/d PLATES GRIP Vert(LL) 0.00 7 nlr 120 MT20 1851148 Vert(TL) 0.00 7 n/r 90 Horz(TL) -0.00 9 n/a n/a BRACING- TOP CHORD BOTCHORD Scale = 121.0 Weight: 37 Ib FT = 20% 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 uide. NOTES- (15) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (norrnal to the face), see Standard Industry Gable End Details as applicable, or consutt qual'rfied building designer as per ANSIITPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat rooT snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.Sx4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live loads. 11) ' This truss has been designed for a live load of 23.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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 14, 13, 12, 11, 10. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE�S) Standard � WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•747J BEFORE USE. Design valid for use onty with MiTek connectors. This design is based ony upon parameters s�own, antl is for an intlivitlual buildinq component. Applicability ot design paramenters and proper incorporation of component is responsiDility o! Guiltling tlesigner - not truss tlesigner. Bracing shown is for lateral support of intlividual web members only. Add'Rional temporary bracing to insure stabiliry during conslruction is the responsibillity of the erector. Adtlilional pertnanent bracinq of the overall slructure is the responsibilfty of the building tlesigner. For general quitlance regarCing tabrication, quality control, storage, delivery, erection and bracing, consult ANSII7PI1 qualiry Criteria, DS8�9 and BCSN Building Component SafMy Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. � �.,. t�U y, �r ¢ F w S p�,y �C' �r � c� � � h '� • � ��l � �vl► 19969 �'s�� ,G March 10,2016 theTRUSSco. irrc. Job TfuSS TfuSS TypB Qty Ply PARR/REALITY/3346 PINEHURST/DV 111050833 �1603213 E2 JACK-CLOSED 5 1 The Truss Co., Sumner, WA 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 78:53:03 2016 Page 7 ID:7Mu7jX61xPD?5cev5Cu9PXyottP-IjauGzvx9prMQXc7eLGeHwRahzCPay71cBAKKzcZYE 4-1-0 9-8-8 9-10 4-1-0 5-7-0 0-2- �I 1.Sx4 II 3 4 � 4X4 — 3x4 = LOADING (ps� SPACING- 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL $�0 Rep Stress Incr YES BCLL 0.0 ' Code IRC2012lTPI2007 BCDL 7.0 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2z4 HF No.2 WEBS 2x4 HF Stud'ExcepY W5: 2x6 DF SS REACTIONS. (Ib/size) 7=373/Mechanical, 5=394/Mechanical Max Horz 7=97(LC 7) Max Uplift 7=-76(LC 6), 5=96(LC 10) Max Grav 7=386(LC 17), 5=450(LC 17) CSI. TC 0.46 BC 0.26 WB 0.47 (Matrix) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-364/85, t-2=-718/140 BOT CHORD 5-6=-143/676 WEBS 1-6=116/682, 2-5=-707/186 DEFL. in (loc) I/defl Ud Vert(LL) -0.04 5-6 >999 360 Vert(TL) -0.08 5-6 >999 240 Horz(TL) 0.01 5 n/a n/a BRACING- TOP CHORD BOTCHORD Scale = 122.4 PLATES GRIP MT20 1851148 Weight: 39 Ib FT = 20% 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 uide. NOTES- (11) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overfiangs non-concurzent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 23.Opsf on the boriom 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) 7, 5. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard March 10,2016 A WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valitl tor use only with MiTek connedors. This tlesign is basetl ony upon parameters shown, and is for an individual builtling wmponent. Applicabiliry of tlesign paramenters antl proper incorporallon of component is responsibility of building designer - not truss designer. Brecing shown is tor lateral support ot intlivitlual web members only. Adtlitional temporary bracing to insure stability during construdion is the responsibillity of the eredor. Atld'rfional permanent bracing of the overall struclure is the responsibiltty ot the building designer. For general guitlance regarding fabrication, quality conirol, storage, delivery, erection and bracing, consutt ANSIITPN �uality Crlteria, OSB-89 anA BCSIt Building Component t�. Safety Infortnation available from Truss Plate Inslitule, 583 D'Onofrio Drive, Matlison, WI 53719. t11eTRUSSCO. INC. PARR/REALITY/3346 PINEHURST/DV 111050834 WH tl.UOU 5 Jer1 5 2U76 MI IeK IntlU5U185, InC. Wetl Maf09 18:53:03 2016 Page 1 ID:7Mu7jX61 xPD?5cev5Cu9PXyottP-fjauGzvx9prMQXc7eLcleHwRhhzGPb871cBAKKzcZYE 4-1-0 , 9-8-8 11-10-8 ' 4-1-4 5-7-4 2-2-0 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (RoofSnow=25.0) LumberDOL 1.t5 TCDL 8•� Rep Stress Incr YES BCLL 0.0 ' Code IRC2012ITPI2007 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud "Except' W5: 2x6 DF SS REACTIONS. (Ib/size) 7=354/Mechanical, 5=545/Mechanical Max Horz 7=113(LC 7) Max Uplift 7=-66(LC 6), 5=-134(LC 10) Max Grav 7=356(LC 17), 5=638(LC 17) CSI. TC 0.45 BC 0.25 WB 0.39 (Matrix) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=335/75, 1-2=-607It11, 3-5=434/104 BOT CHORD 5-6=128/564 WEBS t-6=88/569, 2-5=-590/170 DEFL. in (loc) Ildefl Lld PLATES GRIP Vert(LL) -0.04 5-6 >999 360 MT20 185/148 Vert(TL) -0.08 5-6 >999 240 Horz(TL) 0.01 5 nla nla BRACING- TOPCHORD BOTCHORD Scale: 1/2"=1' Weight: 42 Ib FT = 20°/ Strudural 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 uide. NOTES- (11) 1) Wind: ASCE 7-10; VuIt=710mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurreni wiih other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fR 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) 7 except (jt=1b) 5=134. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and desi9n of this truss. 11) All dimensions given in feet-inches-siuteenths (FFIISS) format. LOAD CASE�S) Standard March 10,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valitl for use onry wtth MiTek conneclors. This design is based ony upon paremeters shown, antl is for an individual building component. Applicability ot aesign parementers antl proper incorporation of wmponent is responsibildy of builtling designer - not truss designer. Bracing shown is for lateral suppoA of intlivitlual web members only. Addttional temporery bracing to insure stabiliy during construqion is the responsibillity of the erector. Atltlitional pertnanent bracing of the overall structure is the responsibility ot the Duiltling tlesigner. For qeneral guidance regartling fabrication, quality control, stora9e, tlelivery, erection and bracing, consuM ANSIRPIt �ualiry Criteria, DSB-89 and BCSN Builtling Component ai. Salety Information available from Truss Plate Institule, 583 D'Onofrio Drive, Madison, WI 53719. u1eTRU�CO. INC. 1 � PARR/REALITY/3346 PINEHURST/DV N1050835 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:53:04 2016 Page 1 ID:7Mu7jX61xPD?Scev5Cu9PXyottP-DvBGTIwZw7zD2hAJC27XAVTb65Jg855GzGxktmzcZYD SFi-12 ' 5-7-0 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 BCLL 0.0 � Rep Stress Incr YES .,,,,,, ,,, Code IRC2012/TPI2007 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 5=177/Mechanical, 6=858/0-5-8 (min. 0-1-8) Max Horz 6=115(LC 7) Max Uplift 5=-90(LC 7), 6=-279(LC 6) Max Grav 5=286(LC 17), 6=867(LC 17) 1.5x4 II CSI. TC 0.54 BC 0.24 WB 0.22 (Matrix) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=247/660, 3-5=-432/100 BOT CHORD 1-6=-572/256, 5-6=-572/197 WEBS 2-6=-764/289, 2-5=-167/597 11-2-0 DEFL. in (loc) Ildefl L/d PLATES GRIP Vert(LL) -0.02 5-6 >999 360 MT20 185/148 Vert(TL) -0.04 5-6 >999 240 Horz(TL) -0.01 5 nla nla BRACING- TOPCHORD BOTCHORD Weight: 41 Ib FT = 20% = 122.8 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directiy applied or 6-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES- (11) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.t 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurcent with other live loads. 5) This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between ihe bottom chord and any other members. 7) Refer to girder(s) for truss to truss connedions. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 6=279. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDEO MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only wkh MiTek conneclors. This tlesign is basetl ony upon parameters shown, and is for an intlivitlual building wmponent. Applicability ot design paramenters and proper incorporetion of wmponent is responsibilily of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Atltlilional temporary bracinq fo insure stabiliry during construction is the responsibillily of the erector. Addttional permanent brecing of the overell slructure is the responsibiltty of the building designer. For generel guitlance reqartling fabrication, qualdy conlrol, slorege, tlelivery, ereclion antl bracing, consutt ANSIITPI7 �uality Criteria, DSB�9 antl BCSN Building Component Safety Infortnation available from Truss Plate Institule, 583 D'Onofrio Drive, Madison, WI 53719. b��'�'�� U GL �H �w� ` � "q H � ,�, � �, �v�► 19969 t�'S kQ�7s�� G �doNA'�,�1� March 10,2016 theTRUSSco. irrc. Job Jack-Open PARR/REALITYl3346 PINEHURST/DV 111050836 d.000 5 Jan S 2016 M�Tek InGus�fies, InC. Wetl Maf 09 18:53:04 2016 Page 1 ID:7Mu7jX61xPD?5cev5Cu9PXyottP-Dv8GTIwZw7zD2hAJC27XAVTbQ5E588bGzGxktmzcZYD LOADING (ps� SPACING- 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) TCDL g.p Lumber DOL 1.15 BCLL 0.0 • Rep Stress Incr YES ,,,,.,. , ,, Code IRC2012ITPI2007 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEDGE Left: 2x6 DF SS 3x6 I I 1-5-3 1-5-2 3-03 CSI. TC 0.52 BC 0.53 WB 0.00 (Matrix) REACTIONS. (Ib/size) 3=112/Mechanical, 1=t08/0-5-15 (min. 0-1-8) Max Horz 1=35(LC 6) Max Uplift 3=-33(LC 6), 1=19(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/defl L/d Vert(LL) -0.02 1-3 >999 360 Vert(TL) -0.04 1-3 >889 240 Horz(TL) 0.00 n/a n/a Scale = 1:9.0 PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% BRACING- TOP CHORD Structural wood sheathin9 directly applied or 3-0.3 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 uide. NOTES- (10) t) Wind: ASCE 7-10; Vutt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DO1=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partialiy Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 23.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) 3, 1. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixRy model was used in the analysis and design of this truss. 10) All dimensions given in feet-inches-sixteenths (FFIISS) fortnat. LOAD CASE�S) Standard � WARN(NG - Vertly design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only wMh MiTek connedors. This design is based onty upon paremeters shown, and is for an intlividual builtling component. Applicability of design paramenters antl proper incorporation of component is responsibilNy oi building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracinq to insure stability during construGion is the responsibillity of the erector. AddNional permanent bracing of the overall structure is the responsibility of ihe building designer. For general guidance regartling fabrication, quality control, slorage, delivery, erection and bracin9, consutt ANSIITPN Quality Criteria, DSB-89 and BCSH Building Component Sa1My Infortnatfon available from Truss Plate Instilule, 583 D'Onotrio Drive, Madison, WI 53719. �"� �." �U �G ��U� WAS/�� W ,��► �, ��1� R 19969 9 G ��l�NA $�1i March 10,2016 theTRUSScO. INC. The Truss Co., Sumner, WA TrtlSS TyP2 Qty Ply PARR/REALITY/3346 PINEHURSTIDV 111050837 Jack-Open 3 1 tlAW 5 Jan 5[Uiti M� 1 eK IntlUstnes, Inc. Wetl Maf 09 79:53:05 2016 Page 1 I D:7Mu7jX61 xPD?5cev5Cu9PXyottP-h6hehexChQ54frlVmmfmji?n9VbMtbrQCwgHPCzcZYC 2-10-0 ' 2-10-0 Scale = 1:9.1 3x8 I I i 1-4-0 i 1-6-12 2-10-0 LOADING (ps� SPACING- 2-0-0 TCLI. 25.0 p�ate Grip DOL 1.15 (Roof Snow=25.0) TCDL g.p Lumber DOL 1.15 BCLL 0.0 � Rep Stress Incr YES ,,,,,,, ,,, Code IRC2012fTP12007 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEDGE Left: 2x6 DF SS REACTIONS. (Ib/size) 3=106/Mechanical, 1=102/0-5-8 (min.0-1-8) Max Horz 1=36(LC 6) Max Uplift 3=-33(LC 6), 1=-17(LC 6) CSI. TC 0.45 BC 0.47 WB 0.00 (Matrix) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) Ildefl Ud PLATES GRIP VeR(LL) -0.02 1-3 >999 360 MT20 185/148 Vert(TL) -0.03 1-3 >999 240 Horz(TL) 0.00 nla nla Weight: 10 Ib FT = 20% BRACING- TOP CHORD Strudural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Rigid ceiling directiy 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 uide. NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 23.Opsf on the boriom chord in all areas where a rectangle 3-6-0 tall by 2-40 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) 3, 1. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard March 10,2016 A WARNING - Verily design parameters and READ NOTES ON THIS RND INCLUDED MITEK REFERENCE PAGE MII-747J BEFORE USE. Design valid for use only wilh MiTek connecfors. This tlesign is basetl only upon parameters shown, antl is for an individual building wmponent. Applicability of design paramenters and proper incorporation ot component is responsibility ot builtling tlesigner- not truss designer. Brecing shown is for lateral support of individual web members only. Atltlitional temporary bracing to insure slability tluring construdion is the responsibillity of the eredor. AddNional pertnanent brecing of the overall slructure is the responsibility of the builtling tlesigner. For general guidance regartling fabrication, qualKy control, storage, delivery, erection and bracing, consutt ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component t,. Safety Intortnation available from Truss Plafe Instttule, 583 D'Onofrio Drive, Matlison, WI 53719. t11eTRU�CO. INC. 1 d d TfUSS TfU55 TypB Qly Ply PARR/REALITY/3346 PINEHURST/DV 111050838 Ft COMMON GIRDER 1 1 >umner, wv, 8.000 5 Jan 5 2016 MiTek IntlU5tne5, InC. WeA Maf 09 1&53:06 2011 ID:7Mu7jX61xPD?5cev5Cu9PXyottP-91Ftu_xqSkDxH?KiJTA?FwY BvwHcxtZRaQq� , 3-4-5 6-9-0 10-1-11 13-6-0 ' 3-4-5 ' 3-4-11 3-4-11 3-4-5 4� II Scale: 12"=1' 5x8 I I �V � �� Sxe II LOADING (ps� SPACING• 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8 � Rep Stress Incr NO BCLL 0.0 ' Code IRC2012/TPI2007 CSI. DEFL. in (loc) I/defl Ud TC 0.37 Vert(LL) -0.06 5-6 >999 360 BC 0.55 Vert(TL) -0.12 5-6 >999 240 WB 0.46 Horz(TL) 0.03 5 n/a n/a (Matrix) LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x6 DF SS BOT CHORD WEBS 2x4 HF Stud SLIDER Left 2x4 HF No.2 3-7-11, Right 2x4 HF No.2 3-7-11 REACTIONS. (Ib/size) 1=1885/0-5-8 (min. 0-3-2), 5=2015/0-5-8 (min. 0-3-5) Max Horz 1=40(LC 14) Max Uplift 1=-396(LC 10), 5=-425(LC 11) FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3023/644, 2-8=-2963/636, 38=2913/644, 3-9=-2941/650, 4-9=-2991/643, 4-5=-3050/650 BOT CHORD 1-10=-564/2594, 7-10=-564/2594, 6-7=-401/2112, 6-11=-530/2617, 5-11=-530/2617 WEBS 2-7=-6/258, 3-7=-264/1176, 3-6=-276/1227, 4-6=-7/262 PLATES GRIP MT20 185/148 Weight: 68 Ib FT = 20% Structural wood sheathing directly applied or 3-0-15 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 uide. NOTES- (12) t) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC20t2)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wRhstanding 100 Ib uplifi at joint(s) except Qt=1b) 1=396, 5=425. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 12-0-12 to connect truss(es) E2-E3 (1 ply 2x4 DF) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pl� Vert: 1-3=-66, 3-5=-66, 1-10=-14, 10-11=-249(F=-235), 5-11=-14 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valitl for use only wilh MiTek connectors. This Aesign is basetl onty upon parameters shown, and is for an individual builtling component. Applicabiliry ot design paramenters and proper incorporation of wmponent is responsibilily ot building designer - not truss designer. Bracing shown is for lateral support ot intlividual web members only. Addilional temporary brecin9 to insure stability during construction is the responsibilliry otthe ereclor. Atltlilional permanent bracing of the overall structure is the responsibility ot the builtling designer. For general guidance regartling fabrication, qualily control, storage, delivery, erection and bracing, consull ANSIRPN Ouality Criteria, DSBA9 antl BCSN Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Matlison, WI 53719. 0 d March 10,2016 theTRUSSco. rrrc. SJ603213 The Truss Co., Sumner, WA PARR/REALITYl3346 PINEHURST/DV 111050839 Job Reference (optional) 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:53:07 2016 Page 1 ID:7Mu7jX61xPD?5cev5Cu9PXyoriP-dUpP6KySD2Lov8wtBhEo74DLJFsLSzjfE90T5zc � 4-8-6 , 8-1-0 , 11-5-10 16-2-0 ' 4-5-6 3-4-10 3-0-10 4-8� 5x8 = �� Scale = 127.5 3x10 = 3x8 = i 1-3-10 8-1-0 14-10-6 16-2-0 1-3-10 6-9-G 6-9-6 1-3-10 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 p�ate Grip DOL 1.15 (Roof Snow=25.0) TCDL g.p Lumber DOL 1.15 BCLL 0.0 * Rep Stress Incr NO ,,,,,,, , „ Code IRC2012lfP12007 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SLIDER Left 2x6 DF SS 4-6-15, Right 2x6 DF SS 4-6-15 CSI. DEFL. in (loc) I/defl Ud TC 0.09 Vert(LL) -0.07 1-6 >999 360 BC 0.59 Vert(TL) -0.17 1-6 >999 240 WB 0.22 Hoa(TL) 0.04 5 nla nla (Matrix) REACTIONS. (Ib/size) 1=725/0-5-8 (min. 0-1-8), 5=723/0-5-8 (min. 0-1-8) Max Horz 1=39(LC 10) Max Uplift 1=-134(LC 10), 5=-134(LC 11) PLATES GRIP MT20 185/148 Weight: 93 Ib FT = 20% BRACING- TOP CHORD Structurai wood sheathing directly appiied 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 eredion, in accordance with Stabilizer Installation uide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1425/271, 2-19=-1117/191, 3-19=-1104/202, 3-20=-1103/202, 4-20=1116/191, 45=1423/273 BOT CHORD 1-21=-251/1287, 6-21=-251/1287, 6-22=-213/1284, 5-22=-213/1284 WEBS 3-6=77/573, 4-6=-354/149, 2-6=354/146 NOTES- (13) 1) Wind: ASCE 7-10; VuR=110mph (3-second gust) V(IRC2072)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 consutt qualified building designer as per ANSIlfPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.Sx4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fR between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wdhstanding 100 Ib uplift at joint(s) except (jt=1b) 1=134, 5=134. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 11) "Semi-rigid pRchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) All dimensions given in feet-inches-sixteenths (FFIISS) fortnat. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 Ig a March 10,2016 � WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 BEFORE USE. Design valitl for use only with MiTek conneclors. Tnis design is based onry upon parameters shown, antl is for an individual builtling component. Applicabiliry of tlesign paramenters anC proper incorporetion of wmponent is responsibilily of building tlesigner - not truss designer. Bracing shown is for lateral support ot intlividual web members only. Atltlitional temporary bracing to insure stability tluring construdion is the responsibillity of the eredor. AtlOitional permanent bracinq of the overell structure is the responsibility of the builtling tlesigner. For qeneral guidance regarding tabrication, quality control, storage, tlelivery, erection antl bracing, consutt ANSUTPN Qualfy Criteria, DSB-89 and BCSN Bullding Component ai.. �r Safety Information available from Truss Plate Institule, 583 D'Onofrio Drive, Matlison, WI 53719. u1eTRU.7�CO. INC. 9J603213 Truss Type GABLE LOAD CASE�S) Standard Unfform Loads (pl� Vert: 1-3=66, 3-5=-66, 1-21=14, 21-22=38(F=24), 5-22=-14 Ply � PARR/REALITY/3346 PINEHURST/DV 111050839 8.000 5 Jan 5 Z016 MiTek InOus�fie5, InC. Wetl Maf 09 18:53:W 2016 Page 2 ID:7Mu7jX61xPD?5cev5Cu9PXyottP-dUpP6KySD2Lov8wtBhEo74DLJFsLSzjfE90T5zcZYA � WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valitl for use only wilh MiTek connectors. This tlesign is basetl ony upon parameters shown, antl is for an individual builtling component. Applicabiliry o( tlesign paramentere antl proper incorporation of component is responsibilHy of building tlesigner - not truss designer. Bracing shown is for lateral suppoA of intlivitlual web members only. Adtlitional temporary bracing to insure stability during construction is the responsibillity of the ereclor. Atltlilional pertnanent bracing of the overall structure is lhe responsibility of the builtling designer. For general guidance regarding tabrication, quality control, slorage, delivery, erection an0 bracing, consuA ANSIRPN Ouality Criteria, DS8�9 and BCSN Building Component i.. c� Safety Information available from Truss Plate Institule, 583 D'Onofrio Drive, Madison, WI 53719. t11eTRU 7 7CO. INC. � ID:7Mu7jX61zPD?5cev5Cu9PXyottP-dUpP6KySD2Lov8wtBhEo7414JFdLO6jfE90T5zcZYA i 5-0-5 , 10-0-4 15-0-0 19-11-13 24-11-14 31-4-0 ' 5-0-5 ' 4-11-15 ' 4-11-12 ' 4-11-13 5-0-1 6-0-2 Scale = 1:52.6 4x5 I I 11 4X10 II q� _ 3x4 = 3x8 = 3x6 = 3x4 = 4x5 � LOADING (ps� SPACING- 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) TCDL g.p Lumber DOL 1.15 BCLL 0.0 • Rep Stress Incr YES BCDL 7.p Code IRC2012ITPI2007 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 'Except` W2: 2x4 DF No.1&Btr SLIDER Left 2x6 DF SS 2-9-1, Right 2x6 DF SS &0.2 CSI. TC 0.87 BC 0.61 WB 0.46 (Matrix) REACTIONS. (Ib/size) 1=1244/0-5-8 (min. 0.2-1), 9=1244/0-5-8 (min. 0-2-1) Max Horz 1=-82(LC 15) Max Uplift 1=-219(LC 10), 9=-226(LC 11) DEFL. in (loc) Ildefl L/d Vert(LL) -0.17 12-13 >999 360 Vert(TL) -0.38 12-13 >989 240 Horz(TL) 0.13 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 134 Ib FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2264/396, 23=-2179/406, 3-4=-2078/388, 4-5=-1 62 6132 3, 5-6=-1623/316, 6-7=-2340/438, 7-8=-2516/474, 8-9=-2590/461 BOT CHORD 1-13=-378/1933, 12-13=-290/1804, 11-12=-228/1891, 10-11=-228/1891, 9-10=-375/2323 WEBS 4-12=-607/202, 5-12=-148/906, 6-12=-718/222, 6-10=69/418, 7-10=-3331168 NOTES- (9) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fR 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 atjoint(s) except (jt=1b) 1=219, 9=226. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Id March 10,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valitl for use only wilh MiTek conneclors. This design is based only upon parameters shown, and is for an individual builtling wmponent. Applicabiliry of tlesign paramenters antl proper incorporation of wmponent is responsibilily of building designer - not truss designer. Brecing shown is for lateral support of intlivitlual web members only. Additional temporery bracing to insure stabiliry tluring construction is the responsibillily of lhe ereclor. Additional permanent bracing ot lhe overall structure is the responsibilily of the builtling designer. For general guidance regartling fabrication, quality control, slorage, delivery, erection and bracing, consuM ANSI/TPN Ouality Criteria, DS6�9 and BCSI1 Buflding Component aL. SatMy Infortnation available from Truss Plate Institute, 583 D'Onofno Dnve, MaCison, WI 53719. t11eTRUSSCO. INC. JOb TrtISS Tnlss TypO Qty Ply PARR/REALITYl3346 PINEHURST/DV 111050841 8J603213 G2 CAMMON 1 1 The Truss Co., Sumner, WA 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:53:08 2016 Page t ID:7Mu7jX61xPD?5cev5Cu9PXyottP-5gNnJgz4_LTfXIU4RuCTLLdJ?iaZ4rKsuuvxOXzcZY9 , 6-43 11�-3 16-4-0 213-13 263-13 32-8-0 ' 6-43 ' S-0-0 4-11-13 4-11-13 5-0-0 6-4-3 n' � d Scale = 1:53.7 4x4 = iz 3x84x6 = 3x4 = 3x8 = 3x6 = 3x4 = 4x63� — �±-4-0 8-6-14 16-4-0 24^13 31-4-0 a�.g-0 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 p�ate Grip DOL 1.15 (Roof Snow=25.0) TCDL g.p Lumber DOL 1.15 BCLL 0.0 • Rep Stress Incr YES BCDL 7.p Code IRC2012/TPI2007 LUMBER- TOP CFiORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud'Except' W2: 2x4 DF No.1&Btr SLIDER Left 2x6 DF SS 3-0-2, Right 2x6 DF SS 3-0-2 CSI. TC 0.42 BC 0.63 WB 0.46 (Matrix) REACTIONS. (Ib/size) 1=1288/0-5-8 (min. 0.2-2), 9=1288/0-5-8 (min. 0-2-2) Max Horz 1=82(LC 14) Max Uplift 1=-231(LC 10), 9=-231(LC 11) DEFL. in (loc) 1/defl L/d PLATES GRIP Vert(LL) -0.19 12 >999 360 MT20 185/148 Vert(TL) -0.40 10-12 >977 240 Ho2(TL) 0.15 9 n/a n/a Weight: 138 Ib FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2700/474, 2-3=-2626/486, 3-4=-2452/451, 4-5=-1735/336, 5-6=-17351336, 6-7=2452/451, 7-8=-2626/487, 8-9=-2700/474 BOT CHORD 1-13=-468/2424, 12-13=322/1994, 11-12=-241/1994, 10-11=-241/1994, 9-10=387/2424 WEBS 5-12=-156/981, 6-12=-722/222, 6-1 0=-6914 1 9, 7-10=-331/168, 4-12=-722/222, 4-13=-69/419, 313=-331/168 NOTES• (9) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.Spsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 23.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) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 100 Ib uplift at joint(s) except Qt=1b) 1=231, 9=231. 7) This truss is designed in accordance wRh the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard � WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7d79 BEFORE USE. Design valid for use only with MiTek connedors. 7his tlesign is basetl ony upon parameters shown, ana is for an intlivitlual builtling component. Applicabiliry of design paramenters and proper incorporation of component is responsibility of building designer - not truss tlesigner. Bracing shown is tor lateral support of intlivitlual web memGers only. AGGitional femporary bracin9 to insure stabiliry during construction is the responsibillity of the eredor. ACaitional permanent brecing otthe overall slructure is the responsibilily of the building tlesigner. Foi general guitlance regartling fabrication, quality control, storage, tlelivery, erection antl bracing, consuA ANSIfTPN Quality Criteria, DSB�9 and BCSN Building Component Sa(ety Infortnation available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719. Ia d March 10,2016 theTRUSSco. irrc. JOb TfUSS TfUSS Type Qty Piy PARR/REALITY/3346 PINEHURST/DV 111050842 �J603213 G3 GABLE 1 1 The Truss Co., Sumner, WA 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:53:09 2016 Page 1 I D:7Mu7jX61 xPD?5cev5Cu9PXyottP-Ztx9X0_ilfbW8S3C,?cjitYATE6zUpML?7YeUYzzcZYB i i6-4-0 26-4-0 32•B•0 �a-a-o �o-ao s-a-o co d M � 0 Scale = 1:54.7 4x4 = 12 13 1-0-0 40 39 38 37 36 35 34 33 32 31 30 LOADING (ps� SPACING- 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8 � Rep Stress Incr YES BCLL 0.0 ` Code IRC2012lTPI2007 BCDL 7.0 LUMBER- TOP CHORD 2x4 HF No.2'Except' T2: 2x6 DF SS BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SLIDER Right 2x6 DF SS 3-0-0 25-0-0 CSI. TC 0.45 BC 0.39 WB 0.22 (Matrix) 29 28 ?�� 3x6 = hc8 � DEFL. in (loc) I/defl Ud Vert(LL) -0.04 25-26 >999 360 Vert(TL) -0.10 25-26 >999 240 Horz(TL) 0.01 24 n/a nla BRACING- TOP CHORD BOTCHORD JOINTS REACTIONS. All bearings 20-5-8 except (jt=length) 24=0-58. (Ib) - Max Horz 40=82(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 31, 32, 33, 34, 35, 36, 37, 38, 39, 40 except24=-107(LC 11),29=-176(LC 17),27=-256(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 31, 32, 33, 34, 35, 36, 37, 38, 39, 29 except 24=461(LC 17), 30=316(LC 1), 40=322(LC 16), 27=849(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-77/264, 15-17=0/250, 22-23=-637/174, 23-24=-704/160, 76-26=766/241, 16-19=-785/240, 19-21=-737/220, 21-22=712/207 BOT CHORD 25-26=-1031592, 24-25=-101/596 I� 0 25 3x4 = 3x4 = 32-8-0 31-t-0 31 4-9-4 0- - 2 1-0-0 PLATES GRIP MT20 185/148 Weight: 180 Ib FT = 20% Strudural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 25-26,24-25. 1 Brace at Jt(s): 16, 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES- (13) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and righl exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nortnal to the Tace), see Standard Industry Gable End Details as applicable, or consutt qual'rfied building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.t 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fR between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 31, 32, 33, 34, 35, 36, 37, 38, 39, 40 except (jt=1b) 24=107, 29=176, 27=256. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Veri/y design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valiC for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building wmponenl. Applicability ot design paramenters and proper incorporation ot component is responsibility of building designer - not iruss designer. Bracing shown is for lateral 5upport of individual web members only. Atldilional temporary bracing to insure stability during construqion is lhe responsibilliy ot the erector. AtltlKional pertnanent bracing of the overall structure is the responsibilfty of the building designer. For general guidance regarding fabrication, qualily control, storage, tlelivery, erection and bracing, consutt ANSVTPN �uality CAterfa, DSB-69 antl BC517 8uiltling Component Satety Information available hom Truss Plate Institute, 583 D'Onofrio Drive, Matlison, WI 53719. � 1,,. Pp �� uF \VASHI�, � � � � W o �1' � � � 19969 9 G s�dON�,�� March 10,2016 theTRUSSco. irrc. 1 � H1 GABLE Ply 111050643 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Mar 09 18:53:10 2016 Page 1 ID:7Mu7jX61 xPD?5cev5Cu9PXyottP-23VXkM?KWzjNmceTYJExQmijnWOZYsM9MCO24QzcZY7 , 12-8-0 6-4-0 � 4x4 = Scale = 1:20.2 16 15 LOADING (ps� SPACING• 2-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 BCLL 0.0 • Rep Stress Incr YES ,,,,,,, � „ Code IRC2012ITPI2007 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud 14 13 CSI. TC 0.14 BC 0.08 WB 0.05 (Matrix) 12 DEFL. in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) nla - n/a 999 Horz(TL) -0.00 10 n/a n/a BRACING- TOP CHORD BOTCHORD 1� 10 —� PLATES GRIP MT20 185/148 Weight: 43 Ib FT = 20% Structural wood sheathing directly applied or 10-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss eredion, in accordance with Stabilizer I�stallation uide. REAC710NS. All bearings 10-0-0. (Ib) - Max Horz 16=32(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 14, 15, 16, 12, 11, 10 Max Grav Ali reactions 250 Ib or less at joint(s) 13, 14, 15, 12, 11 except 16=273(LC 16), 10=273(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 consuR qualified building designer as per ANSIlfPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.t 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 9) Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 15, 16, 12, 11, 10. 10) Non Standard bearing condftion. Review required. