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Permit D19-0052 - CARY LANG CONSTRUCTION - NEW SINGLE FAMILY RESIDENCE
14066 LLC RESIDENCE 14066 35TH AVE S 019-0052 0 Parcel No: Address: �~^�«x ^�� Tukwila "��~� «�n o U�nxm�Xoa Deportment of Community Development 63OVSouthcenusrBoulevard, Suite #1VO Tukwila, Washington 9810Q Phune:206'431'367O Inspection Request Line: 2O6'43g'935O Web site: http://www.TukwilaWA.gov 1523049329 Project Name: 14060 LLC RESIDENCE COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: D19'OO5I 6/5/2Ul9 1Z/Z/2Ol9 Address: Contlac Person: Nome: Contractor: Name: Address: License No: Lender: Name: CARYLANGCONSTRUCTION, INC. Z981524THAVE SW, FEDERAL WAY, WA, 98023 Z98l524AVE SW, FEDERAL WAY, WA, 98023 [ARYLANGCONSTRUCTION INC 29815 Z4TMAVE SW, FEDERAL WAY, VVA,9DO23'Z3OU C8RYLC|I01OF GE0RGE8OVVEL 6557POLATmEAVE N'SEA /| LE, WA, 98103 Phone: (206)423-5055 Phone: (206)423'5055 Expiration Date: 9/26/2020 DESCRIPTION 0FWORK: CONSTRUCTION OFANEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE ACCESS DRIVEWAY, LAND ALTERING, STORM DRAINAGE, EROSION CONTROL AND STREET USE. Project Valuation: $348319.74 Type nfFire Protection: 5phnk|eo� Fire Alarm: Type ofConstruction: Electrical Service Provided by: TUKWILA Fees Collected: $13,097.08 Occupancy per IBC: R-3 Water District: 125 Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: international Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WA[Z96-468: y Code: Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signa Volumes: Cut: 250 Fill: 50 Number: 0 1 1 Date:, ' ,, ) _ I I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and 'gree to the conditions attached to this permit. Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436), 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***BUILDING PERMIT CONDITIONS*** 10: 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. 11: 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. 12: 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. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 14: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 15: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 16: All wood to remain in placed concrete shall be treated wood. 17: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 18: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 19: 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. 20: 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. 21: 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. 22: 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). 23: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 24: 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, 25: 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. 26: ***MECHANICAL PERMIT CONDITIONS*** 27: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 28: 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. 29: Manufacturers installation instructions shall be available on the job site at the time of inspection. fT� 30: 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 moms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 31: 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. 32: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 33: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 34: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspec>Yor. 35: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 36: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 37: 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. 38: 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. 39: Plastic and copper piping running through framing members to within one (1) inch of he exposed framing shall be protected by steel nail plates not less than 18 gauge. 40: 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. 41: 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. 42: 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. 43: 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. 44: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 45: All new plumbing fixturess 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 46: ***PUBLIC WORKS PERMIT CONDITIONS*** 47: Applicant shall call Public Works at (206) 433-0179 to schedule a mandatory pre -construction meeting with Scott Moore, Public Works Inspector. 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 alsobe made 24 hours in advance. 61: Applicant shall obtain a Water Service/WM permit from WD #125 and a sanitary sewer permit from Valley View Sewer District.. 76: Power/telecommunication shall be placed underground. 48: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 49: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 50: 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. 51: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 52: Any material spilled onto any street shall be cleaned up immediately. 53: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 62: Erosion control silt fence and construction entrance shall be installed as the first order of business. 54: 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. 55: The Land Altering Permit Fee is based upon an estimated 150 cubic yards of cut and 50 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. 56: 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. 57: 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. 58: The house shall have a fire sprinkler system installed, a 1-inch water meter with a 1-inch service line is required. 59: A $ 3750.00 bond or cash equivalent in the amount of 150% x cost of construction within the City right-of- way made out to the City of Tukwila for possible property damages caused by activites. 60: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the Caty of Tukwila as additionally insured). 63: A Sensitive Area Hold Harmless Agreement shall be executed by the property owner and recorded against the property at owner's expense. 64: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 65: The property owner is responsible for the maintenance of its storm drainage system, 66: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 67: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 68: Geotechnical Engineer/Soils Engineer shall provide certification of trench backfill to the Public Works Inspector. Trench backfill shall be per 2012 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. (No native backfill unless approved by the City Engineer.) 69: Provide 10 feet minimum one-way access during construction with certified flaggers and two 10 foot minimum access during non -construction, one for each way. 70: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 74: Pavement restoration shall be per City of Tukwila PAVEMENT RESTORATION Details RS-03 and G-1. 75: Pavement restoration shall be per City of Tukwila PAVEMENT RESTORATION Details RS-03 and G-1. 71: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 72: Prior uoconstruction, all utilities inthe vicinity shall befield located. NOTE: For City ofTukwila utility locates, call 811url-DOO424-SS55. 73: The property ov,rerisresponsible for the maintenance ofits storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 77: A $3,750.00 bond or cash equivalent in the amount of 150% x cost of construction within the City right-of- waymadeputtothe[itynfTukwi|aforpooih|eprnpertydannaQescausedhyoc,ivitiesshaUbesubmitted before permit can beioued' 79: A 2-yr maintenance bond on the amount of min. 10% x cost of construction within the City right-of-way made out to City of Tukwila shall be submitted to assure proper infrastructure installation and pavement 78: Before permit can be issued applicant shall submit: a) a copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured), b)executedSensitiveArea Hold Harmless Agreement c)pxecuted Hold Harmless Agreement for work inside the City Right ofWay. . PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438-9360 1700 BUILDING F|NAL ~ U]Ol CONCRETE SLAB 5000 CURB, ACCESS, SDVV 06I0 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FDUNDAT0NYVALL 0409 FRAMING 0708 GAS FIREPLACE INSERT ZOOO GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 K4E[H [QU|PEFF 5230 PAVING AND RESTORE 5230 PAVING AND RESTORE 0508 PIPE INSULATION 0609 P|PE/DUCT|N5ULAT|UN 1900 PLUMBING FINAL 2600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING |NSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gs_w Combination Permit No:a�:1"4� P�rojectNo.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION -- NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: 1.140.6 5 PROPERTY OWNER Name: I —IeGoL- lI -- yG Address:: Li 32 `—I Cfl- City: L State:wiAZip( i CONTACT PERSON -`person receiving all project communication Name: I 1 \ _ l, r� Address: L.4440.3,53 c,) l-� City-sec4.Q State:Wi Zip Phone: Z-0;-1 `W19 - -{)3(4 I Email: I 1 nACi 1%9 can arY1G. 1 . CO'm GENERAL CONTRACTOR INFORMATION Company Name Dam V\A)Q,pz (pork Address (O Z-7 Q2 D State:WA Zippy 1 b 7 City:._.44 Pbone:a06:71 v y Fax: Contr Reg No.;R3SMi5� Exp Date l�# Tukwila Business License No.: Kin o Assessgr's Tax No.: 2 -1 [2S ARCIITTECT OF RECORD } Company Name:/ 1j1 x�_iC 91- 2-5 Architect Name: �n\A j i Leocc�c�i �T Address: ioLl-Kc:c.Ap3uksz Ziat City" State:\JJ \ Zip. Z Phone:2-` YL-1 jZ(1y Fax7_,-_-;5 hL-)--6C-b o Email: ENGINEER OF RECORD Company Name: Engineer Name. UCH / E Ye VA Address: Lit ` State:Wig Za � Phone: l- �� Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Ct'� t1JC 1)53-12)1 41V CS9\Qn84 Address: /Z —7 I n P CL) Al City: Si 7 Lc- Stater n Zip9g/03 H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised; August 2011 bh Page 1 of 4 PROJECT INFORMATION Valuation of project (contractor's bid price): $a(J Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSEDSQUARE FOOTAGE Basement l st floor l 2ad floor 1 CA ZZ g ad carport ■ Garage _✓� Deck - covered ❑ uncovered ❑ Total square footage 2.5A Zg Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator fuel type: ❑ electric 54 gas appliance vent ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ _3 bathtub (or bath/shower combo) y dishwasher —f lavatory (bathroom sink) water heater (gas) bidet floor drain 2— sink lawn sprinkler system 3 clothes washer shower water closet gas piping outlets H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION - Scope of work (please provide detatled information): `-\.(•\%LJ pouu-Qx- ov Call be ore you Dig: 811 149), 5e--C,3,3-4Y--- (1)-r) n'vG19. voickr- Please referPublic Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT 0 ...Tukwila 2...Water District #125 0 „.Letter of water availability provided SEWER DISTRICT ..• .Tulcwila 0 ...Sewer use certificate 0.. Highline ...Valley View 0 Renton 0 ...Letter of sewer availability provided 0.. Renton 0.. Seattle SEPTIC SYSTEM: .. • On -site septic system - for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WI1H APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") 0 ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance 0 Easement(s) LJ 0 Geotechnical Report .. Maintenance Agreement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ...Right -Of -Way Use - Potential disturbance .. Construction/Excavation/Fill - Right -of -Way 0 ...Total Cut 0 ...Total Fill ..• .Sanitary Side Sewer 0 ...Cap or Remove Utilities Ej ...Frontage Improvements 0 ...Traffic Control Cubic Yards Cubic Yards 0 .. Work In Flood Zone 0 .. Storm Drainage o .. Abandon Septic Tank o .. Curb Cut .. Pavement Cut 0 Looped Fire Line 0 ...Permanent Water Meter Size 1 " WO # 115 ID ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size Di...Temporary Water Meter Size " WO # A ...Sewer Main Extension Public 0 - or - Private RI El ...Hold Harmless — (SAO) 0 ... Hold Harmless — (ROW) -or- Non Right -of -Way.. Zi 0 .. Trench Excavation 0 Undergrounding 0 .. Backflow Prevention - Fire Protection Irrigation Domestic Water ater Main Extension Public lk] - or - Private 0 S I FINANCE INFORMATION — TIII$ INFORMAT1ON 18 REQU��D TO BE FILLED Fire line size at property line t ...water Da ...sewer ONTHLY SERVICE BILLING TO: Name: Mailing Addre : HEN REQUESTING WATER OR SEWER SERVICE number of public fire hydrant(s) 2- 0 ...sewage treatment Q, CO Day Telephone: 7---Q-1S (rg-1 \A(1 ea 1G City State Zip WATER METER D ING: Nan7e7-17)3r0 '?-k)C2k)PrOQ-AA Day Telephone:2CL-71C->S-023-154 Mailing Address: PO T-isve (fA 2-7 Astate CfC? 1 (.)7 City Zip HAApplications\Fonns-Applications On Linek2011 Applications1Combination Permit Application Revised 8-9-11.docx Fteviscd: August 2011 bh Page 3 of 4 / PERMIT APPLICATION NOTES APPLICABLETO AL PERMITS IN THIS APP LICAT ION Value of construction — In all cat:es, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the pelntit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within I 80 days following the date of application shall expire by limitation. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPER OW R OR MITHORIIED‘ AGE T: z-77)7 -4 Print Na KL/ At 10,//71 TH Signature: Mailing Address7O<(zA 217 G Date: ak-7—ad/9 Day Telephone: 2-06 --7SS-CZ1c-i C3 67-\11-E CCCZ t City tate Zip HAApplicationsWorms-Applications On Linc12011 App8cations1Combination Permit Application Revised 8-9-1I.docx Revised: Augusi 2011 bh Page 4 of 4 PUBLIC WORKS BULLETIN Al PERMITS AND FEES CITY OF TUKWILA Public Works Department 206-433-0179 This Bulletin summarizes permits Public Works (PW) issues for onsite development and for activities in the right-of-way. Public Works permits can be issued as part of a building permit or as a Miscellaneous permit. Most Public Works permit fees are flat rates, except for Type C permit fees, which are based on the value of the construction work. For Type C permits, PW collects a base application and plan review fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Flat rate permit fees are due when the permit is issued. After the permit is issued, PW may assess additional fees for Revisions and inspections. These additional fees must be paid before the PW Final Inspection occurs. Refer to Bulletins A2, A4, A6, and A7, for more information. PERMIT DESCRIPTION Short-term Nonprofit Type A Issued for 72 hours to nonprofit organizations for assemblies, bike races, block parties, parades, parking, processions, nonmotorized vehicle races, street dances, street runs. Flat Rate $50 plus 5% technology fee. Short-term Profit Type B Issued for 72 hours to for -profit entities for fairs, house moves, sales, street closure. Flat Rate $100 plus 5% technology fee. Construction Type C Issued for 180 days for activities in the right-of-way and on private property. These activities include sewer, water, storm drainage,grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, utility installation/repair. Calculated fee based on construction value plus technology fee. Refer to Bulletin A2 to estimate permit fees. Long-term Type D Issued for periods greater than 72 hours for activities which do not disturb the right-of-way including: air rights, bus shelters, access to construction sites, loading zones, newspaper sales, recycling facilities, sales structures, sidewalk cafes, awnings, benches etc, underground rights, utility facilities, waste facilities. Flat Rate $100 plus 5% technology fee. Potential Disturbance Type E Issued for 180 days for activities having a potential to disturb the right-of-way, such as hauling 6 loaded vehicles/hr/8 hr day for 2 or more consecutive days or hauling hazardous waste. Flat Rate $100 plus 5% technology fee. Blanket Type F Issued for 365 days to telecommunications and cable franchisee, and utilities for connections, repairs, pulling cable through existing conduit, and emergencies. Flat Rate $250 plus $5000 PW inspection deposit. Flat Rate $100/PW Inspection. Approved 09.25.02 Last Revised 01.01.19 1 BULLETIN ,Al Flood Control Issued whenever there is construction, development, or substantial improvement within a shoreline, a special flood hazard area, or a flood -prone area. An FCZP grants approval to construct or develop within a flood hazard area, a flood -prone area or the shoreline, but does not replace the need for additional permits such as a building permit or a land altering permit. Refer to Bulletin A7. Flat Rate $50 plus 5% technology fee. Water Meter - Permanent Issued for domestic water supply for all new or reestablished services when sewer discharge rates are calculated based on water usage. Each individual building requires a separate water main tap. The fee includes a City -provided water meter. Fees listed below. Water Meter — Water Only Issued for a separate service from the main that will not discharge to the public sewer. The fee includes a City -provided water meter. Fees listed below. Water Meter - Deduct Required to meter water not discharged to the public sewer. The Permittee provides, owns, installs, and maintains the meter. This meter is installed downstream of a permanent water meter. An example is landscape irrigation. Flat Rate $25. Water Meter - Temporary Required for use of public water, on a short-term basis, where a metered supply does not already exist. The Permittee rents the meter from the City. Examples include dust suppression during construction or water supply during hydroseeding. Fees listed below. Reviews Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Revew Fee. Revisions Charged for each revision to approved plans. Fee per revision is 25% of the Issuance and Inspection fee. Inspections Charged for each inspection after the first two at a rate of $70.00/inspection. Public Works inspection outside of normal business hours (three-hour minimum charge) - $105.00 per hour WATER METER FEE SHEET Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019 — 12.31.2019 Total Fee 0.75 $625 $6,416 $7,041 1 $1125 $16,040 $17,165 1.5 $2425 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $176,050 6 $12525 $320,800 $333,325 Tem pora ry e 0.75" $300 2.5" $1,500 PAVEMENT MITIGATION AND TRANSPORTATION IMPACT FEES Please refer to Customer Assistance Bulletin A3 Pavement Mitigation and Transportation Impact Fees This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 01.01.19 2 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C permit fees are based on the value of the construction work. The City collects an Application Fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Applicable permits having flat rates are added to the calculated fees and are due when the permit is issued. You may use this form to estimate PW Permit fees. This is an estimate only. Actual fees may vary. If you do not provide contractor bids with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. The permit fee covers the cost for two reviews and two inspections. The permit fee does not include fees for additional reviews, additional inspections, or for revisions to approved plans. These fees are charged separately and must be paid before PW Final Inspection. Refer to Bulletins Al, A4, and A6 for more information. Three activities trigger a Type C permit. They are 1) Construction in the right-of-way, 2) Construction on private property, and 3) Grading. The following information should help you determine if you need a Type C permit. Type C Construction Issued for 180 days for activities in the right-of-way and/or on private property. These activities include sewer, water, surface water, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, or utility installation/repair. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C Grading Fills in the regulatory floodway shall not be permitted. Per TMC Chapter 16.54.050: • A grading permit does not include construction of retaining walls or other structures. • A grading permit is issued for 180 days for all grading operations, except for the listed exemptions: 1. Excavation for construction of a structure permitted under this code. 2. Cemetery graves. 3. Refuse disposal sites controlled by other regulations. 4. Excavations for wells or trenches for utilities. 5. Mining, quarrying, excavating, processing or stockpiling rock, sand, gravel, aggregate or clay controlled by other regulations, provided such operations do not affect the lateral support of, or significantly increase stresses in, soil on adjoining properties. 6. Exploratory excavations performed under the direction of a registered civil or geotechnical engineer. Exploratory excavation does not include grading to begin construction of a structure, prior to receiving a permit. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 BULLETIN A2 (!) TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees eft PROJECT NAME ,..)/t), pep izie66 3c Aye S. kivi7 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. PERMIT # D19-aocca 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water / 2-00 Road/Parking/Access /VA 4" 2 A. Total Improvements 3 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. 4. TOTAL PLAN REVIEW FEE (B+C+D) Do 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51-100 $23.50 101 —1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Nan Review Fees $250 (1) (4) (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 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) (6) 7. Pavement Mitigation Fee (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8.* GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.19 2 (8) (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees Total A through I (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 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 $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) InstaIIation Cascade Water Alliance RCFC 01.01.2019-1231.2019 Total Fee 0.75 $625 $6,416 $7,041 1 $1125 $16,040 $17,165 1.5 $2425 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $176,050 6 $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 Temporary Meter 0.75" $300 2.5" $1,500 3 01P4A"" &tAt #- 2 St) 0 r ILA 44:y 0 4 , 2 906/4. Cash Register Receipt City of T4wila Receipt Number R18922 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $53,822.34 D19-0052 Address: 14066 35TH AVE S Apn: 1523049329 $1,235.00 PUBLIC WORKS $1,235.00 PAVEMENT MITIGATION R000.344.101.00.00 0.00 $1,235.00 D19-0197 Address: 13031 57 AVE S Apn: 2172000276 $52,587.34 1 INCH $7,541.00 CONNECTION CHARGE R401.379.002.00.00 00.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R0CI0.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405,00,00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED 13640.237.500 0.00 $6,416.00 DEVELOPMENT $6,714.39 PERMIT FEE R000.322.100.00.00 0.00 $4,021.45 WASHINGTON STATE SURCHARGE (3640.237.114 0.00 $6.50 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,613.94 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $72.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R104.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $1,388.72 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 SEWER SERVICE FEE _ $20,400.00 SEW ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20400.00 TECHNOLOGY FEE $330.18 TECHNOLOGY FEE R000.322.900.04.00 0.00 $330.18 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FO TER PT R401.379.004.00.00 0.00 $11,216.05 TOTAL FEES PAID BY RECEIPT: R18922 . i . $53,822.34 Date Paid: Monday, October 28, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26491 Printed: Monday, October 28, 2019 9:05 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK ,750.00 D19-0052 Address: 14066 35TH AVE S Apn: 1523049329 750.00 PUBLIC WORKS ,750.00 PW BONDS/DEPOSITS B000.239.100 0:00 $ ,750.00 TOTAL FEES PAID BY RECEIPT: R17811 $3,750.00 Date Paid: Wednesday, June 05, 2019 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 26214 Printed: Wednesday, June 05, 2019 9:48 AM 1 of 1 c YSTEMS Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $10,441.65 D19-0052 Address: 14066 35TH AVE 5 Apn: 1523049329 $10,441.65 DEVELOPMENT $3,954.66 PERMIT FEE R000.322.100.00.00 0.00 $3,700.66 WASHINGTON STATE SURCHARGE B640,237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $123.75 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $123.75 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 ,683.00 PARK R104.345.851.00.00 0.00 $2,859.O0 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0,00 $260.00 PUBLIC WORKS $1,274.20 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,061.20 GRADING PLAN REVIEW • R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $72.00 FILING AND RECORDING FEES R000.345.890.00.00 0.00 $104.00 TECHNOLOGY FEE $215.79 TECHNOLOGY FEE R000,322.900,04.00 0.00 $215.79 L TOTAL FEES PAID BY RECEIPT: R17810 , $10,441.65 Date Paid: Wednesday, June 05, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26213 Printed: Wednesday, June 05, 2019 9:42 AM 1 of 1 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $2,655.43 D19-0052 Address: Apn: $2,655.43 DEVELOPMENT $2,405.43 PLAN CHECK FEE R000.345.830.00,00 0.00 $2,405.43 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R16820 R000.322.100.00.00 , 0.00 $250.00 $2,655.43 Date Paid: Friday, February 08, 2019 Paid By: R.B SMITH DEVELOPMENT COMPANY Pay Method: CHECK 2511 Printed: Friday, February 08, 2019 9:48 AM 1 of 1 COMSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 3670 Permit Inspection Request Line (206) 438-9350 Project Typen e ti n: Address: 1 eq v Date Ca led: 'Specia Instruct.ons: 'Date ed: a. 111 . p.m. Requester: Phone No: XIApproved per applicable codes. COMMENTS: eI Jo Corrections required prior to approval. inspector: Date: 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call. to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Ty o Inspection: Q3',4ve 1(044 Date Ca ed: Special Instructions: Date Wanted: 1 a.m. m. 'Requester: Phone No: proved per applicable codes. Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cat[ to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project.Type if LI of Inspection: Oa/ Address: Date Called: Special Instructions: !Date Warted: a.m. p.m. Requester: Phone No: Approved per applicable codes. RiCorrections required prior -to approval. COMMENTS: / "ALL REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro 'ect: Type o Inspection: Address: /ij 5T7t1r� 'I~?ate Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. 1Corrections required prior to approval. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prtoje L I -Ty �e © Ip n: s ► 775 :� 3 5peciat instructions: Da t anted: ,.» a.rr . p.m. Requester: Phone No: ElApproved per applicable codes. REINSPECTION FEE REQUIRED paid at 6300 Southcenter Blvd.. S 0 0 1' corrections required prior to approval. or to next inspection, fee must be 100. Call to schedylle re' spection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ND 62 0 LLre, DES 1 ? �. Type o spec tion: fle- 4--wti 1 Address: !P-1067G 35 Avg ©ate Called: 5 Special Instructions: bate Wanted: Z - Z1C)l5 a.m. p.m. equester: Phone No; Approved per applicable codes. 'COMMENTS: Corrections required prior to approval. REINSPECT! N FEE REQUIRED. Prior to next inspefee must be paid at 6300 Southcenter thcenter Blvd„ Suite 109. Call to a edule reinspection. C PC_ `Oar Can INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206> 431-3670 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permi Project: r L/12d ��... Type of Ins ection:- ..... Address: ; Date C ailed: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: proved per applicable codes. COMMENTS nspect Corrections required prior to approval. `Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter- Btvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Ty , of I n • it. 0 =. ,/ I S e Date C »red: pecial Instruction s: ,Dat anted: :_... a.m. p.m. :Requester: Phone No: © Approved per applicable codes. COMME Corrections required prior to approval. nspector: Date: REINSPECTION FEE REQUIRED. Prior to next inslfectio fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Special lnstructians: Approved per applicable codes. COMMENTS: ElCorrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: Date Called: � �(0 / . LC / s/ 4c.r. ,Special Instructions: Date Wanted: a.rr p.m. Requeste Phone No: pproved per applicable codes. El Corrections required prior to approval. COMMENTS: J Date: 8 /6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project; Type of Ins�on: Address: Date Called: Special lispructions: 'Date t`anted: a.m. Requester: Phone No: pproved per applicable codes. ENTS: Corrections required prior to approval. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431 670 'Project: 14 0 4.0 L, 11.• C..* Type of Ins pe n: L.4.1444.-r 4 Address: Date Lalled: . Spectal 31 InsucLions: LQ Date Wanted: a.m. P-m• Reque e : P ne No: zic, 5. Approved per applicable codes. voCorrections required prior to approval. ri REINSPECT! FEE REQUIRED. Prior to paid at 6300 Southc.ellr Blvd. 100. k INSPECTION RECORD Retain a copy with permit INSPECTION NO. RMtT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 670 Permit Inspection Request Line (206) 438-9350 Projeci : 40 k 1... � Type oft ection. 44 'Address: 'Date Called: Spite s t' ' Date Wanted: a.m.p.m. Requester: Phone No: QApproved per applicable codes. Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must b pai&at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: Vo'( Date Called: 5 eci p Date Wanted: = 7 "' a.m. p.m. Requester: Phone No: proved per applicable codes. D Corrections required prior to approval. COI MEN Date: REINSPECTION FEE REQUIRE©. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 1010. Gall to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER' T NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43 3670 Permit Inspection Request Line (206) 438-9350 Project: /10 Type oflnspec on: 1)0920,-PLCOt Address: il ar e1 , Daite Called: Special lnstruc ns: Date anted: a,m. p.m. Requester: Phone No: ElApproved per applicable codes. ections required prior to approval. PECTION FEE REQUIRED. Prior to next inspection. fee must be __.—paid at. 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:: Type of Ins ection: Address: Date Called: Special Instructions: Date Wanted: -Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. EFTS: f nspecto Date: REINSPECTION F » ' EQUIRED. Prior to next inspection, fee must be paid at 6300 Sou enter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 141490 L. C.� Type of Inspection: �� : �• wrz: , Address: 140 Date Called: Special Instructions: Date t anted: 1Jj�jJ a.n_ Requester: Phone No: pproved per applicable codes. ENT Corrections required prior to approval. nspect Date: REINSPECTION FEREQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspecfion. NSPECT1ON RECORD Retain a copy with permit ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Sc uthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type o Inspection: Ad1dress(//:�j / Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: proved per applicable codes. ort'ections required prior to approval. OMMENTS: encrOft) nspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Simple Heating System Size: Washington State Tills heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Enemy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating Toads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads, The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information New Single Family Dwelling Parcel Number 1523049329 Burien, Washington Contact Information P.O.Box 86276 attle, Washington 98168 Heating System Type: Q All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word 'Instructions". Design Temaerature Instructions Ty Area of Building Conditioned Floor Area Instructions Conditioned Average Ceiling Heigh Instructions Avera Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions ► FOR LIANCE e Ceilingg pVED a MAY 31 2019 City of Tukwila BUILDING DIVISION R-49 Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Instructions Floors Instructions R-38 Vented alls (see Figure 1) R-21 Intermediate 0 Below Grade Walls (see Figure 1) Instructions Select R-value Slab Below Grade (see Figure 1) Instructions Select conditioning Slab on Grade Instructions ee Figure 1) ect R-Value Location of Ducts Instructions 0 Figure 1. Above Grade -oos2. Design Temperature Differencel'(! C E i V E Dt6 AT = Indoor (70 degrees) - °Tirirnef T U K W I L A 2,422 8.5 MAY 07 2019 ConditigI&nw CENTER 20,587 U-Factor X Area = UA 0.30 385 115.35 U-Factor X Area = UA 0.50 C © R RE CT1ON — U-Factor X Area uA LTR# 0.026 1,566 40.72 U-Factor X Area UA 0.027 0 U-Factor X Area UA 0.056 2,266 126.90 U-Factor X Area UA 0.029 1,566 45.41 U-Factor X Area UA No selection F-Factor X Len UA No selection �� F-Factor X Len h UA No selection Duct Leakage Coefficient 1.10 Sum of UA 328.38 Envelope Heat Load Sum of UA X AT Air Leakage Heat Load Volume X 0.6 X ATX.018 Building Design Heat Load Air Leakage + Envelope Heat Loss 'RECE1 EID MAY 0 8 2019 TUKWILA PUBLIC WORKS 15,105 Btu / Hour 10,228 Btu / Hour 25,333 Btu / Hour Building and Duct Heat Load 27,866 Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 39,013 Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump Btu / Hour Btu / Hour (07/01/13) Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information ,New Single Family Dwelling Randy Smith Parcel Number 1523049329 Burien, Washington P.O.Box 86276 Seattle, Washington 98168 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones R-Valued U-Factor Fenestration U-Factor' n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC°'e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall9'm'" 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 30" 0.029 Below Grade Wall ."' 10/15/21 int + TB 0.042 Slab R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc _ 2.0 Id Efficient Building Envelope Id 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a - 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy _ 0.5 ❑ Q ❑ ❑ IC 0 11 Q El 1*1200 kwh 0.5 1.0 0.5 1.5 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions TableR402.1.1 Footnotes ForS|.'1 foot .= 304.8 nnmn, ci .= continuous insulation, int .= intermediate framing. " R'va|uesane mnininnunnx. U-factorsand 5HGCano maximums. When insulation is installed in acavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R'va!wm specified in the table. b The fenestration U-factorcu|unnn excludes skylights. The SHGCcolumn applies to all glazed fenestration. C 1110/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R'21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall, "78" means thermal break between floor slab and basement wall. ~R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9-1. ° There are nmSHGCrequirements inthe Marine Zone. / Reserved. °Resarved. ''Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. i Reserved. k For single rafter- or/nist+/au|ted ceilings, the insulation may be reduced to R'38. / m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum ofR-10insulation. Table R402.1'3Fomtno%e ~ Nonfenestrotion U-factorsshol| be obtained from measurement, calculation oran approved source or as specified in Section R403.1.3. Window, Skylight and Door Schedule Project Information New Single Family Dwelling Parcel Number 1523049329 Burien, Washington Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Contact Information Randy Smith P.O. Box 86276 Seattle, Wasahington 98168 0.16 Ref. U-factor Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sa ce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0.30 Width Height Qt. Feet Inch Ft t Inch 6 8 Width Height Qt. Feet inch Feet inch 2 5 0 1 3030 6 5 o 4 o 2 2 04 0 2 2 6 1 2 0 a 1 4 ° o 2 2 6 5 o 2 3 05 0 1 6 0 6 8 2 3 a .1 0 .1 3 o 2 0 Area UA 60.0, 9.60 0.0 0.00 Area UA 50.0 15.00, 9.0 2.70 120.0 36.00 16,0 4.80 5.0 1.50 6.0 1.80 12.0 3.60 25.0 7.50 30.0 9.00 40.0 12.00 6.0 1.80 6.0 1.80 0.0 0.00 0.0 0.00 0.0 0.00 0.0_ 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00, 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0, 0.00 0.0 0.00 0.0 0.00 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UNArea Width Height Ref. U-factor Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UNArea Total Sum of Fenestration Area and UA (for heating system sizing calcufations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 325.0 97.50 Area 0.30 UA 0.0 0,00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 385.0 107.10 Structural Calculations: Lateral & Gravity Load Design Single Family Dwelling Client: R B Smith Development Company c/o Randy Smith P.O. Box 86276 Seattle, Washington 98168 1 Site Address: 14066 35th Ave outi3OMPLpoicE Parcel Number: 1523049,329 .PPROVED MAY 31 City of Tukwila BUILDING DIVISION Bernhoft & Associa es 702 Broadway, Suite 201 Tacoma, Washington 98402 253-274-0244 Designers: 1 Engineer: Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168 206.571.8794 Job # 2019-S2-Smith RECEIVED CITY OF ILIKWI FEB 08 2019 PERMIT CENTER EX:PULS 4/2-if2fnc, A 4- NU_ All information for construction is detailed on the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for validity. Engineering assumptions are listed below. If these conditions are not present at the site these calculations are void. Bruce S. MacVeigh, P.E. must be contacted immediately at (206) 571-8794. INTRODUCTION: This engineering report summarizes the results of the gravity and lateral load design engineering services for the proposed structure. SCOPE OF WORK: The Scope of Work is to provide engineering analysis and design to resist gravity and lateral loads in accordance with the 2015 D3C. Our services extend from the foundation up to the roof. Foundations are engineered to support the structure on a flat surface with a minimum 1500 psf soil bearing. Special foundations for lots not level or with poor soil bearing are not provided unless noted otherwise. The enclosed documents are to be used in conjunction with the plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. CODE CRITERIA: Building Codes Seismic Zone Period T (sec) Response Mod Factor Soil Profile Seismic Source Type Spectral Response Acceleration Si: 0.515 g, Ss: 1.383 g Reliability Factor Rho 1.0 Wind Zone Vult = 110 mph, 3 second gust, Exposure B Vasd = 85 mph, 3 second gust, Exposure B Kzt Factor 1.00 SOILS CRITERIA Soils Consultant Soils Report # Bearing Pressure Req'd Bearing Depth MATERIALS CRITERIA Concrete (28 day strength) Foundations and Slab Structural Slab Walls Reinforcing Steel Glu-Lam Beams PLYWOOD APA RATED 2015 IBC/IRC Code DI 0.196 6.5, East/West Direction. 6.5, North/South Direction D D None None 1500 psf uno 12" Frost Level Min. Specified Fc= 3000psi Fc= 3000psi Fc= 3000psi Min. Designed Fc= 2500psi Fc= 2500psi Fc= 2500psi ASTM A-615 Grade 40 - #4 & #5 Bars ASTM A-615 Grade 60 - #6 Bars and larger Visually Graded Western Species- Dry Use Fb = 2400 psi, V4 Roof: 1/2" cdx or 7/16" osb PI = 32/16 Floor: 3/4" T&G cdx or osb PI = 48/24 LOADING CRITERIA FOR ROOF AND/OR CEILING ITEM MATERIAL LOAD PSF Roofing Asphalt Shingles 3.0 Sheathing or Decking 15/32 CDX or 7/16" OSB 1.5 insulation R49 3.0 Framing Trusses @ 24" o.c. 2.1 Ceiling 5/8" gwb 2.8 Miscellaneous 2.0 Total dead load 14.4 psf , Use 15 psf LIVE LOADS: Snow — 25 PSF (Non reducible) Ceiling Only — 10 PSF Increase in Fb and Fv of 15% allowed for duration of load when noted. LOADING CRI1ERIA FOR FLOOR: ITEM LOAD PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 5/8" GWB 2.8 R-30 Insulations Batt Insulation 1.4 Framing, Joists TJI floor joists 2.4 Miscellaneous Electrical, etc. 1.00 Beams 1.00 Total Dead Load 13.9 PSF TOTAL DEAD LOAD FLOOR = USE 15 PSF FLOOR LIVE LOADS: Residential — 40 PSF Decks - 60 PSF WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 2019-S2-Smith.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Bruce S. MacVeigh, PE 19245 59th Avenue South Tukwila, Washington 98168 RE Smith Development Company c/o Randy Smith P.O. Box 68276 Seattle, Washington 98168 DESIGN SETTINGS Feb. 4, 2019 11:50:03 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 205 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration TemperatRre Moisture Content Factor Range Fabrication Service 1. 60 T<=100F <=19% <=19% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 0.83 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... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Table 4.3.3.5 Non -identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C9 . .2-2 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Wind ASCE 7-10 Directional (A11 heights) ASCE 7-10 12.8 Seismic Equivalent Lateral Force Procedure Design Wind Speed 110 mph Serviceability Wind Speed 72 mph Exposure Exposure B Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category Regular Bearing D D II - All others Wall Spectral Response Acceleration S1:0.510g Ss: 1.380g Topographic Information [ft] Shape Height - - Site Location: - Length - Fundamental Period T Used Approximate Ta Maxiimum T E-W 0.196s 0.196s 0.274s N-S 0.196s 0.196s 0.274s Elev : 19ft Avg Air density: 0.0765 Flexible building, gust factor lb/ cu ft = 0.85 Response Factor R 6.50 6.50 Case 2 E-W loads Eccentricity (ft) 4 .50 Loaded at 75% N-S loads 8.40 Fa: 1.00 Fv: 1.50 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:60:03 Structural Data STORY INFORMAT ON Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Ceiling 19.33 0.0 Level 2 10.33 1'-6.0 9.00 Level 1 0 .83 10.0 8.00 Foundation 0.00 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story N-S Ridge Location X,Y = 0.00 18.17 North Gable 90.0 2.00 Extent X,Y = 30.00 37.83 South Gable 90.0 2.00 Ridge X Location, Offset 15.00 0.00 East Side 18.0 2.00 Ridge Elevation, Height 24.21 4.87 West Side 18.0 2.00 Block 2 2 Story N-S Ridge Location X,Y = 0.00 2.00 North Joined 90.0 2.00 Extent X,Y = 23.00 16.17 South Gable 90.0 2.00 Ridge X Location, Offset 11.50 0.00 East Side 18.0 2.00 Ridge Elevation, Height 23.07 3.74 West Side 18.0 2.00 2 WoodWorks° Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick in GU in PIy Or Gvtv Ibs/in Size Type Df Eg in Fd in Bk Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 2,3 2 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 2,3 3 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 3 egen : Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb/in, of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels 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 — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8"; 6d = .092" x 1-7/8"; 8d = .113" x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. 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 withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL bv WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L , Stud 1.50 5.50 16 0,50 1.40 3 . . D,Fir-L Stud 1.50 5.50 16 0.50 1.40 egen : 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, WoodWorks® Shearwalls 2019-52-Smith.wsw Feb. 4, 2019 11:50:03 EARLINE. WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X [ft] Extent [ft] Start End Length [ft] FHS [ft) Aspect Ratio Height [ft) Line 1 Level 2 Line 1 3 0.00 2.00 56.00 54.00 37.46 - 9.00 Wall 1-1 Prf 3 0.00 2.00 56.00 54.00 37.46 - - Segment 1 - - 2.00 6.00 4.00 3.56 2.25 Opening 1 - - 6.00 11.00 5.00 5.00 - 5.00 Segment 2 - 11.00 19.67 8.67 8.67 1.04 - Opening 2 - 19.67 23.67 4.00 4.00 - 3.00 Segment 3 - - 23.67 33.25 9.58 9.58 0.94 - Opening 3 - - 33.25 35.25 2.00 2.00 - 3.00 Segment 4 - 35.25 42.67 7.42 7.42 1.21 - Opening 4 - - 42.67 44.67 2.00 2.00 - 4.00 Segment 5 » - 44.67 51.42 6.75 6.75 1.33 _ Opening 5 - - 51.42 53.42 2.00 2.00 - 4.00 Segment 6 - - 53.42 56.00 2.58 1.48 3.48 - Level 1 Line 1 3 0.00 2.00 56.00 54.00 49.00 - 8.00 Wall 1-1 Seg 3 0.00 2.00 23.75 21.75 21.75 0.37 - Wall 1-2 Prf 3 0.00 23.75 56.00 32.25 27.25 - - Segment 1 23.75 34.42 10.67 10.67 0.75 - Opening 1 - - 34.42 39.42 5.00 5.00 - 4.00 Segment 2 - - 39.42 56.00 16.58 16.58 0.48 - Line 2 Level 2 Line 2 NSW 8.00 0.00 2.00 2.00 0.00 9.00 wall 2-1 NSW 8.00 0.00 2.00 2.00 0.00 1.00 - Line 3 Level 2 Line 3 3 23.00 2.00 56.00 54.00 13.17 9.00 wall 3-1 NSW 22.00 0.00 2.00 2.00 0.00 1.00 - Wall 3-2 Prf 3 23.00 2.00 18.17 16.17 13.17 - Segment 1 - - 2.00 9.50 7.50 7.50 1.20 - Opening 1 - - 9.50 12.50 3.00 3.00 4.00 Segment 2 - - 12.50 18.17 5.67 5.67 1.59 - Level 1 Line 3 Seg 3 23.00 2.00 56.00 54.00 16.17 - 8.00 Wall 3-1 Seg 3 23.00 2.00 18.17 16.17 16.17 0.49 - Line 4 Level 2 Line 4 3 30.00 18.17 56.00 37.83 26.36 - 9.00 Wall 4-1 Prf 3 30.00 18.17 56.00 37.83 26.36 - - Segment 1 - - 18.17 21.25 3.09 2.12 2.92 - Opening 1 - - 21.25 26.25 5.00 5.00 - 5.00 Segment 2 - 26.25 30.17 3.92 3.41 2.30 - Opening 2 - - 30.17 35.17 5.00 5.00 - 5.00 Segment 3 - - 35.17 56.00 20.83 20.83 0.43 - Level 1 Line 4 3 30.00 18.17 56.00 37.83 26.22 - 8.00 wall 4-1 Prf 3 30.00 18.17 56.00 37.83 26.22 - Segment 1 - - 18.17 31.00 12.83 12.83 0.62 - Opening 1 - 31.00 34.00 3.00 3.00 - 3.00 Segment 2 - - 34.00 37.25 3.25 2.64 2.46 - Opening 2 - - 37.25 40.25 3.00 3.00 6.75 Segment 3 - - 40.25 45.42 5.17 5.17 1.55 - Opening 3 - - 45.42 50.42 5.00 5.00 - 4.00 Segment 4 - - 50.42 56.00 5.58 5.58 1.43 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y [ft] Start End Iffq [ft] Ratio MI Line A Level 2 Line A 1 0.00 8.00 22.00 14.00 2.97 - 9.00 Wall A-1 Prf 1 0.00 8.00 22.00 14.00 2.97 - - Segment 1 - - 8.00 10.58 2.58 1.48 3.48 - Opening 1 - 10.58 19.42 8.83 8.83 - 5.00 Segment 2 - 19.42 22.00 2.58 1.48 3.48 _ Line B Level 2 Line B 2 2.00 0.00 22.00 22.00 3.00 - 9.00 Wall B-1 Seg 2 2.00 0.00 8.00 8.00 3.00 - _ Segment 1 - - 0.00 2.50 2.50 - 3.60 - 4 ��w��Y ��U� UU �����������""�°~= ~~""������""s SHEARLNmE,WALL and OPENING DIMENSIONS (continued) Opening z Segment z Wall a-z NSW Leve|l Line a Wall a-1 oen z Segment en�'u - Opening 1 - Segment z - Line Lmvv|2 Line o Wall c-z mum Segment z - Opening I - Segment z - Lave|l Line o Wall c-1 mam Segment z - oneoiuo z _ Segment z - Line Levw|l Line o y Wall o-z erz 3 Segment 1 - op=oiuy z - Segment z - Lines Levo|% zioo E z Wall E-1 oen s wazz o-z oeu z Leve|l Line E ueg o Wall E-1 ueo s Line Lmve|o Line r a Wall r-z xeo 3 Segment z Opening 1 Segment z Line Levell Line s oe« s m=zz s-z oe« s Line* Leve|a Line a s Wall u-z Pzf z Segment 1 - onouiuo 1 Segment 2 Opening z Segment 3 Levell Line u a Wall u-z erc 3 Segment eom�u - Opening z - Segment ec��o - opening z _ Segment : - z - - - - - _ - 2.50 5.00 2.50 ».on 8.00 3.00 22.00 23.00 1.00 _ - - s'oO 1.00 zon 0.00 23.00 23.00 7.00 - 2.00 0.00 23.00 23,00 7.00 - - 0.00 3.50 s.*o - 2.2e - 3.50 19.50 16.00 - - - 19.50 23.00 s.:o - 2.29 18.17 23.00 30.00 7.00 18.17 23.00 30.00 7.00 - 23.00 26.00 3.00 - zs'oo 29.00 3.00 - 29.00 »o'oo 1.00 18.17 23.00 30.00 7.00 18.17 23.00 30.00 7.00 - 23.00 26.00 3.00 - 26.00 29.00 3.00 - 29.00 30.00 1.00 0.00 0.00 - - - - _ - - - - _ - 23.75 0.00 30.00 30.00 19.00 - 23.75 0.00 22.00 22.00 19.00 - - 0.00 12.00 12.00 12.00 0.67 - zz'oo 15.00 3.00 ».on - - 15.00 22.00 7.00 7.00 1.14 27.83 0.00 30.00 30.00 27.83 0.00 12.67 12.67 27.83 15.33 »o.00 14.67 27.83 0.00 30.00 30.00 27.83 15.33 30.00 1*.67 «n.00 0.00 »u.no 30.00 40.00 0.00 12.33 12.33 - 0.00 0.50 0.50 - 0.50 zon 2.50 - 3.00 12.33 9.33 43,17 0.00 30.00 30.00 0.00 11.83 11.83 27.33 12.67 14.67 14.67 z*.s7 9.33 - 11.83 11.83 - 0.71 0.61 - 56.00 0.00 30.00 30.00 19.11 - 56.00 0.00 30.00 30.00 19.11 - - 0.00 4.00 4.00 a.»n 2.25 - «.ov 9.00 s'oo 5.00 - - 9.00 21.00 1.2.00 12.00 0.75 - 21.00 26.00 5.00 5.00 - - za'oo 30.00 «.uu 3.5* 2.25 56.00 0.00 30.00 30.00 zy.no 56.00 n'uo 30.00 30.00 19.00 - - o.no *.on 4.00 4.00 2.00 - «.00 9.00 5.00 5.00 - - 9.00 20.00 11.00 11.00 0.73 - 20.00 26.00 *.00 s.on - - u*.on 30.00 4.00 4.00 2.00 - 5.00 _ - - 7.00 - - - «'7* - _ - 7.00 - - - 6.75 - - _ - - _ 6.75 _ _ NSW ~non-s»oanvox Location - Dimension perpendicular to wall FHS'Length of full -height sheathing used to resist shear force, For perforated walls, it is based on the factored segments L/defined in3DPWS ��4� 3 Aspect Ratio - Ratio of wall height to segment length (hlbs) WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 6 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 Loads WIND SHEAR LOADS (as entered or qenerated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location[fa Start End Magnitude [lbs,p1f,psf] Start Trib Ht End [ft] Block 1 W Wall Min W->E Wind Line 2.00 56.00 36.0 Block 1 W Wall 1 W->E Wind Line 2.00 56.00 48.0 Block 1 W Roof Min W->E Wind Line 16.17 58.00 22.1 Block 1 W Roof 1 W->E Wind Line 16.17 58.00 -9.5 Block 1 E Roof Min W->E Lee Line 16.17 58.00 22.1 Block 1 E Roof 1 W->E Lee Line 16.17 58.00 45.7 Block 1 E Wall Min W->E Lee Line 18.17 56.00 36.0 Block 1 E Wall 1 W->E Lee Line 18.17 56.00 32.2 Block 1 W Wall 1 E->W Lee Line 2.00 56.00 32.2 Block 1 W Wall Min E->W Lee Line 2.00 56.00 36.0 Block 1 W Roof 1 E->W Lee Line 16.17 58.00 45.7 Block 1 W Roof Min E->W Lee Line 16.17 58.00 22.1 Block 1 E Roof 1 E->W Wind Line 16.17 58.00 -9.5 Block 1 E Roof Min E->W Wind Line 16.17 58.00 22.1 Block 1 E Wall 1 E->W Wind Line 18.17 56.00 48.0 Block 1 E Wall Min E->W Wind Line 18.17 56.00 36.0 Block 1 S L Gable 1 S->N Wind Line 0.00 15.00 0.0 55.2 Block 1 $ L Gable Min S->N Wind Line 0.00 15.00 0.0 39.0 Block 1 S R Gable 1 S->N Wind Line 15.00 30.00 55.2 0.0 Block 1 S R Gable Min S->N Wind Line 15.00 30.00 39.0 0.0 Block 1 S Wall 1 S->N Wind Line 23.00 30.00 48.0 Block 1 S Wall Min S->N Wind Line 23.00 30.00 36.0 Block 1 N Wall 1 S->N Lee Line 0.00 30.00 28.8 Block 1 N L Gable 1 S->N Lee Line 0.00 15.00 0.0 31.2 Block 1 N L Gable Min S->N Lee Line 0.00 15.00 0.0 39.0 Block 1 N Wall Min S->N Lee Line 0.00 30.00 36.0 Block 1 N R Gable Min S->N Lee Line 15.00 30.00 39.0 0.0 Block 1 N R Gable 1 S->N Lee Line 15.00 30.00 31.2 0.0 Block 1 5 L Gable Min N->S Lee Line 0.00 15.00 0.0 39.0 Block 1 S L Gable 1 N->S Lee Line 0.00 15.00 0.0 31.2 Block 1 $ R Gable Min N->S Lee Line 15.00 30.00 39.0 0.0 Block 1 S R Gable 1 N->S Lee Line 15.00 30.00 31.2 0.0 Block 1 S Wall Min N->S Lee Line 23.00 30.00 36.0 Block 1 S Wall 1 N->S Lee Line 23.00 30.00 28.8 Block 1 N L Gable Min N->S Wind Line 0.00 15.00 0.0 39.0 Block 1 N Wall 1 N->S Wind Line 0.00 30.00 48.0 Block 1 N L Gable 1 N->S Wind Line 0.00 15.00 0.0 55.2 Block 1 N Wall Min N->S Wind Line 0.00 30.00 36.0 Block 1 N R Gable 1 N->S Wind Line 15.00 30.00 55.2 0.0 Block 1 N R Gable Min N->S Wind Line 15.00 30.00 39.0 0.0 Block 2 W wall 1 W->E Wind Line 0.00 2.00 48.0 Block 2 W Wall Min W->E Wind Line 0.00 2.00 36.0 Block 2 W Roof 1 W->E Wind Line 0.00 18.17 -10.2 Block 2 W Roof Min W->E Wind Line 0.00 18.17 17.5 Block 2 E Roof Min W->E Lee Line 0.00 18.17 17.5 Block 2 E Wall Min W->E Lee Line 0.00 2.00 36.0 Block 2 E Roof 1 W->E Lee Line 0.00 18.17 37.0 Block 2 E Wall 1 W->E Lee Line 0.00 2.00 26.5 Block 2 E Wall 1 W->E Lee Line 2.00 18.17 26.5 Block 2 E Wall Min W->E Lee Line 2.00 18.17 36.0 Block 2 W Roof Min E->W Lee Line 0.00 18.17 17.5 Block 2 W Wall Min E->W Lee Line 0.00 2.00 36.0 Block 2 W Roof 1 E->W Lee Line 0.00 18.17 37.0 Block 2 W Wall 1 E->W Lee Line 0.00 2.00 26.5 Block 2 E Wall Min E->W Wind Line 0.00 2.00 36.0 Block 2 E Roof Min E->W Wind Line 0.00 18.17 17.5 Block 2 E Roof 1 E->W Wind Line 0.00 18.17 -10.2 Block 2 E Wall 1 E->W Wind Line 0.00 2.00 48.0 Block 2 E Wall Min E->W Wind Line 2.00 18.17 36.0 Block 2 E Wall 1 E->W Wind Line 2.00 18.17 48.0 Block 2 S L Gable Min S->N Wind Line 0.00 11.50 0.0 29.9 Block 2 S Wall Min S->N Wind Line 0.00 8.00 36.0 Block 2 S Wall 1 S->N Wind Line 0.00 8.00 48.0 Block 2 S L Gable 1 S->N Wind Line 0.00 11.50 0.0 42.1 Block 2 S Wall Min S->N Wind Line 8.00 22.00 36.0 Block 2 $ Wall 1 S->N Wind Line 8.00 22.00 48.0 Block 2 S R Gable Min S->N Wind Line 11.50 23.00 29.9 0.0 Block 2 S R Gable 1 S->N Wind Line 11.50 23.00 42.1 0.0 Block 2 S Wall Min S->N Wind Line 22.00 23.00 36.0 7 WoodWorks® Shearwa Is 2019-82-Smith.wsw Feb. 4, 2019 11:50:03 WIND SHEAR LOADS (as entered or generated) (continued) Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 S S S S S S S S S S S Wall L Gable Wall Wall L Gable Wall Wall R Gable R Gable Wall Wall 1 1 1 Min Min Min 1 1 Min 1 Min S->N N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S Wind Lee Lee Lee Lee Lee Lee Lee Lee Lee Lee Line 22.00 23.00 Line 0.00 11.50 Line 0.00 8.00 Line 0.00 8.00 Line 0.00 11.50 Line 8.00 22.00 Line 8.00 22.00 Line 11.50 23.0C. Line 11.50 23.00 Line 22.00 23.00, Line 22.00 23.00 48.0 0.0 31.9 36.0 0.0 36.0 31.9 26.5 29.9 31.9 36.0 26.5 29.9 0.0 0.0 Levell Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,p1f,psfl Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall 1 W->E Wind Line 2.00 56.00 46.3 Block 1 W Wall Min W->E Wind Line 2.00 56.00 36.0 Block 1 W Wall 1 W->E Wind Line 23.75 56.00 56.6 Block 1 W Wall Min W->E Wind Line 23.75 56.00 44.0 Block 1 E Wall 1 W->E Lee Line 18.17 56.00 32.2 Block 1 E Wall Min W->E Lee Line 18.17 56.00 36.0 Block 1 E Wall Min W->E Lee Line 18.17 56.00 44.0 Block 1 E Wall 1 W->E Lee Line 18.17 56.00 39.3 Block 1 W Wall 1 E->W Lee Line 2.00 56.00 32.2 Block 1 W Wall Min E->W Lee Line 2.00 56.00 36.0 Block 1 W Wall Min E->W Lee Line 23.75 56.00 44.0 Block 1 W Wall 1 E->W Lee Line 23.75 56.00 39.3 Block 1 E Wall 1 E->W Wind Line 18.17 56.00 46.3 Block 1 E Wall Min E->W Wind Line 18.17 56.00 36.0 Block 1 E Wall Min E->W Wind Line 18.17 56.00 44.0 Block 1 E Wall 1 E->W Wind Line 18.17 56.00 56.6 Block 1 S wall Min S->N Wind Line 23.00 30.00 44.0 Block 1 S Wall 1 S->N Wind Line 23.00 30.00 56.6 Block 1 S Wall Min S->N Wind Line 23.00 30.00 36.0 Block 1 S Wall 1 S->N Wind Line 23.00 30.00 46.3 Block 1 N Wall 1 S->N Lee Line 0.00 30.00 35.2 Block 1 N Wall Min S->N Lee Line 0.00 30.00 36.0 Block 1 N Wall Min S->N Lee Line 0.00 30.00 44.0 Block 1 N Wall 1 S->N Lee Line 0.00 30.00 28.8 Block 1 S Wall Min N->S Lee Line 23.00 30.00 44.0 Block 1 S Wall 1 N->S Lee Line 23.00 30.00 28.8 Block 1 S Wall 1 N->S LeeLine 23.00 30.00 35.2 Block 1 S Wall Min N->S Lee Line 23.00 30.00 36.0 Block 1 N Wall 1 N->S Wind Line 0.00 30.00 46.3 Block 1 N Wall Min N->S Wind Line 0.00 30.00 44.0 Block 1 N Wall Min N->S Wind Line 0.00 30.00 36.0 Block 1 N Wall 1 N->S Wind Line 0.00 30.00 56.6 Block 2 W Wall Min W->E Wind Line 0.00 2.00 36.0 Block 2 W Wall 1 W->E Wind Line 0.00 2.00 46.3 Block 2 W Wall 1 W->E Wind Line 2.00 23.75 56.6 Block 2 W Wall Min W->E Wind Line 2.00 23.75 44.0 Block 2 E Wall 1 W->E Lee Line 0.00 2.00 26.5 Block 2 E Wall Min W->E Lee Line 0.00 2.00 36.0 Block 2 E Wall Min W->E Lee Line 2.00 18.17 44.0 Block 2 E Wall 1 W->E Lee Line 2.00 18.17 26.5 Block 2 E Wall 1 W->E Lee Line 2.00 18.17 32.4 Block 2 E Wall Min W->E Lee Line 2.00 18.17 36.0 Block 2 W Wall 1 E->W Lee Line 0.00 2.00 26.5 Block 2 W Wall Min E->W Lee Line 0.00 2.00 36.0 Block 2 W Wall Min E->W Lee Line 2.00 23.75 44.0 Block 2 W Wall 1 E->W Lee Line 2.00 23.75 32.4 Block 2 E Wall 1 E->W Wind Line 0.00 2.00 46.3 Block 2 E Wall Min E->W Wind Line 0.00 2.00 36.0 Block 2 E Wall 1 E->W Wind Line 2.00 18.17 46.3 Block 2 E Wall Min E->W Wind Line 2.00 18.17 44.0 Block 2 E Wall Min E->W Wind Line 2.00 18.17 36.0 Block 2 E Wall 1 E->W Wind Line 2.00 18.17 56.6 Block 2 S Wall 1 S->N Wind Line 0.00 23.00 56.6 Block 2 S Wall Min S->N Wind Line 0.00 23.00 44.0 Block 2 S Wall 1 S->N Wind Line 0.00 8.00 46.3 Block 2 S Wall Min S->N Wind Line 0.00 8.00 36.0 Block 2 S Wall 1 S->N Wind Line 8.00 22.00 46.3 8 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 WIND SHEAR LOADS (as entered or generated) (continued) Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 S Wall S Wall S Wall S Wall S Wall S Wall S Wall S Wall S Wall S Wall S Wall Min S->N Wind Min S->N Wind 1 S->N Wind Min N->S Lee 1 N->S Lee Min N->S Lee 1 N->S Lee Min N->S Lee 1 N->S Lee Min N->S Lee 1 N->S Lee Line 8.00 22.00 36.0 Line 22.00 23.00 36.0 Line 22.00 23.00 46.3 Line 0.00 8.00 36.0 Line 0.00 8.00 31.9 Line 0.00 23.00 44.0 Line 0.00 23.00 39.0 Line 8.00 22.00 36.0 Line 8.00 22.00 31.9 Line 22.00 23.00 36.0 Line 22.00 23.00 31.9 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 9 WoodWorks Shearwa s 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 WIND C&C LOADS Block Building Wind Face Direction Level Magnitude [psi] Interior End Zone Block 1 West Windward 2 Block 1 East Leeward 2 Block 1 West Leeward 2 Block 1 East Windward 2 Block 1 South Windward 2 Block 1 North Leeward 2 Block 1 South Leeward 2 Block 1 North Windward 2 Block 2 West Windward 2 Block 2 East Leeward 2 Block 2 West Leeward 2 Block 2 East Windward 2 Block 2 South Windward 2 Block 2 South Windward 2 Block 2 South Leeward 2 Block 2 South Leeward 2 Block 1 West Windward 1 Block 1 East Leeward 1 Block 1 West Leeward 1 Block 1 East Windward 1 Block 1 South Windward 1 Block 1 North Leeward 1 Block 1 South Leeward 1 Block 1 North Windward 1 Block 2 West Windward 1 Block 2 East Leeward 1 Block 2 West Leeward 1 Block 2 East Windward 1 Block 2 South Windward 1 Block 2 South Leeward 1 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 23.6 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 29.1 DEAD LOADS (for ho d-do n calculations) Shear Level Profile Tributary Location Line Width [ft] Start End trt a bsmstpsi] End B 2 Area 3.00 0.00 23.00 13.0 C 2 Area 3.00 23.00 30.00 13.0 E 2 Area 2.00 0.00 30.00 13.0 F 2 Area 2.00 0.00 12.33 13.0 H 2 Area 3.00 0.00 30.00 13.0 1 2 Area 17.00 2.00 56.00 13.0 3 2 Area 13.50 0.00 18.17 13.0 4 2 Area 17.00 18.17 56.00 13.0 B 1 Area 3.00 0.00 23.00 13.0 B 1 Area 13.00 0.00 23.00 13.0 C 1 Area 3.00 23.00 30.00 13.0 C 1 Area 4.00 23.00 30.00 13.0 D 1 Area 11.00 0.00 22.00 13.0 E 1 Area 2.00 0.00 30.00 13.0 E 1 Area 1.33 15.33 30.00 13.0 F 1 Area 2.00 0.00 12.33 13.0 G 1 Area 1.33 0.00 11.83 13.0 H 1 Area 1.33 0.00 30.00 13.0 H 1 Area 3.00 0.00 30.00 13.0 1 1 Area 1.30 2.00 24.00 13.0 1 1 Area 17.00 2.00 56.00 13.0 1 1 Area 6.00 24.00 56.00 13.0 3 1 Area 13.50 0.00 18.17 13.0 3 1 Area 4.00 2.00 18.17 13.0 4 1 Area 10.00 18.17 56.00 13.0 4 1 Area 17.00 18.17 56.00 13.0 10 2019-52-Smith.wsw Feb. 4, 2019 11:50:03 WoodWorks® Shearwalls BUILDING MASSES Level 2 Force Building Block Wall Dir Element Line Profile Location [ft] Magnitude Trib [lbs,p1f,psf] Width Start End Start End [ft] E-W Roof E-W Roof E-W Roof E-W Roof Block 1 1 Block 1 4 Block 2 1 Block 2 3 N-S Roof Block 1 N-S Roof Block 1 N-S Roof Block 2 N-S Roof Block 2 N-S L Gable Block 1 N-S R Gable Block 1 N-S R Gable Block 1 N-S L Gable Block 1 N-S L Gable Block 2 N-S R Gable Block 2 Both Wall 1-1 n/a 1 Both Wall 2-1 n/a 2 Both Wall 3-1 n/a Both Wall 3-2 n/a 3 Both Wall 4-1 n/a 4 Both Wall A-1 n/a A Both Wall B-1 n/a B Both Wall B-2 n/a B Both Wall C-1 n/a C Both Wall E-1 n/a E Both Wall E-2 n/a E Both Wall F-1 n/a F Both Wall H-1 n/a H Line 16.17 58.00 221.0 221.0 Line 16.17 58.00 221.0 221.0 Line 0.00 18.17 175.5 175.5 Line 0.00 18.17 175.5 175.5 Line -2.00 32.00 271.9 271.9 Line -2.00 32.00 271.9 271.9 Line -2.00 25.00 131.1 131.1 Line -2.00 25.00 105.1 105.1 Line 0.00 15.00 39.0 0.0 Line 15.00 30.00 0.0 39.0 Line 0.00 15.00 39.0 0.0 Line 15.00 30.00 0.0 39.0 Line 0.00 11.50 29.9 0.0 Line 11.50 23.00 0.0 29.9 Line 2.00 56.00 36.0 36.0 Line 0.00 2.00 36.0 36.0 Line 0.00 2.00 36.0 36.0 Line 2.00 18.17 36.0 36.0 Line 18.17 56.00 36.0 36.0 Line 8.00 22.00 36.0 36.0 Line 0.00 8.00 36.0 36.0 Line 22.00 23.00 36.0 36.0 Line 23.00 30.00 36.0 36.0 Line 0.00 12.67 27.0 27.0 Line 15.33 30.00 27.0 27.0 Line 0.00 12.33 27.0 27.0 Line 0.00 30.00 36.0 36.0 Level 1 Force Building Block Wall Dir Element Line Profile Magnitude Trib Location[11 [lbs,p1f,psf] Width Start End Start End E-W Floor F1 n/a Both Wall 1-1 n/a E-W Floor F2 n/a Both Wall 2-1 n/a Both Wall 3-1 n/a Both Wall 3-2 n/a 1 1 2 3 E-W Floor F1 n/a Both Wall 4-1 n/a 4 E-W Floor F2 n/a 4 Both Wall A-1 n/a A N-S Floor F1 n/a Both Wall B-1 n/a B Both Wall B-2 n/a B Both Wall C-1 n/a C N-S Floor F2 n/a Both Wall E-1 n/a E Both Wall E-2 n/a E Both Wall F-1 n/a F N-S Floor F1 n/a H Both Wall H-1 n/a H N-S Floor 82 n/a H Line 2.00 18.17 149.5 149.5 Line 2.00 56.00 36.0 36.0 Line 18.17 56.00 195.0 195.0 Line 0.00 2.00 36.0 36.0 Line 0.00 2.00 36.0 36.0 Line 2.00 18.17 36.0 36.0 Line 2.00 18.17 149.5 149.5 Line 18.17 56.00 36.0 36.0 Line 18.17 56.00 195.0 195.0 Line 8.00 22.00 36.0 36.0 Line 0.00 23.00 351.0 351.0 Line 0.00 8.00 36.0 36.0 Line 22.00 23.00 36.0 36.0 Line 23.00 30.00 36.0 36.0 Line 23.00 30.00 245.9 245.9 Line 0.00 12.67 27.0 27.0 Line 15.33 30.00 27.0 27.0 Line 0.00 12.33 27.0 27.0 Line 0.00 23.00 351.0 351.0 Line 0.00 30.00 36.0 36.0 Line 23.00 30.00 245.9 245.9 11 WoodWorks® Shearwalls 2019-52-Smith.wsw Feb. 4, 2019 11:50:03 BUILDING MASSES (continued) Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 Both Wall 3-1 n/a 3 Both Wall 4-1 n/a 4 Both Wall B-1 n/a B Both Wall C-1 n/a Both Wall D-1 n/a D Both Wall E-1 n/a E Both Wall G-1 n/a G Both Wall H-1 n/a H Line 2.00 23.75 32.0 32.0 Line 23.75 56.00 32.0 32.0 Line 2.00 18.17 32.0 32.0 Line 18.17 56.00 32.0 32.0 Line 0.00 23.00 32.0 32.0 Line 23.00 30.00 32,0 32.0 Line 0.00 22.00 24.0 24.0 Line 15.33 30.00 24.0 24.0 Line 0.00 11.83 24.0 24.0 Line 0.00 30.00 32.0 32.