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 12) "Semi-rigid pftchbreaks wfth fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7A73 BEFORE USE. Design valid for use only with MiTek connectors. This desiqn is basetl ony upon parameters shown, and is for an indivitlual builtling component. Applicabiliry of design paramenters antl proper incorporation of wmponent is responsibilily of building designer- not truss designer. Bracing shown is for lateral support of indivitlual web members only. Addftional temporary bracing to insure stability during conslruction is the responsibilliry of ihe erector. Atltlilional permanent bracing of the overall structure is the responsibilily of the building designer. For general guidance regarding fabrication, qualily control, slorage, delivery, erection and bracing, consutt ANSIITPN Quality Criteria, DS8-89 and BCSN Bullding Component Safety Information available irom Truss Plate InstttWe, 583 D'Onofrio Drive, Matlison, WI 53719. ��"� � A�U � �,<y� � � y � W ��l � �v11 19969 �'s R�,s�° G �f4NAti'�t� March 10,2016 theTRUSSco. rNc. �J603213 Truss Type FLAT GIRDER PARR/REAIITY/3346 PINEHURST/DV 111050844 o., sumner, wa, e.ouu s dan o 2o7ti Mi iek inaustnes, mc. wea rolar os �e:53:n 2o�s Page 7 I D:6ARBMUEofnhYqH WCztPYkhzDJ?M-WF3wui?yHGrE0mDf601AyzFkPwY?HBmlas7bcszcZY6 , 53-4 10-2-12 , 15-2-4 20-5-8 ' 53-0 ' 4-11$ 4-11-8 5-3.i 3�c8 = Sx10 = 1.Sx4 II 3x8 = 3x10 = Scale = 1:34.8 Sx12 = �2 JUS26 JUS26 �Ox10 = �US26 JUS26 8x12 = JUS26 JUS26 Bx8 _ JUS26 � 6x8 MT18H I I 5x8 I I LOADING (ps� SPACING- 1-0-0 TCLL 25.0 plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress Incr NO BCLL 0.0 ` Code IRC2012/TPI2007 BCDL 7.0 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 DF No.1 &Btr *Except' W3: 2x6 DF SS, W2: 2x4 HF Stud OTHERS 2x6 DF SS LBR SCAB 11-12 2x6 DF SS one side CSI. TC 0.79 BC 0.84 WB 0.74 (Matrix) JUS26 DEFL. in (loc) Ildefl Lld Vert(LL) -0.22 8-9 >999 360 Vert(TL) -0.42 8-9 >573 240 Horz(TL) 0.04 7 n/a n/a JUS26 Special PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 121 Ib FT = 20% BRACING- TOP CHORD 2-0-0 oc purlins (2-3-15 max.): 1-6, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. REACTIONS. (Ib/size) 12=3240/(0-5-8 + bearing block) (req. 0-510), 7=2932/0-5-8 (min. 0-5-1) Max Horz 12=-37(LC 6) Max Uplift 12=-726(LC 6), 7=-657(LC 7) Max Grav 12=3420(LC 19), 7=3084(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-2847/621, 1-2=-5129/1090, 2-3=-6578/1393, 3-4=-6578/1393, 4-5=-6578/1393, 5-6=-4487/962, 6-7=2530/556 BOT CHORD 10-15=-1095/5127, 15-16=-1095/5127, 9-16=1095/5127, 9-17=-957/4485, 17-18=95714485, 8-18=-957/4485 WEBS 1-10=-1202/5679, 2-10=-938/243, 2-9=-358/1668, 5-9=-506/2407, 5-8=-1295/318, 6-8=-1071 /5041 NOTES- (�g� 1) Scab(s) 11 to 12 to provide bearing enhancement at jt.12, a cluster of 12 evenly spaced - 10d (0.131"x3") nails are required within t2" of jt.12. Total nails to be divided equally between front and back if scabs are on both sides. Bearing is assumed to be HF No.2. 2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 100 Ib uplifi at joint(s) except (jt=1b) 12=726, 7=657. 9) This truss is designed in accordance wfth the 2012 International Residential Code sections R502.11.1 and R802.t0.2 and referenced standard ANSI/TPI t. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 71) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or boriom chord. 12) Use USP JUS26 (WRh 10d nails into Girder & tOd nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 18-0-12 to connect truss(es) E2 (1 ply 2x6 DF), E3 (1 ply 2x6 DF), E4 (1 ply 2x6 DF) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Continued on page 2 A WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA�E Ml1-7473 BEFORE USE. Design valitl for use only with MiTek connectors. This tlesign is based ony upon parameters shown, antl is for an intlivi0ual builtling component. Applicabiliry of tlesign paramenters antl proper incorporffiion of component is responsibilky ot building designer - not truss designer. Bracing shown is for lateral suppoA ol intlivitlual web members only. Adtlitional lemporary bracing to insure stability tluring construclion is lhe responsibillity of the ereGor. ACtlilional pertnanent bracing of lhe overall struclure is the responsibility of the building designer. For general guitlance regartling tabrication, quality control, storage, delivery, erection and bracing, consutt ANSIRPN �ualky CriteAa, DSB�9 and BCSN Building Component SafMy Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. March 10,2016 theTRUSSco. irrc. PARR/REALITY/3346 PINEHURST/DV 111050844 SJ603213 The Truss Co., Sumner, WA FLAT GIRDER 8.000 s Jan 5 NOTES- (16) 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 342 Ib down and 69 Ib up at 20-2-12 on bottom chord. The design/seleciion of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pl� Vert: 1-6=33, 7-12=-7 Concentrated Loads (Ib) Vert: 7=-311(F) 9=-644(F) 13=-644(F) 14=-644(F) 15=-644(F) 16=644(F) 17=908(F) 18=311(F) 19=311(F) 20=-311(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only wNh MiTek conneclors. This tlesign is based only upon parametere shown, and is for an individual builtling wmponent. Applicability ot design paramenters and proper incorporation of wmponent is responsibilily of buildin9 tlesigner- not truss designer. Bracing shown is tor lateral support of individual web members only. Additional temporery bracing to insure stability during construction is the responsibillity of the erector. Addilional pertnanent bracing of the overall structure is lhe responsibility ot the building designer. For general guidance regartling fabrication, quality control, storage, delivery, erection antl bracing, consutt ANSIITPN Quality Criteria, DSB-89 and BCSN Builtling ComponeM i.. w+�•� Safety Infortnation availaDle trom Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ttle • if� V SSCO. INC. Symbols Numbering System � General Safety Notes PLATE LOCATION AND ORIENTATION . ��• Center plate on joint unless x, y Failure to Follow Could Cause Property 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteentns Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. dia onalorX-bracin g g, is always required. See BCSI1. �'�1fi � � 2. Truss bracing must be designed by an engineer. For 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator � bracing should be considered. C7-2 C2-3 3. Never exceed the design loading shown and never � WEBS �3,� 4 stack materials on inadequately braced trusses. � � �'•� � �� 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U �y �= designer, erection supervisor, property owner and plates 0- '�,6�� ffOm oUtSide O � � a all other interested parties. edge of truss. � p 5. Cut members to bear tightly against each other. C7-8 Cfi-7 CS-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the $ � 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. COnn6CtOr p18t6S. 7. Design assumes trusses will be sudably protected from the environment in accord with ANSI/TPI 1. * Plate location details available in MiTek 20/20 software or upon request 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19°/ at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The flrst dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 �/�dth measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camberfor dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be otthe species and size, and ICC-ES Reports: in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96046, spec�ed. by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator braCing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connedions not shown are the responsibility of oihers. Indicates location where bearings 16. Do not cut or aRer truss member or plate without prior (supports) occur. Icons vary but OO 2006 MiTek� All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. t7. Instal� and load vertica��y un�ess indicated othenvise. 18. Use of green or treated lumber may pose unacceptable environmental, health or pertormance risks. Consutt with I�dUStl'y/ St811d2�dS' project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate ConneCted WOOd TfuSS COnStrUCti0f1. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Info�mation, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, theTR�TSSC�. INC. ANSIRPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. a . t. 'r � Geotechnical Engineering Report REVIEWED FQR CODE COMPLIANCE APPROVED AUG 0 5 2016 I City of Tukwifa BUILDING DfVISION �C��RECTiON �i�# Mustea Residence ��y� XXXX S 150th Street Tukwila, Washington P/N 0041000547 June 14, 2016 prepared for: Bosco Construction, LLC Attention: Bob Curlee PO Box 1281 Buckley, Washington 98321 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (2b3) 537-9400 MGI Project P611-T16 RECEIVED CITY OF TUKWILA JUL 2 � 2016 PERMIT CENTER t , TABLE OF CONTENTS Pa�e_No. 1.0 SITE AND PROJECT DESCRIl'TION ...............................................................................................1 2.0 EXPLORATORY METHODS ...........................................................................,.................................. 2 2.1 Test Pit Procedures ................................................................................................................ 2 3.0 SITE CONDITIONS ............................................................................................................................ 3 3.1 Surface Conditions ................................................................................................................. 3 3.2 Soil Conditions ....................................................................................................................... 3 3.3 Groundwater Conditions.......--••------------------�---..._......................................_................._....._..4 3.4 Infiltration Conditions and Tnfiltration Rate ...................................................................... 4 3.5 Seismic Conditions ................................................................................................................. 4 3.6 Liquefaction Potential ............................................................................................................ 5 4.0 CONCLUSIONS AND RECOMMENDATIONS ............................................................................ 5 4.1 Site Preparation ...................................................................................................................... 6 4.2 Spread Footings ...................................................................................................................... 8 4.3 Slab-On-Grade-Floors ............................................................................................................9 4.4 Drainage Systems .......................................•--�--......................................................................9 4.5 Structural Fi11 .........................................................................................................................10 5.0 RECOMMENDED ADDIT'IONAL SERVICES ..............................................................................11 6.0 CLOSURE .......................................:...................................................................................................12 List of Tables Table 1. Approximate Locations and Depths of Explorations .............................................................................2 List of Figures Figure L Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data -•-•••••--••--•• .........................................................•-•---.........•••-•••-•. A-1 Logsof Test Pits TP-1 and TP-2 ................................................................................................................. A-2...A-3 � �, ��.� ��'*�� ,� �MIIG'IZI ��) .:�GRUUF�� June 14, 2016 Bosco Construcfion, LLC PO Box 1281 Buckleq, WA 98321 Attention: Bob Curlee P�IGIZI GROUP, Ii�C. P� Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 Subject: Geotechnical Engineering Report Mustea Residence XXXX S 150th Street Tukwila, WA P/N 0041000547 MGI Project P611-T16 Dear Mr. Gurlee: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation for the development of the residential parcel owned by Adrian Mustea in Tukwila, Washington. This report has been prepared for the exclusive use of Bosco Construction, LLC, and their consultants, tor specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION T'he project site consists of a rectangular-shaped, 0.38 acre residential parcel located towards the east side of the city limits of Tukwila, Washington as shown in the attached Topographic and Location Map (Figure 1). The parcel is situatec� along the west side of the private drive which extends south from S 150th Street, in a densely populated residential area. The project area is bordered along the east by the aforementioned private drive, and on all other sides by developed residential sites; being encircled on all sides by fencing materiats. The subject property is resultant of a recent short-plat, and was previously associated with the residential parcel immediately to the north. The north end of the parcel was previously occupied by the garage for this residential site, but has since been demolished. Improvement plans involve the clearing/stripping of the property and the development of the site for residential purposes. A new single family residence will be constructed towards the center of Page 1 of 12 t � � Bosco Construction, LLC — Mustea Residence, XXXX S 150t" St, Tukwila, WA june 14, 2016 � Geotechnical Engineering Repart P611-T16 the parcel, with a new driveway system immediately to the north. The proposed driveway will connect with the existing private drive. Site produced stormwater will be retained on site if feasible. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on June 9, 2016. Our exploration and evaluation prograrn comprised the foilowing elernents: Surface reconnaissance of the site; Two test pit explorations (designated TP-1 and TP-2), advanced on rune 9, 2016; and A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Terminaiion Exploration Functional Location pep{]� (feet) T'P-1 Centrally, south end of the pazcel 51�2 TP-2 Centrall , south side of ro osed buildin foo rint 3 The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of sur#ace access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the naiure and ex#ent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the acival site conditions. The following sections describe the procedures used for excavation of test pits. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber-tracked mini-excavator operated by an excavation contractor under subcontract to MGI. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soiIs and materiais encountered in each test pit, based on our field classitications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test Migizi Group, Inc. Page 2 of 12 Bosco Construction, LLC — Mustea Residence, X�O:X S 150th St, Tukwila, WA June 14, 2016 Geotechnical Engineering Report P611-T16 pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in genera� accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of the explorations are included as Figures A-2 through A-3. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, graundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a rectangular-shaped, 0.�8 acre, undeveloped residential parcel located towards the east end of the city limits of Tukwila, Washington. The parcel is orientated lengthwise from north to south; extending approximately 205 feet along this orientation, and spanning ± 61 feet from east to west. Topographically, the site is relatively level, with minimal grade change observed over its extent. Existing stubs for power, water, cable, phone and sewer are present within fihe north end of the parcel. The project area is currently overgrown with tall grasses and scattered, thi� alder trees. Thick growths of blackberry bushes are also present along the western margin of the site. No hydrologic features were observed on site, such as seeps, springs, ponds and strea�s, nor were there indications of the surface hydrology. 3.2 Soil Conditions Tacoma, and the larger Puget Sound area in general, have been glaciated a number of times over the last 2.4 million years, with the majority of existing surficial soils in the region, having been derived from these glacial activities. T'he most recent of these glac�al events is the �Iashon Stade of the Fraser glaciation; which receded from the region approximately 13,500 years ago. Our subsurface explorations revealed relatively consistent subgrade conditions underlying the project area; generally consisting of a variable thickness of fill material overlying native, Vashon-aged glaciai till soils. Glaciai till is typically described as a heterogeneous mixture of clay to gravel sized clasts deposited along the base of glacial ice (lodgement till) or by khe melting in place of stagnant ice (ablation till}. Lodgement till is generally encountered in an over-consolidated state given the fact that it is overridden by the ice mass after deposition. Our test pit explorations encountered 9 to 18 inches of poorly consolidated fill soils overlying the project area. This material was generally comprised of silty sand with some gravel, and was encountered immediately below the organic horizon. Underlying the fill m�terial, we observed native deposits comprised of glacial till soils. The upper reaches of these deposits were more moderately consolidated, heavily mottled, and typical of ablation till. At approximately 3 feet below existing grade, very dense lodgement till soil was encountered. Lodgement till was observed through the termination of test pit exploration TP-1; a depth of 51/2 feet. During the excavation of TP-1, we encountered an extended fill zone towards the north end of the exploration. This fill zone contained glass bottles, organics, brick debris, and other deleterious materials; extending 5 feet below existing grade. We performed exploration TP-2 within the footprint of the proposed Migizi Group, Int. Page 3 of 12 Bosco Construction, LLC — Mustea Residence, XXXX S 150�h St, Tukwila, WA June 14, 2016 Geotechnical Engineering Report P611-T16 residence to verify that the fill zone did not extend that far north. It appears that at some point "garbage" had been buried within the southern haif of the subject properiy. Lodgment till soils were generally comprised of gravelly, silty sand. In the Geologic Map vf the Des Moines 7.5' Quadrangle, King County, Washington, as prepazed by the United State Deparhnent of the Interior, U. S. Geological Survey (USGS)(2004), the project site is mapped as containing Qvt, or Vashon-aged glacial till; generally corresponding with our subsurface observation. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Condifions We did not observe groundwater in any of our test pit explorations, which extended to a maximum depth of 51h feet below existing grade. Perched groundwater seepage was observed within the extended fill zone towards the north end of test pit exploration TP-l. Lodgement till is considered relatively impermeable, and perched groundwater should be anticipated at the contact between this soil group, and overlying, more permeable deposits during times of extended wet weather. 3_4 Infiltration Conditions and Infiltration Rate As indicated in the Soil Conditions section of the report, the site is capped by a layer of fill material, which is underlain by native, glacial till deposits_ Ladgement glacial till soiLs are generally in an over-consolidated condition, and are considered an impermeable surface by most stormwater design manuals. Given the geologic conditions present within the project area, it is our opinion that infiltration is not feasible for this given project, and site produced stormwater should be diverted to an existing system along the private drive, or managed through dispersion, rain gardens, or other appropriate means. 3.5 Seismic Conditions Based on our analysis of subsurface exploration iogs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class C, as defined by Table 30.2-1 in ASCE % per the 2012 International Building Code (IBC). Using 2012 IBC informafion on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss =1.485 SMs =1.485 SDs = 0.990 S� = 0.555 SM� = 0.722 g SDi = O.4g� Using the 2012 IBC information, MCEx Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/lI/III, Sa at a period of 0.2 seconds is 1.49 g and Sa at a period of 1.0 seconds is 0.72 g. f�igizi Group, InC. Page 4 of 12 �, ; � ,;,, , Bosco Construction, LLC — AZustea Residence, XXXX S 150�h St, Tukh�ila, WA June 14, 2016 Geotechnical Engineering Report P611-T16 The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.99 g and Sa at a period of 1.0 seconds is 0.48 g. 3_6 Lic�uefaction 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. Our subsurface explorations did not encounter any zones of saturated, poorly consolidated soils, and we do not anticipate that site soils will Iiquefy during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the property and the development of the site for residential purposes. A new single family residence will be constructed towards the center of the parcel, with a new driveway system immediately to the north. The proposed driveway will connect with the e�cisting private drive. Site produced stormwater will be retained on site if feasible. We offer these recommendations: Feas�bilitv: Based on our field explorations, research and analyses, the proposed development appears feasible from a geotechnical standpoint. Foundation O�tions: We recommend conventional spread footings that bear on medium dense or denser native soils, or properly compacted structural filI that extends down to medium dense or denser native soils. Bearing soils are generally found within 21/z feet of the surface. 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. Native soils will adequately support slab-on-grade floors. Surface compaction of floor subgrades is recommended. Recommendations for slab-on- grade floors aze included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). Infiltration Conditions: Given the geologic conditions present within the project area, it is our opinion that infiltration is not feasible for this given project, and site produced stormwater should be diverted to an existing system along the private drive, or managed through dispersion, rain gardens, or other appropriate means. 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 Speciftcations for Road, Bridge, and Municipal Constructivn, and M21-01, Standard Plans for Road, Bridge, and Municipat Construction, respectively. Migizi Group, Inc. Page 5 of 12 Bosco Construction, LLC — Mustea Residence, XXXX S 150th St, Tulcwila, WA June 14, 2016 Geotechnical Engineering Report P611-T16 4.1 Site Prevarafion 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 instalted. T'his 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 azeas 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 Stri�ing: 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 12 inches across the project area. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we anticipate that site excavations will encounter fill soils at shallow eTevations, and densely consolidated glacial till soils with depth. �oth soil types can be readily excavated using standard excavation equipment, but special teeth, or "rippers" may need to be utilized to rapidly excavate glacial till soils. Dewaterin�: Due to the presence of dense consolidated lodgement till underlying the subject property, we anticipate that perched groundwater will be commonplace during development of the site. The depth of perching will roughly correlate with the contact between fill soils and native deposits. If groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slo�es: All temporary sail slopes associated with site cutting or excavations should be adequately inclined to prevent sioughing and collapse. Temporary cut slopes in site soils should be no steeper than 11hH:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. We recommend removing this material from the top of any excavation a safe distance away from the cu# face. Migizi Group, Inc. Page 6 of 12 � Bosco Construction, LLC — Mustea Residence, XXXX S 150'h St, Tukwila, WA June 14, 2016 Geotechnical Engineering Report P611-T16 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 granulaz soils observed withi.n 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 overexcava#ed and replaced with a s�itable structural fill material. Site Fillin�: 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 Fil3 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-155�. Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surfccial Organic Soil and Organic-Rich Fill Soils: Where encountered, surficial organic soils, Iike duff, topsoil, root-rich soil, and organic-rich fill soils are not suitable for use as stnzctural 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. • Existing Fill Material: Upwards of 18 inches of fill soils overlie the entirety of the site, though isoIated pockets of thicker fill areas may be encountered, as was towards the north end of test pit exploration TP-1. In general, this material was comprised of silty sand with some gravel, and should be considered moderately to severely moisture sensitive. Reuse of this material should be limited to times of extended dry weather, as it will become increasingly difficult to manage during wet weather conditions. • Glaciat Till: Underlying the fill material which covers much of the site, we encountered glacial tiII soiIs, which were continuous to the termination depth of test pit exploration TP-1; 51/z feet below exisiing grade. This material type typically contains a relative fines content (percent silt/clay) between 15 and 30 percent, and is moderately to severely moisture sensitive. This material type will be difficult to reuse in wet weather conditions, and care should be taken during stockpiling to prevent saturation. Permanent Slo�es: 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 a11 soil types, the use of flatter slopes (such as 21/zH: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. Mtgizi Group, Inc. Page 7 of 12 Bosco Construction, LLC — Mustea Residence, XXXX S 150�h St, Tukwila, WA June 14, 2016 Geotechnical Engineering Report P611-T16 4_2 �read Footines In our opinion, conventional spread footings will provide adequate support for the new residence if the subgrades are properly prepared. Footing De�ths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post-construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. ' Bearing Subgrades: Footings should bear on medium dense or denser, undisiurbed native soils which have been stripped of surficial organic soils or on properly compacted structural fill which bears on the soils just described. Adequate bearing subgrades are typically encountered within 21h feet of the surface. In general, before footing concrete is placed, any localized zones of laose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any locaIized 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 soiIs, all structural fill placed under footings, should extend horizontaIly outward from the edge of each footing_ This horizontal distance should be equal to the depth of placed fill. T'herefore, placed fill that extends 3 feet below the footing base should also extend 3 fee# outward from the footing edges. Sub�rade Observation: All footing subgrades should consist of fixm, unyielding, native soils, or structural fitl 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 uncontrol�ed fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on a properly prepared subgrade, or structural fill bearing pads can be designed for a preliminary allowable soil bearing pressure of 2,000 psf. A one-third increase in allowable soil bearing capacity may be used for short- term loads created by seismic or wind related activities. Footin� Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we esfimate 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-haIf of the actual total settlement over horizontal distances of approximately 50 feet. .= : Migizi Group, Inc. Page 8 of 12 Bosco Construction, LLC — Mustea Residence, XXXX S 150'" St, Tulcwila, WA June 14, 2016 Geoteclutical Engineering Report P611-T16 Footin� 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, alI footing backfill soil should be comparted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base triction. 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 our opinion, soil-supported sIab-on-grade floors can be used if the subgrades are properly prepared. We offer the following comments and recomrrtendations concerning slab-on-grade floors. Floor Subbase: Existing native deposits appear amenable to soil-supported slab-on-grade floors, and we do not foresee the need for a granular fill subbase. However, the final decision regarding the need for subbases should be based on actual subgrade conditions obseroed at the time of construction. AIl subbase fill should be compacted to a density of at least 95 percent (based on AS'I'M:D-1557). Ca�illar� Sreak and Va�or Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be pIaced 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 anguiar 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 estuna#e such deflections. 4_4 Drainage Systems In our opinion, the proposed residence should be provided wifh permanent drainage systerns 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 buildings be encircled with a perirneter drain system to collect seepage water. T"his 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 9 of 12 , Bosco Construction, LLC — Mustea Residence, XXXX S 150'h St, Tukwila, WA June 14, 2016 Geotechnical Engineering Report P611-T16 surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: Based on the groundwater conditions observed in our site explorations, we do not infer a need for subfloor drains. Dischar�e 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 peruneter 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 Ca�ing: 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 minimi�e or preclude surface-water infiltration. 