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width - Tributary width; for user applied area loads only 12 WoodWorks® Shearwal Is 2019-52-Smith.wsw Feb. 4, 2019 11:50:03 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag[lbs,p1f,psfl Start End E-W Point 0.00 0.00 94 94 E-W Line 0.00 2.00 79.0 79.0 E-W Point 2.00 2.00 125 125 E-W Line 2.00 16.17 79.0 79.0 E-W Line 16.17 18.17 161.6 161.6 E-W Point 18.17 18.17 47 47 E-W Line 18.17 18.17 161.6 161.6 E-W Point 18.17 18.17 109 109 E-W Line 18.17 56.00 96.0 96.0 E-W Point 27.83 27.83 138 138 E-W Point 40.00 40.00 62 62 E-W Point 56.00 56.00 311 311 E-W Line 56.00 58.00 82.6 82.6 N-S Line -2.00 0.00 145.7 145.7 N-S Point 0.00 0.00 363 363 N-S Line 0.00 8.00 169.2 180.9 N-S Point 8.00 8.00 13 13 N-S Line 8.00 11.50 180.9 186.0 N-S Line 11.50 12.33 186.0 186.4 N-S Line 12.33 12.67 181.4 181.5 N-S Line 12.67 15.00 176.5 177.6 N-S Line 15.00 15.33 177.6 177.1 N-S Line 15.33 22.00 182.2 172.5 N-S Point 22.00 22.00 13 13 N-S Line 22.00 23.00 172.5 171.0 N-S Point 23.00 23.00 109 109 N-S Line 23.00 25.00 171.0 169.1 N-S Line 25.00 30.00 124.9 120.1 N-S Point 30.00 30.00 254 254 N-S Line 30.00 32.00 101.6 101.6 Level 1 Force Profile Location [ft] Mag [lbs,p1f,psf] Dir Start End Start End E-W Point 0.00 0.00 173 173 E-W Point 0.00 0.00 48 48 E-W Line 0.00 2.00 6.9 6.9 E-W Point 2.00 2.00 102 102 E-W Line 2.00 18.17 41.7 41.7 E-W Point 18.17 18.17 24 24 E-W Line 18.17 18.17 41.7 41.7 E-W Point 18.17 18.17 21 21 E-W Line 18.17 23.75 50.5 50.5 E-W Point 23.75 23.75 51 51 E-W Line 23.75 56.00 50.5 50.5 E-W Point 27.83 27.83 105 105 E-W Point 40.00 40.00 1414 1414 E-W Point 40.00 40.00 32 32 E-W Point 43.17 43.17 27 27 E-W Point 56.00 56.00 196 196 N-S Point 0.00 0.00 352 352 N-S Line 0.00 8.00 90.2 90.2 N-S Point 8.00 8.00 7 7 N-S Line 8.00 11.83 90.2 90.2 N-S Line 11.83 12.33 87.9 87.9 N-S Line 12.33 12.67 85.3 85.3 N-S Line , 12.67 15.33 82.7 82.7 N-S Line 15.33 22.00 87.6 87.6 N-S Point 22.00 22.00 7 7 N-S Line 22.00 23.00 85.3 85.3 N-S Point 23.00 23.00 105 105 N-S Line 23.00 30.00 65.1 65.1 N-S Point 30.00 30.00 247 247 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction 13 WoodWorks@ Shearwalls Notes: All loads entered by the (unfacmmu)loadnJhaprogram applies oload factor ofV.7Oand redundancy factor to seismic loads before distributing them to the shearlines. 14 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid 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 shearwalls have sufficient design capacity, Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 15 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S Shearlines W Gp For Dir ASD Shear Force [pH] v vmax \fps] Asp -Cub Int Ext Int Allowable near [plf] Ext Co C Cmb %fps] Resp. Ratio Line 1 Level 2 Lnl, Lev2 3 S->N 25.5 30.7 955 - 1.0 - 364 0.83 302 11321 0.08 3 N->S 24.6 29.7 922 - 1.0 - 364 0.83 302 11321 0.08 Level 1 Lnl, Levl - S->N - - 2107 - - - 364 - 17122 - - N->S - - 2122 - - - 364 - - 17122 - Wall 1-1 3 S->N 44.8 - 974 - 1.0 - 364 - 364 7917 0.12 3 N->S 45.1 - 981 - 1.0 364 - 364 7917 0.12 Wall 1-2 3 S->N 41.6 44.8 1133 - 1.0 - 364 0.93 338 9205 0.12 3 N->S 41.9 45.1 1141 - 1.0 - 364 0.93 338 9205 0.12 Line 3 Level 2 Ln3, Lev2 3 S->N 99.3 105.4 1307 - 1.0 - 364 0.94 343 4513 0.29 3 N->S 96.8 102.8 1275 - 1.0 - 364 0.94 343 4513 0.28 Level 1 Ln3, Levl S->N - 2810 - - - 364 - - 5886 - - N->S - - 2826 - - ... 364 - 5886 - Wall 3-1 3 S->N 173.8 2810 - 1.0 - 364 364 5886 0.48 3 N->S 174.7 - 2826 - 1.0 - 364 - 364 5886 0.48 Line 4 Level 2 Ln4, Lev2 3 Both 7.2 8.6 190 - 1.0 - 364 0.83 303 7980 0.02 Level 1 Ln4, Levl 3 Both 20.6 30.3 540 - 1.0 - 364 0.68 248 6493 0.08 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [pH] Resp. Shearlines Gp Dir v vmax V [lbs] Int Ext Int Ext Co C Cmb V Ilbs] Ratio Line A Level 2 LnA, Lev2 1 Both 21.7 33.0 64 - 1.0 - 686 0.66 450 1334 0.05 Line B LnB, Lev2 - Both - - 926 - -- 532 532 - A - 2128 - Wall B-1 2 Both - - 926 1.0 1.0 532 532 - - 2128 - Seg. 1 - Both 0.0 - 0 1.0 1.0 532 532 - 1064 - - Seg. 2 Both 308.7 - 926 .67 .67 355 355 - 709 2128 0.44 Levell LnB, Levl - W->E - - 2121 - - - 686 - - 4202 - - E->W - 2160 - - - 686 - - 4202 - Wall B-1 1 W->E - - 2121 - 1.0 - 686 - - 4202 - 1^ E->W - - 2160 - 1.0 - 686 - 4202 - Seg. 1 - W->E 302.9 - 1060 - .88 - 600 - 600 2101 0.50 - E->W 308.6 1080 - .88 - 600 600 2101 0.51 Seg. 2 - W->E 302.9 - 1060 - .88 - 600 600 2101 0.50 - E->W 308.6 1080 - .88 - 600 - 600 2101 0.51 Line D LnD, Levl 3 Both 68.8 83.1 1307 - 1.0 - 364 0.83 301 5721 0.23 Line E Level 2 LnE, Lev2 - Both - 1328 - - 364 - - 9949 - Wall E-1 3 Both 48.6 - 615 - 1.0 - 364 - 364 4611 0.13 Wall E-2 3 Both 48.6 - 713 - 1.0 - 364 - 364 5339 0.13 Level1 LnE, Levl - W->E - 2526 - - 364 - - 5339 - - E->W - - 2543 - - 364 - - 5339 - Wall E-1 3 W->E 172.2 - 2526 1.0 - 364 364 5339 0.47 3 E->W 173.4 - 2543 1.0 - 364 364 5339 0.48 Line F Level 2 LnF, Lev2 - Both - - 983 - - - 364 - 3397 - Wall F-1 3 Both - - 983 - 1.0 - 364 - 3397 - Seg. 1 - Both 0.0 0 - 1.0 - 364 364 - - Seg. 2 - Both 105.3 983 - 1.0 - 364 364 3397 0.29 LineG Level1 16 WoodWorks® Shearwalls 2019-52-Smith.wsw Feb. 4, 2019 11:50:03 SHEAR RESULTS (flexible wind dosi n, continued LnG, Levi - Both - 2254 - - 364 - - 4307 - Wall G-1 3 Both 190.5 2254 - 1.0 - 364 - 364 4307 0.52 Line H Level 2 LnH, Lev2 3 Both 32.0 35.8 611 1.0 364 0.89 325 6206 0.10 Level 1 LnH, Levi 3 Both 67.0 104.7 1273 - 1.0 364 0.64 233 4429 0.29 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment.' force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Table 4.3.3,5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V- Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Crntf= design shear force/unit shear capacity, "S" indicates that the wind designcriterior 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. 17 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 HOLD-DOWN DESIGN (flexible wind design) Levert Line- Wall Posit'n LocaUon[ft] X Y Load Case TensHe ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Cap Hold-down (Ibs) Crit Resp. Line 1 1-1 L End 0.00 2.13 1 640 5132 1-1 R End 0.00 23.63 1 365 1552 1 L Op 3 0.00 23.75 1 362 2884 1-2 R Op 1 0.00 39.54 1 74 74 STHO14RJ 3815 0.02 1-2 R End 0.00 55.88 1 633 6473 Line 3 V Elem 23.00 0.12 105 Refer to upper level V Elem 23.00 1.88 105 Refer to upper level 3-1 L End 23.00 2.13 1 2379 1955 424 STHD14 3815 0.11 3-1 R End 23.00 18.04 1 2363 1955 408 STHD14 3815 0.11 Line 4 4-1 L End 30.00 18.29 1 323 6491 4-1 R Op 3 30.00 40.38 1 13 13 STH014RJ 3815 0.00 4-1 R Op 3 30.00 50.54 1 21 21 STHD14RJ 3815 0.01 4-1 R End 30.00 55.88 1 323 6492 Line A V Elem 8.13 0.00 Min 313 313 Refer to upper level A L Op 1 10.33 0.00 Min 43 43 v Elem 21.88 0.00 Min 313 355 Refer to upper level Line B B-1 L End 0.12 2.00 1 2610 248 2362 STHD14 3815 0.62 V Elem 2.38 2.00 59 Refer to upper level B-1 L Op 1 3.38 2.00 1 2015 1300 715 STHD14 3815 0.19 B-1 R Op 1 19.63 2.00 1 1967 1233 734 STHD14 3815 0.19 V Elem 22.13 2.00 1 12 Refer to upper level B-1 R End 22.88 2.00 1 2658 2:30 2428 STHD14 3815 0.64 Line D D-1 L End 0.12 23.75 1 674 944 D-1 R End 21.88 23.75 1 674 944 Line E V Elem 0.12 27.83 1 446 99 347 Refex to upper level V Elem 12.54 27.83 1 446 99 347 Refer to upper level E-1 L End 15.46 27.83 1 1846 305 1542 MSTC48B3 3930 0.39 E-1 R End 29.88 27.83 1 1856 305 1551 51STC48133 3930 0.39 Line F V Elem 0.12 40.00 1 4 Refer to upper level V Elem 0.38 40.00 1 23 Refer to upper level V Elem 3.13 40.00 1 974 92 882 Refer to upper level V Elem 12.21 40.00 1 974 73 901 Refer to upper level Line G G-1 L End 0.12 43.17 1 1557 61 1495 MSTC48B3 3930 0.38 G-1 R End 11.71 43.17 1 1557 61 1495 MSTC4883 3930 0.38 Line H H-1 L End 0.12 56.00 1 1264 858 406 STHDL4RJ 3815 0.11 H-1 R Op 2 26.13 56.00 Min 4 4 STHD!4RJ 3815 D.00 H-1 R End 29.88 56.00 1 1264 858 406 STHDL4RJ 3815 0.11 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 2.13 1 278 3580 1-1 R End 0.00 55.88 1 269 3580 Line 3 3-1 L End 22.00 0.12 105 3-1 R End 22.00 1.88 105 3-2 L End 23.00 2.13 1 967 851 116 MST37 2710 0.04 3-2 R End 23.00 18.04 1 943 851 92 MST37 2710 0.03 Line 4 4-1 L End 30.00 18.29 1 79 2508 4-1 R End 30.00 55.88 1 79 2508 Line A A-1 L End 8.13 0.00 Min 313 313 MST37 2710 0.12 A-1 R End 21.88 0.00 Min 313 313 MST37 2710 0.12 Line B B-1 L End 0.12 2.00 29 B-1 L Op 1 2.38 2.00 59 B-1 R Op 1 5.13 2.00 Min 3742 64 3677 MST60 6235 0.59, B-1 R End 7.88 2.00 Min 3742 35 3706_ MST6G 6235 0.59 18 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 HOLD-DOWN DESIGN (flexible wind design, continued) B-2 B-2 Line E L End R End 22.13 22.88 2.00 2.00 1 1 12 12 E-1 L End 0.12 27.83 Min 446 99 347 MSTC48B3 3930 0.09 E-1 R End 12.54 27.83 Min 446 99 347 MSTC48B3 3930 0.09 E-2 L End 15.46 27.83 Min 445 114 330 MST37 2710 0.12 E-2 R End 29.88 27.83 Min 445 114 330 MST37 2710 0.12 Line F F-1 L End 0.12 40.00 1 4 F-1 L Op 1 0.38 40.00 1 23 F-1 R Op 1 3.13 40.00 1 974 92 882 MSTC48B3 3930 0.22 F-1 R End 12.21 40.00 1 974 73 901 MSTC48B3 3930 0.23 Line H H-1 L End 0.12 56.00 Min 416 351 65 MST37 2710 0.02 H-1 R End 29.88 56.00 Min 416 351 65 MST37 2710 0.02 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 Al! Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1,5/ 28.4.4) Hold-down Forces: Shear - Wind shear overtuming component, based on sheadine force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASO by 0.60 Uplift - Uplift wind load component, factored for ASD by 0,60. For perforated walls, T from SDPWS 4.3-8 is used, Cmb'd - Sum of ASD factored overtuming, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6,2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4,3-9. 19 WoodWorks® Shearwa s 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 DRAG STRUT FORCES (flexible wind design Level 1 Line - Wall Position on Wall or Opening Location [ft] Load X Y Case Drag Strut Force [lbs] <- ine 1 1-2 Left Opening 1 1-2 Right Opening 1 Line 3 3-1 Right Wall End Line 4 4-1 Left Opening 1 4-1 Right Opening 1 4-1 Left Opening 2 4-1 Right Opening 2 4-1 Left Opening 3 4-1 Right Opening 3 Line B B-1 Left Opening 1 B-1 Right Opening 1 Line D D-1 Left Opening 1 D-1 Right Opening 1 D-1 Right Wall End Line E E-1 Left wall End ine G G-1 Right Wall End Line H H-1 Left Opening 1 H-1 Right Opening 1 H-1 Left Opening 2 H-1 Right Opening 2 0.00 34.42 1 0.00 39.42 1 23.00 18.17 1 30.00 30.00 30.00 30.00 30.00 30.00 3.50 19.50 12.00 15.00 22.00 31.00 1 34.00 1 37,25 1 40.25 1 45.42 1 50.42 1 2.00 1 2.00 1 23.75 1 23.75 1 23.75 1 15.33 27.83 11.83 43.17 4.00 9.00 20.00 26.00 56.00 1 56.00 1 56.00 1 56.00 1 187 189 8 8 1968 1979 119 119 56 56 68 68 5 5 53 53 52 52 738 751 738 751 366 366 208 208 421 421 1291 1300 1365 1365 153 153 178 178 244 244 153 153 Level 2 Line - Wall Position on Wall or Opening X Y Location [ft] Load Case Drag Strut Forceps] -> <--- Line 1 1-1 Left Opening 1 0.00 6.00 1 1-1 Right Opening 1 0.00 11.00 1 1-1 Left Opening 2 0.00 19.67 1 1-1 Right Opening 2 0.00 23.67 1 1-1 Left Opening 3 0.00 33.25 1 1-1 Right Opening 3 0.00 35.25 1 1-1 Left Opening 4 0.00 42.67 1 1-1 Right Opening 4 0.00 44.67 1 1-1 Left Opening 5 0.00 51.42 1 1-1 Right Opening 5 0.00 53.42 1 Line 3 3-2 Left Wall End 23.00 2.00 1 3-2 Left Opening 1 23.00 9.50 1 3-2 Right Opening 1 23.00 12.50 1 3-2 Right Wall End 23.00 18.17 1 Line 4 4-1 Left Opening 1 30.00 21.25 1 4-1 Right Opening 1 30.00 26.25 1 4-1 Left Opening 2 30.00 30.17 1 4-1 Right Opening 2 30.00 35.17 1 Line A A-1 Left Opening 1 10.58 0.00 1 A-1 Right Opening 1 19.42 0.00 1 Line B B-1 Right Opening 1 5.00 2.00 1 B-1 Right Wall End 8.00 2.00 1 Line E E-1 Right Wall End 12.67 27.83 1 E-2 Left Wall End 15.33 27.83 1 Line F F-1 Right Opening 1 3.00 40.00 1 F-1 Right Wall End 12.33 40.00 1 Line H H-1 Left Opening 1 4.00 56.00 1 H-1 Right Opening 1 9.00 56.00 1 8-1 Left Opening 2 21.00 56.00 24 23 82 80 1 1 86 83 4 4 39 37 31 30 11 11 52 50 9 9 48 47 549 536 472 461 924 901 0 0 30 30 25 25 55 55 31 31 31 31 210 210 589 589 55 55 63 63 98 98 579 579 36 36 78 78 78 78 20 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 WoodWorks® Shearwalls DRAG STRUT FORCES (flexible wind design, continued) H-1 Right Opening 2 26.00 56.00 36 36 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4_3.6.4.1.1 for perforated walls) -> Due to sheartine force in the west -to -east or south -to -north direction <- Due to sheariine force in the east -to -west or north -to -south direction 21 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE Line North -South Shearlines Lev Grp Sheathing [psf] Force Cap Forcel Cap Force End FastenerWithdrawal[lbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 2 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 2 2 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 3 1 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 2 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 9 1 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 2 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 East-West Sheathing [psf] FastenerWithdrawal[lbs] Service Cond Shearlines Force Cap Forcel Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 2 1 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 B 1 1 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 2 2 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 C 1 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 2 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 H 1 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 2 3 17.5 190.6 0.09 23.3 18.9 105.5 0.22 0.18 1.00 1.00 Legend: Grp - Wall Design Group (results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 22 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass (lbs) Area rsq.ftj Story Shear [lbs] E-W N-S Diaphragm Force Fpx [lbs] E-W N-S 2 33643 1534.8 6285 6285 6285 6285 1 33392 1506.8 3203 3203 6144 6144 All 67035 - 9488 9488 - - Legend: Building mass - Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear - Total 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 Input by user (overriding calculated w7alue). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.92; Ev = 0.184 D unfactored; 0.129 D factored; total dead load factor: 0.6 - 0.129 = 0.471 tension, 1.0 + 0.129 = 1.129 compression, 23 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 SHEAR RESULTS (flexible seismic design N-S Shearlines W Gp For Dir ASD Shear Force [plf] v vmax V [Ibs] Asp -Cub Int Ext Int Allowable Shear [plf] Ext Co C Cmb V ribs] Resp. Ratio Line 1 Level 2 Lnl, Lev2 3 Both 50.5 60.8 1892 - 1.0 - 260 0.83 216 8087 0.23 Level 1 Lnl, Levl - Both - - 2859 - - - 260 - - 12230 - Wall 1-1 3 Both 60.8 - 1322 - 1.0 - 260 - 260 5655 0.23 Wall 1-2 3 Both 56.4 60.8 1537 - 1.0 - 260 0.93 241 6575 0.23 Line 3 Level 2 Ln3, Lev2 3 Both 142.7 151.5 1878 - 1.0 - 260 0.94 245 3224 0.58 Level 1 Ln3, Levl - Both - - 2821 - - - 260 - - 4204 - Wall 3-1 3^ Both 174.5 - 2821 - 1.0 - 260 - 260 4204 0.67 Line 4 Level 2 Ln4, Lev2 3 Both 23.9 28.7 629 - 1.0 - 260 0.83 216 5700 0.11 Level 1 Ln4, Levl 3 Both 36.7 53.9 961 - 1,.0 - 260 0.68 177 4638 0.21 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shhear [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 2 LnA, Lev2 1 Both 40.9 62.3 121 - 1.0 - 490 0.66 321 953 0.13 Line B LnB, Lev2 - Both - - 967 - -- 380 380 - A - 1520 - Wall B-1 2^ Both - - 967 1.0 1.0 380 380 - - 1520 - Seg. 1 - Both 0.0 - 0 1.0 1.0 380 380 - 760 - - Seg. 2 - Both 322.4 - 967 .67 .67 253 253 - 507 1520 0.64 Level 1 LnB, Levl - Both - - 1533 - - - 490 - - 3001 -- Wall B-1 1 Both - - 1533 - 1.0 - 490 - - 3001 - Seg. 1 - Both 219.1 - 767 - .88 - 429 - 429 1501 0.51 Seg. 2 - Both 219.1 - 767 - .88 - 429 - 429 1501 0.51 Line D LnD, Levl 3 Both 25.2 30.5 479 - 1.0 - 260 0.83 215 9087 0.12 Line E Level 2 LnE, Lev2 - Both - - 1450 - - - 260 - - 7107 - Wall E-1 3 Both 53.0 - 672 - 1.0 - 260 - 260 3293 0.20 Wall E-2 3 Both 53.0 - 778 - 1.0 - 260 - 260 3813 0.20 Level 1 LnE, Levl - Both - - 2075 - - - 260 - - 3813 - Wall E-1 3 Both 141.5 - 2075 - 1.0 - 260 - 260 3813 0.54 Line F Level 2 LnF, Lev2 - Both - 990 - - - 260 - - 2927 Wall F-1 3 Both - - 990 - 1.0 - 260 - - 2427 Seg. 1 - Both 0.0 - 0 - 1.0 - 260 - 260 - - Seg. 2 - Both 106.1 - 990 - 1.0 - 260 - 260 2427 0.41 Line G Level 1 LnG, Levl - Both - - 1320 - - - 260 - - 3077 - Wall G-1 3 Both 111.5 - 1320 - 1.0 - 260 - 260 3077 0.43 Line H Level 2 LnH, Lev2 3 Both 45.6 51.1 871 - 1.0 - 260 0.89 232 4433 0.20 Level 1 LnH, Levl 3 Both 65.0 101.5 1235 - 1.0 - 260 0.64 167 3164 0.39 Legend: 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 along shearline, v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4,3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearfine: total shearfine force. For wall: total of all segments on wall. For segment: force on segment 24 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4,3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V — Total factored shear capacity of shearline, wall or segment. Crif Reap — Response ratio = v/Cmb = design shear force/unit shear capacity. 'W' indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams far individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 25 WoodWorks® Shearwalls 2019-S2-Smith.wsw -Feb. 4, 2019 11:50:03 HOLD-DOWN DESIGN (flexible seismic design Level 1 Line- Wall Posit'n Location[fla X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Cap Hold-down Ps] Crit Resp. Line 1 1-1 L End 0.00 2.13 1043 5132 1-1 R End 0.00 23.63 492 1552 1 L Op 3 0.00 23.88 491 2884 1-1 I Op 4 0.00 34.17 107 107 1-1 I Op 4 0.00 39.42 147 147 1-2 R End 0.00 55.88 1042 6473 Line 3 v Elem 23.00 0.12 105 Refer to upper level V Elem 23.00 1.88 105 Refer to upper level 3-1 L End 23.00 2.13 2807 1955 420 1272 STHD14 3815 0.33 3-1 R End 23.00 18.04 2807 1955 420 1272 STHD14 3815 0.33 Line 4 4-1 L End 30.00 18.29 696 6491 4-1 I Op 3 30.00 37.00 43 43 4-1 I Op 3 30.00 40.25 43 43 4-1 I Op 3 30.00 45.17 72 72 4-1 I Op 3 30.00 50.42 72 72 4-1 R End 30.00 55.88 696 6492 Line A V Elem 8.13 0.00 590 590 Refer to upper level A L Op 1 10.33 0.00 81 81 V Elem 21.88 0.00 590 670 Refer to upper level Line B B-1 L End 0.12 2.00 1887 248 53 1693 STHD14 3815 0.44 V Elem 2.38 2.00 59 Refer to upper level B-1 L Op 1 3.38 2.00 1216 1300 279 194 STHD14 3815 0.05 B-1 R Op 1 19.63 2.00 1216 1233 265 247 STHD14 3815 0.06 V Elem 22.13 2.00 12 Refer to upper level B-1 R End 22.88 2.00 1887 230 49 1707 STHD14 3815 0.45 Line D D-1 L End 0.12 23.75 247 944 D-1 R End 21.88 23.75 247 944 Line E V Elem 0.12 27.83 487 99 21 409 Refer to upper level V Elem 12.54 27.83 487 99 21 409 Refer to upper level E-1 L End 15.46 27.83 1637 305 65 1398 MSTC48B3 3930 0.36 E-1 R End 29.88 27.83 1637 305 65 1398 MSTC48B3 3930 0.36 Line F V Elem 0.12 40.00 4 Refer to upper level V Elem 0.38 40.00 23 Refer to upper level V Elem 3.13 40.00 981 92 20 909 Refer to upper level V Elem 12.21 40.00 981 73 16 924 Refer to upper level Line G G-1 L End 0.12 43.17 912 61 13 863 MSTC48B3 3930 0.22 G-1 R End 11.71 43.17 912 61 13 863 MSTC48B3 3930 0.22 Line H H-1 L End 0.12 56.00 1415 858 164 742 STHD14RJ 3815 0.19 H-1 I Op 2 19.75 56.00 46 46 H-1 I Op 2 26.00 56.00 5 5 11-1 R End 29.88 56.00 1415 858 184 742 STHD14RJ 3815 0.19 Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posir n X Y Shear Dead Ev Cmb'd Hold-down pbs] Resp. Line 1 1-1 L End 0.00 2.13 551 3560 1-1 R End 0.00 55.88 551 3580 Line 3 3-1 L End 22.00 0.12 105 3-1 R End 22.00 1.88 105 3-2 L End 23.00 2.13 1390 851 183 721 M5T37 2710 0.27 3-2 R End 23.00 18.04 1390 851 183 721 MST37 2710 0.27 Line4 4-1 L End 30.00 18.29 261 2506 4-1 R End 30.00 55.88 261 2508 Line A A-1 L End 8.13 0.00 590 590 MST37 2710 0.22 A-1 R End 21.88 0.00 590 590 MST37 2710 0.22 Line B 26 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 WoodWorks® Shearwalls HOLD-DOWN DESIGN (flexible seismic design, continued) B-1 L End 0.12 2.00 B-1 L Op 1 2.38 2.00 B-1 R Op 1 5.13 2.00 B-1 R End 7.88 2.00 B-2 L End 22.13 2.00 B-2 R End 22.88 2.00 Line E E-1 L End 0.12 27.83 E-1 R End 12.54 27.83 E-2 L End 15.46 27.83 E-2 R End 29.88 27.83 Line F F-1 L End 0.12 40.00 F-1 L Op 1 0.38 40.00 F-1 R Op 1 3.13 40.00 F-1 R End 12.21 40.00 Line H H-1 L End 0.12 56.00 H-1 R End 29.88 56.00 29 59 3908 64 14 3858 3908 35 8 3881 12 12 487 99 21 409 487 99 21 409 486 114 25 396 486 114 25 396 4 23 981 92 20 909 981 73 16 924 593 351 75 317 593 351 75 317 MS MST60 6235 0.62 6235 0.62 MSTC48B3 3930 0.10 MSTC48B3 3930 0.10 MST37 2710 0.15 MST37 2710 0.15 MSTC48B3 MSTC48B3 3930 0.23 3930 0.24 MST37 2710 0.12 MST37 2710 0.12 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.215 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overtuming, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SOPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12,4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 27 WoodWorks® Shearwa s 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 DRAG STRUT FORCES (flexible seismic design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ibs] -> <- Line 1 1-2 Left Opening 1 0.00 34.42 254 254 1-2 Right Opening 1 0.00 39.42 11 11 Line 3 3-1 Right Wall End 23.00 18.17 1976 1976 Line4 4-1 Left Opening 1 30.00 31.00 212 212 4-1 Right Opening 1 30.00 34.00 100 100 4-1 Left Opening 2 30.00 37.25 121 121 4-1 Right Opening 2 30.00 40.25 9 9 4-1 Left Opening 3 30.00 45.42 94 94 4-1 Right Opening 3 30.00 50.42 92 92 Line B B-1 Left Opening 1 3.50 2.00 533 533 B-1 Right Opening 1 19.50 2.00 533 533 Line D D-1 Left Opening 1 12.00 23.75 134 134 D-1 Right Opening 1 15.00 23.75 76 76 D-1 Right Wall End 22.00 23.75 154 154 Line E E-1 Left Wall End 15.33 27.83 1061 1061 Line G G-1 Right Wall End 11.83 43.17 799 799 Line H H-1 Left Opening 1 4.00 56.00 149 149 H-1 Right Opening 1 9.00 56.00 172 172 H-1 Left Opening 2 20.00 56.00 237 237 H-1 Right Opening 2 26.00 56.00 149 149 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y -> <-- Line 1 1-1 Left Opening 1 0.00 6.00 48 48 1-1 Right Opening 1 0.00 11.00 163 163 1-1 Left Opening 2 0.00 19.67 2 2 1-1 Right Opening 2 0.00 23.67 171 171 1-1 Left Opening 3 0.00 33.25 8 8 1-1 Right Opening 3 0.00 35.25 76 76 1-1 Left Opening 4 0.00 42.67 62 62 1-1 Right Opening 4 0.00 44.67 23 23 1-1 Left Opening 5 0.00 51.42 103 103 1-1 Right Opening 5 0.00 53.42 19 19 Line 3 3-2 Left Wall End 23.00 2.00 70 70 3-2 Left Opening 1 23.00 9.50 790 790 3-2 Right Opening 1 23.00 12.50 679 679 3-2 Right Wall End 23.00 18.17 1328 1328 Line 4 4-1 Left Opening 1 30.00 21.25 1 1 4-1 Right Opening 1 30.00 26.25 101 101 4-1 Left Opening 2 30.00 30.17 81 81 4-1 Right Opening 2 30.00 35.17 181 181 Line A A-1 Left Opening 1 10.58 0.00 58 58 A-1 Right Opening 1 19.42 0.00 58 58 Line B B-1 Right Opening 1 5.00 2.00 220 220 B-1 Right Wall End 8.00 2.00 616 616 Line E E-1 Right Wall End 12.67 27.83 60 60 E-2 Left Wall End 15.33 27.83 69 69 Line F F-1 Right Opening 1 3.00 40.00 99 99 F-1 ine H Right Wall End 12.33 40.00 583 583 H-1 Left Opening 1 4.00 56.00 51 51 H-1 Right Opening 1 9.00 56.00 111 111 H-1 Left Opening 2 21.00 56.00 111 111 28 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 WoodWorks® Shearwalls DRAG STRUT FORCES (flexible seismic design, continued) H-1 Right Opening 2 26.00 56.00 51 51 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axia! force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8- f3 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 29 WoodWorks® Shearwalls 2019-S2-Smith.wsw Feb. 4, 2019 11:50:03 30 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2019-62-Smith.wsw WoodWorks® Shearwalls 11.1 Level 1 of 2 64. Factored shearline force (lbs) Factored holddown force (Ibs) • C Compression force exists • Vertical element required Loads: Directional Ce 1 Wirgl (W); Faces: + 1273 22 2526 SAAAAAAAAAT, H-1 0 1307 0-1 2091 B-1 -4 • • . • 0 ) cyrt?' / r • • rA A A 02.9 102,9 1 2.9 102.9 I f I 0-0 0-0 Nr5 Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) 0.614rf lexibleidistributgly 2530' 35' Feb. 4, 2019 11:48:41 75' 40' 45' 70' 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' WoodWorks Shearwalls SOFTWARE FOR WOOD DESIGN 2019-82-Smith.wsw Level 2 of 2 co — Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists • Vertical element required Loads: Directional Caw 1 WingVVV); WoodWorks® Shearwalls 11.1 28.8 — 60,1 60.1 — 28.8 48.0 — 106 7 106.7 4323 131235.5 — 81.1 — 48.0 J 1.0 Feb. 4, 2019 11:48:41 75' 44 Unfactored applied shear load (plf) 0—(8) Unfactored dead load (plf,lbs) 0-0 Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) Foes: 0.6W + 0.6E4 ff lexiblettstributNy 2530' 35' 40' 45' 70' 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' 30,0' EXIT DOOR LANDING I1 TO BE NOT LESS THAN I Irz• AND NOT MORE THAN 7 3/4' BF3.OM THRESHOLD DOOR SHUNS NOT ALLOYED OVER THE LANDING PROVIDE MIN.36 LANDING 14'-6• 1'-0' 5.-5' /1' 0' 1 r-6' PATIO / E m - ♦ 1 t i { l T d1 CI i •�,� 9i +L{ 'k Jil F 9LY RAOM ry` es NFd uT �"—• 5-0• DOOR LAMING iV y y TP BE NOT LESS 12�6� I 0 N }CST THAN 11,2" AND NOT MORE THAN 7 3/4' DOOR SHUNS NOT of / \\ ALLOYED OVER TFE \ N. 366' LANDING // . I I mtj \ 2:8& 4 SL FFnRca 4IFS `^ ; _ —._.—.q 1 6'-IO' I+�. o Z-I1 1 srsGFMt / 1 0 Imo• / l aMDR.Y I-• _15- J �J / \ J py \ 1^1 1/2' • . 1`C•_ -----•. "'..•`.,'� •-• ti 3Jb• ITP -x 6143 , E _' _,: ttY a� \ \\ \ . f \ t \ OF LL PROVIDE 1 3/6' ID CORE I« \ " \ DOOROROR 20 FUR. FIRE DOOR ;( Q _ F.XLt TO TNAN MORE B8.PY1 Df)0R DOOR LANDlN6 BE FFQT t.ESS I I/2 AND NOT• TF1AN 1 3/4' p Tt�'iFWLD n SY#NB F•IOT 1 1 �`,� 1 1 1 •-�_- 5/6 s CX 6Y8 IC 5TDE OF AU25 t M4\i.L \" \ EXIT DOOR LAMING TO BE NOT LESS THAN I Irz' AND NOT MORE 1FiAF1 1 3/4' s38�� THRESHOLD QS FRAME 14/ SELF tlf - G.OSING CEILINd UNDER FLOOR TO BE COVERED Hi 5/8' ti I INS PROVIDE 36` LANDING \ p p c 1 Ft-X G1^B 4. MFN. 1 ALLOYED OVER T1- LAFPIN6 PROVIDE fV MIN" 36' LAMIX143 b 1 V t=. �..--_ ...'1 . o 4 in LIP 1 LL, wxT• PFo �� 1 1 .� / v= 36.1 PLF 4'-6• y v = 174.6 PLF 11-6 30.-0' 23'-0• v=NSW 11-6 v= 60.9 PLF v=61A PLF v = 1405 PLF v=N5M v=NSW LJ v = 3035 PLF iii Zo tS 41) •in p DR00tNt#j elisan2-14Frwr 1 — I'-5 . T-iO. it \ • s 6ag- BP - cia. 3 7`-9 I/4' 5' 4t ,?tL' m �/ 1j1 a l in# _ Tune sfloY x _..—x—ui mac— �._._._._._._.v.�� e 1' IL DN 9 Si• / /' I f. \ 1GO R4 691 i in a In ' ! �'•� 1 j ILs'`� EXIT c0OR LANDINE, ;; 6'-4' g5F1 '� {7 ` TO BE NOT LE% I . I as ` THAN I I/2" AND NOT MORE TRAN 13/4' i 1 * BELOW TOLD DOOR 56 NOT WIN ALLOT a, OVER THE I DN I '�- ' n \ LANDING PROVIDE I j' Q r I DINING I m e � I /2-0"r" 2a a II-. kl ai Q 1 F126I . 2 4'-6• 2°5� SH 3a5# FN. 3a5f FX 215+ 5H I i I i n r 2' • 3'-2• .i. 3'-4' 3'-2' ,� 2'-6' / I 1 I 4*-0' . 15'-O 30'-0' v=451PLF v=N5W v=1063PLF v=532PLF v=NSW v = 23.9 PLF v = 1430 PLF v=NSW v=506PLF Project: 2019-S2-SMITH Location: BEDROOM #2 WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 684.0% Controlling Factor: Moment Location: BEDROOM #3 WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 42.8% Controlling Factor: Moment Location: BEDROOM #4 WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 438.6% Controlling Factor: Moment Location: BEDROOM #5 WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 32.4% Controlling Factor: Shear Location: CONC. PAD IN CRAWL SPACE PAD #1 Footing [2015 International Building Code(2015 NIDS)] Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. ENV / (4) min. Section Footing Design Adequate Location: CONC. PAD IN CRAWL SPACE PAD #2 Footing (2015 International Building Code(2015 NOS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (3) min. Section Footing Design Adequate Location: DINING ROOM WINDOW HDR Roof Beam (2015 International Building Code(2015 NDS)] 3,5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 79.5% Controlling Factor: Moment Bruce S. MacVeigh, P.E. '• (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0,1.6 2/4/2019 11:37:11 AM Location: ENTRY WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5IN x 7.5 IN x 5.25 FT 02 - Hem -Fir - Dry Use Section Adequate By: 42.8% Controlling Factor: Moment Location: FAMILY ROOM DOOR HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 3.25 FT 02 - Hem -Fir - Dry Use Section Adequate By: 45.9% Controlling Factor: Shear Location: FAMILY ROOM SLIDING GLASS DOOR HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 6.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 280.1% Controlling Factor: Moment Location: FAMILY ROOM WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.5 IN x 5.25 FT - Hem -Fir - Dry Use Section Adequate By: 14.3% Controlling Factor: Shear Location: FIRST FL BEAM BRG WALL ABOVE Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 38.9% Controlling Factor: Shear Location: FIRST FL BEAM CRAWL SPACE Uniformly Loaded Floor Beam ii2015 International Building Code(2015 NDS)] 3.5IN x 9,25 IN x 6.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 71.2% Controlling Factor: Moment Location: FIRST FLOOR IFloor Joist (2015 International Building Code(2015 NDS)] 1.5 IN x 9.25 IN x 11.67 FT @ 16 0.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 62.6% Controlling Factor: Moment • Project: 2019-S2-SMITH A, 4 Location: FIRST FLOOR BEAM RT, SIDE Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 71.2% Controlling Factor: Moment Location: FRONT DECK BEAM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 5.5 IN x 4.41 FT Pressure Treated #2 - Hem -Fir - Dry Use Section Adequate By: 25.8% Controlling Factor: Moment Location: FRONT DECK JOIST Floor Joist [2015 International Building Code(2015 NDS)] 1.5 IN x 7.25 IN x 4.58 FT Pressure Treated @ 16 O.C. #2 - Hem -Fir - Dry Use Section Adequate By: 279.9% Controlling Factor: Shear Location: GARAGE DOOR HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 18.0 IN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 126.6% Controlling Factor: Moment Location: INTERIOR HALLWAY WALL DOOR HDR LOWER FLOOR Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 5.5 IN x 2,75 FT #2 - Hem -Fir - Dry Use Section Adequate By: 67.2% Controlling Factor: Shear Location: KITCHEN WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 4.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 101.2% Controlling Factor: Shear Location: LIVING ROOM WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 3.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 1344,1% Controlling Factor: Shear Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0,1.6 2/4/2019 11:37:12 AM Location: MASTER BATH WINDOW HDR Roof Beam (2015 International Building Codef2015 NDS)] 3.5 IN x 7.5 IN x 2.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 280.0% Controlling Factor: Shear Location: MASTER BEDROOM REAR WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 684.0% Controlling Factor: Moment Location: MASTER BEDROOM SIDE WINDOW HDR Roof Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 7,5 IN x 2.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 280.0% Controlling Factor: Shear Location: ROOF BEAM OVER FRONT PORCH Roof Beam [2015 Intemational Building Code(2015 NDS)] 3.5 IN x 9,25 IN x 6.67 FT #2 - Hem -Fir - Dry Use Section Adequate By: 331.9% Controlling Factor: Moment Location: WET BAR WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 125 FT #2 - Hem -Fir - Dry Use Section Adequate By: 45.9% Controlling Factor Shear Location: WINDOW HDR 2ND FLOOR Roof Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 16.3% Controlling Factor: Moment Project: 2019-S2-SMITH Location: BEDROOM #2 WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3,5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 684,0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U7862 Dead Load 0.01 in Total Load 0.01 IN L/4584 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A 197 Ib 197 lb 141 Ib 141 Ib 338 Ib 338 Ib 0.24 in 0.24 in BEAM DATA Span Length 5.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc - = 405 psi Fc - = 405 psi Controlling Moment: 443 ft-Ib 2.625 ft from left support Created by combining all dead and live loads, Controlling Shear: 338 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 4.19 in3 32.81 in3 2.94 in2 26.25 in2 4.83 in4 123.05 in4 443 ft-Ib 3475 ft-Ib 338 lb 3019 lb Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10 0 1 6 LOADING DIAGRAM 2/4/2019 11:37:13 AM page of 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 = Wall Load: 25 psf 15 psf 1 ft 25 psf 15 psf 2 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.25 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 75 plf Beam Uniform Dead Load: wD_adj = 54 plf Total Uniform Load: wT = 129 plf NOTES Project: 2019-S2-SMITH Location: BEDROOM #3 WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 42.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U1387 Dead Load 0.03 in Total Load 0.08 IN U835 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length 1116 Ib 1116 Ib 738 Ib 738 lb 1854 Ib 1854 Ib 1.31 in 1.31 in BEAM DATA Span Length 5.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -1- to Grain: Base Values Achusted Fb 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1_15 E = 1300 ksi E' = 1300 ksi Fc - = 405 psi Fc - -12 = 405 psi Controlling Moment: 2433 ft-Ib 2.625 ft from left support Created by combining all dead and live loads: Controlling Shear: 1854 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 22.97 in3 32.81 in3 16.12 in2 26.25 in2 26.52 in4 123.05 in4 2433 ft-Ib 3475 ft-lb 1854 lb 3019 lb r rnier is r---. (206) 571-8794 Tukwila, Washington 98168 Bruce S. MacVeigh, RE, 14245 59th Avenue South StruCalc Ve 10.0.1.6 2/4/2019 : 7:14 AM LOADING DIAGRAM Page 0 5,25 ft 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 15 ft 25 psf 15 psf 2 ft Wall Load: WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.25 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 425 plf Beam Uniform Dead Load: wD_adj = 281 plf Total Uniform Load: wT = 706 pif NOTES Project: 2019-S2-SMITH Location: BEDROOM #4 WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 438.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/7678 Dead Load 0.01 in Total Load 0.02 IN U3149 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 202 Ib 202 Ib Dead Load 290 Ib 290 Ib Total Load 492 Ib 492 Ib Bearing Length 0.35 in 0.35 in BEAM DATA Center Span Length 5.25 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Fb = 850 psi Fb' = 1271 psi Cd=1.15CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1./5 E = 1300 ksi E' = 1300 ksi Fc - = 405 psi Fc - L = 405 psi Controlling Moment: 645 ft-lb 2.625 ft from left support Created by combining all dead and live loads. Controlling Shear: -492 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: R&M Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: 6,09 in3 4.27 in2 9.38 in4 645 ft-lb -492 Ib Adjusted Provided 32.81 in3 26.25 in2 123.05 in4 3475 ft-lb 3019 Ib Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.1.6 2/4/2019 11:37: AM LOADING DIAGRAM ROOF LOADING Side 1 Roof Live Load RLL = 25 psf Roof Dead Load ROL = 15 psf Roof Tributary Width RTW = 1 ft FLOOR LOADING Side 1 Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width FTW = 0.7 ft Wall Load WALL = Side 2 25 psf 15 psf 1 ft 63 plf Side 2 0 psf 0 psf 0 ft BEAM LOADING 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: wL-roof = 50 plf wD-roof = 33 plf wL-floor = 27 plf wD-floor = 10 plf BSW = 5 plf wL = 77 plf wD= 110 plf wT = 187 plf NOTES Project: 2019-S2-SMITH Location: BEDROOM #5 WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 9.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 32.4% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.03 IN 1/1802 Dead Load 0.02 in Total Load 0.06 IN U1089 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1746 Ib 1746 Ib Dead Load 1143 Ib 1143 Ib Total Load 2889 Ib 2889 Ib Bearing Length 2.04 in 2.04 in BEAM DATA Center Span Length 5.25 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Fb = 850 psi Fb' = 1173 psi Cd=1.15 CF=1.20 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E= 1300 ksi Fc - = 405 psi Fc - = 405 psi Controlling Moment: 3791 ft-lb 2.625 ft from left support Created by combining all dead and live loads. Controlling Shear: 2889 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted ReAll Provided 38.79 in3 52.65 in3 25.12 in2 33.25 in2 55.11 in4 250.07 in4 3791 ft-lb 5146 ft-lb 2889 lb 3824 lb Bruce S. MacVeigh, P.E. ."----(206) 571-8794 14245 59th Avenue South Tukwila, Washington:98168 StruCalc Version 10 0.1.6 2/4/2019 11:37:16 AM Page /of LOADING DIAGRAM w 5.25 ft ROOF LOADING Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 2 fl FLOOR LOADING Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load WALL = Side 1 40 psf 15 psf 6 ft 63 plf Side 2 25 psf 15 psf 15 ft Side 2 0 psf 0 psf 0 ft BEAM LOADING 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: wL-roof = 425 plf wD-roof = 276 plf wL-floor = 240 plf wD-loor = 90 plf BSVV = 6 plf wL = 665 plf wD = 435 plf wT = 1100 plf Project: 2019-S2-SMITH Location: CONC. PAD IN CRAWL SPACE PAD #1 Footing [2015 International Building Code(2015 NOS)] Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN, O.C. ENV / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf Fc = 2500 psi Fy 40000 psi c = 3 in FOOTING SIZE Width: W = Length: L = 2.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in 2.5 ft COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 4 in n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way &lea* Beam Shear: Vu1 = Allowable Beam Shear: Vc1 = Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = Punching Shear: Vu2 Allowable Punching Shear (ACI 11-35): vc2-a = Allowable Punching Shear (ACI 11-36): vc2-b = Allowable Punching Shear (ACI 11-37): vc2-c = Controlling Allowable Punching Shear: vc2. Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = Controlling Reinforcing Steel: As-reqd = Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. 893 psf 1375 psf 4.06 sf 6.25 sf Bear = 8311 Ib Bear -A = 66300 Ib 2424 Ib 14063 Ib 45 in 7152 Ib 49219 Ib 79688 Ib 42188 Ib 42188 Ib 31167 in-Ib 169665 in-Ib a = 0.49 in 0.14 in2 0.60 in2 0.60 in2 #4's @ 7.0 in. o.c. e/w (4) Min. As = 0.79 in2 Ld = Ld-sup = 15 in 12 in Bruce S. MacVeigh, P.E. --4 (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 10 in 10 in t. 6 in 214 2019 11.37.17 AM Page of a 2_5 ft —25 ft -7 3 in 1 3 in _1 FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = 4038 Ib PD = 1542 Ib PT = 5580 Ib Pu = 8311 Ib Footing plus soil above footing weight: Wt = 503 Ib NOTES Project 2019-S2-SMITH Location: CONC. PAD IN CRAWL SPACE PAD #2 Footing [2015 International Building Code(2015 NDS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 N. O.C. EJW I (3) min, Section Footing Design Adequate FOOTING PR PERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf Pc = 2500 psi Fy = 40000 psi c = 3 in FOOTINGSIZE Width: W = 2ft Length: L = 2 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 4 in n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = Allowable Beam Shear Vc1 = Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = Punching Shear: Vu2 = Allowable Punching Shear (ACI 11-35): vc2-a = Allowable Punching Shear (ACI 11-36): vc2-b = Allowable Punching Shear (ACI 11-37): vc2-c = Controlling Allowable Punching Shear: vc2 = Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2) = Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. 816 psf 1375 psf 2.37 sf 4.00 sf Bear = 4850 Ib Bear -A = 66300 Ib 1162 Ib 11250 Ib 45 in 3793 Ib 49219 Ib 79688 Ib 42188 Ib 42188 Ib 14551 in-Ib 127575 in-Ib 0,46 in 0.06 in2 0.48 in2 As-reqd = 0.48 in2 #4's © 8.0 in. o.c. e/w (3) Min. As = 0.59 in2 Ld = Ld-sup 15 in 9 in Bruce S. MacVeigh, PE. .:(206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 Page steatItAttatiaditi ° 10 in 10 in Z/4/2019 11.37.10 AM 6in H -2ft I 4in I 2ft 3 in 1_ 3 in 1 FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = 2340 Ib PD = 922 Ib PT = 3262 Ib Pu = 4850 Ib Footing plus soil above footing weight: Wt = 322 Ib NOTES Project: 2019-S2-SMITH Location: DINING ROOM WINDOW HDR Roof Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 79.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U1747 Dead Load 0.02 in Total Load 0.06 IN L/1050 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 886 Ib 886 Ib 589 Ib 589 Ib 1475 Ib 1475 Ib 1.04 in 1.04 in BEAM DATA Span Length 5.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E= 1300 ksi Fc - = 405 psi Fc - = 405 psi Controlling Moment: 1935 ft-lb 2.625 ft from left support Created by combining all dead and live loads. Controlling Shear: 1475 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Provided 18.28 in3 32.81 in3 12.82 in2 26.25 in2 21.1 in4 123.05 in4 1935 ft-lb 3475 ft-lb 1475 lb 3019 lb Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCatc Version 10.0.1.6 LOADING DIAGRAM 2/4/2019 11.37:19 AM ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TIN =- Side Two: Roof Live Load: LL Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 11.5 ft 25 psf 15 psf 2 ft Wall Load: WALL = 0 Of SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.25 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 338 plf Beam Uniform Dead Load: wD_adj = 224 plf Total Uniform Load: wT = 562 plf NOTES Project: 2019-S2-SMITH Location: ENTRY WINDOW HDR Roof Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 42.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U1387 Dead Load 0.03 in Total Load 0.08 IN U835 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A 1116 Ib 1116 Ib 738 lb 738 Ib 1854 Ib 1854 lb 1.31 in 1.31 in BEAM DATA Span Length 5.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Fb = 850 psi Cd=1.15 CF=1.30 Fv = 150 psi Cd=1.15 E = 1300 ksi Fc - = 405 psi Controlling Moment: 2433 ft-tb 2.625 ft from left support Created by combining all dead and live loads. Controlling Shear: 1854 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 1271 psi Fv' = 173 psi E' = 1300 ksi Fc = 405 psi Bg Provided 22.97 in3 32.81 in3 16.12 in2 26,25 in2 26.52 in4 123.05 in4 2433 ft-Ib 3475 ft-Ib 1854 lb 3019 lb Bruce S. MacVeigh, itLIS-4---(206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10 0 1.6 2/4/2019 11•37'19 AM Page /of ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL = 15 psf TW= 15 ft LL = 25 psf DL = 15 psf TW= 2 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.25 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 425 pif Beam Uniform Dead Load: wD_adj = 281 plf Total Uniforrn Load: wT = 706 plf NOTES Project 2019-S2-SMITH Location: FAMILY ROOM DOOR HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NOS)] 3.51N x 7.5 IN x 3.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 45.9% Controlling Factor: Shear Bruce S. MacVeigh, RE. ,-(206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 2/4/2019 1137720 AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3141 Dead Load 0.01 in Total Load 0.02 IN U1953 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 . .. . w REACTIONS A B Live Load 1286 Ib 1286 Ib Dead Load 783 Ib 783 Ib Total Load 2069 Ib 2069 Ib Bearing Length 1.46 in 1.46 in BEAM DATA Center Span Length 3.25 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 . 3.26ft ROOF LOADING Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 15 ft 2 ft FLOOR LOADING #2 - Hem -Fir flase Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1271 psi Cd= /. /5 CF=1.30 Shear Stress: Fv = 150 psi Fv= 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp.-1- to Grain: Fc -1- 405 psi Fc -12 = 405 psi Controlling Moment: 1681 ft-lb 1.625 ft from left support Created by combining all dead and live loads. Controlling Shear: 2069 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Width FTW = 9.2 ft 0 ft Wall Load WALL = 63 plf BEAM LOADING Roof Uniform Live Load: wL-roof = 425 plf Roof Uniform Dead Load: wD-roof = 276 plf Floor Uniform Live Load: wL-floor = 366 plf Floor Uniform Dead Load: wt-floor = 137 plf Beam Self Weight: BSW = 5 plf Combined Uniform Live Load: wL = 791 plf Combined Uniform Dead Load: wD= 482 plf Combined Uniform Total Load: wT= 1273 plf Section Modulus: 15.87 in3 32.81 in3 Area (Shear): 17.99 in2 26.25 in2 Moment nf Inertia (deflectinnl. 15 17 in4 171 f15 in4 Moment: Shear: 1681 ft-lb 3475 ft-lb 2069 lb 3019 lb NOTES Project: 2019-S2-SMITH Location: FAMILY ROOM SLIDING GLASS DOOR HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 7.5 IN x 6.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 280.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN V4551 Dead Load 0.02 in Total Load 0.04 IN U1867 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 240 Ib 240 Ib 345 Ib 345 Ib 585 Ib 585 Ib 0.41 in 0.41 in BEAM DATA Center Span Length 6.25 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E= 1300 ksi Fc - = 405 psi Fc - = 405 psi Controlling Moment: 914 ft-lb 3.125 ft from left support Created by combining all dead and live loads. Controlling Shear: 585 Ib At support. Created by combining all dead and live loads, Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adiusted Provided 8.63 in3 32.81 in3 5.09 in2 26.25 in2 15.82 in4 123.05 in4 914 ft-lb 3475 ft-lb 585 lb 3019 lb Bruce S. MacVeigh, (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.1.6 2/4/2019 11:37:21 AM Page //of LOADING DIAGRAM w s 1 • 625ft ROOF LOADING Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 1 ft FLOOR LOADING Side 2 25 psf 15 psf 1 ft Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Width F1VV = 0.7 ft 0 ft Wall Load WALL = 63 pif BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniforrn Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = 50 plf wD-roof = 33 plf wL-floor = 27 plf wD-floor = 10 plf BSIN = 5 plf wL = 77 plf wD = 110 plf wT = 187 pif Project: 2019-S2-SMITH Location: FAMILY ROOM WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 14.3% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.04 IN U1514 Dead Load 0.03 in Total Load 0.07 IN U940 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 2077 Ib 2077 Ib 1267 Ib 1267 Ib 3344 Ib 3344 Ib 2.36 in 2.36 in BEAM DATA Center Span Length 5.25 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. J- to Grain: Base Values Fb = 850 psi Fb' = 1173 psi Cd=1.15-CF=1.20 Fv = 150 psi Fv' = 173 psi Cd=1.15 E= 1300 ksi E' = 1300 ksi Fc - L = 405 psi Fc - = 405 psi Controlling Moment: 4390 ft-lb 2.625 ft from left support Created by combining all dead and live loads. Controlling Shear: 3345 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adiusted Req'd Provided 44,91 in3 52.65 in3 29.09 in2 33.25 in2 63.82 in4 250.07 in4 4390 ft-Ib 5146 ft-lb 3345 lb 3824 lb Bruce S. MacVeigh, P.E. a6 -- (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 Stru Calc Version 10.0.1.6 LOADING DIAGRAM 5.25 ft 2/4/2 019 1 1.37:22 A Page //of ROOF LOADING Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 15 ft FLOOR LOADING Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load WALL = Side 1 40 psf 15 psf 9.2 ft Side 2 25 psf 15 psf 2 ft 63 plf Side 2 0 psf 0 psf 0 ft BEAM LOADING 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: wL-roof = 425 plf wD-roof = 276 plf wL-floor = 366 plf wD-floor = 137 plf BSW = 6 plf wL = 791 plf wD = 483 plf wT = 1274 plf NOTES Project: 2019-S2-SMITH Location: FIRST FL BEAM BRG WALL ABOVE Uniformly Loaded Floor Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 9.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 38.9% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN U3042 Dead Load 0.01 in Total Load 0.02 IN U2201 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length 2024 Ib 2024 lb 773 Ib 773 Ib 2797 Ib 2797 Ib 1.28 in 1.28 in BEAM DATA Center Span Length 4 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ± to Grain: Base Valueq Ltiusted Fb = 900 psi Fb= 1080 psi Cd=1.00 CF=1.20 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc - -L = 625 psi Fc 1. = 625 psi Controlling Moment: 2797 ft-lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2797 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Eg_i0 Provided 31.08 in3 49.91 in3 23.31 in2 32.38 in2 27.32 in4 230.84 in4 2797 ft-lb 4492 ft-Ib 2797 lb 3885 lb Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10 0 1 6 2/4/2019 11:37:23 M Page /of FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 11.7 ft 13.6 ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: wL = Beam Total Dead Load: wD = Beam Self Weight: BSW = Total Maximum Load: wT = 1012 plf 380 plf 7 plf 1399 plf Project: 2019-S2-SMITH Location: FIRST FL BEAM CRAWL SPACE Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6,33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 71.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U2066 Dead Load 0.01 in Total Load 0.05 IN U1482 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 8 1190 Ib 1190 Ib 468 Ib 468 Ib 1658 Ib 1658 Ib 0,76 in 0.76 in BEAM DATA Center Span Length 6.33 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1080 psi Cd= /. 00 CF=1.20 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc - = 625 psi Fc - = 625 psi Controlling Moment: 2625 ft-lb 3.165 ft from left support Created by combining all dead and live loads. Controlling Shear: 1659 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 29.16 in3 49.91 in3 13.82 in2 32.38 in2 40.23 in4 230.84 in4 2625 ft-Ib 4492 ft-Ib 1659 lb 3885 lb Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 Calc Version 10,0 LOADING DIAGRAM 4/20 9 :37-24A Page of 6.33 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = Side 1 Side 2 40 psf 40 psf 15 psf 15 psf 4.4 ft 5 ft 0 plf BEAM LOADING Beam Total Live Load: wL = 376 pif Beam Total Dead Load: wD = 141 pif Beam Self Weight: BSW = 7 plf Total Maximum Load: wT = 524 pif NOTES Project: 2019-S2-SMITH Location: FIRST FLOOR Floor Joist [2015 International Building Code(2015 NDS)] 1.5 IN x 9.25 IN x 11.67 FT 16 O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 62.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.14 IN U996 Dead Load 0.05 in Total Load 0.19 IN U724 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A 311 Ib 311 Ib 117 Ib 117 Ib 428 Ib 428 Ib 0.46 in 0.46 in SUPPORT LOADS A Live Load Dead Load Total Load 233 plf 233 plf 88 plf 88 plf 321 ptf 321 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Valves Adjusted Fb = 900 psi Fb' = 1139 psi Cd=1.00 CF=1.10 Cr--1.15 Fv = 180 psi Fv' = 180 psi Cd=/. 00 E = 1600 ksi E= 1600 ksi Fc - J-= 625 psi Fc - = 625 psi Controlling Moment: 1248 ft-Ib 5.84 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -428 Ib 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read 13.16 in3 3.57 in2 49.16 in4 1248 ft-lb -428 Ib Provided 21.39 in3 13.88 in2 98.93 in4 2029 ft-Ib 1665 Ib 1,11177_ Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10,0,1.6 4/2019 11:37:25 AM LOADING DIAGRAM Page 11.67ft JOIST DATA Center Span Length 11.67 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 15 psf Total Load TL = 55 psf TL Adj. For Joist Spacing wT = 73.3 plf Project: 2019-S2-SMITH Location: FIRST FLOOR BEAM RT. SIDE Uniformly Loaded Floor Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 9.25 IN x 6.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 71.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U2066 Dead Load 0.01 in Total Load 0.05 IN U1482 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 1190 Ib 1190 Ib 468 Ib 468 Ib 1658 Ib 1658 Ib 0.76 in 0.76 in BEAM DATA Center Span Length 6.33 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc - = 625 psi Fc - = 625 psi Controlling Moment: 2625 ft-Ib 3.165 ft from left support Created by combining all dead and live loads. Controlling Shear: 1659 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 29.16 in3 49.91 in3 13.82 in2 32.38 in2 40.23 in4 230.84 in4 2625 ft-Ib 4492 ft-lb 1659 lb 3885 lb Bruce S. MacVeigh, , (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruC alc Version 10.0.1.6 LOADING DIAGRAM 2/4/2019 11:3 :26 AM page of 6.13ft FLOOR LOADING Side 1 Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width FTW = 4.4 ft Wall Load WALL = 0 pif Side 2 40 psf 15 psf 5 ft BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 376 pit wD = 141 pif BSW = 7 pif wT = 524 pif NOTES Project: 2019-S2-SMITH Location: FRONT DECK BEAM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 5.5 IN x 4.41 FT Pressure Treated #2 - Hem -Fir - Dry Use Section Adequate By: 25.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L/1105 Dead Load 0.01 in Total Load 0.06 IN U877 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 744 Ib 744 Ib 194 Ib 194 Ib 938 Ib 938 Ib 0,66 in 0.66 in BEAM DATA Center Span Length 4.41 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 850 psi Fb' = 884 psi Cd=1.00 CF=1.30 Ci=O.80 Fv = 150 psi Cd=1.00 Ci=0.80 E = 1300 ksi Ci=0.95 Fc -1= 405 psi Controlling Moment 1033 ft-Ib 2.205 ft from left support Created by combining all dead and five loads. Controlling Shear: 937 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fv' = 120 psi E` = 1235 ksi Fc-1 = 405 psi Redd Provided 14.03 in3 17.65 in3 11.72 in2 19.25 in2 15.8 in4 48.53 in4 1033 ft-Ib 1300 ft-Ib 9371b 15401b (206) 571-8794 14245 59th Avenue South StruCalc Version 10.0.1.6 LOADING DIAGRAM 2/4/2019 1:37: 7 AM 4A1ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 60 psf 60 psf FDL = 15 psf 15 psf FTW = 2.3 ft 3.3 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: wL = 337 pif Beam Total Dead Load: wO = 84 pif Beam Self Weight: BSW = 4 pif Total Maximum Load: wT = 425 pif NOTES Project: 2019-S2-SMITH Location: FRONT DECK JOIST Floor Joist [2015 International Building Code(2015 NDS)] 1.5 IN x 7.25 IN x 4.58 FT Pressure Treated @ 16 O.C. #2 - Hem -Fir - Dry Use Section Adequate By: 279.9% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN U4083 Dead Load 0.00 in Total Load 0.02 IN U3266 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 183 Ib 183 Ib 46 lb 46 lb 229 Ib 229 Ib 0.38 in 0.38 in SUPPORT LOADS AB Live Load 137 pif 137 plf Dead Load 35 pif 35 pif Total Load 172 plf 172 plf MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values A justed Fb = 850 psi Fb= 938 psi Cd=1.00 CF=1.20 Cr=1.15 Ci=0.80 Fv = 150 psi Fv' = 120 psi Cd=1.00 Ci=0.80 E = 1300 ksi E' = 1235 ksi Ci=0.95 Fc -J-= 405 psi Fc - = 405 psi Controlling Moment: 262 ft-Ib 2.29 Ft from left support of span 2 (Center Span) Created by combining all dead loads arid live loads on span(s) 2 Controlling Shear: -229 Ib 5,0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads an span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 3.35 in3 13.14 in3 Area (Shear): 2.86 in2 10.88 in2 Moment of Inertia (deflection): 4.2 in4 47.63 in4 Moment: 262 ft-lb 1028 ft-lb Shear -229 lb 870 lb ilfri Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 S uCalc Vers'o 0. 