4.5 Structural Fill T'he term "structural fill" refers to any material placed under foundations, retaining waIls, slab-on- grade floors, sidewalks, pavernents, and other structures. Our comments, conclusions, and recommendations concerning struciural fill are presen#ed 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 "graveI 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 individuaI particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixiures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thiclrness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-155� as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Migizi Group, Inc. Page 10 of 12 •� Bosco Construction, LLC — Mustea Residence, XXXX S 150'h St, Tukwila, WA Geotechnical Engineering Report Fill Application Footing subgrade or bearing pad Footing and stemwall backfill Existing subgrade Minimum Compackion 95 percent 90 percent 90 percent June 14, 2016 P611-T16 Subgrade Observation and Com�action Testing: Regardless of material or location, all structural fill should be placed over fum, 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 fiIl placement during wet-weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post-report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter sumrnarizing aIl review comments (if required); • Check all completed subgrades for footings and slab-on-grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post-construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 11 of 12 Bosco Construcrion, LLC — Musiea Residence, XXXX S 1�O�h St, Tukwila, WA Geotechnical Engineering Report 6.0 CLOSURE June 14, 2016 P611-T16 The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this siudy; therefore, if variatians 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 consfruction procedures, monitoring and testing by experienced geotechnical personnel should be cansidered an integral part af 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 feeI free fo contact our o€fice. Respectfully submitted, MIGIZI GROUP, INC. Zach L. Logan Staff Geologist Migizi Group, Inc. Page 12 of 12 Casey R_ Lowe, P.E. Principal Engineer � � i c c u r 0 h C 7. b c a � n 0 n � 0 TOFO! map p�nled on 06114J16 hom'Un6�ed.tpo' 122`20,000' 1V 122`19.000' P� 122°18.U00' W 122°l),OflO' W ll2`16.000' 1Y 122�IS.ODO' 1'J 14G584122°14.O�D' l"! ;� 1L� �•: Migizi Group, Inc. P.O. 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COARSE FRACTION SILTY GRAVELS, POORLY GRADED GRAVEL-SAN0.SILT �� IS LARGER THAN GRAVELS WfTH GM �� MIXTURES N � o NO. 4 SIEVE p N OVER 15% FINES CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY Z �n GC MIXTl1RES � _ . >^.• W� CLEAN SANDS SW •:•."." WELL GR,4DED SANDS, GRAVELLY SANDS � � SANDS WITH LITfLE O`o OR NO FINES SP :'•e • pOORLY GRADED SANDS, GRAVELLY SANDS v � MORE THAN HALF COARSE FRACTION IS SMALLER THAN SANDS WITH SM -;' ;: :: SILTY SANDS, POOORLY GRADED SAN0.SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC �' • CLAYEY SANDS, POORLY GRADED SAND-CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, ML SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS 1MTH SILTS AND CLAYS SLIGHTPLASTICITY a� INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, J N LIQUID LIMIT LESS THAN 50 CL GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, 0 0 _ LEAN CLAYS ❑� OL — �RGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW w v — PLASTICITY z � m � MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE �� SANDY OR SILTY SOILS, ELASTIC SILTS z � SILTS AND CLAYS "° CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS � LIQUID LIMIT GREATER THAN 50 OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt �, �� , PEATAND OTHER HIGHLY ORGANIC SOILS 8 � � � � � CA CN CP DS PM PP Modfied Califomia Split Spoon Pushed Shelby Tube Auger Cuttings Grab Sample Sample Attempt with No Recovery Chemicai Analysis Consolidation Compaction Direct Shear Permeabiliry Pocket Penetrometer RV SA SW TC TX N UC (1.2) WA (20) � 1 R-Value Sieve Analysis Slnieil Test CyGic Triaxial Unconsolidated Undrained Triaxial Torvane Shear Unconfined Compression (Shear Strength, ksfl Wash Analysis (with % Passing No. 200 Sieve) Water Levei at Time of Drilling Water Levei after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 ��GIZI .�I#I�. �R��`�� ,I. ! . , Migizi Group, Inc. TEST PIT NUMBER TP-1 � PO Box 44840 PAGE 1 OF 1 s�� Tacoma, WA 98448 Telephone: 253-537-9400 Figure A-2 Fax 253-537-9401 CLIENT Bosco Construction LLC PRWECT NAME Mustea Residence, P/N 0041000547 PROJECT NUMBER P611-T16 PROJECT LOCATION )OOIX S 150th St, Tukwila, Washinqton DATE STARTED 6!9/16 COMPLETED 6/9/16 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR DSE GROUND WATER LEVELS: EXCAVATION METHOD Rubber-tracked Excavator AT 11ME OF EXCAVATION — LOGGED BY ZLL CHECKED BY CRL AT END OF EXCAVATION — NOTES AFTER EXCAVATION — w }� U a� wm U a� W� � g � Q O MATERIAL DESCRIPTION o a� Qz � � � o.o — Sod and Topsoil ;, ;.,;. \ r, ;\ a' ;� � i � = 0.8 � (SM) Brown silty sand with some gravel (loose, moist) (Fill) a � F SM � ~ GB 1.5 a S-1 (ML) Gray/brown slighUy mottled sandy silt (medium stiff, moist) `� ML � GB 2.0 F S-2 (SM) Gray/brown heavily mottled silty sand (medium dense, moist) (Ablation Till) z c� � 2.5 SM :_ � z � 0 m 0 3.0 a (SM) Gray silty sand with gravel (very dense, moist) (Lodgement Till) � � a H � w I-- 'a O � Y � W O � SM � � W � � W m � � 5.0 � � � `D 5.5 � No caving observed � No groundwater seepage observed 0 W The depths on the test pit logs are based on an average of ineasurements across the test pit and should be � considered accurate to 0.5 foot. � Bottom of test pit at 5.5 feet. � c� 0 J a r x m J Q � W Z W U' LL O > a 0 U � � ,- Migizi Group, ��. TEST PIT NUIUIBER TP-2 4� PO Box 44840 PAGE 1 OF 1 ��a Tacoma, WA 98448 Telephone: 253-537-9400 Figure A-3 Fax 253-537-9401 CLIENT Bosco Construction LLC PROJECT NAME Mustea Residence, P1N 0041000547 PRWECT NUMBER P611-T16 PROJECT LOCATION X)OCX S 150th St, Tukwila, Washinqton DATE STARTED 6/9/16 COMPLETED 6/9/16 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR DSE GROUND WATER LEVELS: EXCAVATION METHOD Rubber-tracked Excavator AT TIME OF DCCAVATiON — LOGGED BY ZLL CHECI�D BY CRL AT END OF IXCAVATION — NOTES AFTER IXCAVATION — w _ }� � U F- W = W� � g � Q O MATERIAL DESCRIPTION � � Z � U` a 0.0 � — Sod and Topsoil ;, a �; ;� r; J ' —. a i;� "�� i;. (� vi t- .�i i; "�� a — . 1.0 � (SM) Brown silty sand with some gravel (loose, moist) (Fill) � � r � a `° SM � � a F Z C� � 2.5 2.5 � (SM) Graylbrown heavily mottled silty sand (medium dense, moist) (Abiation Tiil) z o SM : m 0 3.0 a No caving observed ,`�- No groundwater seepage observed a WThe depths on the test pit Iogs are based on an average of ineasurements across the test pit and should be a considered accurate to 0.5 foot. � Bottom of test pit at 3.0 feet. Y � W O Q U � � W � � W y 7 U rn v iii � 0 io t-- 0 � ui � 7 f'i LL N (i 0 J a � x m J Q � W Z W � LL Q } a 0 0 � . - - -�. �b...�...�..5... �i,D/�Nl �V G YEN1 �1�l��ti PL�4`� �7�� O TH 1��iht �'0"RE�CY TUKWI � �JIf�►SH�NGTAi�f �........�.. _,..._:o.w.,, . . ,�. _ .,.,...�...... �. — .......�. �,..�.,� � R�c�iv��' ��. :. .� . � �U�, �� t�� . J�,VL•LUI'ML•ly � m .� �� w `� '* � � � � � - ��, � & � ` cx� �(� 13- l � S Land Development & Civil Engineering Consultants ADAM NGUYEN SHORT PLAT 3735 South 150th Street Tukwila, Washington July 2013 I certify that this technical information report and all attachments were prepared either by me or my technical staff working directly under my supervision. •Z.�,.1-.:-=, ! � THE CONCEPT GROUP Y � ^`Z� � ,`� , �S � � Table of Contents ACRONYMTERMINOLOGY .................................................................................................................................... I SECTION1: PROJECT OVERVIEW .........................................................................................................................1 SITEINFORMATION .............................................................................................................................................1 DRAtNAGEBASIN ...............................................................................................................................................4 SO1LSINFORMATION ..........................................................................................................................................5 SECTION 2: CONDITIONS AND REQUIREMENTS ....................................................................................................7 DESIGNREQUIREMENTS .....................................................................................................................................7 SECTION 3: OFFSITE ANALYSIS .............................................................................................................................9 SCOPEOF ANALYSIS ...........................................................................................................................................9 SECTION 4: FLOW CONTROL /WATER QUALITY ANALYSIS AND DESIGN .........................................................15 EXISTINGHYDROLOGY ....................................................................................................................................15 DEVELOPEDSITC HYDROLOGY ........................................................................................................................1 E> SECTION S: CONVEYANCE SYSTEM .....................................................................................................................16 SECTION C: SPECIAL REPORTS AND S1'UD1ES .....................................................................................................16 SECTION7: OTHER PERM►TS ..............................................................................................................................16 SECTION H: EROSION CONTROL ANALYSIS AND DESIGN ...................................................................................1G CONSTRUCTION SGQUENCE AND PROCEDURE ..................................................................................................16 TRAPPINGSEDIMENT ........................................................................................................................................17 SECTfON 9: BOND QUANT[TIES AND DECLARATIUNS OF COVENANTS ...............................................................17 SECTION 10: QPERAT:ONS AND TRAIN:ENANCE .................................................................................................15 Appendices Appendix A: Proposed Drainage Plan & Calculations Appendix B: Erosion Control Appendix C: Maintenance Procedures - ACRONYM TERMINOLOGY 0 " Inch cf Cubic Feet cfs Cubic Feet per Second CMP Corrugated Metal Pipe DI Ductile Iron HDPE High Density Polyvinyl Ethane KCSWM King County Surface Water Manual PGIS Pollution Generating Impervious Surface PVC Polyvinyl Chloride RCP Reinforced Concrete Pipe SCS Soiis Service Conservation Sq Ft Square foot General Notes: 1. The information contained in this report is based on a topography and boundary survey, the King County Assessor's map, stormwater maps, and on-site observations and measurements. If any changes are made to these drawings or the site that wiil affect the calculations in this report, the engineer shall be notified. All construction based on this report shall be stopped and shall not proceed until the impact of the changes can be reflected in a supplement report. 2. This report is prepared for the sole use of client for the purpose of obtaining land use permits for the property located at 3735 South 150th Street in Tukwila, Washington. All other uses are expressly prohibited without prior written approval from the engineer. 3. All construction related to the drainage system for this project will be in accordance with the 2009 King County Surface Water Design Manual unless specifically mentioned in this report and/or approved by City staff. t Adam Nguyen Short Plat —Technical Information Report July 2013 SECTION 1: PROJECT OVERVIEW The property is located at 3735 South 150th Street in Tukwila, Washington. The property is currently developed with a single family residence that will remain. The project proposes to short plat the property into a total of two (2) lots. Site Information Location: 3735 South 150th Street; Tukwila, Washington SectionlTownship/Range: NW Quarter, Sec. 22, T.23, R.4 E. of W.M. County, State: King County, Washington Governing Agency: City of Tukwila Design Criteria: 2009 King County Surface Water Manual Zone: Residential Single Family .. ,.� ,�r: , :�; -• ,;; :� �-�� • � Project Location a; ,.,,., � ` � ' ;�;rn , % y;�, i � _ . - '� . �> .v�� '�� . . . ' - . .' 1�� . � -}a'H�- — ..� 'i:�eryl'�o.t Lri �� j • n . .r!'i`. . ' � � � - _ _ .. .� 1) ' Figure 1— Vicinity Map / Site Location Not-to-Scale The Concept Group Page 1 Adam Nguyen Short Plat —Technical Information Report July 2013 Front view of st�bject��-o�ierty. Back yar-d of subject propei•ty. The Concept Group Page 2 Adam Nguyen Short Plat -Technical Information Report )uly 2013 Lookzng zc�est oia Soutla 15d'' Street f•om sr�bject pro�ierty. Lookistg east on Soutli 15d" Street fi-om sr�bject pro�e�•t��. The Concept Group Page 3 Adam Nguyen Short Plat -Technical Information Report )uly 2013 Shared private access road fo�• fiitr��•e Lot 2. Drainage Basin The property is within the Lower Green River drainage basin and the Duwamish - Green River watershed. The entire site drains to this basin. The general topography of the site slopes from west to east. Elevations on the site vary from a high point of 312 feet at the western property edge to 308 feet at the eastern property edge, with grades varying between 4.0% to 10.0%. J�' �� e � �. � � a} � � 1 `H, �SSs� ./'�s'� , '9'6,� { _� �'y' k•�'" - g . -. r � .�5� .�R � - t� ' � ts ��i ' - �_� F',.. t A y� !,� t 1^� ��,� 4��F �i��M ie:� r'�._..''� � t �' � '� o i < � h �} �� t � f ' -`� � � : � � Fjl: d. a� . _ J � � �,t � ;_, ,�� '��i�`, --� 1��' � _ � , R Sa _" Project � � `� .�� , i . �;: � �'` ":.. : - ; � �� f�� j" Location � `` �G�.�'�e � a,0�� ;w �,— �.� � ,F "� �� . t , iy ��°.�r� x� ; '- "Y��. . ii �►1� ��Y.w��`Cy�j �� I.r�.y�. �� a g i 1 + �� Tukwila:-' � �.'�II.�� !V�1� f ��(, � ♦ .-.I� � • �, .�,a,,. �y 1 ��f i ' } i � il � R .5 T'�4 �, f'�`d. ��q �eaiTac�`. '_� � � yP.nyir+� . , _ ■ '� �.e. 2 � . Jr �. ^^':�� p.�i ��;.�1 X� . iI, 1 h.,,��i,� f .��. r!i �`1�,•� •4 � �. "f . � - � r r �� A�� y�i * ti�, — : q�� , -+�"��.�F�isA"� ri � r.^---��.... �' ' C-. '�1 �� ` ,� x'.�� g"C..- -- ,�� j Y i �r�'s� �.� �{ _ �-�� I�f�f" / � . � . ' ^ * �I �� ~ �� . F - . .____ . -�:'�-t . �� rf T l� r� r tM -� [r��,`ry �rf r'� , � � i .� ,eY Sf i �F ��. �� r' �%� A -x: ♦ (� � '� t � . � � �'� � F� �#��p` � ��1 !,. �� ri 1�� }�( ?F �l� ' �.,.i Figure 2— Drainage Basin Study Area Map Not-to-Scale The Concept Group Page 4 Adam Nguyen Short Plat —Technical Information Report July 2013 Soils Information Soi Is Survey The Geologic Map of King County indicates the soil type within the project as Vashon Till (Qvt). The KCRTS equivalent soils group, as defined in Table 3.2.2.6 of the 2009 King County Surface Water Manual (KCSWM), can be either Till. A particle size distribution soils analysis was performed by A.A.R., Testing Laboratory Inc. on July 19, 2013. The analysis confirms that the soils at the site are composed of 44% fine sand/fine silt and 56% medium sand or larger; the Unified Soi) Classification System (USCS) classification of the soils is SM. '..�.,, } =.'v. � ' �wT t �- :i �, f,�, � i l �� , �i 1 ��,+ , �.. �4'�, � ! i - �, i '' '^�yf' `.! . i .�j. 1 � ��S , '� ' .�•~�V � � .• �� • ~ ��yy �• `• �_ �rr.� 'V .� � „��" � .� ..:-_f+.,} t _-y !y ,� `+�`_, -` '„'. +''�}r,'�^ 5,��,f �,� � ..� �.��--r ' I '- �''��•��.� � � . .r . A �,� �=�;�,'� .�,� . �:4� � � � �� Project �'� Location I � Qvrc' - Vashc�n rcirssicm��l �u��rsr-�;rainrd �ic�}�c�sits � Q�'7 - V�1SIl(111 li P-C(llllact �ic�}�osits � .I Qvl - Vashc�n suh�Tla�•ia] till ., � •T�J b�.'«. � ` .,-� = f ' � �� #� � ,t Geologic IMap of King County Complled by Derek 8. Cooth, Nathyp. Troost d Anron P. �Wlsher 'A7arch 2007 Figure 3 — Soils Map Not-to-Scale The Concept Group Page 5 . � ,� �'��o�d� �u�� o��ro��o�r� [��r� � � o00 _ r c c_.. c � �.., o 0 0 0 0 o a o i00 sc so �o � Z 60 � z 50 w U W 40 � 30 zo 1a � i ., - � � ,' � .� f i .z 'z I 1 � I � 1 � � � � � � � �� I : -}-__I..__.1.� ' � � ! _1 __ _i i � � � -- �--_ �..—' i � � i I �' I i; I I+ I I I I�-� I� i I i � � - � 1-1- --- . � ! � : ' -- _ _- + � � -- � � � - ----�-- .. - - --�--� I I I I I I i I i i t.__ i � f � i 1 � i I � -- �--- ' I ' I I I I i I I ; I, I I I I I �- i-�-- (� �-�-- � � � � �___�_ I � ��-�-�--� - -__ L---�� , -- �� I I I I I I I i � I I I� I I I �i; I I, � I I � i, I i I 1 I I I• I I I I , C ' � ! �_ � ��_ _ _"I �i a �_._�._ � —.'..� _ 1 ( — `_ � I �' I I � � � � I I I I I � � -- ---I , I €'! I I I I I I I a I; �' I�, i � i-- -( i i I I��I I I I I-� I-- i I i I I -- -�- � I � I I d I I I I I I � I II I I I i t '; I I, �- � f .. ,� ' 1- _ I --1 i � �---- !-�- � i �I I I I 1 I I � C � I �� I I I I � � �,� �— ;� � I � I I: I I I I I � I I I 1'i i� , , __r. ; ,__r. __ ._ - . , . ; ,� -, t . - � - - -�--� --.. '1 I i � I I I I I 1 i� I I i � I�' � I :, I I I f I ` � -}- -- � � - -- - - _�- _ ' ' ' - � � ' L-- _� : � 1� � � � �. � ` --�-- x -� I ,._ _ I � f 4 ��T #� �� ,i i� ��' i�� i r;��{�i i, �� ' � � � I I�� i, I 1 �I f �l I ! I�II ��i ` � 1 _� � �_ � � I � i �_.�.�� -� i-- ;� � ,-�--? � �., � � � -�,-�.- - � ` � � � {: � � � � � :I � � ' I •( I ,l l I , I� � I , � � I I I�'i i I I(II � I I �:f I� I i I I I I I� 'I 100 10 1 0.1 0.01 0.001 - % Stor 0.� SIEVE S IZE � .� 3�4,� 3 ,�„ , #� 0 n40 fJlO �(OU n200 �Z70 #325 GRAIN SIZE - mrn. °/a Gravel % Sand % Silt % +3" ------ --- . _�_....._.—T__.... . .. �_ _.—�.. ------ - -- - i Coarse Medium� � Fine ';V�Crs; Crs. Med. ; Fino �V. Fine� Crs. j Fine —_ _ _ - ---- ---- �_� — 0.0 � 2.0 � 14.0 � 7.0 j 6.3 �] U.4 ; 163 ; l 7.8 i 7.2 19.0 PERCENT SPEC." ; PASS? a FINER AERCEIVT {X=NO) 1U0,0 I 98.0 92.0 � 84.0 � 77.0 57.Q I �-10 I 3?.0 23.0 � I9.0 I 7.3 , 5oil Description_ GoldlBm silty sand �vi1h gravel AtterbergLimits P.L= NP LL= NP P1= Coefficients Qgp= 7_9793 Da�= 5.21�3 Dgp= 0.4916 D50= 0.3160 Dgp= 0.1335 D�S= D�p= Cu= C�= Ciassification USCS= SM � AASHTO= A-2-4(0) Remarks Samplcd,�Received: 7/ 15/ I 3 "fcsted: 7/19/13 Equipment: 58, 53, f>G, 141 (no spccificatinn providc:d) Source of Sample: Adam yguyen $hort Plat - 3735 S. 150th St. _ Sample f�umber: Ol __,._ ------� �_...`_._ _— __ �_ � �e�a�e ( Client: Thc Concept Group ��S'�Ofi00] � Project: Misc Lab Testinb I �.��Z�(��4 ��1�. �� Pro�ect No: 13-235 "'ested By: M, Eilackwell __ Checked $y: �. Bfackwell _ �_ Date: 7/19/] :i Fiaure l3- % Clay >, Adam Nguyen Short Plat -Technical Information Report July 2013 SECTION 2: CONDITIONS AND REQUIREMENTS Design Requirements The City of Tukwila utilizes the 2009 King County Surface Water Manual (KCSWM) for its drainage requirements. Per Section 1.1.2 of the KCSWM and Figure 1.1.2.A, the project is subject to Small Project Drainage Review as defined in Section 1.1.2.1 because the project is a"sing/e family residential... project fhat resulfs in >_ 2,000 sf of new impervious surface... AND meets one of the following criteria... The project results in <_ 10,000 sf of total impervious surface added since 1/8/01..." The project meets the Small Project criteria as follows: • The project is a single family residential project. o Proposed net new impervious surface is 2,600 SF • Total impervious surface for entire site is 4,446 SF; therefore, does not exceed 10,000 SF (total impervious added after 1/8/O1 is 3,130). Per Section 1.1.2.1, "If Small Project Drainage Review is required, THEN the proposed project must comply with the simplified small project submittal and drainage design requirements detailed in the Small Proiect Drainage Requirements adopte�l as Appendix C..." Table 1 outlines how the project will result in no more than 10,000 SF of total impervious surface added on or after January 8, 2001. Table 1— Impervious Surface Calculation (SF) Existing Existing Proposed New Total Impervious (assumed prior to 1/8/O1; (driveway/patio improvements after 1/8/Oi SF of home built in 1952) assumed after 1/8/01) 1,316 530 2,600 3,130 Table 2 provides a summary to the project stormwater design requirements. Table 2 - Jurisdictional Requirements Peak Run-off Control: N/A — Small Drainage Review Water Quality: N/A — Small Drainage Review Conveyance: N/A — No conveyance system proposed Downstream Analysis: Y4 mile The Concept Group Page 7 � Adam Nguyen Short Plat -Technical Information Report July 2013 Core Requirements The eight (8) Core Requirements of the SWM drainage requirements along with the five (5) Special Requirements are discussed in detai) in this section. Core Requirement #1: Discharge at the Natural Location Stormwater runoff from the entire project presently sheet flows from the western portion of the property towards the eastern proportion of the proper�y towards private access road and eventually to South 150�h Street. In the developed condition, stormwater from rooftops will be collected and conveyed to an on-site rain garden with overflows sheet flowing to the natural discharge location towards the existing private access road. Core Requirement #2: Offsite Analysis An offsite analysis which includes a Y4 mile downstream analysis is discussed in detail in Section 3 of this report. Core Requirement #3: Flow Control The project is subject to Small Drainage Review; therefore is not required to provide flow control. Roof stormwater will be mitigated with an on-site rain garden Core Requirement #4: Convevance System There are no conveyance systems proposed for this project. Core Requirement #5: Erosion and Sediment Control The project will provide erosion and sediment controls (ESC) to prevent, to the maximum extent practicable, the transport of sediment from the project site. Refer to Section 8 of this report for a discussion of the ESC measures proposed. Core Requirement #6: Maintenance and Operations Maintenance and operations of all drainage facilities is the responsibility of the property owner. Maintenance and operation guidelines are provided in Section 10 of this report. Core Requirement #7: Financial Guarantees and Liability This project is exempt from this core requirement because the stormwater facilities are privately owned and maintained. Core Requirement #8: Water Quality This project is exempt from Water Quality requirements as defined by Core Requirement #8 based on the surface area exemption. The project will result in only 600 square feet of pollution-generating impervious surface (PGIS). Specia) Requirement #1: Other Adopted Area-Specific Requirement Based on pre-application meeting notes, no other area-specific requirements are imposed on this property. The Concept Group Page 8 Adam Nguyen Short Plat -Technical Information Report )uly 2013 Special Requirement #2: Fiood Hazard Delineation Based on FEMA Flood Map #FM53033C0960F, the project area is located in Zone X, a 500-year flood plain. Special Requirement #3: Flood Protection Facilities The project is not located in a flood hazard area; therefore, it is exempt from Special Requirement #3. Specia( Requirement #4: Source Control 7his project is a single-family residential community development. It is not a commercial, industrial, or multifamily site development; therefore, it is exempt from Special Requirement #4. Special Requirement #5: Oil Control This project not defined as a high-use site per section 1.3.4 of the 2009 KCSWM; therefore, it is exempt from Special Requirement #5. SECTION 3: OFFSITE ANALYSIS Scope of Analysis Task 1: Study Area Definition and Map The study area of the downstream analysis extends beyond '/4 mile from the project discharge location as shown in Figure 4 below. '•-�l� +_'J J • .� H .. �t:�''l,�''it�` ''�+k;}`�` ' ;f'.,� �.: r6.:'�T".,'',� ,� � -. . -��l,';�;� ��'-�� i '+i �:- . - y „�:�d :�s'. �' - �:� project location %C`��;; ;'' �A; .: Ya mile �'''--�� " 'Ir" downstream � -:; : � '; �:, ;.�;�; -.r� ; t j�E � �'��,T . . _ ,'! , .; � ;`�a` �:+!'�!''i.axt.�'� �' j�, .. � ` h- i� .:i�t�r.r�•:.�.::.�at'"ih.,.�7i Figure 4- Study Area Map Not-to-Scale flow path direction The Concept Group Page 9 0 0 Adam Nguyen Short Plat -Technical Information Report July 2013 Task 2: Resource Review A resource review was conducted to document existing and potential flooding and erosion problems. • Floodpiain Map: Based on FEMA Flood Map #53033C0960F, the project area is located in Zone X, an area outside of the 500-year flood plain zone. �:..r�� ::��' .,�:.,,�,�.,,. � �"sc-='.: �� .__._ ., _- ---�---- — � 1�� - ---- L _ __..--�_: i - -- - � � . - -- I� -` Pr�ject � ' ' Location �� . ,. . : . .: ,, - __ . _ _�.�_ _ _. � -.�,_--- . _.�:--:; -- _ � I � f, * r , —�•----� =='`,— - . � ==1'� i `%� _ -�'� • _--- _ � _ •f` �1 /;,; � ,� ;� '.•�` _. .t. r�.: . i; � i '''� � 1'� �;/ I .--r,:' / �' _-y �1.1 / r._ , f` , . L.( C;1=Nf) �,�, � � , : �, . '. . . „ <. ..oi,c:. . . .. . , .�F >_ . . �-_��f � � .. ., , _ [..:�:E .... .. r ,.. . ' . .. . ..,�� , ,. . . ��:I�E ': . ... . �:sfli':F . . ._. . . . '.....--•_-„'_I � . . �... ..�. . 3 . . f._— E /�:)t1Y 'J . .. ... r . . . . .. , .� . +.i.i . . � 'PHE t , . . . � I . � _�»,_ � : .. - , : . . . � .. ,�� ;,.. C� '------� i... ._ �I H0.TlONAI f1p00 IHSUR�tHCE PADGAAM :: �1RM '; FLOOD INSIi.RANCE RATE hS�P ;7i1nG C'.c)t:V'I'1', `� 1i`;I�HI�!','Ct�V ,L'VL7 i IhCt.)KE'f)K;1'I'N;f) :�K1�;.1ti �� Pl�HEL 9�0 �F 1)i5 {-•.` ��'.� . " {I t � _._. .. ' .r .. . �.Y. .`},��: �� :'. �� . ... _ .y� _.. ��, ;'.g'.. , ... .. .�� ',^1''' ` ,'n! �: 1'� "I�I:,��I;li .,`�iii�l �1AP NUMEtR I �'�f�'�� 530�3C096f1 F �-- DfAP AEV75E�: �.,,.;. =�:;.. ,.:;;;,,b :-. ,:._: B7AY iB,1995 I�edcr.E P.:nc...i, � tila�c:.. �.�, � ria>n:y Figure 5— Flood Plain Map N ot-to-Sca I e The Concept Group Page 10 Adam Nguyen Short Plat —Technical Information Report July 2013 • Other Offsite Reports: The drainage complaint log from King County's Water and Land Resources Division Stormwater Services Section indicates that there are no significant existing drainage and flooding problems within a'/a mile downstream of the project within the last 10 years. ' r� ��: 1�f f r� _ � .' n C` � 4� J�'l � Project 4' . (t; ? +i , ,�� ❑ !��.. s�s�sr:sr -a `j Location �-�' � �; � �� —.. ______ `"fUT�IYI tJf [ I. !?L:'U � a + .-�1 �_�r�,��,�s� .,, „ -_ "� '/a mile k ^ downstream � a � location ��--�- ---�` �. _ ,,�„ _____ � �.-. � _ � � '.�"� � {. �� J � Figure 6— Drainage Complaint Map Not-to-Scale ID Date Address Comment 1 4/20/1988 4019 S 150TH ST N/A — flooding problem more than 10 years old 2 1/2/2013 150XX 41ST PL 5 N/A — water quality complaint issue 3 6/20/1988 15203 42ND AVE N/A — problem more than 10 years old CB capacity issue resolved, new CB installed The Concept Group Page 11 Adam Nguyen Short Plat -Technicai Information Report July 2013 • Wetlands Inventory: The project site is not located in or near a mapped wetland per the King County sensitive areas inventory maps. r.. '''� Tukwila � Hi.ghlighted Fsature i—� �County Boundan� •CA0 Shar�elint �Gnnditinn �,g+ ��au � Ual�ur� � -� 4ox H i�g hw.ay s �/ Ins�o-rporatetl Are,a Str�ests �./ llyh•a•a� � Rre(�als (tant� Project Location L� g�e nd Lacal Pa r�e 16 S�iO Str�eam � cu..� � �.Ia::2Pcrennwl � .::i�. 2Sal�no.n'] f,/ c �a..3 ., 'L�fIC67:.f�10U �� SAD Wetlsnd /�/.� 5Afl Lan�dslide dLL� 5A�0 Erosion 'i 1�:ITi1.'�T �� x� r rn ,�. S YSla7: f < �'N�6GS Landslid� H.azartls Land:idc Ilazard �Land slrcic I laz�;d .Uramsgc �G;AO 9asin �Gnndition Ilyn �� Aiaim,r. �� La'n' i�..J Figure 7— Sensitive Areas Map (Wetland) Not-to-Scale The Concept Group Page 12 Adam Nguyen Short Plat -Technical Information Report July 2013 • Sensitive Area Map (Hazard & Landslide): The project site is not located near a mapped Hazard or Landslide area per the King County iMAP. .. ,'•` Tukwila � Hi�ghliflht�e�d FRatur�e � =� �Gounty� 8•.oundacy� �CJ�O Shar�eline GAnditi:an �� llr�t� � aloi�u:r. �� LA"n' � Hiflh�vaya ^/ In�arp!arattdArea Str� ets �.! iiu)rn•ay � Rrlcrial, (Gnnt� Project Location Le,�ert.cl Lara1 Par�els .SAO ,Str�am � �t�ss 1 q,i h.la.s2Fcrenaal I' 4 ta�s 2.5:^�lm��n ni fJ ,ct�,:s „ Uncla::M� ��.�. .SAfl 1Yttland � SA�D Lanalslitte SltO Ernsion ',; �a�t+s sr � �r � � V s,s :;r ;T � S'4VDM Landsli�de Hatar•Os Laoa.ldc l lazani Las�SIvJellaia'4 J•a1n,9qw •CAO 8asin C�onditian 11�yL � Y Alafmrr� ��.'. � �~• Figure 8— Sensitive Areas Map (Hazard & Landslide) Not-to-Scale The Concept Group Page 13 Adam Nguyen Short Plat —Technical Information Report July 2013 , • Sensitive Area Maps (Aquifer Recharge): The majority of the project site is not located in a mapped Aquifer Recharge area per the King County iMAP. � „� { � ;� �.�_ S tY11'?� ST h� ul�� fiukv�r�0a . ; Project Location :, y sH.ighli�ghted ��ture I-_� Count}v Boundary ;: '4'.ourrtain P�eak•s �H:ighways .! ,I�corp�ot�n2ed J1cea fr 'S'tfe�25 . . l l+ti'I NJk• �% A�tcruh. (G�Ofllj Lc�end t :•a� Pa.r��eils ""' Lak.rs.a;nd Lar:ge Riv�ers �s,�' Stre.a m,s �CriIi�e,al �Aquif�er Rechat�gn J�rra S:�Icaary I ti nop �ry• 1 tialnacry 3 �, n� � � •; Figure 9— Sensitive Areas Map (Aquifer Recharge) Not-to-Scale 51;75T ST S'Y1V.41�t �La nd siids !Haza rds L:�a �:'��h 1 I.w1'd Laa.'�, s��3c � I�zard U r,n�aa�p The Concept Group Page 14 Adam Nguyen Short Plat —Technical Information Report July 2013 Level 1 Downstream Analysis Task 3: Field Inspection " A downstream analysis was conducted on July 12, 2013. The weather was sunny with temperatures in the high 70's degrees Fahrenheit. The property is currently developed with one (1) single-family residence which will remain. The project proposes to short plat the existing property into a total of two (2) parcels. The property is accessed from South 150`h Street and a shared private access road. Some of the existing stormwater infiltrates to native soils. During heavy storm events, stormwater runoff sheet flows to its natural location of discharge along South 150th Street. Stormwater runoff is collected in a catch basin and conveyed in a 12" storm drain along South 150'h Street, traveling east for approximately 900 FT prior to discharging to the 42"d Avenue South drainage system. Stormwater is entirely contained in the public storm drainage system beyond a quarter mile from the site prior to discharging to the regional detention pond, known as 42nd Avenue Detention Pond. The 42nd Avenue Detention Pond reduces and filters stormwater for discharge into the North Fork of Gilliam Creek. No existing or potential flooding problems, capacity, or erosion problems were observeci. Based on the availability of existing drainage information, the developed site will not create or aggravate existing downstream conditions. Task 4: Drainage System Description and Problem Descriptions Based on this field inspection and review of past drainage complaint records, there were three (3) minor flooding and/or capacity complaints that have been investigated and resolved. There appears to be no current significant erosion or capacity problems within a'/4 mile downstream of the property. Task 5: Mitigation of Existing or Potential Problems Flows from the development will be mitigated with a rain garden and dispersion trenches within the subject property. Stormwater overflow conditions will continue to sheet flow in an easteriy direction the open ditch along 14'h Avenue South. SECTION 4: FLOW CONTROL /WATER QUALITY ANALYSIS AND DESIGN The project is subject to Smali Drainage Review; therefore is not required to provide flow control. Roof stormwater will be mitigated with an on-site rain garden Existing Fiydrology The property is currently developed with a single family residence that will remain. Stormwater runoff from the entire project presently sheet flows from the western portion of the property towards the eastern proportion of the property, eventually draining to the private access road and discharging to the catch basin located on South 150th Street. The Concept Group Page 15 Adam Nguyen Short Plat —Technical Information Report July 2013 Developed Site tiydrology ,. The project proposes to short plat the property into a total of two (2) parcels, constructing a driveway and associated utilities. In the developed condition, stormwater from rooftops will be collected and conveyed to an on-site rain garden with overflows sheet flowing to the natural discharge location towards the existing private access road. Rain Garden Design (per2009 KCSWDM) Runoff Source: 2,000 SF impervious surface area Minimum Storage Required = 3 inches (0.25 feet) Storage Volume Required = 2,000 SF x 0.25 feet = 500 CF Rain Garden Volume Provided = 170 SF per 1000 SF x 2 FT DEPTH = 170 SF per 1000 SF x 2000 SF x 2 FT = 680 CF SECTION 5: CONVEYANCE SYSTEM No conveyance system was proposed for this project. SECTION 6: SPECIAL REPORTS AND STUDIES No special re�orts have been prepared for this project. SECTION 7: OTHER PERMITS • Preliminary Short Plat • Final Short Plat • Building Construction Permit • Right-of-Way Permit e Clearing & Grading Permit SECTiON 8: EROSiON CONTROL ANALYSIS AND DESiGN All erosion and sediment control measures shall be governed by the requirements of the 2009 KCSWM. An Erosion and Sedimentation Control plan has been prepared to assist the contractor in complying with these requirements and designed to prevent sediment-laden run-off from leaving the site during construction. Refer to Appendix B for Erosion Control plaras and detccils. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/ sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. Construction Sequence and Procedure Prior to the start of any grading activity upon the site, all erosion control measures, including installation of a stabilized construction entrance, shall be installed in accordance with the construction documents. The Concept Group Page 16 0 Adam Nguyen Short Plat -Technical Information Report July 2013 The best construction practice will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence for the construction of the site is as follows: '� 1. Pre-construction meeting. 2. Post sign with name and phone number of ESC supervisor (may be consolidated with the required notice of construction sign). 3. Flag or fence clearing limits. 4. Install catch basin protection if required. 5. Grade and install construction entrance(s). 6. Install perimeter protection (silt fence, brush barrier, etc.). 7. Grade and stabilize construction roads. 8. Construct surface water controls (interceptor dikes, pipe slope drains, etc.) simultaneously witfi clearing and grading for project development. 9. Maintain erosion control measures in accordance with King County standards and manufacturer's recommendations. 10. Relocate erosion control measures or install new measures so that as site conditions change the erosion and sediment control is always in accordance with the King County Erosion and Sediment Control Standards. 11. Cover all areas that will be unworked for more than seven days during the dry season or two days during the wet season with straw, wood fiber mulch, compost, plastic sheeting or equivaient. 12. Stabilize all areas that reach final grade within seven days. 13. Seed or sod any areas to remain unworked for more than 30 days. 14. Upon completion of the project, ali disturbed areas must be stabilized and BMPs removed upon approval from City of Tukwila. Trapping Sediment Structural control measures will be used to reduce erosion and retain sediment on the construction site. The control measures will be selected to fit specific site and seasonal conditions. The following structural items will be used to control erosion and sedimentation processes: • Temporary gravel construction entrance • Filter fabric fences (Silt fences) e Ground cover measures such as straw cover and/or hydroseeding • Inlet protection Vehicle tracking of mud off-site shall be avoided. Installation of a gravel construction entrance will be installed at a location to enter the site. The entrances are a minimum requirement and may be supplemented if tracking of mud onto public streets becomes - excessive. SECTION 9: BOND QUANTITIES AND DECLARATIONS OF COVENANTS None known at the time this report was prepared. The Concept Group Page 17 ,_ _ Adam Nguyen Short Plat —Technical Information Report July 2013 SECTION 10: OPERATIONS AND MAINTENANCE The owner or operator of the project shall be responsible for maintaining the stormwater facilities in accordance with the requirements as attached in Ap�e�tdix C. Proper maintenance is important for adequate functioning of the stormwater facilities. If it is unclear whether a problem exists, contact a Professional Engineer. Rain Garden Rain gardens are vegetated depressions that retain and filter stormwater from an area of impervious surface. The plant growth in the rain garden serves to filter the water and sustain infiltration. Depending on soil conditions, rain gardens may have water in them throughout the wet season and may overflow during major storm events. • The size, placement, and design of the rain garden as depicted by the drainage plan must be maintained and shall not be changed without written approval from The City of Normandy Park Department of Planning and Community Development. � Plant materials may be changed to suit tastes, but chemical fertilizers and pesticides must not be used. • Additional mulch and compost should be added to the rain garden periodically. • Rain gardens must be inspected annually by the property owner for physical defects. • After major storm events, the rain garden should be checked to see that the overflow system is working properly and is not clogged. • If erosion channels or bare spots are evident, they should be stabilized with soil, plant material, and mulch. • A supplemental watering program may be needed the first year to ensure the long-term survival of the rain garden's vegetation. • Vegetation should be maintained as follows: 1) replace all dead vegetation as soon as possible; 2) remove debris as needed; 3) remove all noxious vegetation when discovered; 4) manually weed without herbicides or pesticides; 5) mulch to conserve moisture and inhibit weed germination. The Concept Group Page 18 Adam Nguyen Short Piat -Technical Information Report July 2013 0 Appendix A Proposed Drainage Plan The Concept Group Appendix � ��,�.s ..,��.:� �.,. ��a� ,�,., �. ,��: � �, _,,:�,_.� .�4 . ,., .e.��,,w „. , _ .�s:, .�. , .K . � .. .� _ .� � ... s,� . ��.. � ..,. r, ..�, _ �_ .n �n :cu - e.aw� � �wnraw,n¢o - .a i I 1 1 i � � � �.. - � m� �a� m m A � S �nCQL t�n0� � � ��.�pimo-rs-aa.a.a ' � , i I R I e_ _ I I 1 I ', ; �� i I - � I 70.0' � NOW , , �x �8 _ - . __ .. .. - _�� Qj � I � � ar � p a w .. , j �N � �� I0 � � g0;. .� I. � � . �� $� � .-�$�-� .� � .. ; 1 y `�, , . , : L Y �I � � � � , � : `�? �Q, , ~ .. � ' �� -=�-- �— -- — -- — �- . , J ___ _ _. . — — �� .�- - , , I L— . , : � • , , ' J��., : , . _ _ _ _ — — _ _ _ _ _ _ _ { . •- I J J z � �---�------ �- - --, J 3 I - I \ i / f — _ _.. ._. —`--- _..�.�.��.�, I _ � . I \ � .' ' s~� � 1 1 I r�1 1 � I .. i = e JII.O�. I �. i` I � ' I . : 1 q�M' , � � I - . � � � 1 I � � I . .' I 1 � il i � ' I I . � I i � � � ,` � i , , ; � i � ,. i L _ J �z—�.� � i L_'_"_ '__'_'_"_____'_'_�__'_"___'_'_"_'_"_"_'_i____'_'____"_____'_'__ . • i i ___ - � i � i " r 0�U00 n 0�0000 -�+ ". s O �m m� S� � I� � � m �� _��_ � �� ° g �� ' ' � � N� g N- � � �� >> � �=�g � � ' �� w �; ;�- y�� i �� v ' � � � �� ' � � a� �� G ; � � - � � n � � Y� �� I I � � s �� s� �u � � ; � a � � � � � �� o��s ; �� i' �� tl � �� o � � � ��4� � �� D � �� o�� 4 �� € b � N � �� Q � � � � � � � � PEVISION -+ _ _-- �-- -- r:� ��I �V �d..�....�.�,d.`..,��, � 5�30 SaM i6btl� W�e � SYTa[. WA 9liBB ' TP116):H6�73 � ADAM SHORT PLAT 3735 - SOUTH 150TH STREET TUKWILA, WA 98188 SITE CML PLAN, DETAILS AND STD. NOTES � N � + e Adam Nguyen Short Plat -Technical Information Report July 2013 Appendix B Erosion Control Plans & Detai Is The Concept Group Appendix r t�. .3.< COYE�. 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NOTES �NQ�N ._. � �... ��..�._�_ Adam Nguyen 5hort Plat -Technical Information Report )uly 2013 Appendix C Maintenance Procedures The Concept Group Appendix k � - �,�.�n1 �T.�R��.,I�Eii �'Cl\STRL`C'�'I01 E�TR:��C:E . � n-� y r'; i C'od,: C'� Si7nbol: � D.3.4 I'�FFI� �E;� S�'ASiLIZA7"Ti>�1 Pur�ose C�O11�i111CT1011 211C1'flI1CZS 11'� ST1�.i111Z2C1 TO Y2C1LlC2 ili� fl1110lilli O,i S�C�1111e1If TTil11)j30!'I�CI OI110 j)ilt'�l� fC1�CI� 1�� motur t•eliicies or iluioff Etiy �.unst��uctiiig a st:�bilized 1�1d of quan}� s��ails �t eu[i�nnces to Lon�rni<tiuu sitzi. Ca;nditians of Use t'onsillictioii eiitrances sl�all be stabitizz�l �i�t�ere��ei• u•at�c �ti•ill Ue leat'in, a c��ttst:tltctiuii aite �ntl traj•elin�_ �ti ;�>at•�il i�aacls or utl��i• l�at•zc-� �reas ��itdiiu 1.O�U feet ot tl�e site. ac4ess anil etih �IzaZl l�e lini,itecl T�� oiie route if ��us�itile, �i� n�-o for iinzar ��rojects sitch �� i•u�d��a�� i�'here uiune tlzan �ne a�ccess,e�it is necessa�y fur �ttrtltetn•�riUs lai's� ei�ttil�itiziit. C1es�c�r� anc! ��i�sta,ilaxlorn Specif�cat1ons 1. S�z �'i�tu•� U.3.-�. � �ur cl�taii�. „ ti S�p211'21Y1�i1 ;�c�te�tile slr.ill Uz ��1at�� u�cl�r tliz sl�alls tu pz•��e.nt ti�ie sediit�e�rt k�•oz�a ��t�uil�i�� iip i.�it�� tli� x��c1� p.ic1. T�ie ;acut�xti,le sl.t.�l'I mezt die t�,flo�t�i►a*, st:�i.tdartl�: Gral�'tansile Str�ngth (AST�9 D4'751 } 200 psi n�in. Grab i ensNe Elongation (A�TN1 D4G32} 30%� ri�ax. �;1ullen Burst Strength (AS'T'M D3�36-8Qa) �400 psi min. AOS (AST��1 D�7b1) °�0-�b (U.S. standard siewe slze) �. Ho� friel (��'caor.l btlSei� 111UICI1.) illtll' UZ Slll)SCL1llt2El tt)1' 01' C�3lll�itl2i� l�'ltll C�ll<`ll'1'}• �pa115 iu ai•.��s ili<�t +��ill i�ut b� u�ecl tor perm�ment ro:�dc. Thz eff�ctil'zties� of hcr� h�el is hi�rhly i•.��ricllj�2, i)Ut 1[ Ili1i I)�Zll 1t52J SllCC2�,�til�I)' 0:[l llletz►y sites. Ir L1ellefrlllV CZC�lili'z5 �iiiure tn<�itit�aaii�e tliai► c7uacr}� sp�ills. Ha� fi�et is tt0[ :i':CUllllll�illl.t� TilC ellll'<1LiCz Stil�)1.IIZiI[LQII 111 L1T1111t ACttIS. I�II� illhO�l'[l71' tll11' ilT .i►i�� tinie requi�•. tltz tise af qu;lfl'�' Sj):11I5 1i flle I10;2 tltZ� t5 ll0i j)l'2t'21lillls{ Sel'I1111011[ iCC�tll V:iu�� tracl.ecl �>iitu ��at�:�ue�tt ci�� if tlt� lauu h�et is liei�i�, c�i�•ri�d outo p:1t'e��.teiit. Hol ttt�l is ��rol�it�iteil i�t ��zr�n:�ueitt �•oatlbcik li�e�,�isse nr�aiti�s iit tlte sttly;�z�<td: .soils c�itse diftictitti.s L�°itl►cuiii�>:7ctivii, -�. Fcizciug c,s�� Sz�tiot� D. �.1) shttll Uz iustallecl a� ,�ec��sai�t� tu rest.rict trafkic tu rl�e cc�ii.t►•i�eti��ii C'i1PCi11lC:. �. ti�'l�ai��•�r ��os�iUle, t.lte e��traxzce sl�.ill Ue c��z>>ravct;cl on :� finn. co�iap:icta<l sub;r�cle. Tlii; ca�i st�U�sa�rti:�1E,� {��4raa:z rli� zffzetit'eue�s of tli. �>atl <�aiil �•�tluce rli: ueecl fox' �,uai�iten.�tic:. �a1i�t�aij�aR�� tan�arcls ' !. t��:�zr}• a�>;�11� (u�� lio� fi►el) sli��ll be acickcl it tlte p,�d i:s no lu�i�aer iu �iccuz�cl�mce ��•itli tl�� l�ecific��tio►i�. , '. It tlie zi►er<��zc: i� iiot pr.t��.utiiic; szdiiiieiir frum I�eiu�� 'ti'ilC�Zl'1 OI1r0 1)tll'�lllZili. Tllell 8I[Z111ilCll'c measures tu l:ee3� kl�e atx'2��i.s fr2z of secliuiez�i 511:11� llZ ll'aNil. Tlll� ltlil�' 111CIl1CIz SiP2�t S\1'z:��in,�, au i.ucre�tie iu tli: ciinae.►i�iat�s of tlt: :ntrance, ur diz iiisr�l1A11011 Ot tt ��•lieel ti�•z�sl�. If �t�;�5hi�i�; is u5e<l, it S�l1II U@ i�011: ��t atn ill'Zs1 �Oi'�1'�C� �l'itll C1'115�1�i1 roc�. �rnil ��.�sli t�-ater shall draiu to �i secli�zieut tr��i� ��r puucl. �Gf.r9 ;;urfice tb'ates� D�s��ii 4fauual — app;udi� � 1;)�2009 � P-39 0 D.3.s P�,RLvT�"TER PRUZ&CTI��:�i ;. ��iZ �Zi�iZ1Y]IZ liS�t� Illlt�t 1i12:T i�l� SI�l1ltj:il�i5 �3StZi1 ��z�W�l', � Cc>jJ; D� 111� �11.1�111tt1Ctlit'�1''5 �.11�1'iC ;�acii��cliil�115 llkllai I3e ii•.�i1.iU1:. �ai sit.. A4S (ASl'�9 ��?7�1 } 3�-10Q sleve sizg (0.60-0.15 ninz) �or sNE fllm a0-100 sisve �ia� {0.3Q-0.15 mm) for other fiabrics �PJater �erniittiulty (ASTNI D=t�91) O.A2 sec-� mfni�a�ur�� Grab Tensile Strength (ASTA�I D463�) 1 SO lUs. min. for extra strsngth iabric 100 lbs, min. tor standard strength fabric Grab Tensile Elongation (ASTP�i D463.2} 30S% i�iax. Ultraviole# Resistanee {AST�11 D4355i 70�o min. 3. St�ncl:�rcl streei�tLl IF1Ui'IC l'2111111'2� 11'11'Z U<�ckiti� Tll 111'l'2'2ii�e iI12 SiPZI1�TI1 U�'t�l? Ieiice. ��ire b�ciciit�, oi• cluser pust si�acin�� tiia}� be rz�lttirzil fui• z�tr� ;itreu�,th fnUi•ic if tiehl �»rf�niiaFice ��n•�lxils a st�•on;�er f��.�ce. �4. lt'herz the fenc� is iu�talleti, tlie :�lapz slic�.11 Ue n� �tee�ae�� tltax� 2H:! V, _�. If:� t}��icz�1 yilt �ence (Per F.igiire D.=.3.:�� i� tise�l, flie �taiichircl � x�l trencli,�ua�� irut 1�e reiluced �� loLx� :is tlte butc�n� S iizclies af tlie �i1t fence is «�11 liu4•iecl anil �ect►retl i�� a�i�eiicli thot �t,il�ili2:s tlie f�tice aitcl cio:s ii�t All��i' Ll'fll'c'L' f0 U��p:lS� 01' l�lll'��1'liLllc' TI1� :ill1 �ZtiG2. Ma(ntena�nce Stanciard�s i. �ny cl��uiai� st.iK�.il be r�p:�irecl iuu�iecliately. '_. If concentr��tecl �1�� arz et�icleni uptiill �f the f�uce, the}° iuust lie intercepted aucl c�n��ec ei( to a sziliii.►ent tr.l�> ��i• lioiici. � tt ia iiiiport�iiii ro cl�ecl� fLlz ii(7I11�� S1lJz OT tll� Y�l.11'z till"Sl'�ii: uf tiie fence cic.�a,�;in�� :isid .ictiii�, :u ei baii•riet� to il+�ti�� i�id tliei� catisiit;, cliai►ii�lizatiun ot t3o�t�s pnrallel tc� tlie feiice. If thi� <�cc�u•s. replaace di� £en�e oi• reitiu�� tlie tral�peci .seclii►iziit. Secliiaizi�t izitist be i•.mo�-eil ti�•lie�i tl►e ,ecliitieu[ i� 6 iitzl�e� lii;;h, If tl►e tilt::i• fal�ric { 2e��te�tile) has cleterioratzcl clue te� ulti-,��•i��1et brea:kc10S1'il, ll 5l1ilIl )�2 1':pl�ceil. FIGL'RE D,3,3,:� SILT FE1C'E ,::ir.ir: �� iL _=' F:�rFi�: �:.�e,._� �E �:r•u��n H- �r�,�- .3E •�.T�,.�E. � �iE I?II'<f: ��:1:1��-�EI�Jf�.,.. .:;ff�(:H F'�:.Fii'li. 'fC: ��r.:f�� .. �.r .� .� ,.II�E D�: I I~ i>' 11c;�. I � �: °!I'G�';171:a Ih� - ,hi{:i�� > -��. � ,v;it� L-:;;.',F;i'a�_ _ :Ee: C:;.f:;il,L[FlT, ;,-� '>l�.b:,;r:ltiJ --- :-1<G•�(;TI I ��;:;I� ;: t :�li -� =':IEi; F."�?�:�i:-�. .v �; ; ;.. _ . : i � �., .� # �, � r II ' I..qI11t1i:lA /.'•y.i'. •fl:rWt.:-1' f- ' _ ,` i;t�'«�LL -I:E%•_�:M� '.9T:i � ' _L ;�U.I'I`.•'E 5.'IL i;> '4" t. � .r„:;+�rt, ,..z�v, i / i".A" •ri( :;f.; I�Ci:: ::TC=L � CIL:C// I�;-.�Tc: FIL7=F: F.=.B='I� Fc::s:E`; tiH%;LL ;E '':?='T`:, N.EI3,4)i, ;::? �Ci;i_;I:%�LCPIT Ii:.•..,FLLt.: +-_'..t�i: � ',;bll'i'.11i :;ntIJE'.�=�: I'':� i•[:I;Lt ?UOJ �urfaca tl'ater D.;��u 1�ini�ual - A��en�i� L� li9 iU09 D-31 0 SECTI0�1 D.� ESC' �IEASURES . I�,3.3 F�RII�TETER PR��i`TI�O� - F'�erini.irr pr�tzceiuii t�� tiltzr :edizix:i�t ��i�� sli�en�:��ti �l�aill be I��c.jtecl cio��nslu1�e uf i11I i�1SlilTVecl <irea�.. .�ncl sl��lt tiz aai;taIlzclpz•iur to ul�atu��e $r�clin�. i�-ezit�kzter�l'Ui��f1C1I1111C1lKlZa fllZ tISZ Uf �'�22i1iz�I Sh'1jJ5 ss �j�el'1 �ts, �o�istruct�it ��e<�stu•es. sttclz �l, �ili i�a�ces, t�E3:r �oTl�, sazid �•�lrel bsjrx�iers. biz�yli or rucl: tilters. r�°i�rx�ulax• silt c1i�z> <u�cl otlizi• uterizoils, i�luii�� tliz �t�zt �zason. ?i� t'u�efir feet of silt fenez (ancl tliz xizti�s�a��' St11�z�j �tzC ztCz'� �# aiih�r�eil .lf�<t L11t15t �2' ST��i�11Z{t c1R SLF@. P�ix•��os.e: Thz Z�tu��ae ot �:runera �z�recti�it is to a��iiu�� tlZe .1i21utu1t t1f Sedi�kletat ti'.lnspoi't�ct be3�oni1 the ili�n�r�zcl a�•z�es �� tl�e �uxasti�i�:ti�Fi site. Pziiui.tea• �rutectioit is pr.ini:►i7iy �� i��ckup u�e811i Ot Szllllll�llf c�Fitz��l. �T«st. if n�r alf, sedi�tiei�t,lill'1z11 ti1'.'li�l 1S CCl U� (1'�:1t2't"( lY1 il SZC111ll�ilt [l.�p c�r �»ncl, Tlie ��nl;� circa�atst:izic�zs in �i•l�ich periuizter cvnn'O� YS TO 'DZ 11S�t1 'it� il j)Ti111i111' 1112:1Y1S U� ��i11111211i 1•em�rat is �1•lae�i rlae <�ttil�uze�it i> >�zi�y� ;i�k<�Ii (��N �1��0ii�), ��'l��e �to Iiist:��l; PzriziieTer pr��tecFiox� i� tu U� ic�st;�ileci;l�x�ior [u aiiy u,��sla�ae cle�rin, auc1 ;rr�clin,. �Ie:�sti.►•es �t�u L-SP: TII� �b�i"Z illZilstll'Z� ill<lv ll: ti��i iiitercli�ii_eaUl}� ;in(1 are iiot tli� oii'1;� l�eriuietei• ��rn�tz4iio�� iieastires at <�ilablz. If siu•:Fi1Cc' il':1Tc'1' 9y t'.UII�I'I2'lI UV rlll IlltZl'l'c'1?'�Of lli�i�' Ud' S1�'flIC' .�iail ruutecl 2u a secliia�eirt poitcl or'trt�p, therz ntet�' Uz itu iteecl for tl�e ;periiuetzr,prote�tiun,ine��siirzs specitiecl in tiris SeCti��i1. �C:;►�'�itei�ii� t�a• I'se s�s P��i►�i:�rti� T��e;ititie»�t; _�t tlie Uotincl.��v of a aite, l�eriuieter protecti�,�� i.►iay be t��ed <r the �0'12 to.txii ��f ti�e�tuieiit tit•laeu tlte t1ut��.�tti.ineets ;tli� ciiter.ia listecl Ue1�7w. It diese criteria <irz i�ut .u.�zr. l�eriiiietzr ��rc�tectiux► .sliall uuly b� iisecl as � U<ickup 4�3 .i seclime.ut ti�a�� ur paiicl, aa•<ei��t;� Sqop:e S'1,��e P�e��ceu:iR F1u�}��.itli L-�ng�tli 1.SH:1�' or less Ci'�0o or ]z�s 1Uc) teet ?H:1V ur le�� i090 or le>> 11� te�t �iH:1 �" ur les; 2�° o ur l�s� i Sll �eer fiH: li�' ur les� 1�.''u o or leas ?t)Cl teet IQH:I�' nr less 1�'?u ur le�s ?�U feet D,3,3,1 �TL,T FE1�CE Co,t:: ;F synil�ul: � •, •,_ „ P�.ir,�ose t i,z �z ;1 SiIC tZLICC i':ilil�zS iI12 LCtltlh�)ul'i Ut �Okil��e sziliuie.ut ti��iu <� �ou�ti��ction �ite b,}� l�rot•iclinr �1 tvutpor:txti� 1y1�y�ict�1 b�n•iar t� �etlint:iit auil rrcltieirr.? thz izutuff i•elucitie5 ��f ut•erl�;uu�t tloti•. Coindi�tions of Use 1. Silt f�a�� i,tt<ty bz �iae�l tlu��izslope ut ail cli5ttu•l�ed ai•ens. _'. Silt teitce is uut inteudecl to tt•e:tt conczutt<ttz�l tluiti's, uur i� it iz�teiziled tu tre<�t �ub�t<�iitial �iim�unts of u�•�►•1<lAltl �Z01�'. ��11V C011Cc'litl'ili�t� I�C�I\'S 11111'a'[ 11: CUlli'�4'�CI tllt'011�ali tlie ch•;�iiia�Ge systeux tc� a�ecliiri:,it " trap c�i� ��ou�l. Tlae uiil;� Ci1'Cit1115it111�z 111 tl�hicli ut�ei�lmitl tlo��• mat�� Ue tre:112ii :i01eIV �V il silt fziice. r;�Tlizx tlian b}' tl S�llllll�llf iPtl]) l�P jJ011cl, 7S \ti'llZll t�lZ a�•ea cl�•c�i�tinu tu tlze fence ic �nu�ll (see "C'riteria , f�r �:�e :is ariuiazy Irear�3ieeie" on �>.��:se I)-;Clj. IA�slic�� nci O��sta'�I1.at1on Sp��ificat'iorns l. S�� i�tu�z ��.i.a._� ciiul Fi�ure L7.;.;.8 20�� cler:�ils. li �' �l�l�} 200) Surfaue lVat�C .Cik'Slvll l�'Iill11lk1I -� A(J�)2'111�1K LI .��. ,.�.��x��<W��:.,�m�,�.��„�..,�,a,.�,.�.M��.,�„� ��.. ��..��_�_._�_.��.,.,.��.�.�x.�.�,ti��.�.� s .�,��,�.��,�.�:�.,.,,�,.�..�.,��,b.. _ �_�__ �_,�.�.�:_ .�.� ,.� .,a _.�a ._ ,,.��..�.,.. ,�� .,,��w�..� � ��... ___..,.u. _..__ ....�. _.�_.,.v.a�. w_.��A.��_.. .� _.,.�.,__. ..�...,�.�vv_ _.._ _.�_�__�.w ,.�..�� r � . � � , ,. � ?.PPErL)I� A��LaI_VTE�1.�tiC'E REQL;IRER°1EA'IS FUR FLU��' COVI'PLc:�L. C'cJr�'El'AVCE. AKD i�'Q FAc'ILITIES n 0 0 0 NO. 5— CATCH BASINS AND MANHOLES Mafntenance Defect or Problem Cond(tion When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60°iu oi the depth from the Sump of catch basin conteins no bottom oi the caich basin to the invert of the sediment. lov�est pfpe into or out oi the catch basin or is wlthln 6 inches of the Invert ot the lowest pipe into or out of the catch besin. Trash and debris Trash or debris of more ihan'/z cubic foot �.vhich No Trash or dEbrfs blocking or Is Iocated immediateiy In front of the catch basln potentlally blocking entrance io opening or is blocking capacity oi the catch basin catch basin. by more than 10�'0. Trash or Qebris in the catch basin that exceeds No trash or debris in the catch basin '/, the depth from the bottom of basin to Invert the lo�,n est pipe into or out oi the basin. Dead animals or vegetation that could generate No dead anirnals or vegetation odors that couid cause complalnts or dangerous present ��ithln catch basin. gases (e.g., methane). Depasits of garbage exceeding 1 cubic foot in No condition presenl �vhich vrould volume. attract or support th= breeding ot lnsects or rodents. Damage to frame Corner of irame extends more than'i. Inch past Frame is even 4°nth curb. and�`or iop slah curb face Into the street (Ii applicable). Top slab has holes largsr than 2 square inches or Top slab is free of holes and cracks. cracks ��vider than '-� inch. Frame not s!tting ifush on top slab, i.e.. Frame is sitting flush on top siah. separation ot more than ',�. Inch ot the lrame from the top sleb. Cracks in �•alis or Cracks t:�ider than'•': inch and longer than 3 feet. Catch basin is sealeQ and bottom any evidence of soil par�icles eniering catch structurally sound. bas'n through cracks, or maintenance person juclges that catch basin is unsound. Cracks wwider than ?�3 inch and longer than 1 foot No cracks morE than '?., inch �..�Ide at at #he joint of any in�etroutlet pipe or any evidence ihe joint of inlet;ou#let pipe. of soii paRicies entering catch basin ihrough cracks. Settlsmenli Catch basln has settled more �han 1 inch or has Basin replaced or repa'red 10 d6slgn m salignment roteted more than 2 inches out oi alignrr�ent. standards. Dairaged pipe jo�ncs Cracks v+lder ihan'�,-inch at the Jo:nt of the No cracks more than '.,;-inch ��::;de a', InleUoudet pipes or any evidence of soii entenng the Jolnt o� inIeV0U1161 NIpES. the catch basin at the joint ot �he inieVoutlet pfpes. Contaminants and Any evldence of contaminants or pollution such P,�aterlals removed and disposed oi poilution as otl, gasoiine, concrete slurries or paint. accord;ng to appiicable regulations, Source control E�viPs implem?nted if appropr,'ate. No contaminants present other than a surface oil film. Infet�0utlet Pipe Sadiment Sediment f{Iling 20°ro or more oi the pipe. InieVouilet pipes clear of sediment. accumulation Trash and debris Tresh and debris atcumulated In inle3;'outlet No trash or debrls in p pes. pipes (,includes tloatables and non-tloaWblesj. Damaged Cracks �::ider than'.•:-inch at the Ja.nt of the No cracks more than '.��-Inch �: de at Inletroutlet pipes or any ev�dence ot sodl entering the Joint of the :ntet�outiet p pe. at !he joints oi the inleUoutlst pipes. ?(iGp 5�u�iaez Z1'�trr Dtsi:�v vi.vx�al —.�lppzntlit � � 1!91�i?p9 :�-9 _ _ ., �r � . k APPEVL)I\ A �I.3I\TE\r��I(:'E REQL"IREI�IEATS FL(�«' C( )�1TROL. CC)\'� EI"ANCE. A?dU �1'�) F.�ICILITI£S NO. 5- CATCH BASINS AND MANHOLES Maintenance Detect or Problem Condition When Maintenance is Needed Resuits Expected When Component Maintenance is Performed i f.ietal Grates Unsafe graEe opening Grate ��.im opening v:ider than '!� inch Grate opening meets design lCatch Basins} standards. Trash and debrts Trash and debris that Is blocking more than 20°b Grate free of tresh and debrls of grate surtace. footnote to guidelines for disposal � Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design � Any open structure requires urgent slandards. � maintenance, � h.ianhole Cover�Lid Cover;lid not in place Covedlid is missing or oniy partially In place. Cover.!lid prolects opening to Any open structure requires urgent siructure. maintenance. Locking mechanism F.1echanism cannot be opened by one h.1e<hanism opens �.:ith proper tools Not 4^dorking maintenance person �r✓ith proper tools, Bolts cannot be seated. Sel1•locking cover/lid does noc 4'rOfk. Covsr,'licl difficult to One mainienance person cannot remove Cover.'lid can be removed and Remove cover.�lid after applying 80 Ibs. ot lift. reinstalled by one maintenance person 1 9_�J�ig :I)G�7 tiiu�fa�e �Z'�ter De�imi lfauuat —.�p��endis :� -�•ltj .� ,� � � .� APPE\�Ll' A:�L�NTE�T.�CE REQLZREAlEKTS FUR FLC)�V Ct7VTRC)L. CC>\�'El'A�TC'E. AAU ��`(> FACILITIES � . 0 NO. 6- CONVEYANCE PIPES AND DITCHES Malntenance Defect or Problem Condltions When Malnte�ance Is Needed Results Expected When Component Maintsnance is Performed Plpes Sediment & debris Accumulated sediment or debris that e�xceeds �Jater f1o�.Ns freeiy tlirough plpes accumulation 204�0 of the diameter of the pipe. Vegetatlon/roots Vegetatlon/roots that reduce free movement of �Vater flo•.•.s freely through plpes. �,vater through pipes. Contaminants and Any evidence ot contaminants or poilution such h1aterlals removed and disposed of poilution as oil, 9asoline. concrete siurries or paint. according to applicable regu�ations. Source control Bh�1Ps implemented iF appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged: rust or corrosion Pipe repaired or replaced. coating or corrosion is �+�eakening the structurel integrity ot any part oi plpe. Damaged Any clent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 26°�� or is determined to have weakened structural integrity o� the pipe. Ditches Trash and debris Tresh and debris exceeds 1 cubic toot per 1,Qb0 Trash and debrrs cleared from square faet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 2�'?'0 of the Ditch cleaned�flushed of ali sedirnent accumulation design depih. and debris so that it matches design. Noxious v, eeds Any noxious or nuisance vegetation ��✓hich may Noxious and nulsance vegetation constitute a hazarcl to County personn�l or the removed according !a appHcable public. regulations. No danger of noxious vegetal+on +.here County personnel or the puhtic might normally be. Contaminants and Any evidence of contaminants or pollut�on such ft�taterials removed and disposed oT pollutlon asoii, gasoline. concrete slurr:es or palnt. according to applicable reg�datlons. Source control Bh1Ps implenaented il appropriate. No contaminants present other than a surface oll fllm. :�egetation Vegetation ihat recluces tree movement of •:�:ater 4Vater flo+�.s frEely through ditclses. through ditches erosion clamage to Any erosion ohserved on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rockexists above native soil Replace rochs to des gn standards. plece or missing SIf area 5 square feet or more. any exposed native AppiicablEj soil. �0!j!? Slufiuz S�'�ter L�rsi _.11 �L11R1�1— t�}1])zll�Il� A 1: ci�:i�09 .4-11 ,��a w � �J Q�ti O � Q ``� � -�r �f r. • � I90B .-' Building Division Review Memo Date: Project Name: Permit #: Plan Review: May 18, 2016 Mustea Residnece D16-0117 Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. With the plan set cover page, show a site plan. Identify streets, setbacks with dimensions. Show roof and footing drainage as indicated in item #2; this shall be in addition to 11x17 provided. 2. On the plan set cover sheet, provide a plan detail that shows a footing drain or a crawl space water- discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall ternunate to an approved discharge facility. Roof drains and footing drains shall tight line separately to a discharge system or facility. The intent is that groundwater will not accumulate in the crawl space. In addition show a footing drain detail, to show gravel shall extend at least 1 foot min. beyond the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least on sieve size larger than perforation and covered with not less than 6 inches of the same materials. (IRC R4013, R405.1, R408.6) 3. Please provide a Geotechnical soils analysis report of this site by a registered geotechnical engineer. Evaluation shall include load-bearing values of site soils for footings and shall include methods for footing preparation due to the typical soft soils observed in this area or location. Report shall provide recommendations for a footing drainage system inc,�i��te CIiV OF i'Ut�WIL� COF�RECTION �� 20 2016 �TR# � � � • age 1 PERiI�I'T CENiER recommendations for down spout drainage system. Engineering/architectural calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. 4. Egress windows located on the buildings minimum 5-foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12-foot by 4-foot wide area below the rescue window. If the space on the side of the building does not allow sufficient ladder access of 12-feet, provide a note on the plan that "No fence other than a wood fence or similar shall be allowed at that location". Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. As an alternative, the building may also be relocated or designed where bedrooms are located on the side of the building o provide for adequate ground ladder access. (TMC 16.16.070) I�'J��C N�5 8�4'! �A�d� -�-i �tch,�t, -4�d��-r' �1(� F.,.cJc ��5 W�c,�� Cc IC>c;�t'ed c�� 5 Fc,��- SE�=�1�- 5. Provide on the plan specifications for type of Whole-house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) 5�� Ul� f,� ��, E.�� 6. Provide a completed 2012 "Glazing Schedule" form for window and doors to include "Heating System Sizing Worksheet". Schedules and forms including other helpful energy code resources can be found at: http://www.enerqv.wsu.edu/BuildinqEfficiencv/EnerqvCode.aspx#EnerqvCodeWorksheets. RECEI!!ED CIiV O� iU�lNIL� JUL 20 2016 • Page 2 ��Y ��R City of Tukwila Allan Ekberg, Mayor Department of Com�nunity Development Jack Pace, Director May 24, 2016 TERRY BRENAMAN PO BOX 1281 BUCKLEY, WA 98321 RE: Correction Letter # 1 COMBOSFR Permit Application Number Dl6-O] 17 MUSTEA RESIDENCE - 3745 S 150TH ST Dear TERRY BRENAMAN, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-0]0 & 196-23-020) (BUILDING REVIEW NOTES) 1. With the pian set cover page, show a site plan. Identify streets, setbacks with dimensions. Show roof and footing drainage as indicated in item #2; this shall be in addition to the l 1x17 provided. 