6 2/4/2019 LOADING DIAGRA 4.58 ft JOIST DATA Center Span Length 4.58 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 60 psf Dead Load DL = 15 psf Total Load TL = 75 psf TL Adj. For Joist Spacing wT = 100 plf NOTES Project: 2019-S2-SMITH Location: GARAGE DOOR HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 18.0 IN x 16.0 FT 24F-V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 126.6% Controlling Factor: Moment PEFLECTIONS Center Live Load 0.18 IN U1053 Dead Load 0.10 in Total Load 0.28 IN U679 Live Load Deflection Criteria: U360 Total Load Deflection Critena: U240 BEACTIONS Live Load Dead Load Total Load Bearing Length A 4760 lb 4760 Ib 2626 Ib 2626 Ib 7386 Ib 7386 Ib 2.07 in 2.07 in BEAM DATA Span Length Unbraced Length -Top Roof Pitch Floor Duration Factor Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 16 ft 0 ft 5 :12 1.00 1.15 1 0.1 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2704 psi Cd=1.15 Cv=0.98 265 psi Fv= 305 psi Fv = Cd=1.15 E = Fc - = 1800 ksi 650 psi Controlling Moment: 29543 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -73136 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: E' = 1800 ksi Fc - = 650 psi Read Provided 131.1 in3 297 in3 36.35 in2 99 in2 945.22 1n4 2673 in4 29543 ft-lb 66930 ft-lb -7386 lb 20114 lb page Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.1.6 2/412019 11:37:29 AM LOADING DIAGRAM w IS ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof 'Tributary Width RTW = 1 ft 2 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 2 ft 11 ft Wall L.oad WALL = t63 plf BEAM LOADING Roof Uniform Live Load: wL-roof = 75 plf Roof Uniform Dead Load: wD-roof = 49 plf Floor lJniforrn Live Load: wL-floor = 520 plf Floor Uniform Dead Load: wD-floor = 195 plf Beam Self Weight: BSW = 21 plf Combined Uniform Live Load: wL = 595 plf Combined Uniform Dead Load: wD = 328 plf Combined Uniform Total Load: wT = 923 plf Project: 2019-S2-SMITH Location: INTERIOR HALLWAY WALL DOOR HDR LOWER FLOOR Uniformly Loaded Floor Beam [2015 International Building Code(2015 ICS)] 3.5 IN x 5.5 IN x 2.75 FT - Hem -Fir - Dry Use Section Adequate By: 67.2% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN U2668 Dead Load 0.00 in Total Load 0.02 IN U1932 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 834 Ib 834 Ib 318 Ib 318 Ib 1152 Ib 1152 Ib 0.81 in 0.81 in BEAM DATA Center Span Length 2.75 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -1- to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1105 psi Cd=/.00 CF=1.30 Fv= 150 psi Fv' = 150 psi Cd=1.00 E 1300 ksi E' = 1300 ksi Fc - = 405 psi Fc = 405 psi Controlling Moment: 792 ft-Ib 1.375 ft from left support Created by combining all dead and live loads. Controlling Shear: -1151 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 8.6 in3 17.65 in3 11.51 in2 19.25 in2 6.55 in4 48.53 in4 792 ft-Ib 1625 ft-Ib -1151 Ib 1925 lb Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.1.6 LOADING DIAGRAM 2/4/2019 11:37:30 AM 2.75 ft FLOOR LOADING Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load Sic:Jet Side 2 40 psf 40 psf 15 psf 15 psf 6 ft 9.2 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 606 plf wD = 227 plf BSW = 4 plf wT = 837 plf NOTES Project: 2019-S2-SMITH Location: KITCHEN WINDOW HDR Roof Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 7.51N x 4.25 FT #2- Hem -Fir - Dry Use Section Adequate By: 101.2% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN U2615 Dead Load 0.01 in Total Load 0.03 IN U1574 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 903 lb 903 lb 597 Ib 597 Ib 1500 Ib 1500 Ib 1,06 in 1.06 in BEAM DATA Span Length 4.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. --to Grain: Base Values Adiusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=4.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E= 1300 ksi Fc - = 405 psi Fc = 405 psi Controlling Moment: 1594 ft-Ib 2.125 ft from left support Created by combining all dead and live loads. Controlling Shear: -1501 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 15.06 in3 32.81 in3 13.05 in2 26.25 in2 14.07 in4 123.05 in4 1594 ft-lb 3475 ft-Ib -1501 Ib 3019 lb riz,ytt!, Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington-98168 StruCalc Version 10.0.1.6 2/4/2019 1 :37:31 AM age rz 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 = Wall Load: 25 psf 15 psf 15 ft 25 psf 15 psf 2 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4.25 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 425 plf Beam Uniform Dead Load: wD_adj = 281 plf Total Uniform Load: wT = 706 plf Project: 2019-S2-SMITH Location: LIVING ROOM WINDOW HDR Roof Beam (2015 International Building Code(2015 NDS)1 3.5 IN x 7.5 IN x 3.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 1344.1% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN LJMAX Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 122 Ib 122 Ib 87 lb 87 lb 209 Ib 209 Ib 0.15 in 0.15 in BEAM DATA Span Length 3.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1,15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E= 1300 ksi Fc - = 405 psi Fo - = 405 psi Controlling Moment: 170 ft-lb 1.625 ft from left support Created by combining all dead and live loads. Controlling Shear: -209 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 1.6 in3 32.81 in3 1.82 in2 26.25 in2 1.15 in4 123.05 in4 170 ft-lb 3475 ft-lb -209 lb 3019 lb Bruce S. MacVeigh, P.E. ...„. • - (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCatc Ve ion 10.0.1.6 LOADING DIAGRAM 3.25 ft 2/4/2019 11:37:32 AM page 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 2 ft 25 15 1 psf psf ft Wall Load: WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 3.25 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 75 pif Beam Uniform Dead Load: wD_adj = 54 plf Total Uniform Load: wT = 129 pif NOTES Project: 2019-S2-SMITH Location: MASTER BATH WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 2.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 280.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 478 Ib 478 Ib 316 Ib 316 Ib 794 Ib 794 Ib 0.56 in 0.56 in BEAM DATA Span Length 2.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb= 1271 psi Cd=1.15 CF=1.30 Shear Stress: Fv = 150 psi Fv. = 173 psi Cd=t15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -I- to Grain: Fc - = 405 psi Fc - = 405 psi Controlling Moment: 447 ft-Ib 1.125 ft from left support Created by combining all dead and live loads. Controlling Shear: -794 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear. Req'd Provided 4.22 in3 32.81 in3 6.91 in2 26.25 in2 2.09 in4 123.05 in4 447 ft-Ib 3475 ft-Ib -794 lb 3019 lb Bruce S. MacVeigh, P.E. -; (206) 571-8794 14245 59th Avenue South Tukwila, Washington S ruCa c Ve ion 10.0.1.6 LOAFING DIAGRAM / 2019 : 7: 3 AM 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 15 ft 25 psf 15 psf 2 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 2.25 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 425 pif Beam Uniform Dead Load: wD_adj = 281 pif Total Uniform Load: wT = 706 plf NOTES Project: 2019-S2-SMITH Location: MASTER BEDROOM REAR WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 684.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN 117862 Dead Load 0.01 in Total Load 0.01 IN U4584 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 197 Ib 197 lb 141 Ib 141 Ib 338 Ib 338 Ib 0.24 in 0.24 in BEAM DATA Span Length 5.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc - = 405 psi Fc - = 405 psi Controlling Moment: 443 ft-lb 2.625 ft from left support Created by combining all dead and live loads. Controlling Shear: 338 Ib At support. Created by combining at dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 4.19 in3 32.81 in3 2.94 in2 26.25 in2 4.83 in4 123.05 in4 443 ft-lb 3475 ft-lb 338 lb 3019 lb Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.1.6 LOADING DIAGRAM 2/4/2019 11:37:34 AM page 5.25 ft 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 ft LL = 25 psf DL = 15 psf TW= 2 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj 5.25 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 75 plf Beam Uniform Dead Load: wD_adj = 54 plf Total Uniform Load: wT = 129 plf NOTES Project: 2019-S2-SMITH Location: MASTER BEDROOM SIDE WINDOW HDR Roof Beam [2015 International Building Code(2015 NOS)j 3.5 IN x 7.5 IN x 2.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 280.0% Controlling Factor: Shear PULECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 478 Ib 478 Ib 316 Ib 316 Ib 794 lb 794 lb 0.56 in 0,56 in BEAM DATA Span Length Unbraced Length -Top 2.3 ft 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Fb = 850 psi Cd=1.15 CF=1.30 Fv = 150 psi Cd=1.15 E = 1300 ksi Fc - = 405 psi Controlling Moment: 447 ft-lb 1.125 ft from left support Created by combining all dead and live loads. Controlling Shear: -794 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 1271 psi Fv' = 173 psi E' = 1300 ksi Fc = 405 psi Eago, provided 4.22 in3 32.81 in3 6.91 in2 26.25 in2 2.09 in4 123.05 In4 447 ft-Ib 3475 ft-Ib -794 lb 3019 lb Bruce S. MacVeigh, P.E. • (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 S_truCalc Version .0, .6 LOAPING DIAGRAM 2/4/2019 : 7:35 AM Page 225 ft 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 = Wall Load: 25 psf 15 psf 15 ft 25 psf 15 psf 2 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 2.25 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 425 pif Beam Uniform Dead Load: wD_adj = 281 pif Total Uniform Load: wT = 706 pif Project: 2019-S2-SMITH Location: ROOF BEAM OVER FRONT PORCH Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.67 FT #2 - Hem -Fir - Dry Use Section Adequate By: 331.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3923 Dead Load 0.01 in Total Load 0.03 IN U2656 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A 459 Ib 459 Ib 219 Ib 219 Ib 678 Ib 678 Ib 0.48 in 0.48 in BEAM DATA Span Length 6.7 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1173 psi Cd=1.15 CF=1.20 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -I- to Grain: Fc = 405 psi Fc - = 405 psi Controlling Moment: 1130 ft-lb 3.335 ft from left support Created by combining all dead and live loads. Controlling Shear: -677 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 11.56 in3 49.91 in3 5.89 in2 32.38 in2 15.65 in4 230.84 in4 1130 ft-lb 4879 ft-Ib -677 lb 3723 lb Bruce S. MacVeigh, P.E. ,..,... (206) 571-8794 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.1.6 LOADING DIAGRAM 2/4/2019 11:37:36 AM page /rof 6.67 ft ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TVV = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: 25 psf 10 psf 2 ft 25 psf 10 psf 3.5 ft WALL = 0 plf SLOPEJPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6.67 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 138 plf Beam Uniform Dead Load: wD_adj = 66 plf Total Uniform Load: wT = 203 plf NOTES Project: 2019-S2-SMITH Location: WET BAR WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)) 3.5 IN x 7.5 IN x 3.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 45.9% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN L/3141 Dead Load 0.01 in Total Load 0.02 IN L/1953 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 1286 Ib 1286 Ib 783 Ib 783 Ib 2069 Ib 2069 Ib 1.46 in 1.46 in BEAM DATA Center Span Length 3.25 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Fb 850 psi Cd=1.15 CF=1.30 Fv = 150 psi Cd=1.15 E = 1300 ksi Fc - = 405 psi Controlling Moment: 1681 ft-lb 1.625 ft from left support Created by combining all dead and live loads. Controlling Shear: 2069 Ib At support. Created by combining all dead and live loads. Adjusted Fb' = 1271 psi Fv' = 173 psi E' = 1300 ksi Fc - = 405 psi Comparisons with required sections: Read Provided Section Modulus: 15.87 in3 32.81 in3 Area (Shear): 17.99 in2 26.25 in2 Moment of Inertia (deflection): 15.12 in4 123.05 in4 Moment: 1681 ft-Ib 3475 ft-lb Shear: 2069 lb 3019 lb Bruce S. MacVeigh, P.E. (206) 571-8794 14245 59th Avenue South Tukwila, Washington 9816 StruCalc Version 10.0.1 6 LOADING DIAGRAM A 3_25 ft 2/4/2019 11:37:37 AM ROOF LOADING Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 15 ft FLOOR LOADING Side 2 25 psf 15 psf 2 ft Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Width FTW = 9.2 ft 0 ft Wall Load WALL = 63 plf BEAM LOADING 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: wL-roof = 425 plf wD-roof = 276 plf wL-fioor = 366 plf wD-floor = 137 plf BSVV = 5 plf wL = 791 plf wD = 482 plf wT = 1273 plf NOTES Project: 2019-S2-SMITH Location: WINDOW HDR 2ND FLOOR Roof Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 7.5 IN x 5.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 16.3% Controlling Factor: Moment 11, VW, Bruce S. MacVeigh, P.E. 571-8794 14245 59th Avenue South Tukwila, Washington 98168 7/4/2111 9 1 1•17•1R AM page /of DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U1845 Dead Load 0.02 in Total Load 0.06 IN U1106 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1116 Ib 1116 Ib Dead Load 745 Ib 745 Ib Total Load 1861 Ib 1861 Ib Bearing Length 0.84 in 0.84 in BEAM DATA Span Length 5.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 5.25 ft ROOF LOADING MATERIAL PROPERTIES Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 15 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 plf #2 - Hem -Fir Base Values Adiusted Bending Stress: Fb = 575 psi Fb= 661 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 140 psi Fv' = 161 psi Cd=1.15 Modulus of Elasticity: E = 1100 ksi E' = 1100 ksi Comp. -I- to Grain: Fc - -- = 405 psi Fc -1-' = 405 psi Controlling Moment: 2443 ft-Ib 2.625 ft from left support Created by combining all dead and live loads. Controlling Shear: -1861 Ib At support. Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj ---, 5.25 ft Beam Self Weight: BSW = 8 plf Beam Uniform Live Load: wL = 425 plf Beam Uniform Dead Load: wD_adj = 284 plf Total Uniform Load: wT = 709 plf Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reci'd 44.33 in3 17.34 in2 31.47 in4 2443 ft-Ib -1861 Ib Provided 51.56 in3 41.25 in2 193.36 in4 2841 ft-Ib 4428 Ib NOTES IED FOR .)MPLIANCE .1-PROVED MAY 312i City of Tukwila BUILDING DIVISION STUB LOCATIONS S.142ND STREET Address Length Depth $ration 3501 13' 5' 4+14.5 3503 13' 4' 3+82.5 3504 15' 61 3+21 3514 19' 7' 2+46 35TH AVE. S, 14058 21' 12' 2+41 14060 21' 14' 1+18 14075 20,5 6,6' 0+38 14203 26' 3' 0+0S Ahead 5&OER VkLEY urea MANHO EX, MANHOLE 0 501 14203 114075 14065 M4NNoLE "1 DRopM.N. MANHOLE 1 14051" 15..:: VVEDFOR ' COMPLIANCE APtt 6 14051 1523049199 BUI 4065 152304' 183 1..150 4175 MAY 2 ityo King County a 14) 'Dui ila DIN ION 1 1114°56 1 ). .49244 14135 1523 ic-)3(03" 14060, lasrki. A kii"whig SEkvicE EgStrrsrf kriE, 14066 152.5049329 uFAD n5rtrIci4AsEp.vul ie 04? 1.2!:ji402 King County Assessor's Office, ing ln 152 14143 1414 1:2 4'14153 unty GIS Center, King County, King county Assessor's Office, The eformation incilded on this map has b nrnike by Kng Dourly staff from a varety of sources and is sutiect to change without notice, KEN County makes no tEcktWIt3fOrtS C/ warranties, express a impled, as lo accuracy, completeness, timeiness, a rghts to the use of such inf ante). This document is not intended for 1150 as a survey product King 010 shaft not be hate fc any general, special init, irridente, or consequardid damages bdudrig, but not limited to, lost revenues a lost profits resulting from the use a misuse of the informatics caiIah& us thb nap. Any sale of this map a information on this map 's prat biled except by written permbsio n of Kh g Co unty, Date:511612019 King County Subject: Technical Information Report (TIR) for New Single Family Residence 14066 35th Avenue S. Tukwila, WA 98168 PN: 152304-9329 April 30, 2019 FOR APLIANCE ,-eROVED MA'( 31 2019 City of Tukwila BUILDING DIVISION Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 RECEIVED UPI OF TUKWILA MAY 0 7 2019 PERMIT CENTER COBH, TON . LTR# RECEIVED MAY 08 2019 TUKWILA PUBLIC WORKS 0061 Table of Contents: Technical Information Report (TIR) Worksheet (attached) Project Overview Conditions and Requirements Summery Off Site Analysis Flow Control and Water Quality Facility Analysis and Design Conveyance System Analysis and Design Special Reports and Studies Other Permits ESC Analysis and Design Bond Quantities, Facility Summaries and Declarations of Covenant Operations Manual Project Overview: The existing parcel is 9,993 square feet and at one time had a residential garage located on it, since removed. The lot was created by short plat in 2017. The proposed project will construct a new single-family residence. A breakdown of new site impervious areas is given below. The site is located on the east side of 35th Avenue S. in the 14000 block. The existing site has a level area in the west portion nearest the street, with a downslope of 10 to 20 percent to the rear. The new home will be located primarily at the upper portion nearest the street. The new house construction will include construction of the new home, with parking pad and new street driveway. Soil investigation on the site confirms on -site stormwater infiltration feasibility. The storm drainage system will collect runoff from the roof and parking pad, and dispose of it with a sized conventional infiltration trench in the rear yard. The design of the drainage system will be per the current King County Stormwater Manual, Appendix C, Simplified Site Drainage. The site is currently lawn, minor shrubs and rough earth (from old garage removal). Future impervious areas will consist of lawn with typical landscaping. The site has no significant trees. The site is served by public water and sewer. Conditions and Requirements Summary: The site drainage qualifies for Simplified Drainage Review. The design of the infiltration system will be per Appendix C. The use of on -site infiltration qualifies as an accepted LID stormwater management measure. The use of Simplified Drainage Review does not require the nine Core Requirements (for Direct or Full Drainage Review) be addressed in this report. Off -Site Analysis: At present practically no runoff from the site flows beyond its borders due to existing surface vegetation and porous surface soils. The proposed collection and routing of the site's runoff into the conservatively designed infiltration system will prevent an increase in post -construction runoff. There will be a net decrease in runoff from the site. The entire neighborhood adjacent to and below the site has similar soils and density of residential development, and appears to have no adverse runoff caused conditions. No known conditions of erosion, drainage system under capacity or water caused property damage are known below the site. The site has little or none offsite runoff entering the site. Some minor pavement runoff from 35th Avenue S. is possible, due to gravel shoulders, however this would be negligible for evaluation purposes. Flow Control and Water Quality Facility Analysis and Design: As referenced above, the flows from the impervious surfaces will be retained and infiltrated on site in an underground trench designed per Appendix C, using prescriptive trench sizing. The site's identified Medium Sand allows for the prescriptive sizing, and formal runoff modeling is not required. The prescriptive sizing is conservative. Trench sizing calculations are attached. Note: The minor site walkways and rear patio will simply sheet flow to adjacent lawn area. The area of these features is very small; the walkway is only 4 feet wide and the patio area is only about 38 sf, allowing for roof overhang. Major water quality measures consist of a yard drain sump with tee or downturned elbow to remove silt and floating debris. The parking pad catch basin will also have a tee or downturned elbow. The use of that measure is per Appendix C guidelines and is considered appropriate for residential system design. During construction, a perimeter Silt Fence will be installed, and a Stabilized Construction Entrance will be located at the site's construction entrance. Conveyance System Analysis and Design: The 4-inch PVC line around the building perimeter and from the parking pad catch basin will have slopes at 2.0% minimum. By inspection, this is adequate for the collected roof and parking pad runoff. Special Reports and Studies: None. Other Permits: Normal residential construction related permits will be required. ESC Analysis and Design: As noted above, the site is small and warrants only the normal placement of standard perimeter Silt Fence and Stabilized Construction Entrance. The Silt Fence will denote site Clearing Limits. Bond Quantities, Facility Summaries and Declaration of Covenant: A Declaration of Covenant for the site drainage system is provided. It has recommended maintenance measures for the drainage system. Operations and Maintenance Manual: Drainage facility operation/maintenance guidance is provided in the Declaration of Covenant. Bruce S. MacVeigh, P.E. Civil Engineer randysmith2ndlothstir/1777 FETCP I R P: 4/24/Z/ /40-Yie 9/P EXHIBIT "B" SITE DRAINAGE PLAN SOIL LOGS 22 AUG 17 SOIL LOG 1 0 - 48" 48 - 60"+ MEDIUM SAND WiTRACE OF SILT MEDIUM SAND W/TRACE OF CLAY (Note, the clay material would allow an infiltration similar to that of the upper layer since the clay portion does not predominate the matrix of the lower soil level. It was only noted by the slight binding of the damp soil when hand compressed.) SOIL LOG 2 0- 60"+ MEDIUM SAND W/TRACE OF SILT SOIL LOG 3 0 - 72"-}- MEDIUM CLEAN SAND NO WATER INDICATORS ENCOUNTERED IN ANY OF THE LOGS. SOIL TYPE RATING: SOILS FOR DESIGN WOULD BE DESIGNATED AS "MEDIUM SAND" FOR DESIGN PURPOSES. IMPERVIOUS AREAS (BASED ON SITE PLAN SCALED MEASUREMENTS) BUILDING ROOF (INCL. OVERHANG) 1,321 SF OVERHANG ASSUMED 16" PARKING PAD 459 SF TOTAL 1,771 SF ALL NOTED IMPERVIOUS AREAS WILL BE DIRECTED TO THE INFILTRATION TRENCH. TRENCH SIZING FOR "MEDIUM SAND" TRENCH REQUIRED IS 60 SF OF TRENCH PER 1,000 SF IMPERVIOUS. TRENCH AREA REQUIRED = 1,771 SF X 60 SF/1,000 SF = 106 SF TRENCH PROVIDED: W 6' L 20' D 1.5' TRENCH AREA PROVIDED = 120 SF > 106 SF OKAY KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Type of Drainage Review (check one): Date (include revision dates): Date of Final; TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Project Engineer V re" /4/01 iAte/eN Company Phone O use (e.g.,Subdivision / Short Subd. / UPD) U-Building (e.g.,M/F / Commercial / SFR) 1:3 Clearing and Grading 0 Right -of -Way Use C3 Other Technical Information Report 1:3 Full LI Targeted alimplified CI Large Project E3 Directed Project Name _SFR DPER Permit # Location Township Range Section Site Address 0 DFW HPA U COE 404 0 DOE Dam Safety O FEMA Floodplaln C3 COE Wetlands 1.3 Other C3 Shoreline Management 0 Structural RockeryNault/ 0 ESA Section 7 Site Improvement Plan (Engr. Plans) Plan Type (check 0 Full one): 0 Modified Ergmplified Date (include revision dates): Date of Final: Type (circle one): Standard / Experimental / Blanket Description: (include conditions in TIR Section 2) Approved Adjustment No. Date of Approval: 2016 Surface Water Design Manual 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL. INFORMATION REPORT (TIR) WORKSHEET Monitoring Required: Yes Start Date: Completion Date: Re: KCSWDM Adjustment No. ii Community Plan : Special District Overlays: Drainage Basin: Stonnwater Requirements: I~J Steep Slope ❑ Erosion Hazard. ❑ Landslide Hazard ❑ Coal Mine Hazard ❑ Seismic Hazard ❑ Habitat Protection 13 Soil Type Slopes /c9 —00 70 Erosion Potential /> D. ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2016 Surface Water Design Manual 2 4/24/2016 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET REFERENCE ❑ Core 2 — Offsite ❑ Sensitive/Critical Areas [, SEPA ❑ LID Infeasibility ❑ Other LIMITATION / SITE CONSTRAINT ❑ Additional Sheets Attached .'14ts".'"'°. .•ni. .yi '. t - !y . ^ 1 . Threshold Discharge Area: (name or description) Core) aqu rrements (aft 8 apply): aat Natural Location Number of Natural Dlschargee Locations: e Analysis Level: 1 / 2 / 3 dated: Z Control (include facility Level: 1 / 2 / 3 or Exemption Number 1,6 summary sheet) Flow Control BMPs Conveyance System Spill containment located at E nand Sediment Control / CSWPP/CESCUESC Site Supervasor: struction Stormwater Contact Phone: Pollution Prevention After Hours Phone: ntenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liability W er Quality (Include facility Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog mmary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements (as applicable): Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None • Requirements Name: Floodplain!Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: 2016 Surface Water Design Manual 3 4/24r2016 KING COUNTY, WASHINGTON, SURFACE WATER. DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 1,.:,,6 "4'f 11.. e" ' " r''' .`e, ' ' •Vu Ic.^ ' , s 4 Source C i .1- (com. i:al industiial land Describe land use: any structural controls: Oil Control High -use Site: Yes / No Treatment BMP: Maintenance Agreement Yes / No with whom? Other Drainageu Describe: 6 ' x ?o t 4..1,.4,:....V.: 'i.Ai,....:', ,•.'11i' ,e .. 4.' -ts • '''' ni.irti.'1.7,4-,•., 4At .:‘i,,; y" ,,,,,',11,,:. - fr. ,,, ' r ;1‘.....4.',P -.7,' ' -,'''''1,7?- • -,, -7, '',..W...?;-,,X,,:fi!lq.Zi,":,..tli,i ;!,-(-k4,;;;:sgfi:,!.;?, ,, -, MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION 1:2Clearing Limits LiStD1flze exposed surfaces Coyer Measures Uemove and restore Temporary ESC Facilities Werimeter Protection lidirerean and remove all silt and debris, ensure 0 Traffic Area Stabilization operation of Permanent Facilities, restore operation of Flow Control BMP Facilities as CI Sediment Retention necessary 0 Surface Water Collection 0 Flag mits of SAO and open space preservation 0 Dewatering Control areas E3 Dust Control la Other 0 Flow Control 0 Protection of Flow Control BMP Facilities cayilking and proposed) Maintain BMPs / Manage Project i:,,,,,,,,,,:... .,...„,,,,,., ,,.,,, .;,_ ,„.,‘,..... . ........ , ,., t., ... ,, ,,,, ..,..„ , 7.4 . ”-...,. • -e...e.,7,, .-..... -,..,,. v•,i.: ,,,,,,......,,, ,,,, ...;,, oP'..--,,Az.;',-.1!"%.,*....',.,:l 7r '..1,,,rVi:,$'4' '''''':.'",*".. ;.;,,„,,,...p.i..