2. On the plan set cover sheet, provide a plan detail that shows a footing drain or a crawl space water-discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge facility. Roof drains and footing drains shall tight line separately to a dischazge system or facility. The intent is that groundwater will not accumulate in the crawl space. In addition show a footing drain detail, to show gravel shall extend at least 1 foot min. beyo�d the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least on sieve size larger than perforation and covered with not less than 6 inches of the same materials. (IRC R401.3, R405.1, R408.6) 3. Please provide a Geotechnical soils analysis report of this site by a registered geotechnical engineer. Evaluation shall include load-bearing values of site soils for footings and shall include methods for footing preparation due to the typical soft soils observed in this area or location. Report shall provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering/architectural calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. 6300 Southcenter Boulevard Suite #100 • Tukwila WashinQton 98188 � Phone 206-431-3670 � Fax 206-431-3665 4. Egress windows locatea on the buildings minimum 5-foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12-foot by 4-foot wide area below the rescue window. If the space on the side of the building does not allow sufficient ladder access of l2-feet, provide a note on the plan that "No fence other than a wood fence or similar shall be allowed at that location". Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. As an alternative, the building may also be relocated or designed where bedrooms are located on the side of the building to provide for adequate ground ladder access. (TMC 16.16.070) 5. Provide on the plan specifications for type of Whole-house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) 6. Provide a completed 2012 "Glazing Schedule" form for window and doars to include "Heating System Sizing Worksheet". Schedules and forms including other helpful energy code resources can be found at: http://www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx#EnergyCodeWorksheets. FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Provide a detailed site plan which shows the private access drive and its connection to the public street. Also show location of nearest fire hydrant via vehicular travel. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • 1. Please adjust the location of the house northward so that driveway providing access to the parking and property is accessed completely on the portion of the access easement that is approved for use by the new lot (20' x 146.9' easement for driveway KC Recording #20131112000275). 2. The bonas room and the study both have bathrooms, so they are counted as potential bedrooms, which brings the total number of parking spots needed to 5. Three parking spaces will be provided in the garage; please show where the other two will be located. City regulations require that vehicles be parked on a paved surface. Additional paving may affect the impervious surface calculations reviewed during the short plat process. 3. Please clarify the use of the house. Boarding houses and correctional institutions are not permitted in the single family residential district (definitions attached). 4. No scale is shown on the elevation sheets. Provide a scale and dimensions that show the height of the proposed home. 5. Show the roof pitch for all the roofs on each of the elevations. 6. The short plat approval requires storm waterhain garden for development on this site to be designed per PW13- ]O5. Include the storm water design with the building permit submittal. 7. If the house is to be used for an adult family home, a business license is required. Please address the comments above in an itemized format with applicable revised plans, specifcations, and/or other documentation. The City requires that four 4 sets of revised plan pages, specifications and/ar 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. Carrections/revisions must be made in nerson and will not be accepted through the mail or by a messen�er service. If you have any questions, I can be reached at 206-431-3655. Sincerely, �! +� -_ �� Bill Rambo Permit Technician File No. D 16-01 l � 6300 Southcenter Boulevard Suite #100 • Tukwila Was/iington 98188 � Phone 206-431-3670 � Fax 206-431-3665 � 2/19l�:�.�6 �. �� .� ��,. ,�;°. Gmail - Storm tie in permission Terry Brenaman <terry.boscoconstructibn@gmail.com> Storm tie in permission 3 messages Terry Brenaman <terry.boscoconstruction@gmail.com> Thu, Feb 18, 2016 at 12:33 PM To: ryan.larson@tukwilawa.gov Bcc: Bob Curlee <boscoconstructionllc@gmail.com> Hello Ryan; Thanks so much for taking the time today to assist me on the storm and catch basin issue up on 150th. I did as you asked and sent the map of the area to the engineer to have him show and spec on the plans the info. If you can shoot me something when you have time showing we have the ok to tie into your storm system that will be great as well as any info you think we might need and I will work on permission to dig across the driveway as that comes up and we will be in to get the permit about the same time as we apply for building permit once the plans are complete. `��C�'v�D Thanks again Ryan �Ai � � �o�� Terry Brenaman Bosco Construction TUKWILq Project Development Mgr. �UBLIC WpRKS 253-797-3212 Ryan Larson <Ryan.Larson@tukwilawa.gov> To: Terry Brenaman <terry.boscoconstruction@gmail.com> Terry, Fri, Feb 19, 2016 at 2:06 PM The City of Tukwila does allow private property awners to tie into City drainage systems to drain private lots. We do require that you follow the 2009 King County Surface Water Design Manual. Typically we like to see residential lots infiltrate surface v�rater where feasible. However, If the lot size or ather site eonstraints prevent this then a perforated pipe cannected ta our system is permitted. RECEiVED Let me know if you have any further questions and good luck on your proje�t��-y OF TUKWIL�4 Rya:n Larso�, P.E. Senior Program Mar�ager - Surface Water 6300 Southcenter I31vd, Suite 100 Tukwila, WA 98188-2544 ��i Q � �o�� E��E3f�tT CEP�TER https://m ai l.google.com/m ai l/u/0/?ui =2&i k=cf4d359ad2&vi ew= pt&search=i nbox&th=152(6166d3994b22&si m 1=152f6166d3994b228�si m 1=152fb91847392832&si ... 1/2 � J19/�0� Gmail - Storm tie in permission (206)-431-2456 (work) (206) 579-1668 (cell) Ryan. Larson(cz� TukwiiaWA. aov The City of oppo�-tunity, the community of choice. From: Terry Brenaman [mailto:terry.boscocanstruction@gmail.com] Sent: Thursday, February 18, 2016 12:34 PM To: Ryan Larson Subject: Storm tie in permission [Quoted text hidden] Terry Brenaman <terry.boscoconstruction@gmail.com> To: Ryan Larson <Ryan.Larson@tukwilawa.gov> Ryan Fri, Feb 19, 2016 at 2:08 PM Thanks so much for your help with all this. See you when we get project permitted and up and running. [Quoted text hidden] https://m ai I.googl e.com/mai I/u/0/?ui=2&i k= cf4d359ad28�view=pt8�search= i nbox&th=152f6166d3994b22&si m I=152f6166d3994b228si m I=152fb918473928328�si ... 2/2 � PERM�T C44RD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0117 PROJECT NAME: MUSTEA RESIDENCE SITE ADDRESS: 374 S 150 ST DATE: 07/20/16 Original Plan Submittal Revision # before Permit Issued � Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: �-� ,�v c. ��-c � Building D�v�sion � Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review reguired) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: 5'�'`G1G-(�f (�Gt� -{ REVIEWER'S INITIALS: � �c�-�� Fire Prevention � Structural ❑ � C P �. �c. ��-�'—L �P Planni�lg Division � Permit Coocdinator � DaTE: 07/21./16 Structural Review Required ❑ DATE: DUE DATE: OH�I.gI1.6 Approved with Conditions � Denied ❑ (ie: Zofaing Issues) �-( _ �C r��_�� DATE: I� Permit Center (Ise Only CORRECTION LETTGR 1VIAILED: � Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: uii sno i a � �R��TcooR� coPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0117 PROJECT NAME: MUSTEA RESIDENCE SITE ADDRESS: 3745 S 150TH ST X Original Plan Submittal Response to Correction Letter # DATE: OS/11/16 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: �� Cov��- �-�,4r1% �I � V'r �Z S Z3-1 �O �P L eo �-a�— � Z3 �� Building Division ❑ Fire Prevention ❑ Planning Division � �jM ��- S 'I v—l/o Public Works ❑ Structural � Permit Coordinator � PRELIMINARY REVIEW: DATE: 05/12/16 Not Applicable � (no approval/review required) REVIEWER'S INITIALS: Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06�O9�iC) Approved ❑ Approved with Conditions ❑ Corrections Required � (corrections efatered i�a Reviews) Notation: REVIEWER'S INITIALS: Denied � (ie: Zo�iiiig Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: `� �� Departments issued corrections: Bldg Fire � Ping PW ❑ Staff Initials: ��W � � 17J18/2013 � s � City of �ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUB Revision submiitals must be submitted in person at tlze Perrrait Center. Revisions will not be accepted tlzrough the mail, fax, etc. Date: �� ! Plan ChecWPermit Number: D 16-0117 ❑ Response to Incomplete Letter # � Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Mustea Residence ProjectAddress: 3749 S 150 St Contact Person: �� Phone Number: �s� � ��j �� Summary of Revision. RECE�vtu Sheet Number(s): "Cloud" or highlight all are�rs of revision including da_t�e of � vi,�i� � /) Received at the City of Tukwila Permit Center by: �� Entered in TRAKiT on ��/� � \applications\forms-applications on line�revision submittal Created: 8-13-2004 Revised: JUL 2 U 2016 � r, f; } p � : � ` f + � ^� � � +60 5148th Suite 100 �: 3 �� v Seattle, WA 98168 �r�%'� IG'i'i ! Phone: (206) 242-3236 S .,, � �', t ' �_ :: N `� G : f ; �+ Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY sidential: $ 50.00 Commercial: $ f 00.00 g Certificate of Sewer Availability OR (' Certificate of Sewer Non-Availability Part A: ( To Be Completed By Applicant ) Purpose of Certificate: � Building Permit ❑ Short Division ❑ Preliminary Plat or PUD � Rezone ❑ Other Proposed Use: ❑ Commercial �Residential Singie Family � Residential Multi-Family ❑ Other � Applicant's Name �pSGo L`oet,�S�2cs�-�o�� Phone Number ,3 �/" _.3'L� Property Address � Tax Lot Number �_ps'y/, Legal Description (Attach Map and legal Description if Necessary ); �1IFfi� g r2 .J� grn �-TR a z- z3 � v� Part B: To be Com leted b Sewer A en � a. A Sewer Service will be provided by side sewer connection only to an existing � size sewer � feet from the site and the sewer system has the capacity to serve the proposed use. �R ❑ b. Sewer service will require an improvement to the sewer system of: ❑(1) � feet of sewer trunk or lateral to reach the site; and/or ❑(2) The construction of a collection system on the site and/or ❑ (3) Other (describe) _ 2, Must be completed if 1, b above is checked CITY �� T� c�; a. The sewer system improvement is in conformance with a County approved sewer comprehens plan, oR �; b. The sewer system improvement will require a sewer comprehensive amendment. �� 3' �.., a. The proposed project is within the corporate limits of the District, or has been grantec�BExr�r �' Review Board approval for.extension of service outside the District. � CE OR r; a. Annexation or BRB approval will be necessary to provide service. S`--�cj 4. Service is subject to the following; (,,-�C PG�� '-�� {'16`� �j�T � Permit $ /'a� �'� a. District Connect Charges due prior to connection: GFC: $� SFC: $� Unit: $� Total $ � a� �p �- LY�?.�lG (SubjecttoChangeonJanuarylst) ftpt� �..�-- Either King County/METRO Capacity Charge, WSSD or Midway Sewer District Connection p f% Charge may e ue upon connection to sewers. Z��/ b. Easements: -� x � s� in � � - ired c. Other � �CyJ ' G i�y�. Cy+- ,�/p �o7Gi+a c,t� � I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By Title Date Z 'Z� � �/ ED K�NILA TER ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real properry referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health; City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the Distrid and the applicant only and no third person or party shall have any rights hereunder whether by agency, third-party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, �ity of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Properry at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. ! acknowledge that 1 have received rhe Certifrcate of5ewer Availabiliry/Non -Availabiliry and this attachment, and fully unders[and rhe terms and condirions herein. Applicant's signatu ,�.�_ �, �„ . . = I`—I r �� i i�� ^> � F�m� � »$ z �o 8 \. �h7ftOtl03Ju` ��oi �7n d � � � `�f35 �n, � ew��'vra i1� � � � 0 €nn 05/500039i � $ c d7 U' �\ 9 I�`�n� 03iJ��iU3( `3)1J --Jl1J 7)t<- . V J`na i d»s �n4. 3ns -"'. 0041000660�11J OW�000633 OPIih1.;332 8 ��ia � :�ti, ' 3�ax L ! a�y , rD)ii U J ' + , ' � ; . 17ti �71�! � 1�F,fiaiuooS,iQ s Date 2 9 /G , , � '.� fon �toi� �ooi � S o � � o � 00�lf00�",r.i°? OW t0006�t $ � �� atc g o e�y ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITX The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availabifity/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King Counry Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third-party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that 1 have received the Certificafe of SewerAvailabiliry/Non -Availabiliry and this ottachment and ful/y undersrand the rerms and conditions herein. Applicant's signatu I/�.� R ,�_ _ ' I-� r- -I_, � - --- h �]O) 8 � 00910005J3 d�o. �nn � � O ��95 � �]29 p �1041�✓19 �R3 c � � 0 n E3�n OOifU70.5.'.r � $ � a �»� ^ ' o g I�in� O�N t{3�i.}i51 Date 2 9 �6 h I � ��T `01! �1001 8 n°,�i � � g 0 0 ao�fa�E°�01.t n�.i '��v '1 � 1�ia t �, ° osso��.. a�e,oaos;a oa,a8333z g oai0006s, g �� 11 �9)1i 1 �1�a 37a: �oDa Cf I'� c l1]t0) a71t I Ii�UJ440P365Q ��+^-�Y �05� Cl� O� �Ul�`�Yl�� Department of Cor�nmtutity D�1pFmrnt 6300 Sauthcenter Boulevard, Suite # 100 Tukwila, Washington 98i88 Phone: 206-431-3670 Web site: http://www:T�kwilaWA.gov +�E7 �ICATE ��` WA'�E�t AVAII�.4�3II.ITY ' ,� �J�� -� ��s'� lZS" FE�T T��.: Part A: To be completed by appiicsnt. �� • j Site address (attach map and legal description s0awing hydrant iocation aad sizc ofmain): �.� ,� a? y�ia� -o�'Y� - sF Qrrr ,�.�orn .sr,� Zz - z3 �s� Tliis certificate is for the gurposes of: �Residentiat Buitding Permit . ❑ Preliminary Plat ❑ 5hort Subdivisian Gbmmereia!/Industriai $uilding Permit ❑ Rewne ❑ Other Estimated number of service conncctions and water meter size(s}: l C ctt� a%�C �u,c% Vehiculaz distance from nearest hydrant to the ciosest point of structnre is ��op��x --2�R. f Area is serval by.{Water Utility District}: �-f�� l�: S7� /.2- S✓ Part B: To be i. "the proposed project is witfiin _ 2. � No improvetnents tequired: DZ/J ' v Date 3, Tt�e improvements req�ired to upgrade the water system to bring it inio oompliance with the utilities' comprchensive pl�n or;,o mees iFa� minimum flow requirements o€the�project before com�ection and to meet the State croSs cohnection contr0{ rc�uiresitGtrts; (Use separate sheet iftrivre mom is 4. Based upon the improvements iisted a6ove, water can be provided and will be available at the site with a fiaiv of ��a�ati��ip residual for a duration of 2 hours at a vetocity of 10 fps as documented by the attached calcvlations. T�- �O F T( J K�/ � L A 5. Watez a ility: y Accepta6te service can be provided to this project �I� I Q� 2�'6 ❑ Acceptable service cannot be provided to this praject unless the improvements in Item B-2 are met ❑ System is not capab(e of pmviding service to tlus project. PERM I T C E iy T E R I hereby certify that the above infomeatioa is true and comect. ��.rnir'�' r.�l�-r�-��r�"i"��L Agency/Phane �� c1 T � 2— ��" �t� By Ih'tw �xP,�. `FES C2- i(o- ii -a � � `1 d°';��.':�f_�a.�i�6'��`�F�y ',4_ ��i�(�� .�� ''c`�.��i" t'-��V+�i��l��i[ji �� .�8`��°� �'�� '��'�°� ��r � �� T�� llowirt� �errn� ��r� c�andi�iuns appl;� rr i�� aitach�u Cer€Eii�t� c�f �vai��f�i{ity ("Ger�ifEca�e") T�i� Ce�iifcate of V1��er Avaiiability Es valid or�ly for the real property refer�nced herein for the sale purpase of subn�ission to the. City r�f Tukvuila ("City°}. iFais Gertificate is issued at fhe request of the City an� is €�at. assigr�able ar transferable tca any ather parEy. �uither, ncr thirc� persQn or pa►ty shall �ave any rig�,ts hereunder whether by ag�ncy or �s a third par�y b�nefic'sary or othervuise. 2. �"�'he �i�t�ct �t�kes r�r� r�prese�tatst�rts, �x�ress�d c�r impiied, ti�� appiicant wili be ab#e to obtair� the necessary permits, approvaEs and a�t#horizativ� #rom t�ae City ar any other applie�b6e {and use jur�st�ictivn or gavem;�zentat agericy rtecessary befot� appiicant can utifize ti� ttiiit�y serrice �nrhich is �he subjec� o# this C�rtificate. 3. As of the r9ate of the issuance r�f tfiis Ce►tificate, the Dist�ict h�s water a�rai4abte to provide utii�y ssruice ta the resl prQperty whieh is the subj�ct of this Certificate, and the u4iti#y syste�ns exi�t o€� may be extended by tt�e appiicarrt to pravide service �o such property. However, the issuance c�f ihis Ces�ificatie creates no contractuai retationship between ii�e District anc� the app}icant or the City, artd tt�e issuance of this Certificate may naf be retied upon and does not ca�stitute the Distcict's guarantee tha� water utility senrice wiil be available to the real property at the time the applicant may appty to the District for such servfce_ 4. Appfication for and the possibl� provisiar� of District uti6t}r service ta the real property which is the subjeet of this Certificate shail be subject to . at�d conditioned upon the availabilit}/ of water service #o ttie rea! propeity at it�e time of such application, as v,rell as afi �pplicatidn for ufility �ervice, including consenrat`son; water restrictior�s, artd other po�icies and regulation then in eifect. Apptican#'s Signature!�� Date ,Z / District R�psesentative � pate �- i6 �� - _ . :. _. - . _ ,. ' REFERENCE $HEET. : ` = : - i� �i?��,�i ��,:s,�<.r . - , . : : : .. :; - •• . EX: FIRE HYDRANT: � .� � �� .. . --�.�. .-. .�. � . � �.: . . : . ... . . : .::,. . :.. _.,. . ;Ic'12"r.P(PI) ...0/./_ .... � . . - � � � . � . . � �. . . . � - - � . � ., , .. _ . : SHEET N0. LEGEND : . ; O TUKWILA UTILITY NOTES 1.' - - . � , � : . : -. . -',`.,� .IC�il: cn(VJ)=_pia��P�; w� .ir; � . . . . � . ��.. . � .. . . .. . �. . .a .. �.:. ..__.� .- � ._ ...........� � . . . _ . „ . . . . .: . . . . . . . � : . �.. . �. ,i . - ........_. � �-.�.h__.�...... 4>.� . .. . . .. . � . . � . . . . . . . . . _.... E; . , (CITY . F _ � s ._:..... ---.........---- E� _:_.r..._. , . ' • : OF _ � :----- �� ,._......._....., .� i .___ , 9 } e E _..._ _.. _..........: .__ ... _. .._... . ,.:..:.._ . r� :._....._ _ � ,...... ... . , ..... ._ ::. ;._.. _ .... ._. .__. �_ _ _ . ., : : � ' .. , . _ �_:.,.1........ __. . .....:......__ < . . _ .. _.. _._. ..._ _:. _..._ ._ � .� _ .........:.._ , ....._._,I ..... ._. . ... ,. .. ....: �: ..:�. _ : _..: ..._ L TR NCH EXCAVA110N OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE : DR I: _>.�. ,...� �, ,,� �, i, _ ..::------- s � _ :....._.__. ..._._...�:.__._... � _.:.:._. . . _ . .. �., ..... _ ..:.:�. �. ._ __ ...... , - 1. A L. E ->� , .>.., . t...t . ..,n. _.. : <:o --._:..�_ __ z r� .__..:._:....... � __._.:.. � ,:.. ,. , ; 3 ` : ,; �. , : _ ., a.. -,u _ _,G . .. .- .- ;u _ PROPERTY LINE • CORNER SET , S. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA _.. .: - ._.__ ......._: �/-.. -:.""" . � ..-.......__ �x .�... «.._.. :. . . �.,. . . . � .� .. . . . .. . .. .� �. .� '. . .� , u ,� _._...... _..: : : ...:. �._ . ,,, . _...._._......_ „ �.�..: ,� _ SHEETS. .: .. N . . � ` „ � _ . � � .. .� �. - .: ... � , 7.: „.I ti �r. _. ....�._ .... ::_._._ � SHORING LAWS FOR TRENCHE ; ,�;rl,. p5i. ,r ry _..... ._,, yJ. ,_------ va ` . };; ; �:, r.i . ----.... ' ; , REQUIREMENTS: _ ...--..:_ < :..: �: : ...,: S.15.� TH : STREET t,.r . .. . _ _ - -- - - --- - - - - - ADJACENT 0 TY LINE : WATER METER ��---....�_.._ .:� .�..__..._ ,., ..,,. .t ._.,., _., ....._._ _ � :• .�....�.,......... �•- __._ PR PER � - - . ..,,�. . r... � ...._.. -1.... .." ta�. �� ...._�__ .Sc' - ......._-._.._ rr - ...........__.. � . . � ., . . ; ,. . ; �. .. . : . - � .. . �. ' .. . � - ' ..� .. � . .. :�.� : . . ..- .._. :.- .: : . . . �. - . .. .. . . . ' .. . . .. - .. �. ` C_� - :` _..> ..�. ' -s _...� _. :>:, -- ._...v :,: _ _ . BLE FIBER OPTICS AND TELEPHONE UNES IPJ A TRENCH N/ITH A g ; , _ , _ , . ., : 2. PLACE POWER� CA , , 1;: ��- DEPTH=7.0� : I . � , _ ._ - - :> �. ROW CENTERLINE ; AL SE ARATION FROM OTHER UNDERGROUND UTILITIES. --......� -: c .:.. .. ...:._ � _.._:_......._. �. .. ,.a_.�... ;� ._._.. .�.. _ . ... _ , , ; > ; . . ASPHALT PAVEMENT 5 FEET MINIMUM HORIZONT P CI� , , , , o _.� ,, ;. � _ :_. � _..:_..._�__ , , ,:.: >. - _; ::.. .........: :: �I�LD VERIF'V . , , . c; _._ ....._ � ,_._...�. .. 1, . 3 ( . . ) .. ✓ .� c : ,......._._ „ � �...... U � __ _ ....... _ ,� _...: . . _ . . I r� .> _ ._ ,.... _ : :..;. __. _o : O-<_ ` � _ ..._� :. . �:..�..: � „ ._ .. : . �..: _ : . - � O `'.� 1 y _c- :- '•. . _. ,. �.i r •- :.. .:.. . . , : . _ _ . . - - . . . . .. . . . . . .. . _ ` . N �.. � . . . : . .�.. . :�. . .. �..}-_........._...... c ._._...__:....._�� .� � . . . . . . . . . ,. �-: - r �/ • • �t.� --..:.. `__.. ROW LINE : t.• �. �. >••; 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES,JN PUBLIC RIGHT OF WAY .... __ __ ._... __�t), t.l . ..._ . . . . .• . . . ,. . . �. O O . .� . . . . � �. .liTl. . I �-,. . . ld. \ . I . W(1't. � O ' � ..._ (.1._. ..._ ....... _. . . . . . . . . ' . ` _ -. .. . . . . .. � .�. �� .�.. , 'Yi ' � . . -- ._....._ ,.....� _.._..�.. _... . . ' �' �. � ..' � . . . . :::��.,'�.: �.. . . . . . ' . � cr: :.._ .... : � � .: _. . � " , . :�'.. �.�... . .. ,.: CEMENT CONCRETE PAVEMENT . ; ,.. ' � . k�_...._::-�.,. w��--s�r.1 �,� ,. .; r.. _: .., ., ..� OR EASEMENT AFTER ASPHALT. PAVING I- .::' �� o o ..,. ... _.... _ -.. ,:_ __ 1. ,,,.: . . , . , ' . . .:,, . . . . . . . -_ . . . . z". '' 'i � � go.iT1•.._....... rj ... ,�... . i r d�ci � I'7 �'.�� i.E: �tl.��. E =:iQt.O . � � 't _ - , .. .. .. . . . . _ . _ ... . . . , . . .. - .. ':. . , . . . . . �. - . . . :.:�.: . � ' :.. •.. a � � �.�- , , . . � .� . Ycd r n ... u�).. . . ��P1�,1 SOZ.2 . ��--•--�• �- �-. . . - �� . . . . _ .. . . �. . . ��.��..�.. :`. . '� -. . � � � :'. .. . � �� W � � - � ,. n;seoissw .. �S.; . ......... ....�, ,, ...... BSBL. � t,' . � . �. :' . _ ..r.. �: � �F . �j-. . . . , �. : � .... �. :. . : �. iE�. G �.u,�(W..}._.�03.L � , if_ t �,lE.l>.. . �-_ �. . � - :. . � . � - . � � . �... ....: -. . . . .., . �� . . . . . . . , . , . � . - .. � : 7 � � - �. ... �. i. : � • .1 �', .�.� . � ' . �� . . .. � ... ... . .; . . � : . . '� � . � � � '. ' �,. . .. . . . . :.. � . . , . . � . ' ' . ' �' � ' .. . . � W ^ O � -��.. i�: � . � � I . . . �" ..�� . Y � -. - .. � .�. if_ lZf,.l](4Y�_. . . � . . .. ... . . . � . . . . : ... .: ' � . �' . . ) . . . . . .; .. - � . . . . .: , .. ... : . '. . . - .. . ' . . � ' . . . . � �. . . . . .� � i .f.r.(1G. �i ' . l . �. . ;.: '. . . . . ..�: . . � . .. .. . ." .. . . -.. . . . � .. . .. . . . � . . . . . � ' -. . . - �.... .�. . . ' ; �. . . r _ ` - - � .4; . ., . - �( _ PROPOSED BUILDING STRUCTURE � .00 z , ' I ,�.vH..�, ., ., ,.. .: �t. _ W PROPOSED WATER SERVICE LINE ; , , 1-< , ; i i � , i .;, 4 PVT. SEWER . � � �. , , - _ . _ : - , , �.._ pp . � � ,... ., . 1: , . ....• e� , _ , '. � � �, � . .,; ; - _ ' . r� Q . � � , , .� % , _ , . ;� I EASEMENT : , , , � \ . c>r,_ - . : , , : < . _. J. . . '_ , II ... ; I �:_, .�:,. .; ,.; �r SS PROPOSED SIDE SANITARY SEWER LINE PLAN DRIVEWAY op. J > -._- --_ � , : �� a ��.,� � �,o� � SEE , , . � i . , t '. , . .� , , . . , � ; � , � , , zo esec , W��e,.,��o��i a��? ; . - . ' . . FINISH GRADE ` : _ : ' ,,. ; , I , a � . - . � . -�t� t'i....�L C,C�'1. :... .......P. , '.... ..� . .- � . . �.: �.�. iX .. ... . .� � . � ' ��." � . �' I '.. " . � � �.: . . . . . .. . . . . . . . �� . ,. - . .. - .. .-.� .:. �. . .. . . . . .. ..` ' �... .. . ' ( ' . .. i : . y_ . . ' . . . .. . . � ' ' . � �� . � . . . . . ... . -.� � . . .. � . � . . . � I .. . l .` �.�. . .: '�� .. Q �. ...:�' ! C.> - .- .. . ' . ' ' ' ... . .� �. .. . . . . . . . . . � < �.. . , , , i _ 1 ' : : ; _ f- ; f"' : . �-. . � . nurth.�ioad fe.r....�., .Z.y ve.s. ..I I `.. ; ..� .:.... .. � . � , _ ... . I •ri -_' . �..�� -. � . � : . :. � ��. � � . �.: .,. , . .. .�. . �. . . . . . , �� . .. .. .: .�-. . ..:,_. .. :: �. Q. .. � .. , �. , . , , LEGAL DESCRIPTION - s�oPE : Q � , _ - c.;, � 1. ; •��,: ` � � , ,_ . �,{�. � , � , :�� - J : , i II. � . i . . � ' . _, ; \ , .. .::;. ;,: , . _,_. .. "-.: .. - �.�-� . ,_ : . ,. . . - c. . .. . �� . � .. . �� .....,. . , . � _ I , .� ; i .. ... .:,. .... ..: . _ ,,. : ,. . . Q , � � - . � -� , �. , ,: : . S 0 0 9 B OC DDI ON TO ADAMS HOME TRACTS ACCORDING TO THE ::; tz ...,._�. :, ,: ,;;.�•, ' _ i � _. � I , THE EA T 60 FEET F L. T � L. K 4� FIRST A TI � R ,. _. . - . ,.�:: ..... . :- ;,. . , .. I , , I , , '. u , �.._ .. �� v . ,� �.,� ., t ,. . . .. : .,.,. _ �!. � - . ` r � ; \ -... .;/ : PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS PAGE 50 RECORDS OF KING COUNTY, WASHINGTON, cv . : a ;� �, �,r �_ t, f,.�r �_ t� _'' � � �li ti. LC��. �: : _ i ' N , . � , . - � 3 r�.,� �,��, ,.. � q _r�. - I ; : , • : r � .� ,� �, - - , WES 12 FEET OF THE : - , �`, � y.;. , _, : , � � -�� C!� � , Z �: �;;.,,, y,.,,,_,� 5 sii sQ.; � •<; �,; TOGETHER WITH AN EASEMENT FOR DRIVEWAY. PURPOSES OVER' AND ACROSS THE T ,. _.:'� �r� � �_�� !-- . . � i . � t rr.i�rr.mirrr�._ , nQc_ m lP . � `.:- - � . . _ ...: .. . -.. ; .I ,. � , . � . - ... �.. . . . . .... � -. .. � . .�' ,�; 1 _ _ � _, . � . . _ _ �: I I � s� ,.er.:;t <:�c F, ,�c, a.: NORTH 150 FEET OF LOT 10 IN SAID BLOCK 4 AS GRANTED RUNNING 4813051. .. _ _ ,�, . , ; ; �� , � _ _ _ � . . ., �� , . .� . . �� . �. . .�� +c�� ot.b��n�. . ._. � ..:�� ..-. ..;.�- .�. . I .� �,� � . - .��- . .-. ... . ... . .-. � � ... :, _ � . ..�..., �. . . - �.,:.� � .... .. -�`� ��-..- � . � ..: � ��.�. ...�.�� . . ..Y � . a . . . ti�.. .. : � ,. J t . ��...-.�.: �- �.- ... �.. . - . . , ..� ... . .. .��.� `.�:.�� _ . . , �.� . . � � . . �n�� _.� . - ,. / _� , :: : . o � . .. ' � . . �: . �-� .:..' � �.. - -- "in..>rr.'r, �r �. � �. :-. .r . �. : : : �: . : � . .. � . . . . .. . . . - . . . � - � �. . , , . I : : ' _ , .. 4 . SANDY SOIL Q . .. --:.- � .. : . -... .. . . . ��( , �. . - :. irrn•r.•rrr.�n%.. � .. � � -.. ., . .�� . . ... .. .. . . ...... `. : ._ . � . ... . . . �... � �.. . ...:. �. . . . . �.-. . . . � . . . .. . . , . . .. .. _ .. .. . . . .. � -�:. . �. . .._: . . < � . . -. . . -. �/� �. �� • . .. . -.�., .:-..... . , I. . .' .�...... . . . ....:..� . ..�.'...'.�� : . - ..... '.. - ' .� ::-.., � ...�',..'. � ... . .:�.. . .. .� , �.. �....,... � �_ . . �. : � :. .... ... .�'�;- -�.. .:.� . .. . . ... . ..' ;...�. �.:. > �. . . .. ' � ,�::� .Q�.uJ, . . .. -.�.... - .. �.. .�, � i�- . : . . . . : .. � . . � � �: �. .- . . - , .. r, / �, ,. i S S O BEA ING _ : : �_ � : I_ , BAI F „ ' ; i � , � � R G AVEL CC ,,. m , , �I : __„nsc .��.��e,,�,r k , , _ . ` 8 SAND OR R " � 1- � J Id .., n,� : .. n � , _. . . . �. .. � .. � � , � I `� � �. _� . � �. : . . . �� _ eu�l. ed s � � a,ic, c�r6 �� . . .. . : : ... � . � ..��.,..� , , g f � F T THE INTERSECTION OF 42ND AVE _ , . : , ' , _. . � . ' � �, I, , � , BASIS OF BEARING FOR THIS SURVEY ARE Tli_ 410NUMENT FOUND A , ., .s „s � _ : , ; .. (n - 8 ,; 7 � , � . � ` I . � , � _ ': , M : �I , � I : Q SOUTH/SOUTH .144TH : STREET AND THE INTERSECTION OF 42ND AVE SOUTH/SOUTH 148TH STREET. , , . - , . _ _ , U OFF FILTER STRIP DETAIL . ; ti aC , ( ., , R N _ . : � ��.,, : , ' M „� ,.�, . , ' �,��.,.��:,, ,.,;,� , . �.,,.� � �,�.«„� � , . . �, . I: � , ; � 7.. � Y <, : � 20 ACCESS EASE I, ,�� ; . . MENT _ . _ : , . SCALE: NONE " ;., ; ,.f� � ..:., � ..._�_� , - ,. : _ �,,, .. < i KiNc couNrir REc: 20,3 _ _ TAX PARCEL' NUMBER , _ - :` W � ,�� ; . # ,,,2000z�5 OWNER INFORMATION . __ . , � ; , � .._ : _ � ,, � , _ UTILITY , 4 . � . . ( . _ � � ,. , , 0041000544 i I I _ - , I . I ADAM NGUYEN , ,. ' ; . , � - � � � . , EASEMENT s i ___.� -I -.. ; ; ,. ; < �. - ., ; � , : _ , , � :::. . I: ` . 823-3RD AVE, SUITE 201 - i 11 , , # ;._ , _ , ; , . �s•�i,aic , , . , ` v � < . � > I ,. , _ , � : T 98104 _ , , : , I ; I SEAT LE, WA _ , EX. GRADE - : � ._ , : ro esec , -�..-.- ( I . _. . �:�J , _ . , . � . , , `. � , . . i � ' _ _ I , :. ., , . : _ 0 -3737 AN11NG AREA` .. " � � i I : , .. . � �2 6) 288 . PL , , � ., , : _ ; H. p 10. : _ , �� 5 i , _ , , . , , x .;,;:;�.n` ,;. ,� ._. G� l _ . , , : I r ' 1 � . . , . - Y�`"oB AASy coot .:,�.�.+r� , h . . i: . . ;C �ir 013- 2�17 ' ; , ,: i, ,., . ��E. �EM� PE I RAIN GARDEN BOTTOM ; � . . �.. . ,:�.. ..� .. . . .: . ,.� .588°0159f�. - i�-::.� ; � . .. _ .1�- -..... . . . -... . . . .. . . � .. . : -�. . �.�. .. . . �..�.. ..... . .. . . . .: : :.. .._ . ... ...�. � . . .... ;, �. . . _. . . . .....',...: .�.� ..::. , :. �... : �.' . ..� . . . ..::� � �. . ��:.� � � � � � ;.. .. � � . � � . i 1 I �: , NOTES _ ,, , ,,� _ : ; : , _ , . . . . . (170 SQ. FT. AREA ` -: (. :...:.... .:.-. _ , .. r. , . � _ � , � t ' . - . . . . . .. . 3 ' �..: .. . ... . � .� _ . ... .. . .'. .' .. .. . . � . . . � . .. . �. . � .. _ . � . . . .. �.. � - ': . I . . � � � �... .: - . . . . . . . � , ,. , . ..,f�EP..TH . 3..5 _ - -- = --- PER 1,000 SF ROOF - - - - - - , � o . � «s::t«. ; .. � . .�_. _...:. , , ' , _ . ___. _ ._ 1. SEE SHEET EC1 FOR REMOVAL AND EROSIGN CONTROL PLAN AND DETAILS. �a . • r, , ,• •_ ,j( � . � -1 ,-------- . i/�C / . �: .. . . . . ��.,. � .�,�. . araa. ... .'. ., . ..�.. �� : .. '. ��.. �.�.. � . :.. ..- .:. ., . �� .. -. . .� . . . . -_� �, . . . . .. � ..:� . � ...- -_...: ��. :�.�-�� . . � 4281� .. (. . � �., � .. ... �. . .....'"7,".•.� .. -�. . . . . . .: , . . . .. . .� . . ... . �:.. . . .. ..� . ...:: ��" �� .'. . . � . o . k .. . . . ,:: '� ,Rg � � .� -�� .. . ..�. :� .. .� . -�. . . . .� ; ...... , r,.nat� : .. . ... . .. �.. . I _: ... � . . . .. . � . ,, � . ...-.. ..: -:. _.� � _ .. . ..�.:: op. C19TE0 � � . . �� .� � . .�. . . . .- - .�� .... . . �.. .��:.:... ..: � �.� .-� � � :� , � .�.� . . �: . . . �-:- . : - � . � ��.,. . . . .. ... _ _._. `� . '. � .: � . . .. � .:' . . r� . .. . . .. . � . ... .. ' .._ �:.. . .. .. . . . . ' . G'CC:.>� �.'l.t I..:I Ii�'l CLI..(?1F.�:'IY . . .. . �,., � . . . . . . . . ;.. � _ . ..: �-�.. �'� ..� -. . . �S G .._ . � .: _ I - �..�, , � .:._ . ,: .: z� � . 2. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. •. . . o .•�. sr E� � t � . -. - , , . �:F �.�� 6. r� zoo2oz��uo.noas I . _ �i;. . . ,. . oxet . _ . . � . . . �` �. � . v ,. . . . . � �� . ,.. ' �. p�r �iJd.. . t_2.00 i 7 3 & R � . N, . . � �.; - . . �... . . � . � . . . . . . p . �_. � - N . .� .._: . , . . _ .. .. �.. . . .. . �.��- .�_.i,. •:. : '.:� :'.>"�. !0 BSBL. .. .. ... ' �=- . � . �.-�. � .. � �_C�. . .. . � . � �,��. . ( r<,.ra..a r�auu.u.v�a:i,� ; .. -. . .. .. . :. . : �.. .. . :. .. � I .�� . ... . � .. � .. � , .. . . . . .. . . . /� � . .. � . �- .. � _ . �� '. . .�� .�i .. . . ,,. .�... �: . . . �. .. �. . _ .. . .. , . ..� . .�� . � - .... .t.... � . ,.e ... ... . .. .. : ... -. . .. .. ��..; �..�. , .. . :.. .. --:�. �\ ,.��. :.. � .: . .: .�.,. � �� -.:i}i�./ . .... ,' . .. .. ... ..�._ , ..' . � ..:... ..... . , .., . :.� � .. ! . ... � . < , .. .�,./. r� � ..:.v.v: i�.� .. . . . .. �.: � , 2�.0 : . � ' .: •`: �: .' . I : `' � : n - • � \'�_,'.}}:•.•. . . _ � . .. ; �'� : .. _: : : .. . G _ UIL�ING PERMIT NOTES , , , _ TO:BE CONSTRU TED ,-,T B ��:- :, : ::.:.:.:.:.::.:..:. � � , { _ . . . , _ � _ - _ . �.�:.�.�::.�.� �;.�,,� p , _.. - - . ........... . :.�.�:.�.�.�.::�::::..: ..... : ................._...... ........ � - J � �, .�y ....... ......: ......:........::: ....::..::..:....:..::....:::...::::.....:.:..::.:..::::::::;::::�, ,, ; -, � - � l / ,,, .: ., . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . �� . .. . �. . , .p. -:. ... � --. .�.. .� . ..� . . .. .�. .�.. .. . . . . . ... . ... ..... .:.':::.'..' :::... .................................................. [� . . L , .'.. ' . ..,; . . . . :.. .' . . ...... . .................. .� r�� . . � . .,.... ' . .�."� ,. . �. -. . .i� � . .. ...... ............................................... . � /.� ..�� . . . � : � � . ��. . � .� � - � . . \. ' �. . . . �. . .. - . . � � .I . . . . � . ' ... .'... . , ./.i ... . . .. . ,: , .. . . ; . . .�. .. . , . , i � . .. ' -. '�.�. .. � ` - . � �' '�. �� . ��.:'i , ..; . . . ... �. _ . � .. .. .- . .. � � �O. " . � � "' ' � - . � �� I� . - . . .. . e. . . . ..' .�..�.. �. ,.�.. . .....:. .. . � . . . .� . -. . . :� .. .� .� . ' ' . ��. . .:�- '. \. \��``��"�\ .\, `` ' . . . .... �s \�\ \ �y.\. �j��. .. , / AI GARDEN FOR ROOF DRAIN 170 : SF RAIN GARDEN PER 1000 SF ROOF SURFACE : , . . : r '; �r; �� ::- � �> , ; ; ,�, ,,, , � . � _ � ,., , , _ . O PROPOSED R N ( ) ,;. �� :. I , ,� � `�,!. :�� t ��.i l..i. .. ,� :,/i . . . . .. .�.. ,� �. . ..uT.C<.� . � . � �5�;.".,,:.,>.., ,,, ` . �. :,� i a I . _ .. , .. , _- �`. , , 8_ � -a.� ._ I � 1 o , , � ,. _ . : . : 2 J STAL 4 PVC PIPE ROOF DRAIN � 0.50% MIN: _ . , , � x�x . , , / _O N � _ ,, . � ��, , , ..,> , . �; : . , , � OIL = _---- , - - - - = - - ,..,•_ , 18 COMPOST-AMENDED S _ .,,.. , _ , „ � _ . � __�._ , . 3 ` � , , , - ; �_ INSTALL 2-4 QUARRY SPALL ROCK 3 X 3: PAD). _ '� , -I ; � -. O . � NA11VE SOIL .. , .. '�- � : - �J �. > : . ` . , . . . .. ... .: 5 . . . . . � � . . . .. �.: . . . . . �: . . ... �.. .. . . .: � �.. . . . �: . � . � �. . : . .... ' � . �.. � : � .-. �. . ._ . - . .. f� . .. . � .r . . .. . ........ ...: .. ::�.,. . �..� '. �... .. - � 11�. n � . . "': . . . . . .. . . ...'. �..' . '. . . �� . . ��.. . . .. . .. . .: � - �.. .� �'�..' .:�� m �.�: ', � , �. d. 4 INSTALL EMERGENCY OVERFLOW 2-4 QUARRY SPALL ROCK 8 WIDE X 10 LONG .. , _. " I � . _ � -. . ) - , , � .' < t+ i.,�:...._:......._ � ,. .s . d .. I P AI ON HIS SHEET: ' - �, �� I. ' ;.. R:, :'. , 5 PROPOSED 300 SF RUNOFF FILTER STRIP ER DET L T ,. , , 1� c o •c� . � _ O - �.. . ,�� . .:;. , ,. � , - RA � � , � _ ,� .�� _ _ IN G�F�DEN DETAIL �, � � J �� Pt� r. . .: �. , L 6 INSTALL 1�� WATER METER (BY WATER bISTP,ICT #125). , -: � �, � P �¢ � � ; :_ O s 1� . 2�� , , . NTS ) � .. t� Q 1 � _ � , ., ; � �5 �� v � �U pti,. � / l - ' , . r, � � : ' E u� o pp,Tt+�a �J _ : �.�t , r : � t. I.. I._'.,..J a Q rn Z P . , i I ,..' ; : - ; . . , tt o � �, ,. , , CONSTRUCTION NOTE� _ :y I� , , � , I --- 2 I «s ; � � � � v . . , . „ o, - _ . . . ,. .��. . � t.� � - . � �� -.�. , CJ.. .. �., . . .. . . .- . .. : .. � . .. :ri� � � , .- . � � .. - . � .. . :: � ..��. .-- .... .�...... .., � ...; . �.. .� � IOp--. - . . , • �., I 7 I T L 115 LF 1 WATER SERVICE LINE. �� o - I Q NSAL ,. . � _ �a � J � I (: r ��; � LOT 2 ; � : p ' ) _ $ CONSTRUCT UTILITIES TRENCH POWER,. CABLE & TV . � _ J (CITY OF; TUKWILA) WORK IN RIGHT-OF-WAY- _ ,�1 � �, � � ` 3 I�i I (12,z735Q.Fr I �, ., I O WILA ELECTRICAL PERMIT FOR POWER CONDUIT. _ � , ,, , I. � A SEPARATE TUK � �% ' 3 ' I 1. ; WHEN ACTIVITY IS UNATTENDED, INSTALL A SIGN WITH MINIMUM TWO-INCH LETTERS STATING PERMITTEE � o I�` 'J� �. � 9 TRENCH & PATCHING OR BORE UNDERNEA"iH EXISTING PAVEMENT. � - � � ; :� .�•;�:� �,��,G I _. O OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMC 11.08.140 ¢ N z Z _ , • �> -� I o � ry �„ : �, ;g �,.: �;t _ , .. � , Q a ° I 1 I) P'' �---- � . �� . , _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I .- l�D �Ef�tiVEJREPCACE 115 LF 6 PVC SIDE SEWEft � 2.0� MINIMUM SLOPE. ;AFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF � Q = _ ' � t `' INSTALL CLEANOUT AS REQUIRES, 2. INSTALL BARRICADES, SIGNS, WARNING LIGHTS, AND �, N a a � �; I I/' j; OBSTRUCTION OR TRAFFIC HAZARD. . DEVICES MUST FtEMAIN UNTIL THE OBSTRUCTION IS CLEARED AND � r, M ja � � - � THE RIGHT-OF-WAY IS RESTORED. TMC 11.08.170.A . :.1 =_ � : � I. � I.; I. 11 REMOVE/REPLACE 15 LF 4 PVC SIDE SEWER � 2.0� MINIMUM SLOPE __ ' � , � � ,,. , � 0 EXISTING 4 SIDE SEWER. ; '' � `{ - , . , AND CONNECT T - - `� !< I f I+� •. - ' I ' - 3. ' MAINTAIN ACCESS TO FIRE STATIONS, fIRE HYDRANTS, FIRE ESCAPES, AND FIRE FIGHTING Ef�UIPMEIJT: - 3 �_ , I _ . . :o . . . � � . . . . . . .. . . . . . . . ' .. . . �. :1 . _ . � . ,I_.. . ' � � :..��ri.��.08.�8� -. . .. _.. - �... . . . . . . -.�.. . . �..�� . `.� . . 0 4. �.,� _ , _ Ix I ::� l: < � (CITY OF TUKWILA) �'AVEMENT RESTORATION� ` � ,, , c. : m � m ;., � '� ; ; ' � . 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVAl10N OR SITE WORK. . � - ; I I.� ; i.. I' 1. '. COMPACT BACKFILL T0 COMPACTION OF UNDISTURBED GROUND OR CO��IPACT BACKFILL TO MEET , �� W m o z i �. � .: ,i >> � , , ... , - � Z u� � � �t ; I I '. �- CITY STANDARDS. 5. P.RESERVE AND PR07ECT ALL PROPERTY ADJOINING EXCAVATION OR: SITE WORK. , c� � a ,,i . i.,.. E� � ' � ' � ' �: . . - , . : W � _ � ., } . , � � c.� n o _ k � . �.: i:ki�n�� I A FOLLOWING BACKFILLING OR WHEN r�. o ,; s ,. �. I,; .., �. .. , 2' RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDI TELY 6. RESTORE DISTURBANCE TO PRIVATE. AND PUBLIC PROPERTY. _ TMG 11.08.220.D � v, s ! � : �- . �o� wous� p3fe., ..]. hese p19ns have been reviewed U� the Pubhc. . _ . ` CONCRETE IS CURE0. _ �. ; !, � �� W ks. e ar ent for conformanc with curren _ :o i �I . I o� or Dp un � _ V L A i • ,• • • 0 SURVEY MONUMENTS AND;MARKERS REQUIRES THE DIRECTORS PREAPPRO A. � �. l ; 4 �; ,� , c,ity standards. Acceptavce is suU�e�t to erroxs: a d 7. DISTURBANCE F a _� . � A. EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE _ ' ? I `" °ti oinissions`which do not aiithorize'vidiations of. , IICENSED SURVEYOR .SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. � - � �� ;+ . � `�, PAVING, RESURFACING, OR FACILITY REPLACEMENT. �.,. i ., � � ,.:ido ted standazds or ordinances. The� res onsibiIit Z , ,;, o �' � ; �. , ; � � : P _ P , Y N .- �,,, � �;I: : �. TE AND CITY LAWS AND. PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER o � •. n• ior �he adequac� of the design rests�totally,with t e 8. COMPLY WITH ALL STA , M � ,� ; • •• • •• 1. ON PRINCIPAL ARTERIAL, MAJOR -0R COLLECTOR STREET WITHIN 3 CALENDAR DAYS. � � �. I� �: � '�esigner. Additions, deletions or tensimns to these :` AND NOISE POLLUTION. TMC 11.08.210 I ' �» �, z ' 7 CA N AR DAYS. � � �' } ,s., " .: �� ,. � . . . : 2. ON OTHER STREETS IhITHIN LE D �, , �.' , . Jra« ings after this date �vill void dus iacceptance ' . _ ' _ c.� i, .,1 . . . . �, , . . I. . �. . . . . . . . . . � ... � . � . � � r . �. - . . . . , . . . � . . . . . . � � . . , . .. � . , � . � _ � � tn . . ` � I �•> : and tvill re uiTe a resubmutal of Tevis�d drawm : `. S ALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT IS BLOCKED. TMC 11.08.220 W y 5��, E,: .�,�;�, �,�...;. ,: n . � 9. IN T � ( �� 1 . B. FOR WORK PREVENTED DUE TO.WEATHER: _ �� , o t'�4. � 1,4i� 4YP,SY .. \ , ' ' , ' I;.' �or subsequent appcoval , _-- _ '.: I :, _ : ; > Z (�' . .R E T� %: 3 � � , , lo essc ` � , , ..: _... . -.: ..., . _ , 1� . ,.,_,;. � �� - � �� .-- -`- • - - • •,�-ti� , R . _ . . � �. � � : . . . .. . . . . . . . . . � . . . . � . . . - . . . t, . � �: --,: °:�I` -`::.•.,:. _'.; :.'. OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS o w- , �; � •�, .<� - , - . 10.. COVER _ v_� k.T # . ,. . ( I , �, . .. . , . � :;; , 1. PROVIDE :A TEMPORARY PATCH. , A�nal ncceptance is sub�ec[ to field m�pecdon by :.. , RIGHT OF WAY SURFACE. TMC 11.08.220 ` _ , ;� , ...,.. , � � .. .: . �. -. r . .e , ^�... , . . - . . � . ... . '- - -�:,.�:. :, . . :.. . .:..' .. .. � . � . . . . . � .- .J . . � .� � - _ - - - - - - .- - - _ �. � Nsa ossa� 4�`" � ` ihe Pubhc Wocks uuliues ms ector. I .: . .:-: • .: :, : 2. PROVIDE A CONSTRUCTION SCHEDULE ADDRESSING MEANS AND METHODS TO MINIMIZE � , o , P �.. . . .�. . � . 60.OP ��r .:,.an.�.. .. . ..�.�. Z.1--=.----"_-=�--�� . . �. �. .� :..-� .�...:I"-; ;� . . :.�`. ' ' � . �. . % ,�. :.; -�ce.� - - - - - - - �3 _ �I _. .. _. . TRAFFIC DISRUPTION AND TO COMPLETE: WORK AS QUICKLY AS POSSIBLE. UBUC. : o ' � •.. /•-\ -. _ �- _.: .. -:- ,j . 11, STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER .TO PROTECT THE P _ , ; . ,.. . . . , , .. . r( _ _ _ _ � � ^_ .. _._ .a � ; / ( C ,, _ l � ` . '; , � , . � C\ � � , . � . � �. .. � . ;i.. ; -. � : " . ,.. � ��.. .; i �:.. -��. F��:r.:: S/A o:Pt� w: lrl�,k �;r t�c� 4/6:i9' .. . l.✓. 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' J� I �, rv�e a�sa w , : �,\ ; .,, , ,. . � _ � ' ,� y, . F = : , � , f i < < UNDISTURBED GROUND � p� r � i : 17.. r� crn.�(�J,4i 3f)3.?. ., Ic. cp .. JCC _. ,: � ,,,� I T ENCE ETC. , ,. � � � �, : � i ff .,`.r'- _ � ,� !� iE �� (tv)� su� 2. INSTALC EROSION CONTROL MEASURES (S L F � ) �_: W - � . . . . � . . . . � � �i� cCn0. � : � . �. . I O�; � _'_ . . . . . . . � . . . . . . . . . . � . . . . . i ?'�_.�... . � _;_�....'. , . . - ,� .. � . ,.. . '.. � . - .�. . � �'_ . . , .. � . � �:. - . - :. W: O. . . .. ., ; . , v i .��...� . ., � ' ...;� .i .. �. .. .\n -� .-.... .- �.-.:� 7 . . � . ' . .� � � ��iv.Yta � ._' .. ' � �':.`. � . . : '. , � �. . � : � -, .� .� � .. . ' -. . . . . . � . . . .. . /,i,� . ., . // :. . , .. / .-. �� . � � , . . . e v . _ I � 1. , 3. FIELD LOCATE ALL UTILITIES. ` , / . / / /.. �. ,,�., . / /, . , / : .� , , / / .� ./../�� /�/ •>\. \ . . . - <: . : I��' 1 c� � n: . •. __ ; � \ \\.\.�.,, \\\.\. \ , . I .. .. - - r- . ��;��.;'\�:\�\��\��\/��\...., •�..\��\ �i��/r�/i: �\, ✓�/ . 'r.�, . j , .... 4 PVL SEWER t�, "� ..... .i�� `i\�i\�i.�i` �i\�%��/��/��/.` L t o 1 /. / .. /i. /i. . , / z . z /,. // ,,�:,,., � O� � , � N, . .s� . _ : r _ � :.�� : � , i:�,,,,,: E- U I EASEMENT' , � 6 4. INSTALL CONSTRUCTION ENTRANCE I I I I --- � / >\;,, ;, �� - 00 �i . . � �� :. � �- . . . I' � -.� �._po�er & tu�c�,<:a� pule, . .. � ____-____-_ . . . ¢. . I tt --rj------------ �� \ \�� , ` _ -H � 1,. . � � , , o. � . w ��der � �„�,u ,irc�;, : 5. CLEAR AND GRUB SITE. ; _ � '�' . ,' � `��<' �i\/�,% �I � � , ; ,F � ....< . , , ; �x� � : . / 9 � I I �>i..h e .. .. �... . nk . nr.. / � , I � . . ^ � , . � . . . ` . � � . _ . . . . . . "-y . . . � . .... - . \ -. - � i ..1 .: �� . �. ., . . . . �. .... .. : . . . . �� . ...� . . II � � .. �� - �/ � �� , � -. � . rn � . t � �.., .. � ,. � - , . - I � - . . � . . � . . . .. � . . . . . � r. �v.,n e,.c.. s 1..� wPyr � l_� .� ,, I�.I �n , ,, : � 6. .' GRADE THE SITE. Ll U.. ., : ;, 11'' . f]- _ � W (,� � � 5 !..: \ f o �i'.. . ', r �a 1 � \ \ � . " � U ES , , t"� �' .. � . II I �\ EX. HOUSE I, � ,. T. . INSTALL SIDE SEWERS AND OTHER SITE TIUTI � O Q � •� � n,� �o:, -. : I -: OVIDE CATCH BASIN INLET PROTECTION AT THE NEW OR EXI5TING INLET LOCATIONS.. • -` - 4. MIN �� . �� REMAIN r �.. �. ; PR 6 MAx. � ; ,. �: _ � � N f,. I I � I, 8. CONSTRUCT BUILDING STRUCiURES. , POST SPACING MAY BE INCREASED �' � � � . �.� : lo I` � _ � � I � _. �� , _. _ _ T0 8 IF.WIRE BACKING.IS USED . ,. BACKFILL TRENCH WITH NATIVE SOIL = °:� � �!nr,m3 � ,�.�.:Y>r.rr.f -�qa.� mr.t_ � N CONTROL FACILITY UPON STABILIZATION OF EN11RE Q �' , - y > � � _ a ,�� h � _.. nr.�rt i+dqe aC ,�i ' ; 9. . REMOVE TEMPORARY EROSIO 3 " - 1.5' WASHED GRAVEC _ � J � ; � I I� , , a�o � tn� o� r,o..,,, I _OR /4 f- , ` r, , , � ' PROJECT SITE, AS APPROVED BY THE CITY OF TUKWILA. ` ,. ; 2" X 4" WOOD POSTS. STEEL FENCE POSTS, - , . r � , i � / � . ' REBAR� OR EQUIVALENT : � _ � . � NOTES• � I ._. �nr-:rn+rin. . . �.., li � � . .. � . . :.. . " . .. � . . . . �. . . . . . . . � ; .:. .. ...�.. .. �. ..�- . . . . . � � . � � . � " ' ' . . 7 . S�iJI )r.rJl/i'il's. - I . . ' , . . � .. . . . . �.. �: � . � . . � . ' .. �I QI . . . . . . . � � " . . ' . . . . . .. ' . � . � . . � . . � � � O'^ � '� � rn . I� �-. �' � �. . � . ��.� . , ... . . . :. � .' . ,.. - . . '. :�.: .�� ... � .. . . . . � . � . . . . . . { . . . . . . ( ..� ��,�-: �.., g,� � . ,� .. � . . � . . .. . �.. . �� . ... .. .. � . . � . ".... . .... .�. �. � .: ..... ... - .. . � VJ � . . . .. �� . � . . i �. ax�st:ny .� . I I� : x._at edge�,c.. . . . . � . . � � � - , � . � . .. . . . . I. H,i ,.� a unst edqe :on.. rart� � ` FlLTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. � �� V! � � , �,� �, f , _ : . : : _ Q ,- a . � REMOVAL AND CONSTRUCTION NOTES -I i�, I� / Ns''`' ,�p'li �� Q I __ SILT FENCE DETAIL M > - , i : 1 �m,�.,�„� �.,,�, � , - f.. ��ut-��:�i,�-=�t.u.,� I QQ , I 1 INSTALL SILT FENCE, SEE DETAIL 1 THIS SHEET. .` PER 2009 KING COUNTY SWDM FlGURE D.3.3.A .< 1` Q -(�� I ACCESS EASEMENT FOR DRIVEWAY O , O L _ `..' • ---_:..:.: a SCALE: NONE . . :M ' � ,...--- ,,. -�: I KING COUNTY REC: 201 I s sHEET. r I-- -- �' # 31112000275 2 INSTALL CONSTRUCTION ENTRANCE, SEE DETAIL 2 THI , I O ; .. _ '��` _ , W 4� UiILITY " I I `' Ii ;., _ ,,' I - � I. . 3 DEMOLISH EXISTING GARAGE. . _ _..._� � _ W EASEMENT � � � II . � O, _ CONTRACTOR TO PROTECT MUD FROM BEING , /. C� � 4, I a. n„�r,n�i: � REMOVE EXISIING CONCRETE PAD AND WALKWAY. i � 4 TRACKED ONTO THE PUBLIC ROAD ; _ I. O _ l 'i� . 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LO acc:e�e�end �.i:.l�tieu coue.r�er�. . . . . . . . - � . . . � � . �• , °,� .,, _- . . . EDGE OF EXISTING PAVEMENT , , . � JII � : l Il,'( I �r 1 , ,, azeie o e� , ;N � . �� _ . . I . , , . .. ; I , l.! l � r � � Rs � �+ �� ,�,fi - f, � � - � -�- s - , n__ F - H � .. loa;..ozn.�oonus " ,. , , . � /1 il/� o cr sea �. ; , I � .. .. >.. .x : 1 uF, .�i.�..>r. i..,rct,. 0,3 R « ,�. , 11,/l, /, � �� t�t�r , � �.ar� .,<.�� . :4� ; , � �'� . \ / . l' 1 � �l:l t f � � (�'!r 'P6y s . G� . :� . ��: a „f. i . . . � . . . . . I� I .. . . , . _ . - . - � . _ . . . � � I I !; �(1 I11� .j/.I I . . . . . SlONAL¢N �. - .. :.�. � �ri. - 5 :.:X.. � � '. � : . . . . . . : � . � ' � . . _ .� . �. �� . : � � - . . �� j . .. ' :. . . . l ; �. . . , � �Y �� . .. :. . : . �.. . . � . . � . � � . v.� : . . . . . . :: ` , . � . . . . . . . . _ . � �..t 1' I � l � I � ll �r l : . . � . .. � � - � . 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T 1(t.S �,� 121 ., , n I L GEOTEXTILE UND Z �., � o �C (J . },,. .. . � : _ -. - � � 5N .; vQ : 7 : � ; , , � 15' MIN. PROVIDE FULL WIDE. ` _ . � ,. ,o �-+ nJ . M _ _ 1 � � . I �� , , ;. � �o � :. }P : , � ;` .. ; ; , , ,. , `.' . . .:. � �5 m „ , _ : . ; , , < - ; _ �, OF INGRESS/EGRESS AREA , . � � . . � - q I ` E � � -. a'.. arn ... � , :. o .... .o -.� � . . . � ,. . i . � � ��. f� '. �:. . ��". � . � � . � � . �. � . �, . .' .. .. . ". : ...�, . . � -: . -. ��.- . . . . . .. :.. . .. . . .�.�. - �.��-. . . . . _... .... .. �. ( � _ N .:� �.:�:: . � : Z � i ; I �. ; i : . NOTES . �, � � N. � _ a ,,> :c - - .. � � i _ � � s -- : - . , , � o ,� ,� ; t - �A _ o . .. - : ; : - '° '. , ' . _ _ PAVED TO THE EDGE OF RIGHT-OF. Y Y � i 1 I AS PER KING COUNTY ROAD STANDARDS. DRIVEWAYS SHALL BE . ;, � o F- N, o _ � 0 ENTRANCE TO AVOID DAMAGIN6 OF. THE ROADWAY. �� ' , -- I ' PRIOR TO INSTALLATION OF iHE CONSTRUCiI N _ _ . � ` . � , . , F."�!� 9 in �n I-- _ - - i � �/ � _ � , _ : �^ ,. ,.: pp �+ - �`" !. - : THE ENTRANCE BE CROWNED SO THAT RUNOFF bRAINS OFF THE R D. , 3 `. -/ i: , I , IT IS RECOMMENDED THAT _ `. ` . . _ � ,, _ _ (� . � �\..... , t �r. � � � �. . _ . � .. : � . ., . .. _ . , .. He�, � 9 � . . . . . � . ..; . �. � .. . �� . . ... .' . :.�� : ._ . . .. . .. . .. .. . . �.� .�... , �. �. �..-. . �.� '. .� .-. . .. . .� . . . ...;�.:. . .�� -, � . .. . . . . . . -. .. .. .-. . . -. � . . ' .1 �. . . ...: . . ..�.� . � ; . , .. . . � � .� .�� -. � � � .0 � . . � �.� . . . . . � � . .:. t.�- � � . . , .. .. .. .. 9 .$ : cuohci4 . . . . � . - � .�. : _ ..., ,... - .. . . � - . . .�. -� . � .. . . . . - .. ..-.- . :�. . � � �.-, . � . � .. . - ..�. �� . . . . . , W _ �---=- : ._ _ : ETAi� ------=------- � : CONSTRUCTION ENTRANCE D p N Z Z , � C: > . _ � a a � � , � ` . ,. 2 _ . ,,, a ..i � '. r : . .. : ,. _ _ 00 KI G COUNTY SWDM FIGURE D.3.4.A ' 9, PER 2 9 N N=_ _ : i } / : � . - , . - . - , , ; o.. a. . o � , .. _ . , , , ` ' 7 I: SCALE. NONE _ _ u� _ . , . ...N • ��-:.. �... .... . ...- � �. j- .; ..-.'. , �. .- .. ..�.. . - � . ' ' ' ' . : �� . , '',.. . . � . � .. � . .�... �� .. .. . '� . . ..�.,..' � �.. .'�. . . . . �"i . . :. � I� _' .... ...-��-' .:.-��' . . ! �..�-- O'..�. . ... �.. . . :.. ..�.' �... . I- . . . :, , .�., ..., -.. , . .� �. . .. .'.:' ':. . ...- . . . . .. M .. - . , � . . . � .. -�. . . . � . � .. ,. .. . . . .. : . . � �'. . '.. ' � . �'. : ' . .' ` - .. ... . . �� :�.: . .. . �� . ( : �. . � : ' .. � .- - . � .. � . _ . � . . � . . . : . .. . . . . , ., . '.. .�,.. .,. �. � . . . . - \' . '. :.:--� . .. .. :, . . . .� . ... . r . �..�.. .. � �. ...�., .. �.: , . ..- ..... : ..- � .. . .`-. -..� .. �... :: . .. . . . : �.:- � ....�-'��. - . - . . .. �--I = _ , _ . „ �� .- . . .. �. . �. . � . . . - . . . � :. . ':.�. .. � ..�.-, .:.�. '- � - �_ �_ .. :- .:�� :. � _ � �� , - - � . : : _ � ,' _' ; i o : . . _ _ , , ,. _ � , '7 ,�: ,l � i T, : : - ERAL• . _ C OF TUKWILA , , (CITY OF TUKWILA) GEf� -�..� . . :..�. 3 . _ . :.. . .�.... ... . ��., : � I' . . . �. . . . � .�.� �_. .... .: � . �. .. . � ' 1 1 � _ . . . . . . ' . . . . �_ ._.. . ., ..., : � .... . . i11 . �.� � : . . I . . � . . . .. � .'- '. '_ . . . _::` .; '._ . ' .� �. . � � � �-.: . .' �.'.. .. . . ' . � .�. .':� .. � �.Q: .-.;. �..! . . � � ` ' '..-' �� .. .�_. . : : � � . ' �.. .. - . .. . . � . '. ,._� � ..s . �..� . . . . O .: . .' .,. :.. .;.5, �; � . . � .. . � I � . 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCiION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION o , � GRADiNG AND EROSION C�NTROL NOTES _ _ N.: .. o : `_ �, , I; _ . _ MEETING. . � >- Y 1 �o: I , _ ` , m m . m d . ��o. ....-. ... . . � .. .�..� .� . ..��..�: �; .. . �. , : �..^. �, � �. .. ...,......_.. _..' � ,:., � . ... . .. .. ....-.�'. ;... �� .. . . �„ �,. . . . :. : �� . ..- . ��.��-� . V• .. a i. .. y D SEDIMENT ESC MEASURES ON THE APPROVED PLANS ARE MINIMUM , o C'� o>- ; :: , �. - I 1. ; THE ER0510N PREVENTION AN � ) .. , ' _ -, m o z �-.. - (� �. - '. - 3-0179 AT LEAST 48 HOURS 2 WORKING DAYS 9EFORE STARTING PROJECT SITE WORK. W - - i ; , , _. . ... ,. RE UIREMENTS. . ; : ; 2. NOTIFY THE UTILITIES 1NSPECTOR AT 206 43 � . � . . , . z � _.� . . ... -. ;. . . � . _ _ . q - ��-,: 6 .. , . . � � . � Q , . : . . . .. � �_ . . . . . �: . . .. � ; . . �. . . ._. . _ . ._: .. .. � � , .. : .. .- .. . . � , . . . ��. � Z �C . . .. o � . . _ �-..�� ; il:. _.�Y.�,� . � ., . . � _��: . . -:. . ..:- . -. . .. .... .. �..�. ��. �. :.'� . ..�.. .. '. .,:: �. .�-. . .. _,... .,�...� ... ..... ..,.� ,��.-� .�� U' -i . _ .. . . ...� , . � :. � - . �.. . .:. : .. . . . � . . . � � . �- . ... _ �. .. _ .-�' . ' . ..._.,, .: .;:. -_ s} V . . :. � . � ..- .�.-:- _ ... -.. .. I . . . �.i�,� . ... _' . ��- .- . �.,-... ... . ,. �..� ._ -_ .. ..... . .�.. a _ � ;�.�t,,, I A LING 206 433 0179. rn w O t < I, �, � , E� e, . SiRUCTION ACTIVITIES ESTABLISH iHE CLEARING LIMITS AND 1NSTALL 3. RE UEST A PUBLIC WORK U1ILITY INSPEGTION AT LEAST 24 HOURS (1 WORKING DAY) IN ADVANCE BY C L = ,,, , t ,,; . i o: : _ . E�ou�,e �(s�t�5. . _ : 2: BEFORE BEGINNING ANY CON . � Q , w � � � . +.. - I ;.: o o c�. a o k , CONSTRUCTION ENTRANCE. . , ' I . ' � . , . - . G OM � , I - �`: ' SIBILITY FOR`WORKER SAFETY AND DAMAGE TO STRUCiURES AND IMPROVEMENTS RESULIIN FR v� .: ,: ,. 1, .� � `. 4.. THE CONTRACTOR ASSUMES SOLE.RESPON � _ ;. o ; :.. . � ,. 1 - -. ,. . I S LL DOWNSTF2EAM EROSION PREVENTION AND SEDIMENT , CONSTRUCTION OPERATIONS. - ' , E 6 TYP . �i , 3. BEfORE ANY GROUND DISTURBANCE OCCUR � A , , ( . � f. .. . o �-. .� . . ...�. . , ....� . .. . . �. � �. .:. � . . � ... ... �_ . . .;:.� � . _ . . . . . . .�� . .. . , . _ . . . L AND lAAINTAIN ALL ; , ., ', -� I. .. ; I CONTROL MEASURES ESC MUST BE CONSTRUCTED AND IN OPERATING. INSTAL '. , . � ) . ¢ �- a � - APPROVED PLANS AND A CURRENT COPY OF CITY OF iUKWILA . ' .' � I S!A SURES ACCORDING TO THE ESC PLAN. , 5. . THE 'CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE : � � E C EA ' , i c,� . �, ; _ ANDARDS AVAILABLE AT THE JOB SITE. , . _, ' . .. : , , � � DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION ST : . I ,. o ra c , ,. : ,: . r,.,: : . z . : : _ SITE ` ; �. -.� ` -- _ESC MEASURES INCLUDING ALL PERIMETER CONTROLS SHALL REMAIN IN PLACE UNT1L FINAL - o' N i ; : � � , , _� , I , 4.. � � ` OM 1HE - '- � � � :� . �. - OVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PREAPPROVAL FR .� - ; M ,. � , 1 , -: - �" �. �,� ;. CONSTRUCTION IS COMPLETED. AND PERMANENT STABILI2ATION IS ESTABUSHE0. 6: ALL WORK SHALL CONFORM TO THESE APPR , a ' ^ � ,` I , , , , �.' ' , _ - OWNER THE ENGINEER� AND THE CITY OF 1UKWILA. . : � _ '. � , ., � i _ , � , � , _. � - _ .. :ii� �i�d <. u�n un�. . N N COVER MEASURES TO �+ �� h i., - , 5. FROM MAY 1 1HROUGH SEPTEMBER `3Q PROVIDE TEMPORARY AND PERMA E T ' _ . � : � . _ _ f;; _. �. � ;. '- i AND DESIGN AND CONSTRUCTION STANDARDS� .- �. ,,.e �., s.t� N�..,t � , ,,� �., H T WILL REMAIN UNWORKDED FOR SEVEN DAYS OR MORE 7. ALL METHODS AND MATERIALS.SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES w ' ` ,. ,.. : ,o � I ; PROTECT DISiURBED AREAS T.A _ o � � w „ , i � � . ' , , , , . _ WORKS DIRECTOR: . . . _ � � ,\ J:` �� b. ; UNLESS OTHERWISE APPROVED BY THE PUBLIC Z ` 3 , � :, . . � - , _ , � `. i .,.,_ .. ,. ;. � - L 30 PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO ,, o ,: '' u� . _ �. .. 6. FROM OCTOBER 1 THROUGH APRI , w .. , _ . . I . . . GS ON-SITE. y , _ , . J -------;. -�� Nesros�lssGs�" '. I ;- PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. . IN ADDITION ` 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWIN .. � , ,. - ..�..- .�...� :�.�� . ....� .., . . . .-:.-.. 60.01't. �. � .... :•."'m--_____:_-._�__-_ . ,.. .. .. � . . ... .. . .. . . .. . .. . � �. �...��-.. . ... . . - . � . ,, . _ - - - �- --- - -'- _ TO COVER MEASURES, . THE CONTRACTOR SHALL . �i � _ -�----=- , � � .. � �, .' , _:.. OVIDE RECORD DRAWINGS PRIOR T0 PROJECT FINAL APPROVAL . Z o - .. :. 9. CONTRACTOR SHALL PR �. t � ;:.- ,. -:; ,: ,. o R C 1 ' � I� .. .,. .. CUT AND FlLL SLOPES IF UNWORKED FOR MORE THAN 12 f . , :. r•,r� : A. PROTECT STOCKPILES AND` STEEP _ . -: . :� . � �. . .. ..:. ./.�. �. .. . .. . .. ..�i . �.,.•sounr, .S/,..pipe w/trir.k�&,ing �/.,�J3 :� . . . � . . . . . . -. . -. �-.... . . . . ..�. : �� . . - . � . . . . . . ... . .. �.:.. � . . . �. .� . . ..- ..� . , . . � . . . � - •-�.. �.; �,� - ' 0. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL. AND SiftEET MAINTENANCE PLAN FOR PUBUC WORKS APPROVAL BEFORE IMPLEMENTATION. � _.. _ . _ . o . . . , /. . . . . i. .. tY cr.l�ui.ili.r, co� }e. Po.,.tion. � . . : . . . . .. . fiO�Rs�. - � _ -.,. . . . . � � _� .. . - . . `� . � . . . .. . � . . . . - . . � � .. W . _ . . . .. . ':- .'�. ..� . .i . - . - .. . - � � �. . . -:... ' -. ... . . . . � . . -..�� . ..�- ..� .� �.. . .. ' . . . �. . . ' . . �.... 2 . . � .. . . � .�.. �. .. .� �.. . �:� ... .. '- .... - � �: ..� �.!. . .. .:��t . . .. ..:� . . ' . .-.,. . _ . . . � .; .�.-.. .. . . � . . :.r . .. . . � � . . .. . ,. . ..� ��. a' . . . /;,. , , .: , : N V 1 013 ��e -. S ALL BE DONE UNDER THE DIRECTION OF A WASHINGTON IICENSED LAND SURVEYOR, VERTICAL ' � i c.�c.�n ��c�k ts B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. - 11:. ALL SURVEYING FOR PUBLIC FACILIIIES H ... .... ., ,s is.�' ,��,rr� `. ` . 0 ZONE'THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS ` o T Kvv� - �ro��;� �Ew�� v,/�� /�oz. i«rt:: i: _ DATUM SHALL BE NAVD 1988. FOR PROJECTS WIiHIN A FLOOD CONTR L � ,.. c.� p a E :�� r�IC4i�U1t'G c�rr e �rs•:tio•r I G THE WET SEASON ORRONTAL DATUM SHALL BE STATE PLANE C OORDINATES. . B a - ' ' 7. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKDED DUR N TO NGVD 1929. . H - . _.. . .-. . M �.. . - .. . . . - . .. . .. : �. � . . . . . . .. . .. : . . . ...:. �. ., �. � �.. } . ,.' .� . �:...'. . . - . . : ��. . . - � . -, .- ! , .v, ; _ 0 MULCH.ALL SEEDED AREAS. . ,:,. o- : ` ' : „ . (OCTOBER 1 THROUGH APRIL 3 ). oNs�ucnoN. " 4PPR01/E m = - o ` ' - TO SHALL REPLACE OR RELOCATE ALL SIGNS DAMAGED OR.REMOVED DUE TO C D � :, 12. THE.CONTRAC R _ , , _ :, , PLAN : , _ : _ , _ , : _ � CALL 48 HOURS -_ - `- DEC 1s 2013 � _ _ _ � o ..:.. ��". M .. . . :.�. .� _ .. . �.� . : .. . : _ � .. . . . .`.. . .. . ,�.:�.�i: ..... ..., ... . . _ . . ... .:.. . � �� . �., . .. .. . ..�... � . �.- .. - �. . . �... .�..-..� --. . . . . � . Q N .� ; HORIZONTAL GRAPHIC SCALE , _ ; _ ' o � o BEFORE YOU DIG - . _ N 20 10 . 0 10 20 ; ` _. City of Tukwlla °� ' : 1-800-424-5555: , , , PUBLIC Works . .`. _ _ _ _ �. ;; Z � 0 1 inch . 20 ft, . _, _.Z . , ' .: _ 0 C] � �^`�r �y I' �':� �`,.� k �� ` �w� � � „� �� C� s 1 �. p � £�^ � 'r'� '.3 §�' � t. � � s; ��:_y � Y _.., � �, so.� ,.y � a .`� � �-„ ,T t:) tii �-' ' _i �- G.� � , , , ,� �� i�i� _ _ :� 'f'? c a f.`�� + �'� � � � �a � � � � is1 � O '� L:k.� :.7 �li � ^�' � =t. � � � 't3 C� Q � ��, i'� �� ((! � � � � -� � Cn�O c, -o Cj' p :D f'� � 4) � .,- � _. `� � N Q � .h �- -n !7 °� 3 r3 � � a .._..3,r,_,.,.� G C v� �� v� ��` C1 � � � L7 m � �� c�o��ro�� . �. �. �. �. �. �. chb. �. �. �. �. �. �'br'L.s�c��vi-ucutv� ��Vy000000000 � � � � '�, �, '+, �, '�, �, �, �, '�► � � � � � � � � � � � � � � � � � � mmfi�bbo � o �� o ��°�°�o�'�, �• �• �• � � �, �`� � co�o�oncncnno,�� p��4,��5 tncncn� �D�n �0�� 'r`� �• �s�o��* . °`0c��o� �'•��,� � �. `i cn �o � p � �Ci�� n tp0� �vj �i b �i o � �v � �o ��,� � �i � � � � co �' -� , � � � -� � o. � �� . � � � r� � � � � o o � `�• � n � R�i � O � � b ro � ° �• � � � � � � � � , , � � �� W�yV��t��0 V�t��R�i �� tt� �Cu� ��t�i,R� �iU �� Cq�Z �� . � �� o�,o��:�� m Z ��.' o��' x ��.�i �•o,� �� ° ``a �� Vt � � � � �. � � (1 (1 � � �j � �' 1V �D tt� �.c� o �.• � �,�� `� � � � �' � � �� o v�� . � � � i� � 3 � The G/ieni / Home Ocune� / Genera/ Gontract sha// verifr,� all setbacks, dimensions, sfructura/ detai/s, bui/ding �odes, and grading �equirements. The builder �eseives the righi to modifr� these p/ans and dimensions according to site �onditions. �t// sub�ontractors sha/I �oordinate �%se/y cviih the bui/de� prio� to p�oceeding u�ith the /ayaut of thei� �espe�tive contra�t auiard. To avoid costly mistakes, e��ors and/or orrtissions, any disc�epan�ies in dimensions or consi�u�tion maieria/s, app/iances, �asecuork, mi/lcvo�k, etc must be identiAed prior to the installation of �onstruction maieria/s. The builder sha// not be he/d responsib/e fo� e��o�s �aused due to a lack of �oordination by the sub-�ont�a�tors. These Plahs are diagrammatic in nature and are iniended to identifr� the most significant e%ments of the building`s constru�tion. These P/ans a�e intended to p�ovide adequate info�mation to the Gove�ning Regu/aton� Agenu,� regarding compliance cuith Loca/ and /nternational l�'esidentia/ & Bui/ding Godes. /t sha/l be understood thaf non-�egu/aton,� iiems cuhi�h =_a�e noi requi�ed for approval for constru�tion may not appea� urithin these p/ans. The Bui/de� �eserves the right to const�u�t the building ac�o�ding to a p�e-autho�ized Bui/ding O�de� gene�ated by Rea/ih,� Homes /nc. For finishes and options, p/ease refe� to the said Bui/ding O�de� /n parti�u/a� the Optians spe�ified cvithin the Building Order sha// be st�ict/y adhered to. lf a building e%rrient is noi shown on the plans but appea�s within the Bui/ding O�der, the Bui/ding O�de� shal! goYern. In our �ontinuing effoit to improve our produ�t, Reality Homes /nc. reserves the �ight to modifi,� and change Aao� plans, mate�ia/s, �o%s, and feaiu�es cvithaut prior noti�e o� ob/igation. AJ/ �onceptua/ i//ustrations are compute� generated and a�e subject to �hange in actual production. �!l square foot measu�ements a�e approximated. � These p/ans we�e exclusive/y designed for �� N�� 374� 5. ��Oth 5t Tu��ila,l�Ya 98 �BB Parcel # - 0041 �Q Q.�4 �' Thi� et o� �'l��s i� lic�h�e� for o�� i�e c��e ��' ��t �e ��i/t o� These P/ans have been ex�/usive/y designed for RealifzJ. Homes /n�. and a�e to be considered an unpublished cvork which is prote�ted under �opyright lau� This P/an 5et may be used on/y by �d�ian Mustea for the Properh� located at 3745 5. 1�Oth 5t Tukcuila, `Ya 9B 188 (Pa�ce/#-004100-0547) and on/y bui/t by Realify Homes /nc. This P/an 5et may not be aliered, copied o� otheizuise manipulated o� dist�ibuted urithout the cv�itten permission of Realikf Hames /nc. A�} via/ation sha// be st�ict/y enfo�ced. ��'�-. :�.. 1308 �rlexande�A�ve. F Fife, l�Yr4 98424 PH - 253. �22.2268 FX - 253.423.20�0 F�esigr�� - Ja�ed Baehmer Gustomer Job Numbe� ^ , � _ ..,,. NO T�: Some options may sho�,v on your set of house pl�ns that are not ihcluded or a part of your Gohstructioh Gontract cvith �?eality Homes lnc. �r�min �lotes Roof Trusses shall be Pre-Engineered/Pre-Manufactures Y�tood , Trusses spaced at 24" o.c. Flat ceiling trusses over entire area with " the exception of 5cissor Truss over 5pecified areas. Note Line of l soffit on Floor Plan. Install "5impson" H2.5 or H1 at each end of every truss. �II clips shall be fully nailed with 'N 10' nails per mfr. direction. �II Trusses shall be installed and braced according to the Manufacturer's instructions. Design calculations shall be kept with the Building Permit and shall be made readily available to the Building Inspector at the time of inspection. �II Permit documents shall be kept in a waterproof enclosure for the duration of the project. Outlooks shall be 2x4 spaced at 48" o.c. @ each Gable End. Roof 5heathing Nailing shall be at Sd @ 6" o.c. Panel Edges and 12" o.c. @ Intermediates. Y�lall 5heathing Nailing shall be at Sd @ 6" o.c. Panel Edges and 12" o.c. @ Intermediates, U.N.O. (See Panel Details for additional information.) �II �xterior Y�lall Headers shall be a 4x u�/ 2 sheets of R-5 Rigid Insulation install on inside of header. In the case that a bx header is required, insulation of header is not required. ,�II Exterior YVall Headers shall be a 4x8 DF#2 U.N.O. �II Blocking @ Roof Trusses exposed to the exterior shall be screened "Bird Block". G� e i�otes Garage walls, columns, and ceilings adjacent to or under dwelling areas shall have materials approved for One-Hour fire resistive construction. �4ir ducts passing through one-hour fire resistive construction shall be a minimum of 26-gauge steel. ,�II electrical switch plates and box covers in the garage shall be metal and lights with boxes behind them shall not be plastic. �II piping passing through one-hour fire resistive construction shall be metal. �ir ducts and or Piping supported by structural members that are required to be fire protected shall be installed after the sheetrock has been applied. Ducts and or Piping may be enclosed within a soffit that has the same degree of fire protection required for the structural members that it attaches to. Framing members for the soffit shall not exceed 16" on center. 