*:;F: 3..,,. . ..,. ....,..x.A.,e.,oi Flow Control Type/Description Water Quahty Type/Description C3 Diaparie ' tration CI Regional Facility CI Shared Facility 0Flow Control BMPs la Other CI V Flowpath 0 Wetpool Ca Ffftration 0 Oil Control CI Spill Control 0Flow Control BMPs 0 Other 6/ IX 2e) f 7;4)4rowe:iti , 2016 Surface Water Design Manual 4 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET nage Easement Covenant ❑ Native Growth Protection Covenant ❑ Tract ❑ Other ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other /v/A I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Techrmation Report. To the best of my knowledge the lnf ation vided Is accu 3 2 ,4 2016 Surface Water Design Manual 5 4242016 Subject: Geotech Report for Structure Design for New Single Family Residence 14066 35th Avenue S. Tukwila, WA 98168 PN: 152304-9329 May 7, 20'19 RECEIVED CITY OF TUKWILA MAY 0 7 2019 PERMIT CENTER Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Gentechnical 14245 59th Ave. S. Tukwila, WA 98168 CeII: 206-571-8794 CORR€C1d LTR# jEDFOR JMPLIANCE w'PROVED MAY 31 2019 City of Tukwila BUILDING DIVISION Ili Project Overview: The existing parcel is 9,993 square feet and at one time had a residential garage located on it, since removed. The lot was created by short plat in 2017. The proposed project will construct a new single-family residence. The site is located on the east side of 35th Avenue S. in the 14000 block. The existing site has a level area in the west portion nearest the street, with a downslope of 10 to 20 percent to the rear. The new home will be located primarily at the upper portion nearest the street. The new house construction will include construction of the new home, with parking pad and new street driveway. Soil investigation on the site confirms the site is suitable for residential construction. Soil Investigation: The following soil information was obtained by on -site soil logs — SOIL LOGS 22 AUG 17 SOIL LOG 1 0 - 48" MEDIUM SAND WTTRACE OF SILT 48 - 60"+ MEDIUM SAND W/TRACE OF CLAY (Note, the clay material would allow an infiltration similar to that of the upper layer since the clay portion does not the matrix of the lower soil level. It was only noted binding of the damp soil when hand compressed.) MEDIUM SAND WTTRACE OF SILT MEDIUM CLEAN SAND predominate by the slight SOIL LOG 2 0 - 60"+ SOIL LOG 3 0 - 72"+ NO WATER INDICATORS ENCOUNTERED IN ANY OF THE LOGS. Structural Criteria: The above soils are suitable for conventional residential spread footing foundation. If Based on experience and current IBC soil bearing criteria the following is determined — Allowable Soil Bearing Pressure = 1,500 psf Conclusion: The above design soil bearing pressure should allow the construction without settlement. As always, different soil conditions encountered than those found in the soil logs should be referred to this office. Bruce S. MacVeigh, P.E. Civil Engineer randysmith2ndlotgeotech/1777 0 EXIST HOUSE YARD Di7,a/N 1/ 1 SDi1PWal/DVI 5' BSB ►s�� �aBL 195,00' —.. N T324W 49114 UFO f7YR1 496 799///1Eb 496 494 492 717 ikve CIE'/// l/!'1/T 4 4 m x z 03 oa 71ZYCH L5ET RIEBAR d GAP L5*49290 M Re: B1901289 2 story smith plan FILE NiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages or sheets covered by this seal: K5866547 thru K5866563 My license renewal date for the state of Washington is September 28, 2019. RECEIVED MAY 0 8 2019 TUKWILA PUBLIC WORKS March 20,2019 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineers responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. RECEIVED CITY OF TUKWILA MAY 07 2019 PERIVII1T CENTER CORRECIKON LTR# 1. lq 0052y_ t-oR MPLIANCE .•,ePROVED MAY 31 Oig City of Tukwila BUILDING DIVISION Job Truss Truss Type Qty Ply 2 story smith plan K5866547 13'1901289 FBO1 FLOOR SUPPORTED GABL 7 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 6 3x4 = 1.5x4 II 1-2-3 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:43 2019 Page 1 I D:De2hH OrbUsE_3fJ9h6Iok_zbNgt-nibTOJ BjYOH6dt7x9 HV6EC3VP44gofxeyA0CvOzZ2eA 1.5x4 11 2 3 5 4 3x4 = 1-2-3 Scale = 1:10.4 Plate Offsets (X,Y)-- [5:0-1-8,Edge] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-7-3 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.05 BC 0.01 WB 0.00 Matrix-P DEFL. in (loc) I/deft L/d Vert(LL) 0.00 2 n/r 180 Verl(CT) 0.00 2 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20%F, 11 % E LUMBER - TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (lb/size) 6=45/1-3-11, 5=64/1-3-11 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-3-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 2-0-0 oc. 4) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10'03/2015 BEFORE USE. Oesign valid for use ony with MiTek® connectors. This design Is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pl1 Quality Criteria, OSB-89 and BCSI Building Component Carew, e..n....,arr.,n aunilahln (ram Tn Ka Plate Inatihrta 21 A N. Lee Street. Suite 312. Alexandria. VA 22314. Mil• MiTek` 250 Klug Circle Corona, CA 02880 Job Truss Truss Type Qty Ply 2 story smith plan K5866548 1341901289 FT01 Floor Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 0 1 2 3 Arlington, WA - 98223, 4 5 6 7 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:43 2019 Page 1 I D:De2h HOrbU sE_31J9h6lok_zbNqt-nibTQJBjYOH6dt7z? HV6EC3Tw44Sof WeyA0Cv0zZ2eA 3x6 FP = 8 9 10 11 12 13 14 15 16 0-1 r8 Scale = 1:50.1 17 t1.7"7.1.1.1.li .1:1.1.1.1.1.t •97Q1.7"74:4a•J%Wk�1" 33 3x4 = 32 6-9-0 6-9-0 31 30 29 28 27 26 3x4 = 3x6 FP = 25 24 23 22 21 20 233-0 21-9-0 2-6q 30-0-0 13-6-0 -9-0 6-9-0 0-9-0 19 18 3x4 Plate Offsets (X,Y)-- 1:Edge,0-0-12], [34:0-1-8,0-0-12], [35:0-1-8,0-0-12] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.15 BC 0.02 W B 0.03 Matrix-R DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 18 n/a n/a PLATES GRIP MT20 185/148 Weight: 95 Ib FT = 20%F, 11'/ E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 30-0-0. (Ib) - Max Gray All reactions 250 Ib or less atjoint(s) 33, 18, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. March 20,2019 A WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTeke, connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building desgner must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Duality Criteria, 0SB-89 and BCSI Building Component c-....., r..o.....�.r.... a,.aaahm rr„m -re me Plata Inctitura 91 R hl I_ee Street. Suite 312. Alexandria. VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2 story smith plan K5866549 51901289 FT02 Floor 14 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 0-1-8 HI 2-6-0 26 3x8 = Arlington, WA - 98223, 1-3-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:44 2019 Page 1 I D: De2hH OrbUsE_3fJ9h61 ok_zbNgt-Gv9refCLJiPzF 1 i7Z70LmQcS_T EkX04oBgm I RSzZ2e9 2-3-4 3x12 M18 SHS FP = 4x8 = 3x4 = 3x6 = 4x12 11 11-6-%1 I 1-3-0 1 5x8 "= 4x4 = 3x8 = 0-].r8 Scall� L 1:49.7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 6-9-0 6-9-0 25 24 3x8 = 23 3x4 = 8-3-0 -9-0I I 0-9-0 22 21 3x6 FP = 4x12 = 18-4-0 10-1-0 20 4x12 = 19 5x8 18 23-3-0 21-9-0 2-6-01 3-5-0 9-0 0-9-0 17 4x6 = 30-0-0 6-9-0 16 3x6 = 28 4 r4 Plate Offsets (X,Y)-- [1:Edge,0-0-12], [4:0-1-8,Edge], [12:0-1-8,Edge], [19:0-1-8,Edge], [23:0-1-8,Edge], [27:0-1-8,0-0-12], [28:0-1-8,0-0-12] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1,00 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2(flat) "Except' 8-15: 2x4 DF 1800F 1.6E(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) CSI, TC 0.96 BC 0.78 WB 0.39 Matrix-SH REACTIONS. (Ib/size) 26=855/0-5-8, 20=1998/0-3-8, 16=407/0-5-8 Max Uplift 16=-42(LC 3) Max Gray 26=863(LC 10), 20=1998(LC 1), 16=558(LC 4) DEFL. in (loc) I/deft L/d Vert(LL) -0.24 22-23 >914 360 Vert(CT) -0.35 22-23 >620 240 Horz(CT) 0.05 16 n/a n/a PLATES GRIP MT20 185/148 M18SHS 185/148 Weight: 124 Ib FT = 20%F, 11%E BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2232/0, 3-4=-2232/0, 4-5=-2487/0, 5-6=-2487/0, 6-7=-1387/0, 7-8=-1387/0, 8-9=0/1878, 9-10=0/1878, 10-11=-831/817, 11-12=-831/817, 12-13=-1116/398, 13-14=-1116/398 BOT CHORD 25-26=0/1418, 24-25=0/2487, 23-24=0/2487, 22-23=0/2204, 19-20=-1128/507, 18-19=-817/831, 17-18=-817/831, 16-17=-157/836 WEBS 11-19=-727/0, 12-18=-266/0, 9-20=-283/0, 2-26=-1596/0, 2-25=0/924, 4-25=-557/46, 6-23=0/544, 6-22=-958/0, 7-22=-253/0, 8-22=0/1622, 8-20=-1977/0, 10-20=-1509/0, 10-19=0/1074, 14-16=-939/179, 14-17=-274/317, 13-17=-391/0, 12-17=0/821 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Structural wood sheathing directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift at joint 16. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. March 20,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. l e/0YN/15 BEFORE USE. Design valid for use only with MITek® connectors. This design 15 based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component e..s..w. ,..r..-... r.-,.. m.n,I.1,Iu rmm Tn,ce Pinta Ineti0 ra 71A N I as Shout Sidle 317 AluranAria. VA 2.2314. MiTek' 250 Klug Circle Corona. CA 92880 Job , Truss jTruss Type Qty Ply 2 story smith plan K5866550 1901289 FT03 Floor Girder 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 0-1-8 11 2-6-0 4x8 = 24 3x6 23 3x8 =. 10-6-0 10-6-0 300 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:46 2019 Page 1 ID:De2hHOrbUsE_3f.19h6lok_zbNgt-CHGb3KEcqJggULsWgP3prrho3Hwx?vV5e8FsW12Z2e7 2-5-0 2-5-0 ii1-3-0 1 I 4x12 = 22 21 20 5x12 3x6 FP = 4x12 = 3x12 M18SHS FP =- 6x18 M18SHS 7 18-4-0 7-10-0 19 4x12 = 5x8 = 18 5x8 = 3x6 = 17 23-3-0 16 4x8 = 21-9-0 42-6-01 H. 24-9-0 3-5-0 0-9-0 1-6-0 09-0 0- 8 Scale - 1:49.7 4x8 = 13 14 30-0-0 5-3-0 3x8 = 26 9 Plate Offsets (X,Y)-- LOADING (psf) TCLL 40.0 TCDL 10,0 BCLL 0.0 BCDL 5.0 1:Edge,0-0-121.111:0-1-8,Edgel, [18:0-1-8,Edgej, [25:0-1 ,0 -12], [26:0-1-8,0-0- 2 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code IRC2015/TP12014 CS'. TC 0.92 BC 0.80 WB 0.46 Matrix-SH DEFL in ((oc) l/defl Ud Vert(LL) 0.25 22 >884 360 Vert(CT) -0.27 22-23 >811 240 Horz(CT) 0.05 15 n/a n/a PLATES GRIP MT20 185/148 M18SHS 220/195 Weight: 149 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) *Except* BOT CHORD Structural wood sheathing directly applied or 5-6-0 oc bracing. 6-20: 4x6 DF No.2&BTR G(flat), 7-20,7-19: 4x4 DF No.2(flat) REACTIONS. (Ib/size) 24=803/0-5-8, 19=1656/0-3-8, 15=473/0-5-8 Max Uplift 24=-228(LC 14), 19=-1107(LC 14) Max Grav 24=812(LC 8), 19.1656(LC 1), 15=864(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2064/1118, 3-4=-2064/1118, 4-5=-1928/2842, 5-6=-1928/2842, 6-7=-1031/3955, 7-8=-2012/1338, 8-9=-2012/1338, 9-10=-2471/461, 10-11=-2471/461, 11-12=-2239/154, 12-13=-2239/154 BOT CHORD 23-24=-510/1319, 22-23=-1929/2234, 20-22=-3955/1031, 19-20=-810/141, 18-19=-699/2481, 17-18=-461/2471, 16-17=-461/2471, 15-16=-31/1420 WEBS 10-18=-629/71, 8-19=-283/0, 6-20=-1150/0, 7-20=-3527/1035, 7-19=-1480/3227, 2-24=-1484/577, 2-23=-691/846, 4-23=-194/919, 4-22=-1217/0, 5-22=-261/0, 6-22=0/1899, 13-15=-1598/36, 13-16=-140/930, 12-16=-359/4, 11-16=-328/661, 9-19=-1362/0, 9-18=-83/926 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 Ib uplift at joint 24 and 1107 Ib uplift at joint 19. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2280 Ib up at 13-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 15-24=-10, 1-14=-100 Continued an oaoe 2 March 20,20 9 A, WARNING Vert& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Cal'oev Inferrnsrtinn Atfaihhie fmm Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MI MiTek' 250 Klug Circle Corona, CA 92880 Job , TrussTruss Type Qly Ply 2 story smith plan K5866550 B1901289 FT03 Floor Girder 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 20=329(F) Arlington, WA - 98223, 8240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:46 2019 Page 2 ID:De2hHOrbUsE_3fJ9h6lokzbNcit-CHGb3KEc,qJggULsWgP3prrho3Hwx?vV5e8FsWLz.Z2e7 A WARNING - Verily design pemmetere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE lAll-7423 rev. 10'03/2015 BEFORE USE. Design valid for use only with kliTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fa bncallon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component Aafrov Informatinn avnitahle from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply 2 story smith plan K5866551 B1901289 FT04 Floor 2 1 Job Reference (optional) Builders FirstSource (Arlin 2-6-0 A Arlington, WA - 98223, 2-4-4 1.5x4 II 3x4 1 2 1 1.5x4 11 3 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:46 2019 Page 1 ID: De2hH OrbUsE_3fJ 9h61 ok_zbNgl-CHGb3KEcgJgg U LsWgP3prrhsuHy2?z95e8 Fs WLzZ2e7 10-8-12� I 1-6-0 l l 1-3-0 I 4x6 = 1.5x4 11 4 5 3x4 = 1.5x4 II 6 7 3x8 8 Scale = 1:28.2 1.5x4 II 1.5x4 = 9 r 1� 12 11 3x4 5-0-8 3x8 = 5-0-8 4x4 = 8-5 8 9-2 &50 O-9-0-90 099 1.5x4 II 3x6 = 16-8-8 3x6 = 6-9-0 16 9 Plate Offsets (X Y)-- [1:Edge,0-0-12], [6:0.1.8,Edge], [13:0-1-8,Edgel,-j16:0-1-8 0-0-12] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1,00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.67 BC 0.67 WB 0.23 Matrix-SH DEFL. in (loc) I/deft LJd Vert(LL) -0,10 11-12 >999 360 Vert(CT) -0,14 11-12 >991 240 Horz(CT) 0.02 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 68 Ib FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15, REACTIONS. (Ib/size) 10=607/0-5-8, 14=979/0-3-8, 15=224/Mechanical Max Gray 10=612(LC 4), 14=979(LC 1), 15=273(LC 8) FORCES. (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-29/257, 3-4=-29/257, 4-5=-1115/0, 5-6=-1115/0, 6-7=-1311/0, 7-8=-1311/0 BOT CHORD 14-15=-19/277, 13-14=0/856, 12-13=0/1115, 11-12=0/1115, 10-11=0/939 WEBS 5-13=-400/0, 3-14=-261/0, 2-15=-314/21, 2-14=-431/0, 4-14=-1085/0, 4-13=0/604, 8-10=-1055/0, 8-11=0/422, 7-11=-286/0, 6-11=0/329 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be HF Stud/Sid crushing capacity of 405 psi. 3) Refer to girder(s) for truss to truss connections, 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. March 20,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T4T3 rev. 1 fy03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB.89 and BCSI Building Component Sa fafv mfnrrnatlon available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply 2 story smith plan K5866552 61901289 FT05 FLOOR SUPPORTED GABL 1 1 Job Reference (optional) Builders FirstSource (Arlington 25 3x4 = 2 24 A), Arlington, WA - 98223, 3 23 2-14 4 22 10-2-14 Plate Offsets (X,Y)-- (1:Edge,0-0-12], 126:0-1-8,0-0-12] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-7-3 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TPI2014 21 CS!. TC 0.12 BC 0.03 WB 0.02 Matrix-R 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:47 2019 Page 1 ID:De2hHOrbUsE 3fJ9h6lok_zbNgt-gUq_GgIEEbdoX6VRiE7a2O2EAHhSGkTaEto_P2nzZ2e6 3x6 FP 20 3x4 = 3x6 FP 11-8-14 1p-11-141 0-9-0 0-9-0 7 8 19 18 10 17 DEFL. in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 14 n/a n/a 21-11-12 10-2-14 11 16 12 15 PLATES GRIP MT20 185/148 Scale = 1:35.5 13 14 Weight 70 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No2(flat) REACTIONS. Alt bearings 21-11-12. (Ib) - Max Grav All reactions 250 Ib or less atjoint(s) 25, 14, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.13 Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. " X 3") nails. March 20,2019 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTP/1 Quality Criteria, DSB-89 and BCSI Building Component Aafow Oohrmafnn availahle frnm Truss Plate Instdifie. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek" 250 Klug Circle Corona. CA 92880 Job , Truss Truss Type Qty Ply 2 story smith plan K5866553 B1901289 FT06 FLOOR 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 0-1-8 19 HI 2-6-0 1 4x12 = 2 Arlington, WA - 98223, 1.5x4 11 3 3x6 = 4 8.240 s Dec 6 2018 MiTek Industries, Inc, Wed Mar 20 11:46:48 2019 Page 1 ID:De2hHOrbUsE_31,19h6lok_zbNet-8g0MLJOFsMwwOjeOuoq5HxGmDx5a1TrC06SkzaDzZ2e5 2-2-14 1-6-0 24-6 I 1.5*4 II 1.5*4 11 3x10 FP = 5 6 7 3x6 = 8 1.5x4 II 9 4x12 = 10 Scale = 1:37.2 1.5x4 11 11 17 16 15 14 19 I? 4x6 = 4x12 = 3x4 = 3x4 = 3x12 M185FIS FP = 4x12 11-8-14 1p-11-1i i 10-2-14 21-11-12 10-2-14 0-9-0 '0-9-0 10-2-14 Plate Offsets (X,Y_)— 11:Edge,0-0-12], [12:Edge,0-1-8], [15:0-1-8,Edge], [16:0-1-8,Edgel, [18:Edge,0-1-8], [19:0-1-8,0-0-12] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.39 15 >670 360 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.54 13-15 >487 240 BCLL 0.0 Rep Stress 'nu YES WB 0.38 Horz(CT) 0.10 12 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-S PLATES GRIP MT20 185/148 M1BSHS 185/148 4x6 =- 1 Weight: 87 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=953/0-5-8, 12=958/0-5-8 FORCES. (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2792/0, 3-4=-2792/0, 4-5=-3789/0, 5-6=-3789/0, 6-8=-3789/0, 8-9=-2769/0, 9-10=-2769/0 BOT CHORD 17-18=0/1633, 16-17=0/3495, 15-16=0/3789, 13-15=0/3484, 12-13=0/1601 WEBS 2-18=-1839/0, 2-17=0/1315, 4-17=-798/0, 4-16=-60/617, 10-12=-1816/0, 10-13=0/1326, 8-13=-811/0, 8-15=-55/626 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. March 20,20 9 WARNING - Verify deedgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. 11111 MiTek 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply 2 story smith plan K5866554 g1901289 FT07 FLOOR 9 1 Job Reference (ciptional) Builders FirstSource (Arlington, WA), 0-1-8 H! 19-0 it 3x4 = 20 1 2-6-0 Arlington, WA - 98223, 4x12 3x6 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:49 2019 Page 1 I D:De211 HOrbUsE_3fJ9h6Iok_zb NetcsykhMG U 7E2FLob5M YcWTTJKsU u kCH PXL6TW 6gzZ2e4 2-0-6 11 1-6-0 ll 2-4-6 3x6 FP = 3x6 4x12 Scale = 1:39.6 4 5 6 7 8 9 10 11 2312 18 17 16 15 14 1 4x12 = 4x12 = 3x12 M18SHS FP = 3x4 2-0.0 2 12 2-0-0 0.0- 2 12-2-14 3x4 8-14 4x12 23-11-12 3x6 10-2-2 0 0-9-0 10-2-14 9 Plate Offsets (X,Y)-- LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 0-1-8,Edge], [16:0-1-8,Edge], 121:0-1-8,0-0-12] SPACING- 1-7-3 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress !nor NO Code IRC2015/TP12014 CSI. TC 0.82 BC 0.99 WB 0.39 Matrix-SH DEFL. in (loc) I/deft LJd Vert(LL) -0.39 15-16 >666 360 Vert(CT) -0.53 14-15 >497 240 Horz(CT) 0.09 13 n/a n/a PLATES GRIP MT20 185/148 M18SHS 185/148 Weight 95 Ib FT = 20%F, 11%E LUMBER - TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (Ib/size) 13=917/0-5-8, 19=1600/0-5-8 Max Gray 13=929(LC 2), 19=1600(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc pudins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. FORCES. (Ib) - Max, Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=0/649, 2-3=0/649, 3-4=-2456/0, 4-5=-2456/0, 5-6=-3602/0, 6-7=-3602/0, 7-9=-3602/0, 9-10=-2679/0, 10-11=-2679/0 BOT CHORD 18-19=-15/1234, 16-18=0/3225, 15-16=0/3602, 14-15=0/3350, 13-14=0/1553 WEBS 1-19=-805/0, 3-19=-1855/0, 3-18=0/1428, 5-18=-910/0, 5-16=0/722, 11-13=-1763/0, 11-14=0/1278, 9-14=-761/0, 9-15=-136/563 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 13-20=-8, 1-12=-80 Concentrated Loads (Ib) Vert 1=-430 March 20,2019 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 1003/2113 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buldirg designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITFPli Quality Criteria, DSB-89 and BCSI Building Component c..•..... ,-•..-....,u... a,n,iotuo frn,n Tmac Plata Inctit, OP 21A N Lan SMaet. Suite 312. Alexandria. VA 22314. Mi rek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2 story smith plan K5866555 61901289 FT08 FLOOR GIRDER 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 2-6-0 3x4 II 1 25 6x10 5x12 = 2 6-7-12 6-7-12 Plate Offsets (X,Y)-- 1:Edge,0-1-8), j2:0 Arlington, WA - 98223, 1-3-0 3x6 II 6x6 = 3 4 24 23 6x10 = 4x6 II LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 0,Edge SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code IRC2015/TPI2014 26 5 6 3x6 FP = 5x8 II 3x6 I 27 28 7 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:50 2019 Page 1 I D:De2h HOrbUsE_3fJ9h6l ok_zbNgt-42 W6uiH6u YA6zy9HvF7m0hsWXu FaxiGgZmD3f6zZ2e3 t -.4 11-08 II 1-3-0 3x6 II 3x6 FP = 6x10 = 8 9 10 11 22 21 20 3x12 M18SHS FP = 6x10 = 3x12 M18SHS FP = 11-9-8 5-1-12 :Edge,0-3-0] 4x8 II 19 18 6x10 = 6x10 = 8x16 MT2OHS =8x16 MT2OHS = 3x6 II 12 1329 14 30 Scale = 1:44.5 3x4 11 15 17 16 6x10 = 8x16 MT2OHS = 14-5-0 16-11-0 118-0-0 1 21-9-0 25-8-4 2-7-8 2-6-0 1-1,0 3-9-0 3-11-4 8:0-3-4,Edge) CSI. TC 0.76 BC 0.95 WB 0.54 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) -0.34 21-23 >760 360 Vert(CT) -0.40 21-23 >647 240 Horz(CT) 0.05 17 n/a n/a co 0 PLATES GRIP MT20 185/148 MT2OHS 139/111 M18SHS 185/148 Weight: 218 Ib FT = 20%F, 11%E 0 Io LUMBER - TOP CHORD 2x4 DF 2400F 2.0E(flat) "Except` 1-6: 2x4 HF No.2(flat), 9-15: 2x4 DF 1800F 1.6E(flat) BOT CHORD 2x4 HF No.2(flat) "Except` 22-25: 2x4 DF No.2(flat), 20-25: 2x4 DF 1800F 1.6E(flat) WEBS 4x4 DF No.2(flat) "Except" 1-25,15-16,13-17,3-24,4-24,7-21,5-23,5-21,10-19: 2x4 HF No.2(flat) REACTIONS. (Ib/size) 16=-2172/Mechanical, 17=5719/0-5-8, 25=1698/0-5-8 Max Uplift 16=-2270(LC 3) Max Gray 17=5719(LC 1), 25=1699(LC 3) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5812/0, 3-4=-5812/0, 4-5=-7011/0, 5-7=-6833/0, 7.8=-6833/0, 8-10=-1379/0, 10-11=-1379/0, 11-12=-363/75, 12-13=0/7633, 13-14=0/7633 BOT CHORD 24-25=0/3210, 23-24=0/7011, 21-23=0/7461, 19-21=0/4276, 18-19=-75/363, 17-18=-5220/0, 16-17=-4765/0 WEBS 11-18=-2464/0, 2-25=-3572/0, 2-24=0/2895, 4-24=-1579/1, 7-21=-889/20, 5-23=-498/49, 5-21=-700/85, 8-21=-5/2847, 8-19=-3226/0, 10-19=-286/0, 11-19=0/2280, 12-18=0/5690, 12-17=-3645/0, 14-16=0/5302, 14-17=-4050/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2270 Ib uplift at joint 16. 6) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 699 Ib down and 112 Ib up at 6-7-12, 181 Ib down and 156 Ib up at 8-7-12, 181 Ib down and 156 Ib up at 10-7-12, 699 Ib down and 112 Ib up at 11-4-4, 728 Ib down at 18-0-0, and 237 Ib down at 22-1-8, and 253 Ib down at 24-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued an aaae 2 March 20,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-74T3 rev. 10/03/201S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI!7Pl1 Quality Criteria, DSB-89 and BCSI Building Component e.,n,lohlo Imm Tn,ec Plato IncN0,la 21A Al I r+a_ Strnnl S, On 312. Alerantlrla. VA 22314. Mil MiTek' 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply 2 story smith plan K5866555 B1901289 FT08 FLOOR GIRDER 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:50 2019 Page 2 ID: De2hHOrbUsE_3fJ9h6Iok_zbNgt-42W 6uiH6uYA6zy9HvF7m0hsWXuFaxiGgZmD3f6zZ2e3 LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 16-25=-10, 1-15=-100 Concentrated Loads (lb) Vert: 4=-619(B) 11=-648(B) 26=-101(B) 27=-101(B) 28=-619(B) 29=-173(F) 30=-173(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/MI Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job . Truss Truss Type Oly Ply 2 story smith pise K5866556 B1901289 FT09 Floor Job Reference (optional) Builders FirstSource (Arlington, WA), 11 10 0-1-8 HI 1-9-0 3x4 = Arlington, WA - 98223. I I 1.5x4 II 2 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 1146:50 2019 Page ID:De2hHOrbUsE_3fJ9h6lok_zbNcit-42VV6uill6uYA6zy9HvF7m0hsaNuRvxoFgZmD3f6zZ2e3 2-6-0 3356 = 1-1-8 1.5x4 II 4 3x4 5 4 1.5x4 = = 9 73x6 3x6 = 2-0-0 2-0-0 0 - 2 2 8-6-0 6-5-4 Scale = 1:15.7 1.5x4 I I Plate 0 X Y 5:0-1- ,Ed e , 110:0- ,0-0-12] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code IRC2015fTP12014 CS!. TC 0.45 BC 0.16 WB 0.16 MatrIx-P DEFL. in (loc) 1/dell L/d Vert(LL) -0.01 7-8 >999 360 Vert(CT) -0.04 7-8 >999 240 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 6=194/Mechanical, 8=1144/0-5-8 Max Uplift 6=-18(LC 3) Max Grav 6=259(LC 4), 8=1144(LC 1) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-266/10, 1-2=0/672, 2-3=0/672 WEBS 1-8=-833/0, 3-8=-749/0, 5-7=-20/317 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 Ib uplift at joint 6. 5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 6) CAUTION, Do not erect truss backwards, LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 6-9=-10, 1-5=-100 Concentrated Loads (Ib) Vert: 1=-430 March 20,20 9 WARNJNG. Verily design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, D5B•89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MN ME Mil MiTek' 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply 2 story smith plan K5866557 B1901289 FT10 Floor 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 8 0-1-8 7 Arlington, WA - 98223, 2-6-0 11.5x4 II 2 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:51 2019 Page 1 I D: De2hHOrbUsE_3fJ9h6lok_zbNgt-YF4 U621kfrIza6kTTze?YuOoF I mzgG NgoQydBYzZ2e2 1-0-0 3 3x4 = 41.5x4 II 3x6 = 6-6-0 6 3x4 = 3x4 = 6-6-0 Scale = 1:12.1 0 Plate Offsets (X,Y)-- LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 1:Edge,0-0-12], [3:0-1-8,Edge], 16:0-1-8,Edge], ]8:0-1-8,0-0-12] SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC201511-P12014 CS!. TC 0.32 BC 0.23 WB 0.10 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 6-7 >999 360 Vert(CT) -0.07 6-7 >999 240 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 20 % F, 11 %E LUMBER - TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (Ib/size) 7=341/0-5-8, 5=347/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-279/0 BOT CHORD 6-7=0/424, 5-6=0/279 WEBS 2-7=-473/0, 3-5=-440/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. March 20,2019 A WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI14473 rev. 10/03/2015 BEFORE USE. Design valid for use only wflh MiTek® eanneclers. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component c"raw, l"r „"a•rww availahlw from Tn lac plwlw Institute._ 218 N. Lee Street. Suite 312.. Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2 story smith plan K5866558 61901289 FT11 Floor Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 11 01� 10 3x4 = Arlington A - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:51 2019 Page 1 ID:De2hHOrbUsE_3fJ9h6Iok_zbNgt-YF4 U621kfrIza6kTTze?YuOgn Ip0gHUgoQydBYzZ2e2 2 6-6-0 8 4 7 6 6-6-0 Scale = 1:12.1 Plate Offsets (X,Y)-- LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 1:Edge,0-0-12], [11:0- ,0-0-12 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.15 BC 0.04 WB 0.03 Matrix-R DEFL. in (loc) I/deft Lid Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 23 Ib FT = 20%F, 11%E LUMBER - TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 6-6-0, (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) 6 Max Gray All reactions 250 Ib or less at joint(s) 10, 6, 9, 8, 7 FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards, March 20,2019 A WARNING - Verify design parameter; and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekr0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, Ole building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web ano/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component care.., ,..o,....�a..., ,o.uon,e rn,,., Tn,cc cure Incfin,re 21R N. tee Slrerr Suite 312. Alexandria. VA 22314. MiTek' 250 Klug Circle Corona. CA 92880 Job , Truss Truss Type Qty Ply 2 story smith n K5866559 B1901289 FT12 FLOOR GIRDER 2 Job Reference (optional) Builders FirstSource (Arlington, WA), 11 10 0-1-8 H 4x6 I Arlington, 1-9-0 A - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11;46:52 2019 Page 1 I D,De2h HOrbU s E_3fJ9h6lok_zbNgt-lRes..101MQ9QgCGJg 1 gAE56xzKi4KPhNz14iAj_zZ2e1 2 0-7-8 I I I I 3x8 I I 3x6 I I 3 12 2-6-0 4 6x6 = 13 14 3x6 11 5 ''"--\,,,,,.,,._ --------------- 1.5x4 = 50 = 9 1 ca 11 7 6 4x4 = 2-0-0 2-0-0 0-C-12 8-0-0 5-11-4 3x4 = Scale = 1:14.8 Plate Offsets (X,Y)-- [8:0-1-8,Edgel, [10:0-1-8,0-0-121 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1,00 Lumber DOL 1.00 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.29 BC 0.35 WB 0.24 Matrix-P DEFL. in (loc) I/defl L/d Vert(11) -0.01 6-7 >999 360 Vert(CT) -0.07 6-7 >999 240 Horz(CT) 0.01 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 44 Ib FT = 20%F, 11%E LUMBER - TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (Ib/size) 6=646/Mechanical, 8=1499/0-5-8 Max Uplift 6=-12(LC 9) Max Gray 6=719(LC 4), 8=1499(LC 1) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-283/2, 1-2=0/715, 2-3=-62/402, 3-4=-62/402 BOT CHORD 7-8=-715/0, 6-7=-58/810 WEBS 1-8=-873/0, 4-6=-911/65, 4-7=-996/0, 3-7=-406/0, 2-7=0/1003, 2-8=-1004/0 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Structural wood sheathing directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 327 lb down at 3-4-13, 327 lb down at 5-4-13, and 255 Ib down and 102 Ib up at 6-1-12, and 255 Ib down and 84 Ib up at 7-4-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to.the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 6-9=-10, 1-5=-100 Concentrated Loads (Ib) Vert: 1=-430 4=-247(F) 12=-247(F) 13=-175(F) 14=-194(F) March 20,20 9 WARNING Verily deaign parameters and READ NOTES ON THIS AND INCLUDED IBITEK REFERENCE PAGE A111.74T3 rev. 18,0312015 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, nol a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Duality Criteria, DSB-89 and BCSI Building Component Me, OlnIc. Ara ,1P ni Clew. elto 119 Alawanthia VA 92114 lell MiTek 250 Ktug Circle Corona. CA 82880 Job . TrussTruss Type Qly Ply 2 story smith plan K5866560 289 FT13 FLOOR 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 11 10 0-1-8 Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:53 2019 Page 1 ID:De2hHOrbUsE_3fJ9h6lok_zbNcit-VdBFXtr.l?BTYhgClusbOhTdJU5y6S_89z7FkRjFRzZ2e0 1-11-0 i 0-5-8 2-6-0 H I I 1 3x4 = 1.5x4 II 4x4 2 3 43,04 = Scale = 1:14.8 1.5x4 II 5 9 .5x4 = 1.5x4 H 4x6 = 3x4 = 2-4.12 2.10-8 2-0-0 24:122 2-9-0 8-0-0 2-0-0 0-4-4 0.1-8 5-1-8 0-4-0 3x4 = 9 Plate OffselsiX,Y)-- :0-1-8,Edgej, [7:0-1-8,Edge], [10:0-1-8,0-0-12] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.49 BC 0.20 WB 0.16 Matrix-P DEFL. in (loc) I/defl LJd Vert(L.L) -0.00 6-7 >999 360 Vert(CT) -0,06 6-7 >999 240 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 lb FT = 20%F, 11%E LUMBER. BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 8=1162/0-5-8, 6=120/Mechanical Max Uplift 6=-56(LC 3) Max Grav 8=1162(LC 1), 6=201(LC 4) FORCES, (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=0/766, 2-3=0/766, 3-4=0/556 BOT CHORD 7-8=-556/0 WEBS 1-8=-924/0, 4-7=-630/0, 3-8=-539/0, 3-7=0/365 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=0.