1Nater heater shall have a relief valve drain line to the outside of the building. Per P2803.6.1 (10) of the 2012 IRG, the discharge not terminate more than 6 in above the fl000r or waste receptor. �,�,e�,��.- � --.� � a a e ,� e: r� � � � � � �. �� t �i�R � ` �� x��--�'�'' � �� €��.�� nr�:� ��,��. �� r�. ��^tYa��nr�a2�t ��t� ��C. m�St�tA��. t�t �� -i��r ��i HQrizanta� biocking far gyp�um baard suppprt anef c�i�ne�tic�r� b�tween interior �►,� �x��p� �a�i �paceci.�q7.2Q�" D.�: � , ,� �� ; �y�� , 3 '�� ,�.; ..� :�`.. b, '� ��eriar �� . ;` - � � �, ; `` �' - �� lntecior,wall. .�� , �_ . . , -�. „ � �. Panasonic �1(hisper Green l�Vho% House Fan Model #FV081�K53 snaii de set per i adie t�eiour labe/ M �507.3.3(�) Gontinuous VYho%-House Mechanical Ventilation 5ystem AirFlour Rate Requirements Dcvelling Unit Floar �rea Number of Bedrooms (5quare Feet) 0- 1 2- 3 4- 5 6- 7 � 7 �irflow in GFM � 1500 30 45 60 75 90 1501- 3000 45 60 75 90 105 3001- 4500 60 75 90 105 120 4501- 6000 75 90 �05 120 �35 600�- 750q 90 �05 120 13� �50 � 7500 �05 120 135 �50 �65 Whole House Yentilation Gontrols & Operation M 150'i.3.2 M150i.3.2 Gontrol and operatlon. 1. Locatlon of controls. Gontrols for all ventflatlon systems shall be readlly accesslble by the occupant. 2. Instructions. Operating Instructlons for whole-house ventilatfon systems shall be prov(ded to the occupant by the Installer of the system. 3. Local exhaust systems. Local exhaust systems shall be controlled by manual swltches, dehumldlstats, tlmers, or other approved means. 4. �antlnuaus whole-hause ventllatlon systems. Gontlnuous whole- house ventllatlon systems shall operate cont(nuously. Exhaust fans, forced-alr system fans, or supply fans shall be equlpped wlth "fan on" as overrlde controls. Gontrols shall be capable of operatfng the ventflatlon system without energlzing other energy-consuming appllances. A label shall be afFlxed to the controls that reads "Whole House Yentllatlon (see operating Instructlons)." 5. Intermlttent whole-house ventflatlon systems. Intermittent whole- house ventllatfon systems shall comply wlth the following: 5.1. They shall be capable of operating Intermlttently and contfnuously. 5.2. They shall have controls capable of operating the exhaust fans, forced-alr system fans, or supply fans without energlzing other energy-consumfng appllances. 5.�. The ventllatlon rate shall be adJusted according to the exceptlon (n 5ectfon 403.8.5.1. 5.4. The system shall be deslgned so that lt can operate automatically based on the type of control tlmer fnstalled. 5.5. The Intermittent mechanlcal ventllatlon system shall operate at least one hour out of every four. 5.6. The system shall have a manual control and automatic control, such as a 24-hour clock tlmer. 5.7. At the tlme of flnal Inspection, the automatic control shall be set to operate the whole-house fan according to the schedule used to calculate the whole-house fan slzing. \ ��'� ��,,�; ��/� %� �`�� ; , ; �� ; '--�' �_..... l�Yindocv MFG is Jeldcven & U Factor is .30 and skylights are . 50 Fxt�rior poor MFG is OrePac & U Factor is .20. 1. Panasonic ��Yhisper Green l�Yho% House Fan Model #FYOBYK53 80 GFM Gontin. 5etting BO GFM 5pot Yentilatio� 5etting. � �--_____--� �� I I �0 =0„ ,�I 5, o„ I I.� 5�=a" I I I I M/n G0.'k36"Land/ng :. hlomeauner.Respans/B10ly- . � � -. . 50610 _w._�. � ��--- — 6x �2 DF#2 (H4) Nook �� 33' 9" 9� i�0 �/2„ �� 3'-3 37/64" � �—� � �� 6 � 4r� raiiwaic \ � --- �`� � � J �� 4�� 9 �I �9 ' ` �i• �r�'.. , ,�- 3' �„ ; � B �/4" �'��3� �'�- d. I � � �i \ Q' �,y � �.. �\ � �j-, �>;; .: ,A� ��, �� m � �� , h ,��,� �, � u� h � �� ' � ` `� \'� ' O 3 � �"� 11 7/B"LVL (BZj Upset �\ \' ;�� , \ � � �li. / i,/ i �.;�_.;' �' i ,��:?�� :� , � �' _ � / 4xd Post � �o; �o .;c N g��; ui/PB & PG � �Qo Kitchen � � � � � � � � �:�� o� � �. � i � a �ro j M ,� -- -- � � oF _.,, �� o , � .� _�T�� W�- �� ^, �� b� 2' 4J%.:�. � �� TZ � � ; o o , �} O � � , a Q ; �O �; 2° F (� � �' � �' �� , ; 0 4, �„ �, � �� " � 5068 '\ � i/ i � ;�%��l i, i � �� . ,. , 5 1/B"x �2" GLB (B3) ��, , �� `\ n � ) m � _ � Z i� � � � � � � ►�n Q `� � / ��\ � m �' 0 � Dining Room dxd Post w/ PB & PG � , � �OO6B ��;] / / , i ,-'�1��/ T-T 5 9/B"x �2" GLB (B3) dxb Post ' w/ PB & PG Living Room _ Vauli Ends Here _ _ �� ..\\ 6xB DF#2 (H9� � �� SS�� ='` .� �` i � I , 4050FX , I � 6'" 4, �„ 6„ �'-6" � 2, 9„ 5 =0" — � l�Iair� �loor Plan 5cale �/4" _ �' 98x24 G�auil �c�ess lSD) Tempered � .'�`.'T 40F � � n � 'k36"GenO/ng. � H meaw�e� � � Re pons/bll!(y . �� 0 - �___ _ � 50'-0" - B'-0" — 8050T5 � dx �0 DF#2 (H6) Family Room HB D !N lNasher & Drye� Hookups On/y � � �/2" _�3� 44'3, �„ ��/2�'-0'� =6" -- 2, 9„ 6, 6„ � 2'-4 �/2" �3 = �0 �/2„ 5'- �0 9/2" 3'- �0 �/4" 6, �„ 4'-0 �/4„ "B � 6050L5 » � —..� �� .� ,-�` ....�_� dx 12 DF#2 (H7) � . �� v �� Panasonlc Whlspe� Green WHF 5ee Note 1 (Jf%�%� � 2,9 min Fire Rated Door w/ 5e/f Closing Hinges & 5elfLatching SD co � SD N 2668 80 GFM M tlon 5ensor .tii�n36'g36"Le�di � ��spe�Greer � Nomeauner ^ � � Respans/fi//lhj , (�C1 \.J 5 �/8"x 12" GLB (B4) -- _ _ _ . _ ___-- - _____ � � _ , �. �;T� � N N�� R�N N 4�� J��a ' u�� o��.�c �� .� �.o �r., �� o� � �� o,�oZ � ��•�� ; � Fg,"ess � o n�� a��o�ao \� � . 2468 bx6 Post w/ PB & PG 24x30 Attic ��ess 3 Gar Garage Garage is 5heetrocked (Type X) and Taped — — — — — — _ — — _ � 6x �2 DF#2 (N �0) Gontinuous Header 50'-0" Bedroom # ,� �� L �� '�� a� v ��.�a��o�� . o o�Y�° � �.�� o� o4s ��N� o� �� u, �� 4�0�„��.� 3�� ,� \ °'w� `�o o� �, `�J �• � � m °��a� �'�' � ��i�� .� .y�n� a,�� 3�n`�i.o°�' � ' N� N•�� ,41h�J O p�j.Q00., �v t � k � �pS �tR �,n1,�,� � Uw �w� p � � �. �u�Zv3s��va��3oan� � � , � ��. � �� Y ' �� . ;� 50 GFM � : N �O � � lNhlspe� h -� � � Green �{ � ,^ � e Il �� ,�j � � � ''� i � I �: � (U �i � � i� � �tn � � � � 2468 �:�e� �a v, y,� � Q �; .� � O � � z m � � �� : —� � � � � � � � � � � �. , �.. ry��; N 3 .� � � � � Bedrvom #2 � � o � � � � � 3 � O 4 � �. ,, � � Jt V ,�, � ;�r � � o � `� m � �, ;� tE � � � � � � � � � ��; 4 `�' di WH �e � � ��,a � f'� k; `�1 �"--,.� �''. ..n_.-.,�v..N...,..�..t� 4"Bo/lard for Grash Protectlon Heat Pump �ll �4ppllances with lgnitlan � are to be m/n 98"affground �_ lNH strapped at thirds. 5 1/8"x 12" GLB (B5) Upset 'r;� :sa � �;- � N �;°; $r ------� �_� I I I I -, � °��I � RECEIVED ciT�r oF TUKw��A JUL 20 2016 PERMIT CENTER � � � � � � � � � � •� � � � � 0 � � �w v � � .` � .�i v� � � 5heet Description � c��R� -rio� J�Iaih �'loor �'lah `� � LTR# _`_._ Plan Name n ` �J 3346 JC'inehurst � •` � � � �; . � L � c r N 0 N O � —1 � � am .�m �m �� r � � ; �\ \; , \ ( I 1 ' ,`�.� � � � � � �. i S n � � � � v � � � , \ \ � ` � � �� tD p� �4 cD 3• % � � �� Q \. ` O,� ,A� �•N � � Q � �. R� 0 � � � \p O O � �� ni�� O ni p � ti. � � �,. �b .� � \ �;, O � � �. � Q �� O � � 1 �\�D`'iUp�� I � � � l \.� Q � � � � � y' /; I �Ocn�Oh-� � � �'n �� •/ / �.�'� y�� \ � ti. �D � � � � ��v � �i �� Q �p � � � O � n �N N � � O c� � aj � �11 � � N � � O cD / � � � � � � � v � �� The Glient / Home Ocune� / 6eneral Gont�act sha// verify a/l setbacks, dimensions, structural detai/s, bui/ding �odes, and grading �equirements. The builde� �eserves the right to madifj these p/ans and dimensions according to site conditions. A// subcont�a�tors shall coordinate c%sely cuith the bui/der p�ior to p�oceeding cuith the /ayout of thei� �espective �ontract acvard. To avoid cost/y mistakes, e��ors and/or omissions, any disc�epancies in dimensions or const�uction materia/s, appliances, �asework, mi//cvork, etc. must be ideniified p�io� to the instal/ation of constir,��iion materia/s. The builde� shal/ not be held �esponsib/e for e�rv�s �aused due to a lack of coordination by the sub-cont�a�to�s. These P/ans a�e diag�ammatic in nature and a�e intended to identify the most signiFcant e%ments of the building's construction. These P/ans are iniended to p�ovide adequate info�mation to the 6ove�ning Regu/atoy r4gency �ega�ding �omplian�e cviih Lo�a/ and /nte�nationa/ Residentia! & Bui/ding Godes. /t shal/ be unde�stood that non-regu/aton� iiems cuhich a�e not requi�ed fo� app�ova/ fo� �onst�uction may not appear cvithin these p/ans. The Builde� �eseives the right to constru�t the bui/ding a��ording to a pre-authorized Building Order generated by Rea/ity Homes /nc. For finishes and options, p/ease refer to the said Bui/ding Orde� /n parii�ular, the Options spe�ilred within the Bui/ding O�de� sha/l be st�ici/y adhered to. /f a bui/ding e%ment is not shocun on the plans bui appears within the Bui/ding O�der, the Bui/ding Orde� sha/l gove�n. /n ou� �ontinuing effort to improve ou� product, Rea/iiy Homes lnc. resen�es the right to modify and change floo� p/ans, mate�ials, �o%s, and features urithout p�io� noiice o� ob/igation. A// �onceptua/ i//ust�ations are compute� generated and are subject to change in actua/ p�odu�tion. �/l squa�e foot measurements a�e app�oximated. 36 =0" 36' 0" These plans cvere ex�/usive/y designed for �4�r�a� Muste� 374.� 5. 1�Oth 5t Tukure/a, �la 98 �88 Parcel �# - 004 �00-0�4 7 These P/ans have been exc/usive/y designed for Realify Homes /nc. and a�e to be �onsidered an unpub/ished uro�k uihich is protected under �opyright /a�v. This P/an 5et may be used on/y by �Fdrian Mustea fo� the Property /o�ated at 3745 5. 150th 5t Tukcvi/a, YYa 481BB (Pa�ce/#-004100-0547) and only buili by Realily Homes /n�. This P/an 5et may not be a/tered, copied or othe�vise inanipulated o� distributed cvithout the curitten permission of Rea/ity Homes /nc. t�ny vio/ation shal/ be st�ictly enforced. This et o� 1�� is lice�� for o�e ti e c�se �� u�t be ��ilt ��l � e�/it o�e� l�c. � y � 4 O 1.308 tFlexande�tEve. F Fife, l�Y�k 98424 PH - 253. 722.2268 FX - 253.423.2070 Designe� - Ja�ed Baehmer Gustome� Job Numbe� Proje�t Number � NOl,�:� 5om� �,��io�s may sh�cv a� your set c�� house plahs t�ia,� �re r�ot ihclu�ed or a part of yorar Gohstruction Gan�r�ct r..uith �e�litc� Homes Inc. �ecat�d �"laor Fr��ni�� 5Gale 7/�4" = �' � � �' 6�� ' V �� S e e B u i l d i n g 5 ections ar�d Details 5heet within this set for Details and Gallouts for �oundation and Y�tall to �oundation connectivity. Two 5tory Perimeter Foundation that u�ill support a 2xb Framed 5tud Wall shall consist of a 16"x S" Min. Gontinuous Goncrete �ooting u�/ (1) #4 continuou5 Rebar. Overlapping bars shall be 24" min. Gorner bars shail b� 24" a� each leg. Tie all bars securly with u�ire ties, (2) min. per splice. Gar�ge �oundation� that u�ill support a Tu�o 5tory 2x6 �ramed �tud Y�lall shall cor�sist a� � 1 b"x 8" Min. Gon�inuous Goncrete Footing u�/ (1) #4 continuaus Rebar. Overlapping bars shall be 24" min. Gorner bars shall be 24" a� each leg. Tie all bars securly �,uith wire ties, (2) min. per splice. �oundation 5tem Y�lalls for a T�.vo �itory Searing Y�talls shall consist of a 22" - 24" T'al1 x S" l�lide 5tem l�lall w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Gorner bars shall be 24" a� each leg. Tie all bars securly u�ith u�ire ties, (2) min. per splice. A�II Gontinuous �oncrete Footings for �xterior Bearing Y�lalls thai incorporate a Goncrete 5tem Y�lall shall h�ve #4 Vertical Rebar u�ith hook spaced a�i 48" o.G. Mono pours are ok with without VertiGal rebar. Please See Engineering "L" Pages for Holddoum Locations. If Foundation needs to be a 5tepped Foundation, See "5tep Fooiing" on Engineering SheEt D1. Foundation Gontractor to verifi� vent placement is done to I fi�G code. To ensure plumbing access for fixtures, see drain dimensions on foundation. 5ee �loor Joists M�G Layout for Start Location. �� :- __ � _ __--- - � - --_ _ -- _ _ 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 6e required to verify lot lines. P L E A S E N O T E: S e t b a c k( s) shall be calculated and ' measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. __ _ � r�oT�: to Prevcsnt Wetar Wie.lctng; Svts �1ate.l�ttnjzardte,: aric! v �xierror U1�Il to �xt�1 cv�r �cund�tion Well. ��,o. 24'�4`x12" FTG �u/(�) #4's each cuay ■ N � 49'- 91 „ 0 � Fouhdatioh Plan 5ca/e �/4 - � — — — — — — — — — — — — — — — — —� � � N 49=91„ NEC 250.52 Graunding Electrodes. A concrete encased grounding electrode is required in all new cancrete footings. The electrode shall consist of at least 20 feet of lh" or larger reinforcement bar or Bare copper conductor nat smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundatian or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be ane continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near y location of power panel.) -- l 1_ w/ Gontinuous Footing� �--------- � 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. Geote��lneers report shall be presented to the buildin� inspector at time of footin insp_ ection �.��.,s�..�.__u.�__,_._n _.__._ ____-- � 2�:�!� ��.t� �I�:��.� � �� 9 ��?�-��.�F�.�� p j ,��,��c ��"�,a�t"r�i� 3 ,. � ;�, ��l� 0 5 ?_0�6 � j :: � a � � ��i�ir �SE� ul~�i��°��i��" � ��ks� �� RECEIVED CITY OF iUKWILA �� Q � �� P�IRMIT CEfdT�R Prinied on �/2/20 �6 at �0.�48 � �0 �4M �;��t � "r �� h 4� 4�� a 4�� .�,Q,r1�� N�.Nw.O �+�.. u�� 3� acQ ��w��v�`C'� �p� o� � �.� o,�oZ � ��•� � `o �,� � a�,.�o.�,ao � �� aa�� a��,� ao~ on`��,N 4 `o� °�' '�� ac�o��' a 3�� Q � .u� o � ��v� �°�,'w��34a�a,Z� � �� .�� o�� ww. � � as `�� '� N �� 1�� 3 � N��hUa w^�� .QO��` C k � O s a` �U �,m,,, c�p ��i w� w v.. 4� ,n�Zv3��a��3o�m ��;� �� L�,�, Q,.�.v�� vs �l�s+v � � vi � �,�� y ��Q� '1� O O�`QO �� p�j 4� N p� V �+� � � p� ��w�.0 � �w �vs�hs w��p�� 0�4� �N�� u� �� w0 U �� C��"� l� � � �� N N � Q ��0� `10��N��i � ��`S w��i�� s � �� Q,�'�v° �0 � � ��w�� '�o��.� o� �o L ��o� �a � �..�a°� 'o,,�c�yp� �o� � � �� ro �� .o�s'O � ° � �~ ��w �� v��"„ � � i �� 4� vjZ � i 'ti` k ��,.5�, 41 v p �� W N h cp O � y 3� � � � O � Q�s� �C' �`' � l �� w� � �� .�.� 4� •� �� N QC .� 4� h v p� �Q�y�v ��31.�� p� � uyi o `v �� 1` °� � �� \� � iw �� o� o.� ow �� y� n� �;�104`�i�w ��?v34�v� ��N � � � � � '�a � � � � � N w Z � � ��'a�s.� o � �,•� �� ,•� o��, �°�� •��`q��o� .�a� �� t��" � C� �� O R� Q� p O �'°'��°o ��a�� `�� •�.o � �� `��-� � �w � V w � � � � � � w w � � � �N�.�ao c�oN�� 0 4�i� �� 'Q � h � �� V� J��' �6 �� h N� Q � 4� o �, o�� o .o ��e�� .�z�s��w awv �3wo�� '�`�i�� 3� ��c��,� �� .��° ��,�N ��0`0 o�a ��o�� 4��w ' � � n� � � �� .� ` o � � o o � � y � � .� � a� o � m-��`� ��'� a, � on�v�,.a3°�' �a�'.��U�p�j '�p� �'�o��o ,� 3•��ay �o� ��o�c� �� o�i wvv � � �� i� � 0 � �.�� y� ��°��° ��a�� 41 tp� N uQj �� p� �� 4�N{�U� �gl��w�� `b 5heet Description �'ound�tioh Plah Plan Name 3346 J�'ihehurst �� s�esi �f� ��' .:��,f � t � � � _` �r�� ,�:.., � O 4 �h � � �' b � -� f�i't � � m z � rn �7 � � � c o, �� =-d � o rtt rno �� Q3 C-��. N N , � � � � { � -P Cx1 � (p^�� `�aj � ° rn°'Qcu � � o � � rnNN� �� _, -�r+ Q � � � O �N,� � rn�� N '� � � �..� �� . O S N -r+ � N � � � N �� -� N -� � �- co n�sN co -t� -� N -o O�j (Np�� o rC� N � � N O� o �� c�o �(�� c�'o�c�oc�'o � _ � c. � � a � C� � � � � o �1 � N � "� r�e-N N• N � h r � � Uf - tC iU. � ° o c�n � � ��°��c�n _i{'(�D�� .�� jU• rr e=r � � � � � N � o � � � �. i11 N � � ��' � � _s N � �-�N � � -� � t0 3 (D � �, . -._ �� o� �� 3. �.N�`� �0 0 �—�I1. � � � � � c�� o� � r, Y. 1 0 rn�ti� �� D � � � � ° oc{o� �' o � .-�_r, �, n � ��-c{o N�� 3 � �G N l� Q ='; � � � � � `� � O Q � � rt � � � � N � � r�_-r, 0 N SU � �, �v° � �- O � � � � �. �� n � n O �� fl. N �Q�� Q} � N � � � —t' _s N C� � � � O � � � Q � R�} � � � � �� co .�; � �f cu o � � r � �� -a � . N��rn (!� -� � (D � 0 �o �. �� -a o ��o � ��i� C�� e. The G/ient / Home Ocuner / Genera/ Gontra�t sha/l ve�ify al/ setbacks, dimensions, structural detai/s, building codes, and g�ading �equi�ements. The bui/der reseives the �ight to modify these plans and dimensions according to site condiiions. A�// sub�ontra�to�s sha/l coo�dinate c%sely uiith the builde� prior to pro�eeding cuith the layout of thei� respective contra�t acvard. To avoid cost/y mistakes, e��o�s and/or omissions, any disc�epan�ies in dimensions o� const�uction materials, app/iances, caseu�o�k, rni//r.vork, etc. must be identifled prior to the insta/lation of construciion maieria/s. The bui/de� shall not be held responsib/e for errors caused due to a/ack of coordinaiion by the sub-cont�actors. These P/ans a�e diagrammati� in natu�e and are intended to ideniifi� the mosi signifi�ant e%ments of the buildings construction. These P/ans are intended to provide adequate info�mation io the 6overning Regu/aton,� tkgenu� �ega�ding �omplian�e cuith Local and /nte�nationa/ Residentia/ & Bui/ding Godes. /t shall be understood that non-�egulato�y ifems which are not requi�ed for approval for const�u�tion may not appear urithin these p/ans. The Bui/der reserves the right to �onst�u�t the bui/ding a�cording to a pre-autho�ized Bui/ding O�de� gene�ated by Rea/ity Homes lnc. For finishes and options, p/ease �efer to the said Bui/ding O�de� /n parii�ula� the Options spe�ified cviihin the Building O�de� sha// be stri�t/y adhered to. /f a bui/ding e%ment is not shocun on the p/ans but appea�s cviihin the Bui/ding O�de� the Bui/ding O�der sha// gove�n. /n ou� continuing effori to imp�ove our produ�t, Rea/iiy Homes /nc rese�ves the right ta modifi� and change f/oor plans, materia/s, �o%s, and featu�es cuithout prio� noti�e or obligation. �// con�epiva/ i//ust�ations a�e compute� generated and a�e subject to change in actual p�odu�tion. tkl/ square foot measu�emen�s are app�oximated. `�, �,,.�,� :.�,� These p/ans cvere ex�lusive/y designed for ��ria� l�Ic��te� 374� 5. ��Oth St Tu��uila, �la 98 �88 f'arcel # - 004 �DO-0�4 7 These Plans have been ex�lusive/y designed for Rea/ily Homes /n�. and are to be �onsidered an unpub/ished urork cuhich is p�ote�ted under �opyright lacv. ihis P/an 5et may be used on/y by �drian Mustea for the P�operty /ocated at 3745 5. 1�Oth 5i Tukcvi/a, l�Ya 9B 1BB (Parce/#-004100-05471 and on/y bui/t by Realiiy Homes inc. This P/an Set may not be a/te�ed, copied o� oiheRuise manipulated o� distributed ulithout the u��iiten permission af Rea/itz� Homes /n�. �ny violation shall be st�i�t/y enfo�ced. ihi� et o� �l��s is li�en�e�' �or ohe �i�e u�e �� ust �e �ui/t v�/ b e�/it o�es /�c. � y � 1308 s#lexander�tve. F Fife, `YA� 98424 PH - 2�3. 722.2268 FX - 253.423.2070 Designe� - Ja�ed Baehmer Gustamer Job Number Project Numbe� � � ��O �' G�9-� � � tp o �� t�� Cd � C� � � � . ��N�� Q � � � N � � � ' C� � • Q � t ,�� Uy �� -tS O � � , ' � ��X��cn � �-�`C -p�� fi � � � �� N• N � � ' � �' tD � � � (1 p � � (b � . Q 9- � � (Q � = tS� � �� N 9'Q � t�� - _�v o cn � � � �. � N N �--�i-' � � N CP � -� �D �p p� N � � � O � Q � O ..� p� � � 5�.. � - �- i�S � • ._ � The G/ierrt / Home Ocuner / 6eneral Gont�act sha// verify a!/ setba�ks, dimensions, structu�a! details, bui/ding �odes, and grading �equirements. The builde� rese�ves the �ight to modify these p/ans and dimensions ac�o�ding to site conditions. �4// subcontractors shal/ �oordinate c%sely u�ith the builde� p�ia� to p�o�eeding cuith the /ayout of ihei� respective contract aurard. To avoid �ost/y mistakes, errors and/or omissions, any dis��epan�ies in dimensions or constru�tion mate�ia/s, appliances, caseivork, millcvork, etc must be identiAed prio� to the installation of constru�tion materia/s. The builde� sha// not be held responsib/e fo� er�ors caused due to a/ack of coordination by the sub-�ontractors. These Plans a�e diagrammatic in nature and are iniended io identify the most significant e%ments of the buildings �onstru�tion. These P/ans are intended to pro�ide adeguate information to the 6overning Regu/ato� .4gency regarding �omp/ian�e cvith Loca/ and /nte�nationa/ Residentia/ & Bui/ding Godes. /t shall be understood that non-regulaio�y items cuhi�h are not required fo� approva/ for construction may not appea� cviihin these plans. The Bui/der �eserves the �ight to �onstru�t the bui/ding a��o�ding to a pre-autho�ized Building O�der generated by Rea/ity Homes /nc. Fo� finishes and options, p/ease refer to the said Bui/ding D�der. /n parti�ula� the Options specified uriihin the 6uilding Orde� sha// be stri�t/y adhered to. lf a bui/ding e%ment is not shocun on the plans bui appears cuithin the Bui/ding O�der, the Bui/ding Orde� sha// govern. In our continuing effoit to improve ou� produ�i, leeali�y Homes /nc. �eserves the �ighi io modifr,� and change Aoor p/ans, materials, co%rs, and features cvithout prior notice or ob/igaiion. f#I! �onceptua/ i//ust�ations a�e compute� gene�ated and a�e subject to �hange in actua/ p�odu�tion. t#//squa�e foot measuremertts are approximated. : i" t J „ ;:;' aj � O � rh �i � O' � ,��, -�� '��` �, ,... ;; - 3 � _1 �,"� � � �� These p/ans cuere ex�/usive/y designed for ��'ria� �lu�te� 3 74� 5. ��Oth 5t 7"uk��uila, l�Ya 9818� f'�rcel # - 004 �00-0.�4 7 These Plans have been ex�/usive/y designed fo� Reality Homes /n�. and are to be �onsidered an unpublished urork cuhich is p�ote�ted unde� �opy�ight law. This Plan 5et may be used on/y by �drian Mustea fo� the P�operir� /o�ated at 3�45 5. 150th 5t Tukurila, �Na 9B �88 (Pa��el#-004100-054 �) and on/y bui/t by Realik,� Homes /n�. This P/an 5et may noi be a/iered, copied or otheizvise manipu/ated o� distribuied cviihout the cu�itten pe�mission of Rea/ifj Homes ln�. t�ny violation sha/l be st�ict/y enforced. ihi� e� o�' �1�� i� /ice�se�' far ��e ti�e ��e �h� ��s� be ��i/t a�/ b e�/it ome� /�c. � � � 1308 A/exande�A�ve. F Fife, l�Y,4 98424 PH - 253. 722.2268 FX - 253.423.2070 Designer - Jared Baehmer Gustomer Job Number P�oje�t Number �� `� � � om 'il 7 --f n' C C n !'71 � � � � � c � O crr zv e� G"� � ��o � ��-��' .--�- � O � il) �� O �p � � � � Q} � tS� � � � � � � N � � � O � k ' � —'_�X � � N � X X � Cn n\ � � -Q -� � � � � � _ � � � � _�- iU N � (U ��. O n � � � � � � � � � (D i� _T � � —s' � . � � O � � � � V' � N � � N�' - -�iU _o�� x � �N N Ss�� N � � _� ioo� � � � O � � � o ..� � � c� � s� _ �. r • � • . _ -cl 4 � < � � TT' a, \ s �� "`�,,.. �1 The G/ient / Home Ocuner / Genera/ Gont�act shall ve�ifr� al/ setba�ks, dimensions, structu�a/ details, building codes, and g�ading requi�ements. The builder reserves the right ta modifi� these pJans and dimensions ac�ording to site �onditions. ft/I sub�ontra�tors sha// �oordinate dose/y cvith the bui/de� p�io� to p�o�eeding cuith the /ayout of thei� respective contra�t award. % avoid �ost/y mistakes, erro�s and/o� omissions, any disc�epan�ies in dimensions o� �onst�uction materia/s, app/iances, casework, rni/lwork, etc. must be identified prior to the installation of construction materia/s. The builde� sha!/ not be held responsib/e fo� erro�s caused due to a/a�k of �oo�dination by the sub-contractors. These P/ans are diagrammati� in natu�e and are intended to ideniify the most signifi�ant e%ments of the bui/ding`s �onstruction. These P/ans a�e intended to p�vYide adeguate info�mation to the Governing Regulaton� �kgen�y rega�ding �omplian�e cuith Loca/ and /nternational Residentia/ & Building Godes. /t sha// be understood thai non-regulatoiy items which a�e not requi�ed for approval for const�u�tion may not appear cvithin these p/ans. The Bui/der reserves the right to const�u�t the bui/ding according to a pre-authorized Bui/ding Order generated by Realify Homes lnc. For {�nishes and options, p/ease refer to the said Bui/ding Order. In pariicular, the Options specified cviihin the Bui/ding Orde� sha// be st�i�t/y adhered to. /f a bui/ding e%ment is not shocun on fhe p/ans but appears cvithin the Bui/ding O�de� the Building O�der shall gove�n. /n our continuing efforl� to imp�ove our p�odu�t, Realily Homes /nc. �eserves the �ight to modift� and �hange f/oo� p/ans, materia/s, �o%s, and features cvithout prio� noti�e o� obligation. t4/! conceptual il/ust�ations a�e computer gene�ated and a�e subje�i fo �hange in actua/ production. t�!/square foot measurements are approximated. These p/ans cuere exclusively designed fo� ��'ri�� uste� 3 74� 5. ��Oth �t Tu��ui/a, l�la 98 ��B �'arce/ # - 004 �00-0.�4 7 These P/ans have been exc/usive/y designed fo� Rea/ikj Homes /nc. and a�e io be considered an unpub/ished cuork cuhich is p�ate�ted under capyright lacv. This P/an 5et may be used an/y by r4drian Mustea fo� the P�operiy /o�ated at 3745 5. 150th 5t Tukcvi/a, LYa 9B 1B8 (Pa��e/#-004100-0547) and on/y bui/t by Realiiy Homes /nc This P/an 5et may not be a/tered, copied o� othenvise manipu/ated o� disiributed urithout the w�ilten permission of I?ealifi.J Homes /nc. �ny violation shall be strictly enfo�ced. ihi� et o� �l�hs is /ice��e�' �'o� o�e �i�r� c��e ��r�' ��t � be �uili o�/ b e�lit �omes l�c. � y � 1308 �lexande��ve. F Fife, lN� 98424 PH - 253. 722.2168 FX- 253 423.2070 Designe� - Ja�ed Baehmer Gustomer Job Numbe� Proje�t Numbe� ��. �o � rv�i vi VI � ` �, 0 � 0 � I � I � , `-- -------------- -� � � � � � � � � rn =-i � � c� � n � � rr3 � � �. z � m � ; � � - � � � �� ______________ � �➢ � j O ,: <r, � � ' '��= � � .`. ,_�. �----- , '�:�.i-�.■:■■■■■■■� ��%�� ■��■��■■■��■�i�■ ■��■��■■��■■■■� ■■/��■■■�■�� ■��■��■��■■ ■��l.1��■ ■��I��/ �� ■��' ` �■��/.�� ` �� 1��■��'O/ � ��5� ��/�!� ��1;� '_.'=-: � �o��e�� o�� J�� ' ��;:i�i�p��8��p 1��BiB �,.-- ■��r ■�u �� ■r •d� ■E��/� �l•11 ■�t�■�■�----�\r�l ■��t��[. �� ■��■i�� ■�_-- ■l�� ■►1�i ■��/�■��5■ ■�■��■E��■��\�- ■��■■■��/� ■�i��■��r�� '/.i�� ■��■�� «�nr�i ■■��■��■t�■ �c;;::.� I I I ■�� ■E��■��t :a�■��■�� ■E��a�■�.� �i�►�t■%�� l��i1\�f�� J�[��!: �==__----� !�%i V i �f `\I� �l.�L�� ! \ ■\/��ii�i ' `� �'�� ti, ��■��\�� ■�\/��\�� ■�/t��■\'� ��J LJ 0 1— —1 s � , - ... o: � � , � �__� ...........� ........... n � � � h O � � g" ( . 2=01'9. 3/4" •• Q so 0 � B! ! //Bj' 0 IB 2B' 929/�ZB" n i The Glient / Home Ocuner / 6ene�al Gont�a�t shal/ ve�ify a/I seiba�ks, dimensions, stru�tura/ details, building codes, and g�ading �equi�ements. The bui/der �eseives the right to modify these p/ans and dimensions acco�ding to site conditions. �ll sub�ontractors sha// coordinate �%se/y cuith the bui/der p�io� to p�o�eeding cuith the /ayout of their respe�tive contra�i award. To avoid �ost/y misiakes, er�o�s and/o� omissions, any discrepancies in dimensions or �onst�uction materia/s, app/ian�es, �asecvork, mil/work, et�. must be identilred p�io� to the instal/ation of constru�tion materials. The builder shall not be he/d �esponsib/e for e�ro�s �aused due to a/a�k of �oordination by the sub-contracto�s. These Plans are diagrammatic in nature and are iniended io identifr� the most signifi�ant e%menis of ihe bui/dings consfru�iion. These P/ans a�e intended to pravide adequaie info�maiion to ihe Gove�ning Regu/atoiy A�gen�y rega�ding compliance cuith Lo�a/ and lnternationa! Residentia/ & Building Godes. lt shaif be understood that nan-regu/atoiy items cuhich a�e not �equi�ed for approval fo� �onstruction may not appear cvithin these plans. The Builder reserves ihe right to constru�t the bui/ding ac�ording to a pre-authorized Bui/ding Order generated by Rea/ity Homes /n�. For frnishes and options, p/ease refe� to the said Building O�de� /n partr�u/ar, the Options spe�ified within the Bui/ding O�de� sha// be stri�t/y adhered to. /f a bui/ding element is not shocun on the plans but appea�s urithin the Bui/ding O�der, the Bui/ding Order shal/gove�n. /n our continuing effoit fo imp�ove ou� p�odu�t, Rea/ity Homes /nc. reseives ihe �ight to modify and change floo� plans, materials, co%rs, and features cuithout prior noti�e or obligation. �/I con�eptual i//ustrations are computer generated and are subje�t to �hange in actua/ produ�tion. �/I square foot measurements a�e app�oximated. n ooa� � ooa . B'- � �/B" 0 0 0 0 7' �O ?7/�2B" __ ________________________ , c� �,' � These p/ans cvere exclusive/y designed for �EG1�I"l�I� �'iGlStec� 374.� 5. ��Oth 5t Tukcuila, l�la 98 ��8 �arcel # - 004100-0�4 7 � � � � � t��n � �,�n � ti. �0 nl �D �� ,�� .� Ry �p � � � � � � �� iU��ajti. � �� j� ��•�� n pV�i ; �.�, co . 4� h,. 41 cn � : � � � � � � � ��c�� , � - � �� ; :�� ;� , �Dc�p�� • :� ti c�o. � These P/ans have been ex�/usive/y designed fo� Rea/ity Homes Inc.� and are to be conside�ed an unpub/ished cvork cuhich is prote�ted under copyright lau� This Plan 5et may be used on/y by �drian Mustea fo� the P�operiy /o�ated at 3745 5. 150th 5t Tukcvi/a, `Ya 9B 188 (Pa�cel#-004100-0547) and only built by Reality Homes lnc. This Plan 5ei may nat be alte�ed, copied or otheauise manipu/ated o� dist�ibuted cuithout the cu�iiten permission of Realily Homes /n�. �#ny vio/ation shal/ be strictly enfo�ced. _ _,. , � . ' � ' . � ,,..' ' ; ' �. ,�„ � s , � � ... ' .. � � � ,�► � .. � •► � _ � � _ � � �� 1308 �/exande��4ve. E. Fife, l�Y�k 98424 PH - 253. 722.2268 FX - 253.423.2070 Designer - Ja�ed Baehme� Gusiome� Job Numbe� Profe�t Number 1�OT�:• 5ome �p�ior�s may sh�cv o� your set a� house pl�ns th�t �r� not i�clucl��' or a part of your Gohstructio� ��a�,�ra�t c.r�ith �c'e�li�`c� Ho�nes lnc. R-49 Insulation 1/2" Gypsum Wall 8oard Double 2x6 Top Plate - 2x6 5tuds (g� 16"oc — R-21 Insulation 1/2" Gypsum Wall Board Pv,4 Primer 2x6 5ole Plate 11 �IS" LPI-18 Fioor — Joists at 1 b" o.c. 314" �"&G Ply�,uood or Equiv 5ubfloor — Giu�d & Nailed R-301nsulation — 5/8" Gypsum Wall 6oard Type X Double 2x6 Top Plate 2x6 5tuds @ 16"oc R-21 Insulation 112" Gypsum Wall Board (Type X �ire-Rated GWB on Warm Walls of house anly) 2x6 Mud 5ill 8"X24" Foundation Wall UptaA�B"tall-1 Harizontal & 1 Vertical rebar @ 48" oc T 4" 51ab 51ope to Opening � , , ,. ,,, ' — — — — — —� ..... =1 I 1=I I I=I I I=I I I=I I 1=I I I=I I I'-�- ��—��=;� : -I ( I-I I I-I ( I_^I I I-I I I . • f�,,' �I I I— I I I-- I I I— I I I— I I I f' r,,�. 