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 6-9=-10,1-5=-100 Concentrated Loads (Ib) Vert: 1=-430 March 20,20 9 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI!TPII Quality Criteria, ,DS8•89 and SCSI Building Component nnmr. Plato inctitatp 215 1,1 1 ara Street SLOP 312 Alersedris VA 22314. Mil MiTek* 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply 2 story smith plan K5866561 31901289 FT14 Floor Supported Gable 1 1 Job Reference (optional) uilders FirstSource (Arlington, WA), 1 10 Arlington, WA - 98223, 2 9 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:53 2019 Page 1 I D: De2hH OrbUsE_31J9h6lok_zbNgt-VdBFXkJ?BTYhgQusbOhTdJUAC6VT8Bz7FkRj F RzZ2e0 6-4-4 4 5 7 6 6-4-4 Scale: 1"=1' Plate Offsets (X,Y)-- 1:Edge,0-0-121 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TP12014 csl. TC 0.16 BC 0.04 WB 0.03 Matrix-R DEFL. in (loc) I/dell L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight 22 Ib FT = 20%F, 11 %E LUMBER - TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 6-4-4. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) 6 Max Gray All reactions 250 Ib or less at joint(s) 10, 6, 9, 8, 7 FORCES. (Ib) - Max,. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc, 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. March 20,2019 WARNING - Verify deeIgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-14T3 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2 story smith plan K5866562 B1901289 FT15 Floor 3 1 Job Reference (optional) Builde FirstSource (Arlington, WA), Arlington, WA - 98223, 2-6-0 11.5x4 II 7 2 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Mar 20 11:46:53 2019 Page 1 ID:De2hHOrbUsE 3fJ9h6lok_zbNgt-VdBFXkJ?BTYhgQusbOhTdJU8)6SX8An7FkR]FRzZ2e0 0-11-12 31.5x4 II 3x4 = 4 3x4 = 6-4-4 6 3x6 = 1.5x4 IC 6-4-4 Scale: 1"=1' Plate Offsets (X,Y)-- [1:Edge,0-0-12], [4:0-1-8,Edge] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.32 BC 0.23 WB 0.10 Matrix-P DEFL. in (loc) I/deft L/d Vert(LL) -0.01 6-7 >999 360 Vert(CT) -0.07 6-7 >999 240 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=343/Mechanical, 7=343/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-360/0, 2-3=-271/0, 3-4=-271/0 BOT CHORD 6-7=0/413 WEBS 2-7=-468/0, 4-6=0/432 NOTES- 1) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks t0 be attached to walls at their outer ends or restrained by other means, March 20,20'19 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ystern. Before use, the building desgner must verify the applicability of design parameters and properly incorporate this design into the overall design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component -•-�.,-.----•,..- �....,�tiie a...... T,,..., DIela, IncI,l„m 71R nl Inn St awl 0,iila 717 GWrandria VA 77:114. Mil MiTek' 250 Klug Circle Corona. CA 92880 Job . Truss Truss Type Oh, Ply 2 story smith plan K5866563 81901289 FT16 FLOOR GIRDER 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 3x6 II Arlin on, WA - 98223, 2-6-0 8.240 s Dec 6 2018 MiTek Intlustries, Inc. Wed Mar 20 11:46:54 2019 Page 1 I D: De2hHOrbUsE_3fJ9h6lok_zblqqt-zoldk4KdymgYRZT285CiAXOIGVIetbIGUOBHotzZ2e? 0-7-8 8 6x10 = Scale = 1:11.2 2 9 3x6 II 4x6 II 3 4 ,54 3x4 6-0-0 6 5x8 = 1.5x4 II 6-0-0 Plate Offsets (X,Y)-- [4:0-3-0,Edge] LOADING (psf) TCLL 40.0 TCDL 10,0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code IRC2015/TP12014 CS!. TC 0.33 BC 0.42 WB 0.24 Matrix-P DEFL. in (loc) I/defl Lid Vert(LL) -0.01 6-7 >999 360 Vert(CT) -0.07 6-7 >958 240 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(tlat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=649/0-5-8, 5=748/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-776/0, 2-3=-578/0, 3-4=-578/0 BOT CHORD 6-7=0/1065 WEBS 2-7=-1152/0, 2-6=-527/0, 3-6=-551/0, 4-6=0/1002 NOTES- 1) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 Ib down at 1-4-13, and 243 Ib down at 3-4-13, and 266 Ib down at 5-4-13 on top chord. The design/selection of such connection device(s) is the responsibility of others, 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase.1.00 Uniform Loads (plf) Vert: 5-7=-10, 1-4=-100 Concentrated Loads (lb) Vert: 3=-266(F) 8=-243(F) 9.-243(F) March 20,2019 A ING Verify design parameters and READ NOTES ON THIS AND INCLUDED AVIV( REFERENCE PAGE Pilll-7413 rev 10/03/2015 BEFORE USE. Design valid for use only with Mir ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DS8.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- yrr" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 8 dimensions shown in ft•in•sixteenths (Drawings not to scale) 3 TOP CHORDS BOTTOM CHORDS 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved Mii� MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 1010312015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e,g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of tnrss fabricator. General practice is to camber for dead load deflection, 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements, 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria. C> (NI -0 A -00 A START LAYOUT - Fv— 2 2 (NI et. 30-010-00 A01 o' o' 2 12 23-00-00 5 Blocking List Product Qty O2x4 Vent Block 65 C> 7-00-00 B01 1( 1(7) 4-00-00 30-00-00 GARAGE 15-00-00 4-00-00 EGINg0 GS (J7 2-0 0-00 L 5: 0 rn ="--1 0 rr: mcm L PC IT i 53 r, 01 Builders m. FirstSource 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 BUILDER Cary lang const DATE 03/2019 SCALE: PROJECT 1 2 story smith plan DRAWN BY; Santiago Aguilar 1m8' B1901289 ADDRESS Tukwilla THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the spmification of the building designer, See the individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trus.f available from the Truss Plate Institute, 510 DOnifrio Drive; Madison, WI 53179 CO 0 CS. ni rn 30-00-00 CL 11-08-00 START LAYOUT N U O J FT01 30-00-00 G fn O: H w CO 13-0 ,T03 �ST\ 0 Z w W O. HGUS410 16-0 LL 6-000 FT16 0 6 0 cb 2-0 FT1 5 (3) 8-00-00 H LL T10 �o �. -00 - 4 = Truss left end indicator. ( Truss will be marked with red ) 7-00-00 4-00-00 09 2; • CO F- u. PP E ENG 18' 9.2" O.0 FT07 DE=P FL 9) TR U s o'E 06 5-112' x 1 GLB DROPPED ' •-� FBD1 v V Vi ‘U v START LAYOUT 19.2" O.C. GARAGE 15-00-00 30-00-00 2-00-00 N LL 4-00-00 HANGER SCHEDULE QUANTITY HANGER CARRYING MEMBER CARRIED MEMBER USE 10DX1 1/2" NAILS ,✓di SINGLE PLY CARRYING MEMBER OR CLINCH 3" NAILS ON BACKSIDE OF GIRDER 16 THA422 22-16D 6-16D 01 HGUS410 46-16D 16-16D 0 0 4 0 0) 9 2-0 -00 d31N3011103e 0 0 d iv LN Builders . FirstSource 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 BUILDER : Cary lang const DATE: 03/2019 SCALE: PROJECT: 2 story smith plan DRAWN BY : Santiago Aguilar JOBS' B1901289 ADDRESS Tukwitla THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design t the specification of the building designer. See the individual design sheets for each truss design identified n the placement drawing. The building designer is responsible for temporary and pemsanent bracing of the roof and floor system and for the overall strumure. The design of the buss support structure including headers, beams, wells, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses. available from the Tnrss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 logrurneol Number: 20181229900018 Doak:SURVEY Vol:396 Far 110 Document:5PM Roard Datt: 12/20/2018 11;11 AM Ret: 3188.00 In IGng Coonty,IVA City of Tukivik 0e;a1800t nl Con* Nroslordnl SotAtaMor 20,U,ni fulaia, WA 90190 (210) 01-3670 Fax (216) 431-51.55 0116i0t1.10",40 SHORTPLAT NUMBER L17-0070 14, 41409*1148 (1NESE PN11904TK NE MGM, WAS) 91 FEE SIRE OF KINiD HEE04 COXED DO NEED WNE SUMMON 116EOF NEW TO REV 50.17.00 AHD 0,EINOWLEGE DK SAO %MOH SHALL ACT BE FMB NEED AK We MOON A PEND OF NE IVRA ERN EATE OF MORO, 1010(11111E RIX OF A NALL PLAT, THE XERSIGHED FURTHER DECLARE 1105 SICK MAT TO K 1K GRANO RERSEKANN OF SND S/VORT SUNDMSCH AND NE SUE 15 IKE MN NE FEE CONDI ORD 1/1 ACCCIEWKE 87011141 CESK Of NE OWIENS). M WKS WHEY DE HAW SET C1-11 MK MD SEALS STME 40 ODUNIf OF ON NIS DAY WRAC MED86228795 ID ME RICKI TO BE TIE KNOW/ '11 0 G 1161111INF AND ACNIIKEDDED NT j., ED NE SINE AS 'AXIOM ALI AND MED FDA TIC USE AND PURPOSES THERM 2059 SW 1ff HAE AND OK* 10 1111S ilL. DAY 2011 &v. '1(1,1AZYN in 'mamma IV 11' AskoV STAN OF WHIM mow OF MKS MY PRIMLY WC DEM K TO ME 100111 TO DE K KAM IND DEMO NE KNIN FORSONG WNW' N40 140i3111IDGED DK HOE END K AS 10/14211 MON KT AND DEE FOR NE USES A{ FARES THEREN NERKID LIEER IN AND OFRCK SEW. INS DAY CF 2018, 512411111E *08080 001110931010 11110( APPOINTIENT PORTION OF TIN SW 1/4, SW 1/4, SECTION 15, TWP, 23 N., RGE 4E, W.M, FASIOGrON LEGAL DESCRIPTION (ORIGINAL) ER FIRST &WEAN DRE MSLIWICE CAIIPKY ccener NO 4209-2076574, °AND NAY 23, 2017. REN. WEN 91 TNE DEM OF 1014 SRI OF MEW MEE K FILM NAT POEN OF THE SOMME OLIVER OF NE SEREST WARTS Of 100011 15, TEMNDIP 23 NM, RIK 4 EAST, WAL, 409414011171, WORM.% DES= AS FLOWS: =MD AT NE KAKAS DOM SND SOREST OMR OF DE SOUTHWEST OWE; NNW KNE WEST ALOK OE ERN LK DF OWE PARER OF NE 90111161EST DIKTER A DIRICE OF 416 FEET; THENCE SOU111 MD PANUEL TO K EAST 1K OF SE WREST MB OF NE EMU' OLDRER, A &ZEE OF 135 FEE TO WEE POINT OF EARN OF SIII) TRACT KEN DECKER nea WRY MD NICE TO Dif tiORN UNE Of SRO SOUREST NITER OF THE WOKE CAM A EWE OF 195 FEET; NENCE SOLO MD PARKEL TD DIE EAST KIE OF MO SOLDHEST PAYER OF THE SCOOT NUM A MIME OF 1025 FEET: 1*59102008201 A Dont OF 191 FEET; IHNE NORTH A MIME OF 101.51 FEE TO NE TRLE KV OF EMIR (EN MON AS TRACT 20 Of An CREST ACRES ACCORDING TO 114 UNRECORDED FUT TEM LEGAL DESCRIPTION (NE) NE NORM NM Of NE FOLLOWS OESINEE PARCEL THAT Pam or DiE sumer queuR OF 5011NWEST DIKTER OF SEMEN 15, TOMSK 23 HORN WOE 4 EISE WW, 900110 OEM, WORM LOCKED AS MUM COIDIEVNG AT 111E pognor IOW OF SND 911INKST QUARTER OF Di SCANEST WIRER RINK KEE EST ILK THE HORN LK OF SU) SOONEST %KIER OF DE SOMME WIER A DENO OF 415 PEET; 1806509514480 PACE TO EAST 1/1E OF SAL SOONEST OWNER OF DE WREST WARTA A DOAK OF 015 FEET 10 NE 1RUE KIK OF EEKIN OF 5410 TRACT MN EIMER ME EERY 1/0 PARKE TO If IIDRN LAE OF SAID SOREST OLKS I NE MINES QUARlEk A ENKE Cc 195 FET; 1168659011111 MD NALL TO NE EAST LK Of SII) EVOKE PATER OF DIE SOONEST QUM A DISTANCE Eff 102.50 FEET', NENE DUE EST A OISTAKE OF 195 FEED THEVE NORTH A DIEM Of 10150 FEET 1D DIE ME POIM OF BRINK; TOMAS NTH A 15 FOOT SDAN AM MY EKIADIT VG 145481512 OF LOT/ KIK WAN AS TRACT 20 Cf GOLAN CREST OK COMM 11# UlflEARDED RAT MEM. LEI Soofi fOLF OF NE FOLIMANO ooze me Hi *06141 OF DE ElIONKT OMR OF THE SONNET NIARTER OF ECEt1 15, DK* 23 KR RA1K 4 EAST, M cam, WOKE% DESCRIED AS ENLOE 00110010 AT DIE HEINEAST COKER OF SO 921r1K31 OMR OF 1NE 40111167 OMR', RUM NEKE EST AWN THE EARN LK OF SK SNINEST (RYMER or NE SNAKE VAR A osrAwci OF 415 FELT; Iled KOH AO NKR TO hi DST UNE OF SN) 201)481 WATER OF 111E SOONEST QUARTER A DYNE Of 630 FEET TO ME TRUE POINT OF REGINNIK ef SAD 1RCT DINCIM nem WEEMS AND PACE. TO TIE NOR UNE OF SAID 9011NEST QUARTER DF NE MGT 01.4710 USW DF 195 FEET; NEEE SOUTH AV PARALLEL TO THE EAST LK OF ST ELME DARTER OF NE MAIM DOWEI, A VAC Dr 10250 ER DEKE KST A NUKE Cf 195 EIT: MICE HORN A WM OF 10130 RE 10 NE RE POPO OF BOK MCI TO A 15 FOOT SEER MD MY EEO& WIG THE REST ME Of 541) LOL (BENG MO 451042120404007120101010095,0484051014 1.1802065PUT MEW). VOLUME 311, PAGE //0 APPROVALS KING COUNTY ASS:rNO 'S APPROVAL IDAy1P0FPROIE,14,1.78111, ENT OF ASSESSIEDS olroG, iu- 65004517(0415026) 1513611- V.C.3 TURVILLA SHORT SUBDIVISION COMMITTEE APPROVAL REYES APPROVED Bf TIE a),g) gmy MOM FOC NS 2011 VICINITY HAP 1. S 12 5 ii i 7 !), '4 S10410057 :11N1 LAND SURVEYOgS COSTAE I tf... hdit... reniala. *a • 41 Crow. • SHORT PLAT InMrumem Number, 20181220900018 Document:51M RN:5188,00 PAge.2 of 2 Record Dile:111042018II:1I AM !Ong Cowie, 04A City of T4koillo Deportment of Comity Development 6300 Secto r&m EcWnord, Tu41le, WA 981138 Telephone (209) 431-3610 Fox (209) 431-3415 E-mot plonixpCWA*h*Ngox SHORTPLAT NUHBER 117-0070 1'=20' 0' 20' 40' EASS OF BE0NDS S S 0113'41' W OF 371A 44500E SONN AS NOTED AREA'S BI1M ARY 19,98E S.F. LOT 1 9,993 S.F. L012 9,993 SF. ADDRESS L011.14080 351R AVE S 10(YRIA, WA 98109 LOT 2.14068 35111 AVE S MLA WA 98168 NOTES 1. ALL OT111E5 MALL BE PLALfD LMOERl1011(1. 1 WATER 11ETER 10 BE RELOCATED BY WATER DISSECT f125 AT 191E OF NEW NONE C1151RUC11ON FR NALW / VASES, LS 1663 (WSIIED WY, 2013) \ NEST ONE OF 114E SW 1/4, SW 1/4, SEC. 15-23-04 RWa5O E.499.64 12' IOC (0) CB FIW501.10 E=499.57 12' CAM (N) E-499.55 1r DA4C 010 1E09952 12' WNC (S) CB Rd•50231 E•499.79 1r MAC (N) IE•499.73 12' CONC (N') F0. CONC. NON W/ NAB IN CASE (1456E0 NAY, 2013) LEGEND 00 • FD NOWMENT AS NO101 PORTION OF THE SW 1/4, SW 1/4, SECTION 15, TWP, 23 N, RGE 4E, W t SC COON Y,, ►ASNIXCtt1N NCO LINE OF 114E SW 1/4, SIe 1/4, SEC. 15-23-04 RICARDO `11Nuoo DRAMA A— I 9 WOOD X SO0M LAE OF 111E SW 1/4, SW 1/4, SEC 15-23-04 • SSW R91.409.79 E•49657 CIA OWINEL (ES) FENCESD5'N tOff EOF FROP C0R AIMN 13S OF PROP IME ROUSE 1280 S.F. 8E27'32' IW 195.00' FENCES 03' OF PROP II R NAFIEY S. 144TH ST. X elms W I,Ote300 Fin S. 140TH ST. 982772' E 1,119,µ' 41507(C) MR to RA TRAN 'ALL S0.1'S OF PROP ONE NHIEN ' S. 142ND PL 8E2701' W 4S00: 0,4' N OF PROP Ulf VOLUME 39110 PAGE //) FD. STONE W/ X, IN CASE WED NIT, 2013) (N011RUE 1/19 CORNER) d 1 ARA NF1.UA STAVED ro ti BUNOW THONG fENCESI'Nt OS'w ctoF0408FTwE SW 1/4, SW I/4, SEC. 15-23-04 91E121( & KATNIFEN ORAL 10. CONC, MON W/ MSS 0SC M CASE (VL91ED WAY, 2013) r9 0 SHORT PLAT REBAR L5#492g0 5ET REBAR d GAP 1.5*4g290 5 SZA8/1/ZED eas7e JAVANNE EXISTING 140USE 418 88°7132" Ig5A0' --x ;'21'32° W 412 490 496 494 717 "ENCE 4- e'fizi# L1111/7 488 I' cn m x m = co m. OF/17R97/41/ rxeNal 486 ^SET REBAR d GAP L5*49290 31151LU19 Iukwila iMap Tukwila iMap Staff only 4 142371 I_1 1400ft -122.26S 47.478 Degrees r-- 410711 1MA1 City of Tu Layer List Layers Property Layers Core Utilities Water Sewer Stormwater Service Areas Planning Elevation Contours Hydrography Environmentally Sensitive Areas Landslide Hazards in River Corridor (King County WLRD) Parks and Trails Communi MONO App State Click to restore the snap extent and layers visibility where you left off. .i rr—... httn'lltuk.mans.amaisimmlannslwehannviewerlindex.html?id=82733c7103224ddca4f510h30dhf7355 111 BERNHOFT & ASSOCIATES 702 Broadway Suite 201 Tacoma, Washington 98402 Phone (253) 274-0244 Fax (253) 627-3060 Lbernhoft@aol.com May 2, 2019 City of Tukwila Permit Center 6300 Southcenter Blvd Suite #100 Tukwila, Washington 98188 RE: Parcel # 1523049329 Single Family Residence 14066 35th Avenue Soth Tukwila, Washington Dear Ms. Rachelle Ripley: The following are our responses to your review: Building Department: 1. Geotechnical Report to be provided by Owners. CORM L171# RECEIVED CITY OF TUKWILA 1'4AY 07 2019 pERrorr CENTER g-oUCP"-- 2. Site plan modified to show footing drains and connected drainage system. Elevations modified to show North, South, East & West. Grade shown on drawing elevations & averaged grade shown each elevation. Maximum heigh elevation also shown on each elevation drawing. 4. Whole house ventilation note added to cover sheet. Whole house code requirement sheet added per Owner request. 5. Note added for heating and water heating to be provided with outside combustion air and exhaust to exterior. i)19- oosz. / /' \ 14066 35th Ave S. Page 2 of 2. 6. "Egress" added to bedroom windows on second floor. 7. Relocated Smoke and Carbon Monoxide alarms. 8. Washington State Energy Code 2015 Forms originally provided to owners. Owner to provide. mv 2- 9. Plumbing Code changed to 2015 UPC. Added 2017 IEC. d 10. Roof truss package to be provided by Owner. p4 11. Concrete pads and sidewalks shown at stairs. 12. Holdown Schedule revised to match first floor holdown schedule. 13. There are no concrete steps only wood steps. 14. Note added for slope in garage to floor plan and foundation plan. If you have any further questions, please feel free to call at (253) 274-0244. Leonard S. Bernhoft y.` As of April 15, 2019 The property ntl4O6635 mAve South with acurrent building permit inprocess of D19'UOS2has �een sold to Cary Lang Construction and further correspondence for,completing this building permit smu|d hedirected toCary Lang and his contact numbers. His cell /s2O§4Z35O55. RB Smith Development Company 2064064455 RECEIVED CITY OF TUKWILA ��� � � Y� APR � � �ww PERMIT CENTER L � r � f' City of Tukw Department of Community Development March 26, 2019 LINDA SMITH 4438 S 176 ST SEATAC, WA 98188 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0052 14060 LLC RESIDENCE - 14066 35 AVE S Dear LINDA SMITH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. 'have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11 x 17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "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). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. 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. Report shall include 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. 2. The cover sheet has a Typical foundation drain detail from a tip sheet. On the site plan show location and sizing of the drain field. Show footing drain line and roof drains independently located around the building and connecting to the designed drainage system. 3. Revise labeled elevations to be identified as North, East, South, and West. On the elevation pages, show grade slope details to be consistent with any existing or proposed site slopes or finish grade. Elevations shall specify average grade plane dimensions. If applicable, show stepped foundations. 4. On the plans, provide specifications and indicate which 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 & IRC R401.3) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 5. Provide note for the hcucing and water heating provided with outside coirdustion air and exhaust to the exterior. 6. Specify "Egress" windows for bedrooms on the second floor. 7. Smoke and Carbon Monoxide alarms located in the hallway shall be located within close vicinity he bedrooms. Relocate those alarms to be centered by the bedrooms. 8. Please complete a * Prescriptive Worksheet — All Climate Zones, * Glazing Schedule, * Heating System Sizing Worksheet per the Washington State Energy Code 2015. Forms are available on the WSEC website http://www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx . The window and door schedule shall be consistent, and key referenced to the openings shown on the floor plan. 9. Plumbing code reference shall show 2015 UPC. Electrical code is 2017 IEC. 10. Roof and floor truss package shall now be required with new building construction permit applications. Please provide engineered truss plan and truss packet by the truss manufacturer. Package shall have engineer's stamp. See general notes above. 11. For clarification, show the pad or porch slab at the base of the exterior entry stairs. 12. Page 3 the front of the living room sheer walls "2" have the 4 hold down symbols listed on page 2 hold down schedule. Please clarify if that was missed on sheet 3 table. 13. Provide details, if applicable, for flashing where concrete abuts floor joist, with an approved membrane other than galvanized metal. Where untreated sheathing/siding extends down to concrete steps, porch/patio slabs and similar horizontal surfaces exposed to the weather, the material shall be a minimum of 2" above the finish concrete surface. (IRC R317.1 #5) 14. On the floor plan, specify the garage floor slope and sloping towards the garage door. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) Since Public Works permit fee is based on percentage of the site work construction cost, please enter the amounts on page 1 of the attached Public Works Bulletin A2. 2) Add applicable Standard Public Works Constructions notes on plan, except for water and sewer, since these services will be provided by the Districts. 3) Show and label the newly installed wooden fence along the N property line. 4) Show pile of construction debris on the S side of the lot and existing and proposed contours in 2' intervals. 5) Per recorded short plat L17-0070 water meter shall be relocated by WD #125 at time of new home construction. Contact the District and show on plan current and proposed WM location. 6) Submit a utility site plan showing how water, sewer, storm drainage power and telecommunication services. 7) Submit a storm drainage plan and erosion/sediment control plan per 2016 KC Surface Water Design Manual. Show cross section for trenches, drainage pits, etc. 8) Due to presence of steep slopes on site a geotech report is required. Report shall address utility lines placement and storm drainage. If infiltration is proposed submit perc test results. 9) Show driveway dimensions, slope, flow directions and FF elevation. Driveway shall be paved min.20-ft deep from the property line. 10) Clarify if the foundation drain detail covers also the downspouts. Show larger detail, letters are to small to read. Show type and drain pipe length and dimension the proposed drain field. 11) Owner shall execute with Notary a Sensitive Are Hold Harmless Agreement. This document will be prepared by Public Works staff after the Geotech Report is submitted. 12) Before permit can be issued PW needs: a) Bond or other method of financial guarantee in the amount of 150% of cost of work in the right of way b) Insurance certificate naming Tukwila as additional insured c) Contractor's business license with City of Tukwila. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 \ Th, In order to better expedite your r8uoinittal, a 'Revision Submittal Sheetmust accoricny every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, -LW Bill Rambo Permit Technician File No. D19-0052 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 EMIT COORD COP' PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0052 DATE: 05/07/19 PROJECT NAME: 14060 LLC RESIDENCE SITE ADDRESS: 14066 35' AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: PcPM Building Division ‘\ 04\ Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 05/09/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE 06/06/19 Approved Approved with Conditions n Corrections Required (corrections entered in Reviews Notation: G Denied (ie: Zoning Issues REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg EJ Fire El Ping D PW 0 Staff Initials: 12/18/2013 t PERMIT COORD COP'(0 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0052 DATE: 2/08/19 PROJECT NAME: 14060 LLC RESIDENCE SITE ADDRESS: 14066 35 AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ft%) ilk4 Building Division PuAc Works A-M PINK) ke2 M2 09 16\ Fire Prevention Planning Division Structural Permit Coordinator 11 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 2/14/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues Approved with Conditions DUE DATE: 3/14/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping PW Staff Initials: 12/18/2013 Date: City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 5/7 / Response to Incomplete Letter LJ Response to Correction Letter # E Revision # after Permit is Issued LI Revision requested by a City Building Inspector or Plans Examiner r Deferred Submittal # Plan Check/Permit Number: 011 -025 -2- Project Name: RECEIVED CITY OF TUKWILP MAY 0 7 2019 PERMIT CENTER Project Address: Contact Person: C-ci Summary of Revision: 210A6 3 5 -e 7---ukt' Phone Number: e 1-1 Sheet Number(s): "Cloud" or highlight all areas of revision including dat' revision Received at the City of Tukwila Permit Center Entered in TRAKiT on 15bh W Wermit Center\TemplatestForms‘Reviston Submittal Fortn.duc. Revised, August 2015 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): $ 8 2- Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 35th Ave. South and adjacent to 14066 35th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way; including driveway access, traffic control, water service, storm drainage, land altering, undergrounding of power, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and holcl harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of IA if , 2019. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that ( 4 R T C 1 ", is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the c)6-.) Vt. of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated &awe_ 2oi7 /72, 7)2 e.K1.2.6,7‘14-711, 1/ 4 A./ 4- /), Notary Nota Public in and for the State of Washington , residing at 46,2 V /73 - ,6,4) /let 4/1 vfS9/ My appointment expires DATED this day of GRANTEE: CITY of TUKW By: Print Name: Its: Henry Hash , 2019 Public Works Director STATE OF WASHINGTON ) )SS. COUNTY OF KING On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Na e: fr-7 NOTARY PUBLIC, in and for the State of Washington, residing at /CA r. eA My commission expires: 0—/ - -- ' - -- — JF aw60s7*wthSuite /mn Seattle, wmym68 ailo � Phone: (206)2*2*236 ��u��/. r / aox�o�z*z/xzr. npt.No. 6 CERTIFICATE OPSEWER AVAILABILITY /NON AVAILABILITY Resk�ot���8l�� [ommerr��$rN�0Q ��.Certificate ofSewer Availability OR [} Certificate ofSewer Nun'AvaUabl|ity Part A:(TmBeCompleted RyAppVigamt) Purpose ofCertificate: % Building Permit [] Preliminary Plat orPUD [] Short Division [] Rezone []Other Proposed Use: [] Commercial R3 Residential Single Family [] Residential Multi -Family []Other App|icont'sName �/^«biA -,5(Y\VT+4 1 Phone Number Pmpe�yAddre*s | �[. c-H� � �� ----1 .�4��°�_ ��� .��\/ Tax �tNumber | ' . ^=8 Y*n-m��'���� ^ Legal Description (Attach Map and legal Description ifNeceoary); � ` Part B:(To be Completed bySewer Agency) a� ASewer Semicev�Ubepruv�edbyddesewe uonnoobononly toanex�dng size sewer � [] feet from the site and the sewer system has the capacity to serve the proposed use. OR [] b. Sewer servicevx||}require animprovement tothe sewer system of. [] (l) 'feet uf-sewer trunk urlateral toreach the site; and/or [] (2) The construction ofacollection system onthe site and/or El (3) Other (describe) 2. Must becompleted if 1.babove ischecked 0 a.The,ewer,ystimprovement plan, OR (} t.The sewer system improvement will require asewer comprehensive amendment. a' O a. The proposed project is within the corporate lim ' its of the District, or has been granted Boundary Review Board approval for extension cfservice outside the District. OR 0 x.Annexation or8R8approval will benecessary ,9provide service. ' 4. Service is subject tothe following; �(penn�� /��` �u p. District Connection Charges due prior toconnec�on: GF[ $ ���^�j'"v �R� � Unk' � � Total � ������ Either aQng Charge may b. Easements: PE h January --' ''" CITY C County/METRO Capacity [hang)eSw0SDorMidway Sewer District Connection bedue upon connection to,emeo. FEI � [] Required M)Maybe Required faFP, r!I{ c. Other I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date ofsignature. ' �� IN° & �� — ft A*�) CEIVE[) 17T[]Kyy ~ _��^�� ���> ��� T CENTER City of Tukwila CERTIFICATE OF WATER AVAILABILITY Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: ht-tp://www.TukwilaWA.aov PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): -e— Owner In ortnati n Agent/Contact Person Name:1 40 (00 Q Name: , Address: (.4066, --33 Address: ' 5... Phone: 7_06 ,,. ---155,, , Phone: This certificate is for the purposes of: EN' Residential Building Permit Commercial/Industrial Building Permit El Preliminary Plat El Rezone Estimated number of service connections and water meter size(s): ED Short Subdivision Other Vehicular distance from nearest hydrant to the closest point of structure isU7 ft. Area is served by (Water Utility District): i 2 Date Part B: To be completed by water utility district 1. The proposed project is within 2. No improvements required. (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 11)7C° residual for a duration of 2 hours at a velocity of Co 43 fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. gpm at 20 psi I hereby certify that the above information is true and correct. K-r4-4a ccuigrY %—Yst-rEP- orsozrcr Agency/Phone By b-41-A.N1 eArLey 12- 253 - 11G AC"?_ Date Exps-RES 12-2 RECEP CIT'v" OF -IL KWIl FEB 0 8 2019 rs, r- r^tf• � Attachment to Certificate of Water Availability King County Water District No.125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to City of Tukwila ("City"). This Certificate is issued at the request of the City and is riot assignable or transferable to any other party, Further, no third person or party shall have any rights hereunder whether by agency orasathird party beneficiary orotherwise. 2. The District makes no representations, expressed orimplied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service tothe naa| property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such pnopertv. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service wi(I be available to the real property atthe time the applicant may apply tothe District for such service. Zi Application for and the possible provision of District odUtv service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability nfwater service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then ineffect. 