16"x8" Footing w/ 2 -� Horizontal #4 Rebar �to�� - �� 7/16" OSB f�PP� Rated 5heathing Gomposition Roofing over 15 Ibs. �elt �MFG Raised Heel Trusses at 24"o.c. �. Vented Enclosed Soffit Water-Resitive Barrier (Tyvek) �/16" Min 45B with Lap 5iding (5hown on detail) or '7/16" 5mart Panel 5iding 5impson M,�S,� 5traps. 5ee Engineering for spacing requirment FDN to extend a minimum of b" above finai grade. Minimum 18" �rast Depth � � —' Scale 1/2"=1' i�.i�in� � �� R-49 Insulation 1/2" Gypsum Wall Board — Double 2x6 Top Plate 2x6 5tuds (q� 16"oc R-21 Insulation 1/2" Gypsum Wall Board — PVA� Primer 2x6 5ole Plate 11 '7/8" LPI-18 �loor Joists at 16" o.c. � 3/4" T&G Ply�uood or Equiv 5ubfioor Giued & Nailed No Insulation R-21 Insul� 5/8" Gypsum Wall Board Type X Double 2x6 Top Plate 2x6 5tuds @ 16"oc R-2'1 Insulation 1 /2 Gypsum Wall Board (Type X Fire-Rated GWB on Warm Wails of house only) 9 1/2" LPI-18 Floor Jofsts at 19.2" o.c. 314" T&G Plywood or �quiv Subfloor Glued & Nailed R-30 Insulation -� �:� � m � � 3/4 T&G Plywood or Equiv 5ubfloor Glued & Nailed 2x4 Top Plate 4x6 Header iy 5im on MP�S� Grawi A�ccess 5tra � 4' o.c. Per Plan 2'-6" — ... . . , , . , `V .�rJ'�� . � , � . . . . _. !%.��•l. �)i. � —I-Jo� ts per plan� �lign studs with I-Joists . . � . . �1 �� '. Y � � � 'I �l • . _. .� . . •. ' .. �,.' .� 12"xb" Goncrete �ooting with 1#4 Rebar on Ramblers 1 b"x8" Goncrete Footing with 1#4 Rebar on 2 5tory Houses �ony �// 1��t�i/ ( i� Jois� �, — '1116" 05B A�PA Rated 5heathing Gomposition Roofing over 15 ibs. Feit M�G Raised Heel Trusses at 24"o.c. � O Yented Enclosed soffit Water-Resitive Barrier (Tyvek) 'i116" Min OSB with Lap Siding (5hown on detail) or '7/16" Smart Panel 5iding 5impson MA�SA� Straps. 5ee � Engineering for m spacing requirment � �DN to extend a minimum of 6" above �nal grade. R-4q Insulation 1/2" 6ypsum Wall Board Double 2xb Top Plate - R-21 Insulation 2xb Studs @ 16"oc 1 /2" Gypsum Wall Board PVA Primer q 1/2" LPI-1 S Floor Joists at 1 q.2" o.c. 3/4" T&6 Ply�uood or Equiv 5ubfloor Glued & Nailed R-30 Insulation —� 5cale 1/2"=1' � '1/16" 058 P�PA� Rated 5heathing — Gomposition Roofing over 15 Ibs. Pelt MFG Raised Heel Trusses at 24"o.c. � Yented Enclosed 5ofF1t Water-Resitive Barrier (Tyvek) �/1 b" Min 056 with Lap 5iding (5hown on detail) or'7/16" 5mart Panel 5iding 5impson Mf�SA 5traps. 5ee Engineering for spacing requirment FDN to extend a minimum of b" �bove final grade. 1/2" GWB (Type — Double 2x6 Top Plate 2x6 5tuds Q 16"oc — R-21 Insulation (Y`�arm Y�talis only UNO) 1 /2" Type X G1NE�- 2x6 Mud 5ill 6"X24" Foundation 1Nall Upto48"tall-1 Horizontal & 1 Yertical rebar @ 48" oc ..,.: . . ., . 4" Goncrete 51ab»� " `�� c� � `' .�.�:..... . ::',:. ' �, . .; ,;. :. :.. : . . , �,.� ,;;.. ,..: :, ��. :: . ...-,.. . . . ;.. ; �=1 I�=1 I I�=.�I.=-�.l.� � i I I'-' I I I' '' i I I=� ''.;; : � �_�,—� � �—II�� ( �—� � �—� � �—) � �—� �'� -��"��TL=��_"".�I��'_",III=�� r:'. ��-��-��—�� =��-��_�� :�i:� °: ", 7116" 058 A�PA� Rated 5heathing — Gomposition Roofing over 15 Ibs. Felt M�G Trusses at 24"o.c. ,4„ I � . , e 12"xb" Footing w/ 2 `�- / Horizontai #4 Rebar �c�/'c��' ��'G�'%C�/� R-4q Insulation —� 1/2" Gypsum Wall Board Double 2x6 Top �late - 2x6 Studs Q 16"vc R-21 Insulation 1/2" Gypsum Wal� Board PYA� Primer � 9 1/2" LPI-18 Floor Joists at 19.2" o.c. � 3/4" T&6 Plywood or Equiv 5ubfioor — Glued & Nailed R-30 Insulation ---� Vented Enciosed 5offit 1Nater-Resitive Barrier (Tyvek) 'i116" Min 05B with �ap 5iding (5hown on detail) or 'i116" 5mart Panel 5iding Simpson Mf�S?� 5traps. 5ee Engineering for spacing requ�,•ment FDN to extend a minimum of 6" /bove final grade. Minimum 18" Frost Depth � � � 5cale 1/2"=1' '�116" 05B A�PA� Rated 5heathing — Gomposition Roofing over 15 Ibs. Pelt MFG Trusses at 24"o.c. ' 4« I 1 Vented Enclosed 5offit YVater-Resitive Barrier (Tyvek) '7116" Min 05B with Lap 5iding (5hown on detail) or l/16" 5mart Panel 5iding 5impson M,�S,h 5traps. 5ee Engineering for spacing requirment PDN to e�end a minimum of 6" �bove final grade. 2x6 Mud 5iil �;.; Minimum 18° 2x6 Mud 5ill J'�, t,� Minimum 18" 2x6 Mud 5ill � '•�: r' Minimurn 1 S" ., �.� , .. 8"X24" �oundation Wall � y:,; - Frost Depth 8"X24" �oundation Wall "'� � � �rost Depth 6"X24" �oundation Wall �� . Frost Depth ; .;•, Up to 48" tali - 1 ��; . Up to 48" tall - 1 ,�:`;;' Up to 48" tall - 1 �� ' �—� Horizontal & 1 Yertfcal �;; .:`: � Horizontal & 1 Vertical ;,, ;,; � Horizontal & 1 Yertical �� ; � rebar @ 48" oc :. �'� ; � rebar (q� 48" oc � rebar Q 48" oc � ) .,..' .y t^� ,. • ,,� . n� l\ '� , � ... . � R ' C� `�lt-1 I I-I 1 I-1 I I-1 I I- � � 16��xa° Footing w/ 2 =� �= rjGal6 �/2"=1' Horizontal #4 Rebar .� 5�0/�/ ca'►// ��'Gt%O/�I �:ti.�•�.< � _ � .I I 1-I 1 I-I 1 1-I 1 I-I - - -I ( I I I II i II I II I I I 1 I( I I-I I I-I i I-I I 16"x8" Pooting w/ 2 ( �_ -- 12"xb" �ooting w/ 2 �� '- Horizontal #4 Rebar 5cale 1/2��= �� Horizontal #4 Rebar 5�ale 1/2��= �� 5torr� �i/ �ect�v� - l�pe� tv ��/o� 5in le �i`v� a// �ectivr� �� jr,w „ � � � � �� '� ��` � � 64ECEIVED f�ITY OF TUKVVIL� ��Da'i�� `� �� i� �'EF�N�IT CENTER Printed on 5/2/20 �6 at �0.�48.� �2 �4N1 �o � � °� " �� ~ u�i �n�i � � ° �°'� �� w��'o� � a�� VJ cn n�`��oo � ni � +�. tL � �N.�� O �Nqv � �� m� � �:��a�n��u, �mc��aa v�� o��.�aw��r ��.h,�.o � � a�� 3� �� ,��•.,��•� �� ° � � �� o.�o� �s�'� h �� `�.�a��•�'�a o� � v o n� �� .� aa�tio � � � a�� {� � � �1C 41 � y � a,� � o� oQs� �,v� o� �� N�`�� a�o�'��,a 30� ��v`� �°�n'w�'��a�m�� 4. �� .='� � ouj�� w.� � � � N U a� °�'�� i �pQC;� � � �nki-'C°�3°��c��30°� � �� v� ,�� t�R � O�ip�'Q� ��,��QD �� o��o ��'�s�� °o� v�� ,�,��.o�, �w ��s v �o�� '� �.w �'t N o.�'� its a�. �pv�4� -v��.��.� � V� �a,a�� °�',�°�`'n�,s�s �� ,�.�N�.a �� ,�� O N N 0�� 4�i�� q � 4•� �� 0)+., �� U ��w� ��w�v°y0 �� o�g� ��`o��.� o� "��o� .�,��p`� �� o�m a,ro ��m �•�a�.o� ��c� �� u��"" �:� ` �w 4� u�� l �� k °�'�3.��v .�°��'m� �� N � � � O N N �w� � �� m ��.�'.�o� ?';:..,�oc.�o, �vu� � �� `'� u 4�i �`�-aaw� � p � � � v'v � 3 ��p 4y1.�� n��i� Q�;w a�i ,�.� �� ,�� u� �;�0 QQi �,s � a?V 3 N�v.�,�, � � � �ooy� °i�.�'�`ua�,a.•� o°� �� 1��41�Nw Z�� .��41�.�� w��•� 0�� 4� �S� '� �� O � `�O� �� 1�� OD � � o� �� ' p � � � a�� Q Q) "s �.`o �a�`°�� v�` v,...�� s W��''��„ � O j �w.Nav. t� ��t� ��Q, �.��0 wNOw�� o�N oZ3°�� v�.v� �.01 V��a�� Q �� o�� o��o .�� °a'wv n�i��`�� ,e�� 03� ��wow� ��w��;� ��no ��,�� ,��a�3 .��a � � � �� O o o�� 3�� 4��.�.� o�v O,u�\,c,� ` ��t�c�fi`s� �� ' °�'s � o � c��°,`°��'" o,`� m °��a3�' �~w�v�� o� ?'� � „" '� �p ` �R 1� � � �II +.QUU��1 �Op�jQd�p�jp,��j '��U �� <� ��a�u�•�zm o 0 �d��o�, �.��w�w4i v�� v,�oo30 �,.��o�°.� �•�v ��y u'�i��:� o��, ��,��°�� 3S�w�� 5heet Des�ription 17etails Plan Name 3346 �''inehurst �� =�w� �', �V�� ♦ �� e / �� d P ��, k. . � N4 T,�': 5ome optio�s �nay shoc.v oh your se� �f house pla�s th�t �re r�ot i�cluded or a part of your Gonstruction �c�htr�ct u�ith �e�lity f-forr�es lnc. BG4/BG461 BG6/ BG8 � � � m m . m BG4 for use �uith 4x4 f'ost BG4b for use u�ith 4x6 Post BG6 for use u�ith bxb Post BGS for use with Sx8 Post Post Footing (SiZe specifed on Plans) Beam (5ize specifed on Plans} Post (5ize specifed on Plans) _. w � � .. � �'"" �► .i .�: .,�- �,. n, ,,� � �, ,� _,l (�ize specif�d ��n5� �•.. �:��. i'•. •:•ii 3,�44 for use u�iih 4x4 Post 3�46 for use u�ith 4xb Post 3,�66 for use u�ith bxb i'ost ,�t3,�88 for use u�it� 8x8 i'ost � � ,.�� °r � r� �,, ��" ' x� ' HUG48/HUG410/HUG412 HUG68/HUG61 DIHUG612 HUG48 use �,vith 4x8 Beam HUG41 D use �.vith 4x10 Beam or 3 1/8 x q GLB HUG412 use �.vith 4x12 Beam or 3 1/8 x 10 1/2 GLB or 3 1/S x 12 GLB HUG68 use �.vith 6x8 �eam HUG610 use with 6x10 Beam or 5 1/8 x q GLB HUG612 use with bx12 Beam or 5 1/8 x 10 1/2 GLB or 5 1/8 x 12 GLB �Gontact General Gontractor if size not listed� v� ��/'I�'I�'�1�%O/'7 �O �OL/S�' , R311.5.1 Width. 5tairways shall not be less than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shail not project more than 4.5 inches (114 mm) on either side of the stairway and the minimum clear width of the stairway at and below the handrail height, including treads and landings, shall not be less than 32 inches ('18'i mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides. R311.5.6.1 Handraii height, measured vertically from the sioped plane adjoining the tread nosing, or finish surface of ramp slope, shall be not less than 34 inches (864 mm)and not more � than 38 inches (q65 mm). 1 1/8 X 11 1/2 05B STEP Toekick M�X 7 3/4" R15E MIN 10" RUN 2X12 5T?�IRJ,�GK ��ir is�r �� il m p eC ,��ar �rea,�r�r9 G . 5 2�'� �`, � G 5g Ga ,��,, 0 ' �aNa�� Oro.�ru a,�r�h�� '�� Notch in Mono e Na�� 5re Truss for Ledger �A� H2.5 on each 2"x4" Pressure Blocking w/ two (2) 16d side of truss truss to block and three (3) 16d block to ledger/Rim Joist .�. . m ,.. � F � 9 ,>-- . „`µ �r ' ., / .,-- � %r:: / / � �er��ral ot�s A�il construction to conform to the 2012 International Residentiai (�ode GONGRETE: Gompressive strength for basement and foundation �.valls exposed to weather as �.veil as porches, carport slabs and steps shall be a min. 3,004 p.s.i. at 28 days. Goncrete shail be air entrained at bef�,ueen 5& 7%. i�EIN�ORGING STEEL: ,411 steel #4 or smaller shall be ,4-615, grade 40, unless installed in a reinforced concrete foundation, otherwise grade 60. 5M(�KE �LA�RMS: "5hall be installed in each sleeping room and at a point centrally located in the corridor or area giving access to each separate sleeping area. Required alarms shall received their primary power from the building wiring and shall be equipped with battery backup. A�larms shall be interconnected to provide audibility in all areas.° M(FG INSTRLLRTION: R106.1.2 Manufacturer's installation instructions. Manufacturer's installation instructions, as required by this code, shall be available on the job site at the time of inspection. FRSTENER NOTES: ,4s a minimum, any fastner in contact �.vith pressure treated �.vood must be Hot Dip galvanized (A�STM �123 for connectors and �STM 153 for fasteners and anchors). S�NIT,�RY SEWER: To Provide ,�dequate Drainage the 5ewer Gonnection will exit the home UND�R the Footing. DO NOT EXGRY�TE THE 51TE TO DEEP! � YVHOLE HOUSE YENTI�L,�TION: Yentalation shall consist of source specific Intermittently operating fans �.vith a minimum 50 cfm rating in bathrooms and utility and a minimum 100 cmf in the kitchen. Utility room fan to be controlled by a timer. Y�tindows in habitable rooms to in�lude integral fresh air intake vents. I�RYER VENTING: Dryer to be vented to outside. Maximum length not to exceed 25 feet less 5' for each q0 degree bend. Per IRG 1502. ��,� �:��p � �� 4} ( . � �� x , � ° �� ,_� � �„�._.�.__.--------- - ;e��f�#i�� '��a� �� t'�� I�s`��'��' � �` P s � r�-� x -� � � . �o h.: � t.4.,�� :yt�,Jt � AUG 0 5 70�6 �t11!' C1't � la�:L s£i�t: j �l.ei�..�J(�� Y`�.�(� ��e� � �:.�-,,,�, �r�.R� �....,,.�. �{�.C�IV�D �ITY Gt= TUK�NILA �� 6 P�F�iV11T CENTER Printed on 5/2/20 �6 at �0.�48: �4 �4NI �:a� � � � �� s�� 41�� O�tn.� N 4��.y,�1.0 �w 41RS 3� �� .,��'�.0 �o�°��,�o�o��°'� � � s o. a.�,�o.�,�o� q� �� °�'.�� m� i � � � �,� sn� ��h�p""pqC�o u�iy .�� O 4�� N O� �� `�� n�o��a�� `3Z a �� ,��;�a � � \a \ � .N � � O � � � y v �Q�1 w N p� ` �. l{� a � � :� '� N� �� ,��, �� 3 � � � 41 � 41•�S�i ,�,�1�W 4 �.a.� w � � k � �� vw �w� p� �u�Zv3��0��30>� �� y��N� � '� vs �'�ss� �� `�3 °' 4Ni 0»�'�� bN � Q� o��ao ��s�� v�� .woy� �us�� p�j��p�� :� C�'� N o.�� j�� pV�41 w1t.l�w�.)� w°'�� o�,��w� v�i� �y° � �' o,� n�i �� °v'��ti °'41��`�� s �� ; ��`o�NOO ,� �n `'' � � v .� � � � 4� � ��0� �.� �o�s'� ��o�� ;��o� �N��"'�o� ��'�� r..°��u�a,�o .��'� � � � �~ ��w �. +„ N .O � �� 4�i v p �� CQ� ��3'�wu ��s` ��4�� ON4�4�w� ��.��o •�'.. ..,�Qc•�� `'� V 4�i �`��aw� �4�iOv�� v0�'�� iw��o� o.�o��v°'� ��O � �� .vV 3 � uw �� `�oo•`�� a,N� ��i'a�.�o �°�'��"' a.w°� �, �.� � '� �`�.��:� � �.�o�� o� �� O � ��o �d�,�.�'�,� �,�41��'O$ �a�� vw� � �,� �L�� p\�j�OW �� v bQ:v v� ��3�w� ��H�� N�4�i� ��N��QQ ��v�u�n� �� ° ;� ��w��'�� ,��°'�� 0�00 ��°o�� 4�a°�" O3 ��, � �c��o �w � � �` � o�i�'`'�� o��.h � , ��" °°' �'� �� ?'�0�3° �, 3.�'��u� ��s�� °°�'��s� �Q��O� 4`�.��.,�p0� ��s��° ��~a�a�� 41tQ� �y 4��a1Q1`�� O�b{�� 5��+�.�� 5heet Descrjptlon �et�ils Plan Name 3346 �'ihehurst �is „a.�n� .ms� ,�s s.�c� ,.W,+�:�„ �'�� '� ,m � ��,�.� � =A � � � � � � �k Au3M �� ` � �* \ 1\ � DF.SiGN C:i21Tri21A UNI CSS l�b 1'(�:I) ()"1'li(�:K\1 1SI�.: : I3CIII.DINC C�[)E�: lRC (AI.:l.,C.)1��?Al3l.li: ti I I�f.ti� I)I..SICi\I ROt)F I:�AI�S: t.(VG: 30I'SF I�F:AI): 15 I'SI' DUh'iiT'I(:)N INCR13r1SE; 1 IS°�o � 1�)GF[.�TGTICaN CRCT[3RIA: t�i3(ifl I��V}i I�!'Z40 °i't�'t'AI, " [�I.,C?Cilt I..Ot1L)S: I.I'�'i3: 40 P5C' ; uEt�r): � � ��SL? 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MAIN FLOOR FRAMINCx LAYOUt: C) ------------------------------I JOfS7--------------------------------- f-J015t LPI18 X 9 I/2" f45 STIGKCS) ?OT,4L) l2/2) Cd�/15) l3/2(d) C1/21) C4/22) C31/29) tOTAI� LIN�AR �OOTAG� = 1132F��T ----------------------------I J013T BLOCK----------------------------- I-J015t 33LOGK LPIIB X 9 1/2" = 14�a' tOTAL CRANDOM LENCs7H) --------------------------------RIM----------------------------------- f�iM i" 501�ID vTART X 9 I/2" = 2�8' TOTAL -- (13/16^) ^ --------------------HANCx�Rv--------------------------------- WANCxER 5fh1P30N ITS 2.5b/9,5 C4 t�TAL) .t i� / 1 :'� � � w`��„� f� � �� .. . �. .. .. �� 3,� ri� 1�s'" Q� .....,..... rxr'v ,;� r f�.�, y.✓ ,..! .! i ( p� d - m � J^� �� 3, �¢�a .�.r r r. � P4 '^'� `'HCr :. � � j :blr �?� r .� c,� •'^ � .� . � � , . . „«;�...� .. v� �fiStis s7� s��s �j r✓. x�:;, p«T� dr°� ;7:i .. _ :� _ . [ : . G y{ � �� ld $ f � i f� � � t i � �� ¢ F s � ! '�^ 4 %s' �r F`. � d � g �dfi ✓`3�, iA �} �% .,� � �. ; f�, i: �� _... 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' _ � �. ,.,..,..�. _ � 1��'� � �� O�� 1� f 1�� ,�1� SGAI.E: 1/�4" ■ I'-m" 6fd3068-ral R�A�ITY NOMES: MUS7�A -3346 PINEHURST DAT�: 03/16/16 PARR LUMBER, t,4COMA Ct�ltACt: MICHA�L UPPER FLOOR PR�4MINCx LA1'OUt: C( ------------------------------IJOtST--------------------------------- I-J0187 LPIIS X il '1/8" (3'i STICK(S) 70tA1..) (3/25) C4/38) C30/36) TOt,4L LIt�lE,4R POOtAG� = 1295F��t ----------------------------IJOISt BLOGK---------------�------------- I-JOIST BLOGK LPI18 X 11 i/S" ■ 89' tOtAL CRANDOM L�NG7N) --------------------------------RIM----------------------------------- RIM 1" SOLID STAR'�' X ll i/8" 0 192' tOtAL -- C12/16-) --------------------LP E3EAM8--------------------------------- �P �1/!_ B�AM I 3/4" X 11 "I/8" 2.� (2 STICKlB) T07,41..) ll/✓) (I/15) LP LYL B�AM 3 I/2" X 11 i/8" 2.08 C3 STIGClB) tOTAL) (I/5) (I/6) Cl/13) ---------------------------GLU-LAM B�AMS--------------�--------------- GLU-LAM BEAM 5 1/2" x 12 �� 24�-v� StD. 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S {� � y qS �x M 4 3 � ,� �`�H �.. � z x � w +�Y' r"^�.� kW.J.� ..i�'o � aF�� •r r� .�y! � � } i@ �. , �-:<, - L �` �. «i'�.. 7 5?� 7. �� {a �� x: , � �� _, ��n� �r s �, �z,,,�, �r�;,.�. r. ��,sx r � w�k '��`� � �; • � � . �,., , � �a, ��a� , i DATE OF DESIGN: 0 3/ 16/ 16 DATE OF REVISION: . DESIGNER: �� HUTTIG DESIGN NUMBER: 603068ro� PAGE: ORIGINAL PLAN DATE: SCALE: 1 /4" = 1'-0" � ► 1� �: � �-� ��h � � - FOR: REALITY HOME�, INC. PL�4N: MUSTEA RESIDENCE SITE CRITERIA DESIGN WIND yy�ND ROOFSNOW SPEED EXPOSURE LOAD (MPH) 25 PSF 110 MPH B (IBC) SEISMIC DESIGN CATEGORY D SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC CLASS. CATEGORY PER CONDITIONS REPORT PER SPECTRAL SPECTRAL OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss D II <15% NONE NONE 0.555g 1.484g APPROX. ELEVATION 310 FI' i Dining Room Z1 D2 a o - � � � iing >om S7I�p1�RJ J Si'Np I�RJ StNDl�4 m � Utility S�'�ID1�RJ � � Bedroom #2 � � � � � � � s � � � s � � � B�AM BY Ot�4ERS 22 3 Car Garage D2 � D1 5 D1 EXtEND NEAp�fi� OVER SN�ARWALLS —�---�--- S�Np1�4 �� f 1� �� 00� �� 1�1�� f 1�1� �� f 1�� DO NOT SC�4LEC1/4" =1'� SrtNDI� S+��A7N ALL �X7�RIOR IUALLS ,4S CJ�� UNL�SS NOT�D OtN�RlUlS�. ADJUSt CRAIUL SPACE V�NTS t0 B� 12' MINIMUM ,4lUAY FROM I�OLDOIUNS Ti�USS M�R. SNOi� Di�,4UJING�S TO 8� i�fi�OVID�D TO I�ODC�E �NC�fN��i�fNCrt �4S SOON �4S COMfi='L�T�D 3'o.c. NAII.INC� - SNEATNINC� TO MUD SIL� 7YPICAL aL� EXl'�RIOR IUALLS S�'ND1�i2J �Q 12 D1 ROOF SHEATHING SCHEDULE SNOW I.OAD NOMINAL SPAN RATING (UP TO) THICKNESS 40LBS 7/16" 24/16 70LB5 1/2" 32/16 130L6S 5/8" 40/20 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. R503.2.11(1) 20�.2 IBC SHEARWALL / ANCHOR S�HEDULE 2X BOTiOM STUD AND PLATE SILL PLATE ATTACHMENT BLOCKING RIM JOIST OR AITACHMENT APA RATED P1AIL SIZE & BLOCK LABEL SHEATHING (1) SPACE @ S�ZE@ CONNECTION APACITY (PL 2} (4) (14) (21 EDGES (4) (5) ADJOINING TO TOP PLATE SEISMIC/WIND EDGES (3)(6) �7� �g� NAILING TO ANCHOR BOLT LACEMENT 0 (15)(16) WOOD BELOW TO CONCREI'E DGE OF PLAT ° �9� BELOW (10) WASHER � (20)(22) (19) 7/16" OSB gd @ 6" O.C. 2x 16d @ 4" O.C. 16d @ 6" O.C. �8, � 48" O.0 CEIVTER 240/335 �IUI ONE SIDE 2 Q 36 O.0 7/16" OSB 8d @ 4" O.C. 3X LTP4 Q 32" 16d @ 4 O.C. �8� @ 40M O.0 �2^ FROM 350/440 � ONE SIDE O.C. � 2� 28 �•� SHEATHING 7/16" OSB LTP4 Ca? 12" (2) ROWS 16d 5�8" @ 24" Q•C 1/2" FROM 450/730 � ONE 51DE 8d @ 3" O.C. 3X O.C. C9? 6" O.C. �2° @ 17" O.0 SHEATHING 7/16" OSB $d @ 2" O.C. 3X LTP4 @ 8" O.C. �2� RO�WS 16d �2� @ 15" 0. 1/2" FROM 560/820 5W4 ONE SIDE @ 4 O.C. SHEATHING 7/16" OR 6d COOLER @ /8" @ 60" O.0 � 5/8"GWB 8d @ 7" O.C. � 4" O.C. 16d C�? 8"O.C. �8" (�? 60" O.0 CENTER 75/145 16d @ 4" O.C. 41/2" 7/16" OSB $d Q 3" O.C. 3X LTP4 Q 6" O.C. & LTP5 @ 12" �2^ @ g° O.C. WASHER 900/1460 � BOTH SIDES O.C. REQUIRED SHEARWALL NOTES: (1) INSTQLL PANELS VERTICALLY- DO NOT BR�AK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED OIV THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FQR HOLDOWN REQUIREMENTS. (5) SHEA�1iING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO �E WRH 2X MIPIIMUM MEMBERS. FIELD NAILING IS 12" O.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" X 1-1/2" LONG NAILS USED TO AiTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" X 2-1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" O.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS 1/4" x3" x 3", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. MAX 1/2" FROM SHEATHING SIDE. (11) PRESSURE TREATED MATERIALS Ci4N CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, E?C.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) NOT USED. (13) 15�32" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 7/lg" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (V1� IS APPLIED OVFR GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. � (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CUNNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) NOT USED (18) NOT USED (19) EDGE OF PLATE WASHER A MAXIMUM OF 1/2" FROM THE SHEATHED SIDE OF THE SHEAR WALL (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. -� (21�SHEARWALL DESIGNATED WITH AN ASTERISK (*) MAY BE SHEATHED WRH 7/16 SMART PANEL OR 5/16 HARDIE PANEL (22) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1,/2" AB SPACING HOLDOWN SCHEDULE SIMPSON PRODUCT MODEL FASTENERS NUMBER (1,2,3) � ANCHOR BOLTS CAPACITY# NAILS SCREWS HDU2 - 2215# N/A (6}SDS 1/q"X 21/2" TO (2) STUDS �TB16 U.N.O. HDU5 - HF MEMBER 4065# N�A (14}SDS 1/q"X 2�2" TO (2) SB 5/8X24 U.N.O. HDU5 - DF MEMBER 5645# STUDS MIN. HDUB - HF MEMBER 5655# (20}SDS �4"x 2�i�s" TO (2) SSTB28 OR SB 7/8"x24 HDU8 - DF MEMBER 7870# N�A STUDS MIN. U.N.O. HDU11- HF MEMBER 6865# N/A (30}SDS �4"x21/Z• TO 6X6 MIN. SB1x30" U.N.O. HDU11- DF MEMBER 9535# . HDU14 - HF MEMBER 10350# N/A 36}SDS 1/q"X 21/2" TO 6X6 MIN SB1x30" U.N.O: HDU14 - DF MEMBER 14445# STHD10/STHDIORJ -1435# (2) STUDS W/ (24)16d N/A N/A STHD14/STHDI4RJ - 3500#� (2) STUDS W/ (30)16d N/A N/A 18" END LENGTH + CLEAR �1g� gd EACH SIDE N/A N/A SPAN-CS14-2490# HOLDOWIV NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z-MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WRH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ�RIM JOIS� ��E��a�;`�� '��, �fi�� e�� ims�� `�� ,� �uG 0 5 20�� sl�;"� �� E��°:�fsi��d f3�Ji�_4�ir�9a-� ��.��E�sr� ��s . BUILDING . . CODE 20121BC WIND EXP. B 110MPN SEISMIC DESIGN CATEGORY p ROOF SNOW LOAD 25 P�F C�d�� n�� 4T'�i�,�L �NC�1N��}�INC� ONL��M�� CE�T�R C�fi�,4Vl�'�' L0�4I� �NC�IN��i�INC� C�3�s41�S, �OUNI�r4�'ION, �TC:� �3�' O�"�-4�fi�S L��`�L. �.��.�:��: < F:..� ,� +�,`� ,�/ ➢ VLC..f a.tV�.3 l.s+tl� 1 � � � ��c ,��'�� I I ' �S � � �� i COPi'RIC�NTO2m1ro. � HODCi� �NCsli�l��RINCs, ING. DO N07 �4CC�Pt �OR RERMIT UNLE55 AN ORICxINAL REID SEAL � �� - r -� - �. � a� � �� ' ' z � �, � � � � j � � � SITE CRITERIA DESIGN WIND ROOF SNOW SPEED LOAD (MPH) 25 PSF 110 MPH WIND EXPOSURE B (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER CATEGORY OWNER PER OWNER OWNER D D II <15% NONE NONE SEISMIC SEISMIC SPECTRAL SPECTRAL RESPONSE S1 RESPONSE Ss 0.555g 1.484g APPROX. ELEVATION 310 FT � 23 D2 1�� 00� � �� 1�� f 1�� f 1�� DO NOT SCALEI l/4" =1'� SNEAtH ALL EXT�RIOR IUALl.B AS GJ�� UNL�SS u07�D Ot{��RIUISE. TRUSS 1'1��?. S�—{OP Dfi2�4UJINC�S 70 �3� fi='i�OVID�D t0 �—lODC�� NC�IN��RINC� ,4S SOON ,48 GOMi=L�T�D ROOF SHEATHING SCHEDULE SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 40LBS 7/16" 24/16 70LBS 1/2" 32/16 130LBS 5/8" 40/20 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. R503.2.11(1) 2012 IBC SHEARWALL / ANCHOR SCHEDULE 2X BOTfOM STUD AND PLATE SILL PLATE ATTACHMENT BLOCKING RIM JOIST OR ATTACHMENT APA RATED NAIL SIZE & BLOCK LABEL SHEATHING (1) SPACE @ SIZEQ CONNECTION APACITY (PL ADJOINING SEISMIC/WIND 2) (4) (14) (21 EDGES (4) (5) TO TOP PLATE ANCHOR BOLT LACEMENT 0 EDGES (3x6} �7� �g� NAILING TO (15)(16) �y00D BELOW TO CONCRETE DGE OF PLA �9� BELOW (10) WASHER (20)(22) (19) 7/16" OSB gd @ 6" O.C. ?�c 16d Q 4" O.C. 16d @ 6" O.C. �8, @ 48„ O.0 CENTER 240/335 5WI ONE SIDE 2@ 36 O.0 7/16" OSB Sd @ 4" O.C. 3X LTP4 Q 32" 16d C� 4 O.C. �8, @ 40� O.0 1/2" FROM 350/440 :'� ONE SIDE O.C. � 2 Q 28 O.0 SHEATHING " LTP4 C4� 12" (2) ROWS 16d 5�8° @ 24'° �•C 1/2" FROM 450/730 7/16 OSB 8d @ 3" O.C. 3X � 2" @ 17" O.0 � ONE SIDE O.C. Q 6 O.C. � SHEATHING 7/16" OSB $d @ 2" O.C. 3X LTP4 C� 8" O.C. �2� ROWS 16d 5/8" Q 21" �• 1/2" FROM 560/820 5U14 ONE SIDE @ 4 O.C. �2fl � 15� �• SHEATHING 7/16" OR 6d COOLER @ /�" @ 60" O.0 SltFi 5/8"GWB 8d @ 7" O.C. � 4" O.C. 16d Ca? 8"O.C. �8" Q 60" O.0 CENTER 75/145 7/16" OSB + 16d @ 4" O.C. �8" Co? 12" O.0 4"1�2„ � BOTH SIDES 8d C� 3" O.C. 3X LTP4 @ 6" O.C. & LTP5 @ 12" 1/2" @ 8" O.C. W�HER 900/1460 O.C. REQUIRED SHEARWALL NOTES: (1) INSTALL PANELS VERTICALLY - DO NOT BRFJ�K AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" O.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" X 11/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" X 2-1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d Q 4" O.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. AITACH PER DE7AILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS 1/q" X3" X 3", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. MAX 1/2" FROM SHEATl�IING SIDE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, EfC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) NOT USED. (13) 15�32' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE �/lg" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED T06�HER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) NOT USED (18) NOT USED (19) EDGE OF PLATE WASHER A MAXIMUM OF 1/2" FROM THE SHEATHED SIDE OF THE SHEAR WALL (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. �(21�SHEARWALL DESIGNATED WITH AN ASTERISK (*) MAY BE SHEATHED WITH 7/16 SMART PANEL OR 5/16 HARDIE PANEL (22) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1,/2" AB SPACING HOLDOWN SCHEDULE SIMPSON PRODUCT MODEL FASTENERS NUMBER (1,2,3) ANCHOR BOLTS CAPACITY# NAILS SCREWS HDU2 - 2215# N/A (6}SDS 1/q"X 2" TO (2) STUDS �TB16 U.N.O. HDU5 - HF MEMBER 4065# N�A (14}SDS 1/4"x 2�2" TO (2) SB 5/8x24 U.iV.O. HDU5 - DF MEMBER 5645# 5TUDS MIN. HDU8 - HF MEMBER 5655# (20}SDS 1/4'X 21/2" TO (2) SSTB28 OR SB 7/8"x24 HDU8 - DF MEMBER 7870# N�A STUDS MIN. U.N.O. HDU11- HF MEMBER 6865# N/A (30}SDS �q"X21/2• TO 6X6 MIN. SB1x30" U.N.O. HDU11- DF MEMBER 9535# HDU14 - HF MEMBER 10350# N/A 36}SDS 1/q"X 21/Z" TO 6X6 MIN SB1x30" U.N.O. HDU14 - DF MEMBER 14445# STHD10/STHDIORJ -1435# (2) STUDS W/ (24)16d N/A N/A STHD14/STHDI4RJ - 3500# (2) STUDS W/ (30)16d N/A N/A 18" END LENGTH + CLEAR �1g� gd EACH SIDE N/A N/A SPAN-CS14-2490# HOLDOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT 4VITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NONSIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ�RIM JOISn ��iCd`��:.`a �-�i'�v_ �� ;��'�..1f��C��T : ��=��—t:� �, : �'� AUG 0 5 20�� . �9�.�y� ��' ��Lf,��,€,�V'�.s ��1�L.�i��.� �§�:��;�u:� � L�T�fiz,4L �NC� C�fi��4U I T1' L O�l C��1"�S, �OUNU��"I BUILDING CODE 20121BC DO NO'T ACC�P7 �QR PHRI'11T UNLESS AN ORIC�sINAL. 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CATEGORY p �XAMPLE R�SID�NC� �n�,..�.,�x.z�,w.r�:,,r, W-=- ROOF SNOW 28 24 20 16 LOAD 2� p� D2 D2 �Xt�Np SI��4T�IfNC� t0 ti�USS BO�'t01"� COfi�D D2 SI1„IPSON CS1� STfiz�4P D�T�41L D2 Z� � q i--.. i--� �,--� ENGINEER JO�IN �4. z 9 1 � / DATE � m3.10.16 O 3x M�MB�R At ADJOININCx O�LOOR J015t P�R PLAN REV�EW � ,,/ � / � / ,4ND SW4 SHEAR W,4L�3 zACK C. 3 O DIfiPNRACzM OP�NING ANALYST S�GtION lU/ 3X STUD S�CtfON UJ/ (2nX StUD S�GtION lU/ 2X S7UD ,4NN�4 N. (SUJI ONLY) O SU12 SI��AR UJALL Sd N,41L: � P�R PLAN - SHEET . 4' �DCx� - 12' �IELD O 48' SIMPSON C516 5tR4P �, SW3 SNEAR W,4LL Sd NAIL: lU/ Sd NAILS � � 3' �DCx� - 12' �I�LD ��'� '� 5UJ4 SNE�4R U1,4LL SD N,41L: SN�,4tNING P�R PLAN � '�� (o j . 2' �DCx� 12' �I�LD O \�� • 3 'i/16' OSB SI�E,47NINCx �j. , OF '' SHEEiS " 2 ' � • • O O UO �j DOUBL� �LOOR JOIST'S � � • . , O ,4ROUND OPENINCs UJ/ JOB NUMBER. . ,: , ,.,:. � � � 3 , O 2x MEMB�R �OR S�I�AR � � . ' . W,4LLS MID PANEL (�I�LD) 1�U5210-2 (tiPICAL �4 160158 :, , �� PLAG�S) lUN.O.ON P�.AN) , " O 8�4��4R W,4LL P�R PLAN . � (o BLO��f��DL [�tRAP r� �, ��r . O(2) 2X MAY B� US�D IN �ITY OF l'UKWILA � • ' PLAG� O� 3X P�R 51��,4R , ' , �, r �' '�' � � ��' � � �� ; WALL NOT�S r✓„ �� SIUI SI�EAR P,4N�L \ c \ �` � ` \ �� , �E�Nilr C�NTER ' �OR COMPARISON ��'�' ` .� ' 5U12, SW3, OR SUJ4 I�I ,, \ 3� ssi� � I �r., , � , � r ,,�i� � `� SN�AR P,4N�L I I �, � � � � ;.. COPY 2m16: � 29 25 21 � 17 00 0� ac E'P� �OR P�RMIT D2 D2 Sl,U2, 5UJ3, SUJ� SI��4R U1�4LL N,4ILINC� D2 L�4}�C�� D1�4PNfi�,4C�1~I OP�NINC� D2 UNLESS �4N ORICaINAL RED SEAL 1. GENERAL STRUCTURAL NOTES HODGE ENGINEERING HAS BEEN CONTRACTED TO PROVIDE LATERAL ENGINEER ONLY. HODGE . ENGINEERING IS NOT THE ENGINEER OF RECORD. QUESTIONS FOR THE ENGINEER OF RECORD SHOULD �- BE DIRECTED TO THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. CONFLICTS BETWEEN THE LATERAL ENGINEERING, DETAILS, AND NOTES WITH THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE'S DRAWINGS, DETAILS, AND NOTES SHALL BE IDENTIFIED TO HODGE ENGINEERING AS SOON AS IDENTIFIED. THIS LATERAL ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED WIND & SEISMIC FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORM WORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2012 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS LATERAL FORCES WIND: IBC METHOD 1-SIMPLIFIED PROCEDURE PE;R ASCE 7-10. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7-10 TAC. 11= II SITE CLASS PER TABLE 1613.5.2 = D SEISMIC DESIGN CATEGORY = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT lATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R= 6.5 3. S01 L HODGE ENGINEERING IS NOT THE ENGINEER OF RECORD. ALL SOIL REQUIREMENTS ARE TO BE DEI'ERMINED BY THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. � 4. CONCRETE HODGE ENGINEERING HAS BEEN CONTRACTED TO PROVIDE LATERAL ENGINEERING ONLY. THE CONCRETE FOUNDATION AND RETAINING WALLS IF REQUIRED ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. CONCRETE: SHA�L BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEEI' THE REQUIREMENTS OF THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". ADMIXTURES: AdMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE-APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE CONCRETE STRENGTH REQUIREMENTS ARE TO BE PROVIDED BY THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. THIS LATERAL ENGINEERING REQUIRES A MINIMUM OF 2500 PSI Q 28 DAYS. REINFORCING STEEL: SHALL CONFORM TO ASTM A-706, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #4, 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NONCONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS (1907). CRACKS: UNREINFORCED CONCRETE WILL CRACK. CONCREfE MINIMUM COVER OVER REINFORCEMENT: CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5. CARPENTRY NAILS: CONNECTiON DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGFff DIAMEfER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 FASTENER TYPE DIAMETER (IN.) LENGTH (IN.) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0.131 2-1/2 6 4 3 8d "DIPPED GALV.BOX" 0.131 2-1/2 6 4 3 8d "SHINY BOX" 0.113 2-1/2 41/2 3 2-1/2 12 GA. STAPLES 0.1055 1-7/8* 6 5-1/2 4 14 GA. STAPLES 0.080 1-1/2* 6 4 3 15 GA. STAPLES 0.072 11/2* 5 3 2-1/2 10d COMMON WIRE 0.148 3 6 4 3 10d "HOT DIPPED GALV. 0.148 3 6 4 3 Box° 10d "SHINY BOX" 0.131 3 4-1/2 3 2'1/4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE-LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F V8 DOUGLAS FIR FOR CANTILEVERE� SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS bSSOC1ATI0N (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. e PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) FASTENERS (2)(3) FOUNDATION SILL SBX GALV (G60) } PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM � LEDGERS ON � CONCRETE OR �F�R� ACQ, CBA, CA GALV (G185) W MASOPIRY WALLS (4) � c=i� 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) oa FRAMING, DECKING, � � POSTS & LEDGERS 2X, & 4X (CEDAR) NONE GAW (G90) 3 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. 0 ��.�,. t y, �� ,, ; , � � � � � � � ��. _ � A � s � Ty �� t F � t g `'-. .� �.b�'r�»�swna�R y i E � ; � +, t r .z.�.._.--- -- I ��,'a�a��'��::� E��F� �C,�� 5��n€�� °a��3%� � 1 �a�''�'`''��`o.��;A`� �� 4 �� i �8��7 � � L�� i��,° €�d � �4��<��br:: �3[.91L�Id�� 9'�"C�l�V��..i d�ECEIVED �ITY OF TUFCWILA 6'�`J�� !t �0�� '�RNIfT CEf�TER �o BUILDING � CODE 20121BC WIND � EXP. B 110MPN SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENGINEER JO�IN DATE 03.I0.1 b REVIENV zAC� C. AiVALY�T ' SHEEI' OF SHEEfS JOB NUMBER , , , n 160158 � ��'�� .�, z> 1 �1_ ,1 P�`.�;�' �i �� \ � �� . � ,,� � � � � ,�;,��_ I ; �� .��J 01� , �, , ��,. � I �• � ��nn�. �� co '�r�:��r` t,��2��6 . NODC:� �NCsI E RINCs, INC. DO NOT ACC�Pt �OR PEi�'11T UNLESS AN ORICsINAL i�D SEAL