5. Developer will be responsible for all costs associated with the water improvements and relocations. Applicant Signaturr�� �Z;61�� Date District Signature Date 12 2%_)S Home Espanol Contact. Safety & Health Claims & Insurance CikWashington State Department o1 ai Labor & industries A-Z Index I lelp My L&/ Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County WA UBI No. Business type 601 231 391 Corporation Governing persons CARY M LANG JENNIFER ANN LANG; Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent Not allowed to have apprentices. License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. CARYLC11010F Effective — expiration 09/06/1990— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000 00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853-02 Received by L&I Effective date Help us improve 08/09/2018 09/10/2018 Expiration date 09/10/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License yiolation No license violations during the previous 6 year period. Workers' comp Public Works Requirements Workplace safety and health Vashingtoit State Dept. of Labor 8 todustries, Use of this site is subject to the laws of the state of Washington Help us improve FIGURE C.2.2.A TYPICAL TRENCH INFILTRATION SYSTEM ' 4" RIGID OR 6" CB SUMP w1SOUD LID I ROOF DRAIN �( FLEXIBLE PERFORATED 'l i--, PIPE __ J 111 --�— -- - INFILTRATION ------ TRENCH PLAN VIEW NTS TRENCH SETBACK FROM -ROOF DRAIN BUILDING AS REQUIRED, 16 MIN. OVERFLOW --- :SPLASHBLOCK- 4' RIGID OR 6" FLEXIBLE ,-p► PERFORATED PIPE ------------- i I 6" —•-..ram LEVEE T MIN 12" WASHED ROCK 1I'MIN. �-9 A SETBACK - --- VARIES ---►� FROM BUILDING FINE MESH 6 MIN, SECTION VIEW SCREEN -CB SUMP WSOLID LID NTS COMPACTED BACKFILL m FILTER FABRIC 24" 4" RIGID OR 6' FLEXIBLE 12 PERFORATED PIPE tg A' WASHED ROCK MIN. 1' ABOVESEASONAL����`�� HIGH GROUNDWATER } ►� SEE SECTION C.2.2.2 MIN - TABLE, -r — SECTION A NTS FIGURE C3,6.A SILTFENCE -- JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS OR EQUIVALENT TO ATTACH FABRIC TO POSTS. -�t'�- -'--- 2'X2' BV 14 Ga. WIRE OR - EQUIVALENT, IF! TANDARD STRENGTH FABRIC USED ' FILTER FABRIC a i- — --- - i �- I �- -PACIN MAY BE { \_, MINIMUM 4'x4'TRENCH I POST SPACING MAY BE f �_J INCREASED TO8'IF I� BACKFILL TRENCH WITH NATIVE SOIL --- WIRE BACKING IS USED XOR 314-TO 1-1/2' WASHED GRAVEL NOTE: FILTER FABRIC FENCES 11 WOOD POSTS, STEEL FENCE SHALL BE INSTALLED ALONG POSTS, REBAR, OR EQUIVALENT -- CONTOURS WHENEVER POSSIBLE FIGURE C3.6.B SILT FENCE INSTALLATION AND MAINTENANCE V D'gtrench Torintnbrie 9tnke ram, T *rt �r FIGURE C3.1.A STABILIZED CONSTRUCTION ENTRANCE r� 000� R=254IN. - _. 0041iy %.' 4'- S' QUARRY - SPACES IFAROADSIDE DITCH IS ___ PROVIDE FULL WIDTH OF PRESENT, INSTALL GEOTEMILE ( INGRESS/EGRESS AREA DRIVEWAY CULVERT + PER KCRDCS 12' MIN.-t THICKNESS NOTES: • PERKING COUNTY ROAD DESIGN AND CONSTRUCTION STANDARDS (KCRDCS), DRIVEWAYS SHALL BE PAVED TO EDGE OF R-OW PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. • IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD. IMPERVIOUS AREAS (BASED ON SITE PLAN SCALED MEASUREMENTS) BUILDING ROOF 1,321 SF OVERHANG ASSUMED 16" (INCL. OVERHANG) PARKING PAD 459 SF TOTAL 1,771 SF ALL NOTED IMPERVIOUS AREAS WILL BE DIRECTED TO THE INFILTRATION TRENCH, TRENCH SIZING FOR "MEDIUM SAND" TRENCH REQUIRED IS 60 SF OF TRENCH PER 1,000 SF IMPERVIOUS. TRENCH AREA REQUIRED =1,771 SF X 60 SFI1,000 SF = 106 SF TRENCH PROVIDED: W 6' L 20' D 1.5' TRENCH AREA PROVIDED = 120 SF > 106 SF OKAY IN T REBAR d ,P L5#4g2R0 I I WI i» II I - - -I CyOsLE-E z T X to PORG ijn l..rys ONI Yl (NEH� J DRIVE Y �j-5ET RE13AR B OPEN 7,WIUCH - POEMENT 1'900RR770I.( P6R" CIrr &0 QS-o35w6j6c; 7P PAveME•A74- MrT/4,4riotq 1' i > 1G'€ SOIL LOGS 22 AUG 17 SOIL LOG 1 0 - 48" MEDIUM SAND WITRACE OF SILT 48 - 60"+ MEDIUM SAND WITRACE OF CLAY (Note, the clay material would allow an infiltration similar to that of the upper layer since the clay portion does not predominate the matrix of the lower soil level. It was only noted by the slight binding of the damp sail when hand compressed.) SOIL LOG 2 0 - 60"+ MEDIUM SAND WITRACE OF SILT SOIL LOG 3 0 - 72"+ MEDIUM CLEAN SAND NO WATER INDICATORS ENCOUNTERED W ANY OF THE LOGS. SOIL TYPE RATING: SOILS FOR DESIGN WOULD BE DESIGNATED AS "MEDIUM SAND" FOR DESIGN PURPOSES. EARTHWORK: The estimated amount of earthwork is 250 cubic yards cut and 50 cubic yards fill, with the excess amounts of cut material wasted on site or removed to an approved location Some topsoil material will be saved for future site restoration, but not to an amount requiring stockpile identification. The site will create most of its cut material from foundation excavation. Fill will consist primarily of foundation backfill. Total Earthwork = 300 cubic vards CONSTRUCTION SEQUENCE: 1. Establish Clearing Limits. 2. Install silt fence and stabilized construction entrance. 3. Perform site grading and foundation excavation. 4. Build house. 5. Install buried utilities and drainage system. 6. Pave parking pad and walks. 7. Restore lawn and yard areas. 8. Remove TESCP measures not already removed. SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION 68°2i 32" REVISIONS g5.00' - - — No changes shall be made to the scope )26' of work Witnou[. prior approval Of the Tukwila Building Division. NOTE: Revisions wdtreouire a new plan submittal antl may include additional plan review. EXI5TING HOU5E v -A I 1<n q} jNE/ �H HOUSE O REA Im jPATI 4' ><B513L I xI — - _ _ x °2T32" X — ---- X X _—X - - X_Y, N Q,r.�vc W - 488 4g8 4g6 4g4 4612 4g0 S/LT FEiI�G'� C'CE �1N6 L/JyiT SITE PLC N SCALE GALE V=20' SET REBAR it GAP 1_5#4g2g0 T to t a 0 U N n00 o � >= m000) to D_ n ¢'s E c oto in m m -- o moo o iY —0. U N CI: vi Z-- 3to g 0 > w rn m FILE OPY w t Q 4 _ ®rtnft No. C7 an review approval Is subject to errors F�Ioi ¢ C M Z ' ! and ions Approval of construction documents does uthorize the violation Of any 3to adopie0 code or nance Re of approvetl Feld Copy and p Z r d an �nS4S12D.kn edged: Date: GOY of Tukwila a BUILDING DIVISION- - - RECEIVED CITY OF TUK4ViLA These plans have been reviewed by the Public Works Department for conformance with current MAY 0 7 2019 ' City standards. Acceptance is subject to errors and omissions which do not authorize violations of PERMIT CENTER adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings - a -Y for subsequent approval. ��� GT}� ITA#A R D 41 -C iPFC M Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: t /9 c C4gLL (Z%)k33-017.9'ro SOHGDULE fq M ©rtzo�Y M B t?U,13LtG VdtJi2t�5Fft K 9 6T`\ C. MAY A cly IL of IN 31 TI C -1'/'1ieeto rw r&H ectur SF'R ALA' Prepared by. EXPIRES: 4/24! / Bruce S. MacVeigh, P.E. Civil EngineerlSmall Site Gectechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 I Cr O z 3 oo .A w W C, of VICIMTY AMP GENERAL REQUIREMENTS: BUILDING ENVELOPE INSULATION REGUIREMENT5: ROOF / CEILING INSULATION: USE R-4q OPEN -BLOWN INSULATION FOR ATTIC AREAS. MAINTAIN CLEARANCES PER MANUFACTURES SPECIFICATIONS INSTALL SAVE VENT BAFFLES PER ROOF DETAILS. WALL INSULATION: USE R-21 FACED BATT INSULATION ON ABOVE GRADE WALLS. FACED BATE INSULATION TO BE FACE STAPLED ONLY. ABOVE GRADE EXTERIOR INSULATION TO BE PROTECTED. FLOOR INSULATION: USE R-50 BATT INSULATION ON ALL CRAWL SPACE FLOOR AREAS. USE INSULATION SUPPORTS SPACED NOT MORE THAN 24" ON CENTERS. INSTALLED INSULATION SHALL NOT BLOCK AIR FLOW THROUGH THE THE FOUNDATION VENTS. M015TURE CONTROL REGUIREMENTS: VAPOR RETARDERS TO BE INSTALLED ON THE WARM SIDE OF INSULATION. ROOF / GEILING A55EMBLIE5: USE R-4-1 OPEN -BLOWN INSULATION FOR ATTIG AREAS. MAINTAIN CLEARANCES PER MANUFACTURES SPECIFICATIONS INSTALL SAVE VENT BAFFLES PER ROOF DETAILS. WALL VAPOR RETARDER: FACED BATT INSULATION TO BE USED AS VAPOR RETARDER. FACED BATTS TO BE FACE STAPLED ONLY. FLOOR VAPOR RETARDER: 5/4" T 4 G PLYWOOD FLOORING TO BE USED AS VAPOR RETARDER. CRAWL5PAGE VAPOR RETARDER: INSTALL GROUND COVER OF 51X MIL (0.006 INCH THICK) BLACK POLYETHYLENE OR EQUAL OVER THE GROUND WITHIN GRAWLSPAGE. THE GROUND COVER TO BE OVERLAPPED 12 INGE5 MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. 51FI5 PER / SMR44 SH1 t OF I _ BUILDING ENVELOPE 5EALIN6 REQUIREMENTS: THE FOLLOWING AREAS OF THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GA5KETED OR WEATHER-STRIPPED TO MINMIZE AIR LEAKAGE: A. JOINTS AROUND FENESTRATION AND DOOR FRAMES. B. JUNGTION5 BETWEEN WALLS AND FOUNDATION, BETWEEN WALLS AT BUILDING GORNER5, BETWEEN WALLS AND STRUCTURAL FLOORS OR ROOFS, AND BETWEEN WALLS AND ROOF OR ROOF PANEL. G. OPENINGS AT PENETRATIONS OF UTILITY 5ERVIGE5 THROUGH THE ROOFS, WALLS AND FLOORS. D. 517E-BUILT FENESTRATION AND DOORS. E. BUILDING A55EMBLIE-5 USED AS DUCTS OR PLENUMS. F. JOINTS, SEAMS, AND PENETRATION5 OF VAPOR RETARDERS. G. ALL OTHER OPENINGS IN THE BUILDING ENVELOPE. ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS: TABLE R40b.2 , 2015 W5EG. TABLE 406.2 : ENERGY CREDITS REQUIRED = 3.5 CREDITS (MEDIUM DWELLING) OPTION DESCRIPTION CREDITS 2a AIR LEAKA5E CONTROL AND EFFICIENT VENTILATION 2a: 0.5 3b HIGH EFFICIENCY HVAG EQUIPMENT 3b: LO 5a EFFICIENT WATER HEATING 5a: 0.5 5C EFFICIENT WATER HEATING 5c: 1.5 TOTAL ENERGY EFFICIENCY CREDITS 3.5 I HOUSE VENTILATION INTEGRATED WITH ORGED AIR FURNACE.DE OUTDOOR AIR AT RATE OF 75 GFM. 2015507.3.5 4 M1507.3.5.1 DRAWINO INDEX 5GHEDULE COVER SHEET. SITE PLAN WITH UTILITIES, GENERAL ENERGY REQUIREMENT NOTES, WA5HINOTON STATE E NOTES ENERGY CODE COMPLIANCE, BUILDING DATA, CODE INFORMATION W IPARCEL NUMBER, BUILDING AREAS, VICINITY MAP DRAWING #2. DRAWING #3. DRAHIN(5 4IN6 #4#4. DRAWING #5. DRAWING #6. DRAWING #7. DRAWING #&. DRAWING #q. DRAWING #10. DRAWING #11. SET REBAR 4 GAP L5#4c12cI0 FIRST FLOOR PLAN, SHEAR LAYOUT, SHEAR 4 HOLDOWN 5GHEDULE5 SECOND FLOOR PLAN, SHEAR LAYOUT, SHEAR 4 HOLDOWN SCHEDULES NORTH, SOUTH, EA5T 4 WEST ELEVATIONS FOUNDATION PLAN 4 SPECIFICATIONS FIRST FLOOR 4 SECOND FLOOR FRAMING PLANS ROOF FRAMING PLAN FOUNDATION 4 FRAMING DETAILS FRAMING DETAILS 4 ROOF DETAILS OR055 SECTION 4 ROOF DRAIN TIOHTLINE DETAIL WHOLE HOUSE VENTILATION SPECIFICATIONS LOT COVERAGE PORCH- 60 5F BUILDING- 1,5061 5F DEGK- 60 SF BUILD- 1,64g 5F LOT AREA- 6,250 5F BUILD % 164g5f/625Osf = 26% BUILDING GOVERAGE IMPERVIOUS % BUILDING/DEGK- I,64q 5F SIDEWALKS- 5q SF DRIVEWAY- 1255 5F IMPERV. TL.- 2,gg3 5F LAND- 6,250 5F % IMPERV. 2gg3sf/62505f = 47.8% BUMDING DATA• Project Name: New Single Family Dwelling Pro-Ject Owner: RB Smith Development Company c% Randy Smith P.O. Box 68276 Seattle, Washington g816b Project Englneer: Bruce 5. MacVeigh, P.E. 14245 5gth Avenue 5. Tukwilla, Washington gblbb (206)242-7665 Protect Deslgner: Leonard 5. Bernhoft Michael W. Foster, Jr. c% Bernhoft 4 Associates 702 Broadway, Suite 201 Tacoma, Washington g8402 (253) 2-14-0244 Parcel Number: 152304g32q Site Address: 140bb 35th Avenue South Tukwila, Washington g6165 Code : 5iii. 2015 IRG, 2015UPG, 2015 IMG 2015 W5EC, 2017 IEG g Zo�ina: R oDensity Residential Setbacks Required: Street Frontage 20 Feet Street Frontage Rear Yard 10 Feet Interior Side Yard 5 Feet Max. Building Height 30 Feet Building Occvpancug. wee R-3 : Single Family Dwelling CiDi~ RIC Type Construction: Type V-B LTR# 1 BuildinQSQUare FOOta2eFoota2e: First Floor 1,000 5F RECEIVED Second Floor 1,422 5F CITY OF TUKWILA Garage 506 5F MAY 0 7 2019 Total 5F 2,g28 SF Fire Resistance of Exterior Halle; PERMIT CENTER R-5, Occupanices W/ Type V-B Gonetructlon, I-HR Less than 5' from property line, Non -rated elsewere. Openings not permlted less than 5'. 2015 IMG Mechanical Ventilation Requirements; Bathrooms: Mechanical exhaust capacity of 50 cfm Intermittent or 20 cfm continuous. Kitchen: 100 cf Intermediate or 25cfm continuous exhaust fan aundr : 100 cfm minimum h u fa O Whole House Ventilation 5Wstem: 2015 IRG. MI507.3.5 4 MI507.3.5.1 Whole house ventilation to be integrated with the forced air furnace Provide outdoor air at a rate of 75 cfm minimum olrflow rate. WA5HINOTON STATE ENERGY CODE (W5EC 2015) Prescriptive Requirements Climate Zone #4 - Marine: R-Valve: U-Factor: Geilin : R-4q 0.026 5ILiQle Rafter or Joist Vaulted: R-35 0.026 Opaque Walls• R-21 Int. 0.056 Floor Over Uncond. Space: R-50 0.02q Opaque Doors: WA U=0.37 Slab On Grade: N/A WA Fenestration U-Factor Vertical: U=0.30 U=0.30 Overhead: U=0.50 U=0.50 Total Glazing Area: 326.g1 5F Total Conditioned Floor Area: 2,422 5F GlaztnG Provided Mtigard Company, Style -Line, Vinyl Series # 6110 H Slider, U value = 0.30, Double glazed/ 1/2" clear, Low e (2), Argon , 5H6C = 0.I8 Total Glazing Area: 326AI SF %glazing to Wall Area: 326AI 5F Glazing/ 2,422 5F of Gross Floor Area = 13.5% Metal Man Doors 1 0 3'x 6'-8" Kewanee Corporation, E 5erte5 400 Insulated Polyurethane - U=0.1(q GALL I- (aOo)-424-5555 BEFORE YOU 016 a a d) Ul `4 oU4 ® > < r�r M F W 0 00 client RB SMITH DEVELOPMENT GOMPANY c% RANDY SMITH P.O. BOX 652T6 SEATTLE, WA5HINGTON gb166 (206) 406-4455 Project NEW SINGLE FAMILY DWELLING 14066 55th AVENUE 50M TUKWILA, WA5HINGTON gb168 Sheet Description SITE PLAN VICINITY MAP BUILDING DATA NOTES deslgned by M. FOSTER check by L55 / BSMV scale date AS 5HOWN REV. 04/lq/20111 discipline job number 201q-52-5MITH Sheet Number GOVER of -D FOR .1PLIANCE et'ROVED MAY 312019 City of Tukwila BUILDING DIVISION CRITERIA LATERAL DE51GN HIND: (A50E -7-10) Vult (IBG) = BASIC WIND SPEED 0 110 mph Vasd (IRG) = BASIC WIND SPEED @ 85 mph CATEGORY = STRUCTURAL CATEGORY II EXP05URE = EXPOSURE GATEGORY B KZT = TOPOGRAPHIC FACTOR 1.00 LAMBDA = ADJUSTMENT FACTOR FOR 1.00 HEIGHT 4 EXPOSURE I = IMPORTANCE FACTOR 1.00 SEISMIC: GOVERNS FOR DESIGN (ASCE 7-10) OGGUPANCY GROUP = GATEGORY II OCCUPANCY IMPORTANCE FACTOR = 1.00 SEISMIC USE GROUP = I GROUND MOTION = MAX. GROUND MOTIONS 5% DAMPING 55=1.383g, 0.2 SEC. RESPONSE 51=0.515g, 1.0 5EG RESPONSE 51TE CLA55IF16ATION = D SEISMIC DESIGN CATEGORY = D RESPONSE MODIFICATION COEFFICIENT "R" = 6.5 I. SILL PLATES RE5ISTIN6 A DESIGN LOAD GREATER THAT 4-10 PLF SHALL NOT BE LESS THAN A 3-INGH NOMINAL MEMBER OR TWO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER TO TRANSFER THE DESIGN SHEAR BETWEEN FRAMING MEMBER5. (5EG. 2307.1.1) 2. WHERE SHEAR DE516N VALUES EXCEED 550 PLF ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LE55 THAN A SINGLE 5-INCH NOMINAL MEMBER. OR TWO 2-INGH NOMINAL MEMBERS FASTENED IN ACCORDANCE W/ SEC. 2306.1. PLYWOOD JOINTS AND SILL PLATE NAILING SHALL BE 5TA66ERED IN ALL GASES. (TABLE 2306.3 FOOTNOTE "N 3. WHERE PANELS ARE APPLIED TO BOTH FACES 4 NAILS SPACING 15 LE55 THAN 6" O.G. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBER OR SHALL BE 3-INGH NOMINAL MEMBER OR TWO 2-INGH NOMINAL MEMBERS 4 NAILS ON EACH 51DE SHALL BE STAGGERED. (TABLE 2306.3 FOOTNOTE "h") HOLDOWN SGHEDULE: SYMBOL MATERIAL AND NAIL 5PAGING SIMPSON#M5T37 STRAPS USE 24-Ibd SINKERS ® 2-2X6 5TUD5 5IMP50N #5THD14RJ HOLDOHN5 USE 20-16d SINKERS ® 2-2X6 STUDS 5IMP50N #5THDI4 HOLDOHN5 USE 20-16d SINKERS Q 2-2X6 STUDS ® _}� 5IMP50N #M5TC4853 PRE -BENT STRAP USE 12-IOd FACE @ 2-2X JOIST5 USE 4-100 BOTTOM, 38-I0D a 2-2X STUDS s-HF 5IMP50N #M5T60 STRAPS USE 40-I6d SINKERS o 2-2X6 STUDS 5IMP50N # M5TA24 W/ 0-I0d NAILS STRAP LENGTH 24" MIN. USE HOT DIPPED GALVANIZED NAILS NOTE AT ALL LOCATIONS HHERE THERE IS PRE55URE TREATED PLATES 4" x 2" BLOCK FLAT EACH WINDOW GORNEI 5IMP50N MSTA24 H/ (0) IOd NAILS -1/I6" 05B SHEATH. NAIL W/ 8d ® 6" O.G. EDGE5 4 12" O.G. FIE SHEARNALL SCHEDULE: MAIN FLOOR LEVEL ELEGTRIGAL SYMBOLS DUPLEX OUTLET FLOOR DUPLEX OUTLET K;�HP WEATHERPROOF OUTLET IQ- 220 VOLT OUTLET A5 REa'D. K)-GFI GROUND FAULT INTERRUPT SPECIAL DUTY RECEPTACLE SNITCH THREE WAY SWITGH { GEILIN6 OUTLET GEILING LIGHT FIXTURE �} WALL LIGHT FIXTURE RECESSED GEILIN6 LIGHT FIXTURE EXTERIOR LIGHT FIXTURE EXTERIOR WALL LIGHT FIXTURE O5D SMOKE DETECTOR IIOV W/ BATTERY BACKUP V' G02-CARBON MONOXIDE DETECTOR ® GFM EXHAUST FAN (V.T.0) NOTES: 1. ALL WORK SHALL CONFORM TO LATEST EDITIONS OF NEC, CODES. 2. INSTALLER SHALL VERIFY LOCATIONS OF ALL FIXTURES PRIOR TO INSTALLATION. 3. ELECTRICAL DRAWINGS ARE TO SHOW GENERAL LOCATIONS OF FIXTURES. 4. ALL EQUIPMENT SHALL BE UL LISTED, WHERE APPLICABLE. US SMOKE ALARMS: SMOKE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNIT. THEY SHALL BE LOCATED IN EACH 5LEEPIN6 ROOM, OUTSIDE EACH 5LEEPIN6 UNIT, AND ON EACH LEVEL OF THE DWELLING UNIT. SMOKE ALARMS SHALL BE HARD -WIRED, PROVIDED WITH BATTERY BACK-UP, AND INTERCONNECTED BETWEEN THE DEVICES IN THE DWELLING UNIT. SMOKE ALARMS SHOULD NOT BE LOCATED NEAR KITCHEN APPLIANCES. FuG CARBON MONOXIDE ALARMS: CARBON MONOXIDE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNITS. THEY SHALL BE LOCATED OUTSIDE EACH SEPARATE 5LEEPIN6 AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM. 4" x 2" BLOCK FLAT EACH WINDOW GORNER- 51MP50N M5TA24 H/ (IS) Id NAILS 7/I6" 0513 SHEATH. NAIL W/ 8d @ 6" G EDGE5 4 12" O.G. I WINDOW 5TRAPPINO EXT. HALL SHEARWALL ACTUAL ALLOWABLE cOMMON MATERIAL SPAGIN6 • SPAGIN6 • MATERIAL APPLIED BOTTOM PLATE SILL PLATE BOTTOM PLATE 5TLV MEMBER 6RIOLINE # NUMBER UNIT SHEAR UNIT 5HEAR NAIL 512E TiIGKNE55 PANEL EPOE5 FIELD TO # OF 51DE5 ANCHORAGE ANGHORA.6E MEMBER 51ZE a PANEL JOINT #I. Q &O.q PLF 260.0 PLF b-D 1/16' 05B. PLYWD 6" 12, ONE Ibd NAILS ®I6' O.G. 5/b'0 x 12' AB * 46' O.G. 2" x 6' DFA2 2" x b" OF, #2 #21 N/A WA WA WA WA WA WA WA WA WA WA WA #s. Q3 174.E PLF 260D PLF 6-O 7/16, 055. PLYHD 6" 12" ONE I6d NAILS a 10' O.G. 5/8'R x 12' A5 ® 4H' O.G. 2" x 6" OFA2 2" x b" DFA2 #4. Q 56.7 PLF I71.0 PLF 6-0 1/I6" 055. PLYWD b" 12" ONE Ibd NAIL5 • 16' OL. 5/6'41x 12' AB ® 46' O.G. 2" x b" OFA2 2'. b" DFA2 #A. WA WA WA WA WA WA WA WA WA WA WA WA #B. Q scab PLF 600.0 PLF 6-D 1/i6' OSM PLYWD B" 12" ONE I6d NAILS a 6" O.G. 5/6"m x 12' AB ® 42' O.G. 2' x b" DFA2 2" x b" DFA2 #c. WA WA WA WA WA WA WA WA WA WA WA WA #D. Q 66b PLF 501D PLF 6-D ?fib" O5B. PLYWD 6' 12, ONE Ibd NAIL5 ® 16' O.G. 5/6'0 x 12' AB ® 46' OL. 2" x 6" DFA2 2' x (V OF.#2 #E. Q rm.4 PLF 564.0 PLF 6-O -1/16, ass. PLYWD 6' 12" ONE I6d NAIL5 a 10' O.G. 5/W41 x 12' A5 ® 46' OL. 2" x 6" DFA2 2' x 6" DFA2 #F. N/A WA WA WA WA WA WA WA WA WA WA WA #6. Q3 IgO5 FLF 564.0 PLF 6-O 1/I6" O5B. FLYWD 6' 12" ONE Ibd NAILS a 10' O.G. 5/6'O x 12' AB ® 46' OL. 2" x 6" DFA2 2" x b" DFA2 #H. 3Q 67.0 PLF 235.0 PLF 0 1/ib" 05B. PLYWD b' 12' ONE I6d NAILS ® 16" O.G. 5/W P x 12' AB a 4W OL. 2' x b" or.-2 2' x b" DF.#2 EXIT DOOR LANDING TO BE NOT LESS THAN 1 1/2" AND NOT MORE THAN 7 3/4" BELOW THRESHOLD DOOR 5HIN0 NOT ALLOWED OVER THE LANDING PROVIDE MIN. 36" LANDING we • S' u V 4'-0" � C -r IF' PORCH EXIT DOOR L TO BE NOT LI THAN 1 1/2" A MORE THAN i BELOH THREE DOOR SWING ALLOWED OV LANDING PRC MIN. 36" LAN[ 7'_0„ 7,_b„ 3'-5" - -- 10'-01, I ( I I ( I I WOOD DECK I I I � 5Q4!Q 5L 3 bQb@ SGD EGRESS r----- I I BEDROOM#4 L----- FAMILY ROOM . / LINEN 5O°D EXIT DOOR LANDING BE NOT LE55 THAN 1 1/2" AND NOT OO MORE THAN 7 3/4" VBELOTO HTHRESHOLD DOOR 5WIN6 NOT ALLOWED OVER THE LANDING PROVIDE i MIN. 36" LANDING ( 50 -10" / 3 , IL I \\ ¢6$ BEDROOM #5 31 I �. w y il Qr7FI \ o� N I - _\ WET BAR BA NTH Ell I 6'-10" 5'_O" 5OGFM Il TUB 4 L - L J o SHOWER 3 G- 6 2j LAUNDRY i �I / 7 5 NI .ply - . I 7'-7 1/2" - 12' / / 6FI I H.LG. DN /N IOOGFM DRY 3 4 a m 3 L- 3--- 5J8" TYPE-X GWB TANK FURN ON GARAGE SIDE UP \ OF WALL LE55 HH qq T PROVIDE 1 3/&'50LID m AV5/5" \ 50 COPE L a DOOR OR 20 W Q TYPE-X 6WB MIN. FIRE DOOR J Q UNDER 51DE OF I 1 3 W/ RATED MTL. O FRAME W/ SELF STAIRS 4 HALL 3 CLOSING EXIT DOOR LANDING TO BE NOT LE55 CEILING UNDER FLOOR THAN 1 1/2" AND NOT { TO BE GOVERED H/ 5/8" I MORE THAN 7 3/4" GARAGE TYPE-X 6WB BELOW THRESHOLD DOOR SWING NOT ALLOWED OVER THE SLOPE FLOOR LANDING PROVIDE 0 1% MITOHARD5 MIN. 36" LANDING GARAG P m -------------G L-- - G FOR ---- I DOOR OPENER 3U - - - - - Ib'x7' OHD - - - - -1- - - - - - - - - - I I I 1 ....... kjA11=1= LINE ABOVE I 6" I I 23'-0" I i v v = 363 PLF v = 174.5 PLF v = 67.0 PLF A 10 r 41 v = igO.5 PLF v = N5W n n to -. -. E v = 173.4 PLF PROVIDE KOUTE 68.5 PLF GOM51,15TI0 Air AND EXHAUST TC THE 5 EXTERIOR R EATING AND HATER HEA INC. SW I 1 b b v=NSW v=60.clPL RECEIVED CITY OF TUKWILA MAY 01 2019 PERMIT CENTER v = 305.6 PLF v=NSW WHOLE HOUSE VENTILATION TO BE INTEGRATED HITH THE FORGED AIR FURNACE. PROVIDE OUTDOOR AIR AT A MIN. RATE OF 75 GFM. 2015 IRG M1507.3.5 4 M1507.3.5.1 AREA FIRST FLOOR 1000 50 FT SECOND FLOOR 1,422 50 FT TOTAL LIVING 2422 50 FT GARAGE 506 50 FT TOTAL 2,0128 50 FT L= of a a � v- O°® N p d3 4 N s �}� 44 Xo O N C) �0 Z p m Q E X O Q VCS O C 6 4 N I y- L 6 N E O r client RB SMITH DEVELOPMENT COMPANY c/o RANDY SMITH PA. BOX 6b276 SEATTLE, HA5HINOTON 116166 (206) 406-4455 Project NEW 511,15LE FAMILY DHELLIN6 14066 35th AVENUE SOUTH TUKHILA, WA511INGTON g816b Sheet Description FIRST FLOOR PLAN NOTES SHEAR 4 HOLD-DOWN 5GHEDULE5 designed by M. FO5TER check by L5B / BSMV scale date A5 5HOWN REV. 04/Iq/20lq discipline job number 201q-52-5MITH Sheet Number 2 2 of II fV "D FOR- "\; viPLIANCE PROVED MAY 312019 City of Tukwila BUILDING DIVISION \/ CRITERIA LATERAL DESIGN WIND, (A50E 1-10) VUIt (IBC) = BASIC WIND SPEED 0 110 mph VOScI (IRG) = BASIC WIND SPEED ® b5 mph GATESORY = STRUCTURAL GATEGORY 11 EXPOSURE = EXPOSURE GATEGORY B KZT = TOPOGRAPHIC FACTOR LOO LAMBDA = ADJUSTMENT FACTOR FOR 1.00 HEIGHT If EXPOSURE I = IMPORTANCE FACTOR 1.00 5E15MIG: SOVERN5 FOR DESIGN (A5GE 1-10) OCCUPANCY GROUP = GATEGORY 11 OGGUPANCY IMPORTANCE FACTOR = 1.00 SEISMIC USE GROUP = I GROUND MOTION = MAX. GROUND MOTIONS 5% DAMPING 55=1.3839, 0.2 SEC. RESPONSE 51=0.5159, 1.0 SEC RESPONSE 51TE CLASSIFICATION = D SEISMIC DESIGN GATEGORY = D RESPONSE MODIFICATION COEFFICIENT "R" = 6.5 I. SILL PLATE5 RESISTING A DE51ON LOAD GREATER THAT 4qO PLF SHALL NOT BE LE55 THAN A 3-INGH NOMINAL MEMBER OR TWO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER TO TRANSFER THE DE5101N SHEAR BETWEEN FRAMING MEMBERS, (5EG. 2301.1.1) 2. WHERE SHEAR DESIGN VALUES EXCEED 550 PLF ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A 51N6LE 3-INCH NOMINAL MEMBER. OR TWO 2-INCH NOMINAL MEMBERS FASTENED IN ACCORDANCE W/ SEC. 2306.1. PLYWOOD JOINT5 AND SILL PLATE NAILING SHALL BE 5TA66ERED IN ALL GASES. (TABLE 2306.5 FOOTNOTE "I") 3. WHERE PANELS ARE APPLIED TO BOTH FACES B NAILS 5PAGING 15 LE55 THAN 6" O.G. PANEL JOINT5 SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBER OR SHALL BE 3-INCH NOMINAL MEMBER OR TWO 2-INCH NOMINAL MEMBERS 6 NAILS ON EACH SIDE SHALL BE 5TASSERED. (TABLE 2306.3 FOOTNOTE "h") 4" x 2" BLOCK FLAT EACH WINDOW GORNE 51MP50N M5TA24 W/ (IS) IOd NAILS -7/I6" 055 SHEATH. NAIL W/ bd @ 6" O.G. EDGE5 B 12' O.G. FIE SHEARAALL SOHEC�ULE: SECOND FLOOR LEVEL ELEGTRIGAL 5 T HE3OL5 K): DUPLEX OUTLET 3*E FLOOR DUPLEX OUTLET BHP WEATHERPROOF OUTLET I& 220 VOLT OUTLET AS REO'D. KCGFI GROUND FAULT INTERRUPT SPECIAL DUTY RECEPTACLE $ SWITCH $� THREE WAY 5WITGH Y GEILIN6 OUTLET GEILIN6 LIGHT FIXTURE WALL LIGHT FIXTURE RECESSED GEILIN6 LIGHT FIXTURE EXTERIOR LIGHT FIXTURE EXTERIOR WALL LIGHT FIXTURE OSD SMOKE DETECTOR IIOV W/ BATTERY BACKUP Q'I G02-GARBON MONOXIDE DETECTOR CFM EXHAUST FAN (V.T.O.) NOTES: 1. ALL WORK SHALL CONFORM TO LATEST EDITIONS OF NEC GORES. 2. INSTALLER SHALL VERIFY LOCATIONS OF ALL FIXTURES PRIOR TO INSTALLATION. 3. ELECTRICAL DRAWIN55 ARE TO 5HOW 0ENERAL LOCATIONS OF FIXTURES. 4. ALL EQUIPMENT SHALL BE UL LISTED, WHERE APPLIGABLE. (DSD SMOKE ALARMS: SMOKE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNIT. THEY SHALL BE LOCATED IN EACH SLEEPING ROOM, OUTSIDE EACH 5LEEPINS UNIT, AND ON EACH LEVEL OF THE DWELLING UNIT. SMOKE ALARMS SHALL BE HARD -WIRED, PROVIDED WITH BATTERY BACK-UP, AND INTERCONNECTED BETWEEN THE DEVIGE5 IN THE DKELLIN5 UNIT. SMOKE ALARMS SHOULD NOT BE LOCATED NEAR KITCHEN APPLIANCES. V CARBON MONOXIDE ALARMS CARBON MONOXIDE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNITS. THEY SHALL BE LOCATED OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM. 4" x 2" BLOCK FLAT EACH WINDOW GORNE 51MP50N M5TA24 W/ (15) IOd NAILS 1/16" 055 SHEATH. NAIL W/ bd ® 6" O.G. EDGE5 4 12' O.G. FIE WINDON 5TRAPPINO ExT. WALL 5ReARkI LL ACTUAL ALLOWABLE COMMON MATERIAL 5PACIN6 ® 5PA6I1Y ® MATERIAL APPLIED BOTTOM PLATE SILL PLATE BOTTOM PLATE STUD MEMBER 6RIDLINE # R)MBER UNIT SHEAR UNIT SHEAR NAIL SIZE THICKNESS PANEL EDGES FIELD TO # OF SIDES ANGHORA6E ANGHORA6E MEMBER SIZE 6 PANEL .PINT #I. Q SOb PLF 216.0 PLF 8-D VI6' O5B. PLY,^v 6" 12, ONE f6d NAIL5 a W O.G. WA 2' x 6" DFA2 2" x 6' OF. #2 #2. WA WA WA WA WA WA WA WA WA WA WA WA #3. p3 143.0 PLF 245.0 PLF 8-D 1/16' 055. PLYWD 6" 12" ONE I6d NAILS 0 q' O.G. WA 2' x 6" DFA2 2" x 6' DF. #2 #4. Il I 23A PLF 21" PLF 8-D 1/16' 055. PLYHD 6" 12' ONE IW NAILS ® 16' O.G. WA 2" x 6' DF.#2 I 2' x b' DF?2 #A, aj 411 PLF 521.0 PLF 8-0 1/I6, 05B. PLYWD 3' 12' ONE ibd NAILS 0 16' O.G. WA 2' x 6' DF.#2 2" x 6' DF?2 #B. Q 523.1 PLF 501.0 PLF 8-0 '1/16' 055, PLYWD 4" 12" ONE Ibd NAILS ® 4' O.G. WA 2" x 6' DF.02 2" x V DF.#2 #C. WA WA WA WA WA WA WA WA WA WA WA WA #D WA WA WA WA WA WA WA WA WA WA WA WA #E. A 53.2 PLF 260,0 PLF 8-D 1/16, 055. PLYWD 6" 12' ONE 16d MAILS* 16' O.G. WA 2" x 6' DF#2 2" x b' Pr.#2 #F. Q 1063 PLF 2b0.0 PLF 8-D 1/16, 055. PLYWD 6" 12' ONE f6d MAIL5 ® 12' O.G. WA 2' x 6" DFA2 2" x W DF. #2 #6. WA WA WA WA WA WA WA WA WA WA WA WA #H. Q 4S.1 PLF 232.0 PLF 8-0 1/I6' 055. PLYWD W 12' ONE 16d NAILS ® I6. O.G. WA 2' x 6" OFA2 2" x 6' DF, #2 ( 1 I I n QaIQ S1 ( 7571 s92 ,k2 �7 N A10 EGRESS �---_-- EGRESS A r 6. b, ii) = 10 I N BEDROOM #2 Qi > MASTER BEDROOM- wi W I.G. N _30 I f -------------------- �„ a -------- 6Q6$ BP ti���vb \ z z FI \\ 2 6 / z ro IN _-.-.-.-.-.-.�. w i I a N a n r N MBATH BATH Ist N - N BEDROOM #3 4'-10" 5'-4" 10" 5'-b" cV TUB 8 'n 1 SHOWER o� O rHJ O 1 m 3 3 m v 1 --.-.-.-.-.-.- - _ �i X DN- - - V -1 '/ I . IOOGFM W' IL ( 6 q [ -- K TGHEN i J i EXIT DOOR LANDINS 3 I�RNa 6-4" \I TO BE NOT LE55 3 GFI THAN 1 1/2" AND NOT \ MORE THAN 1 5/4° m \ N - BELOW THRESHOLD \ m m , DOOR 5WIN6 NOT I 14 �, m N ALLOWED OVER THE RN LANDING PROVIDE MIN, 36"" LANDING I / O / LIVING ROOM j ( - In - DID_ I m ( m i 2'-O" 2 2¢1 12N 3Q1 Q TRN 3Q1 Q 2¢ Q 2 (V v = 23.q PLF v = 145.0 PLF �2.5r 5H 3-5'r FX 5-5y FX 2-5y SH I I I I v = 45.7 PLF v=N5W v = 106.5 PLF v = 53.2 PLF -.-.-@ vim= N5W V v = N5W v = 523.1 PLF v = 41.0 PLF RECEIVED CITY OF TUKWILA MAY 072019 6 PERMIT CENT ER v=N5W v=50.6PLF AREA FIRST FLOOR _ 1,000 5O FT SECOND FLOOR 1,422 50 FT TOTAL LIVING 2,422 50 FT GARAGE 506 50 FT TOTAL 2,g2a 50 FT a a N S ;y ly o� N 0 d3 1 i F V1S cr 6 S QO N 0 � � N off] m Q 6 m 6 O ' X L LL 76 IN 4 1 � i 6 N N E �� oQ 6 3 tmn � s Q � t" client RB SMITH DEVELOPMENT COMPANY c/o RANDY SMITH P.O. 13OX 66216 SEATTLE, WASHINGTON g9,169, (206) 406-4455 Project MEN 51NISLE FAMILY DWELLING 14066 55th AVENUE SOUTH TUKHILA, WA5HINGTON 015165 Sheet DeScriptlon SECOND FLOOR PLAN NOTES SHEAR $ HOLD-DOWN SCHEDULES designed by M. FOSTER check by 1-513 / B5MV scale date AS SHOWN REV. 04/KI/2OIq disclplfne Job number 201q-52-5MITH Sheet Nvmber E3 OF (I 't FOR ` viPLIANCE eROVED MAY 31'2019 City of Tukwila BUILDING DIVISION MAX HOT EL. 527_Iq' ——MAX_HGT EL_527.Iq'— ROOF. HOT. EL. 52e, 3&' ROOF. HOT. EL. 526.38' GOMP ROOFING OVER GOMP ROOFING OVER 15# BUILDING PAPER 15# BUILDING PAPER PL. HT. EL. 51q.72' SIDING 4 TRIM PER OWNER— F.F. EL. 510.72' PL. HT. EL. 50g.ib' EX. I I L 4 ---' i ---- r--------------------------------- ---L---J-----------� -- t-------------------------------------------------------� .v�wvYv1 MAX. HGT EL. 527.Iq' ROOF_HGT_EL..526.38' — . — — . — 12 5 O PL. HT. EL. 5161.72' 0 EL. 4gb.g8' C" 0 122 15 _ . — � . _F.. E1L_501.07', —e- EL. 4g8.40' —--- — -- -- ---- — --- --- — ------ -- — MAX.HGTEL.527.Ig' — , — ROOF. HGT. EL. 52b.38' ® 12 12 5 5 n I PL. HT. EL. SIq.72' .P. _EL. 510_72' PL. HT. EL. 50g.16' i I EX.EL.4g8.40' r`---------------- r`------ COMP ROOFING OVER 15# BUILDING PAPER GOMP ROOFING OVER 15# F.F. EL. 5_01.07_ FIN. FLR. EL. 4gq.53' GARAGE DOOR EX. EL. 4gq.20 —MIDPOINT EL. 4g8.b0' AVER. ORD. --------------------------------- - PLANE EL. 4g7.1g' WEST ELEVATION i E 1/4" = V MAX. HOT EL. 527.Ig' ROOF, HOT. EL. 526.3b PL. HT. EL. SIq.72' F -- oil F.F. EL. 510.72' — PL. HT EL. 50q.ib' PL. HT. EL. 50g.16' 8 TRIM �- PER OWNER SIDING i TRIM --- PER OWNER O_ F.F. EL. 50I,0T �uuMF.F. EL. 501.0 EX. EL. 4gg.20' I FINISH GRADE LINE MIDPOINT EL. 4g7.40' 3 EX. EL. 4g5.60' AVER. ORD. PLANE EL. 4cP.1g' L________________________________________________________ AVER. ORD. PLANE EL. tZ 1q' — -- -- -- -- -- -- ---- — — ---- — -- -- — — -- -- -- -- -- -- -- — EX. EL.4g5.b0' MIDPOINT EL. 4g5.58' FINISH GRADE LINE i 3 I i i i t ------------------------------- ------------�___� ---�-----___--------- __-------� EX. EL.4g5.55' _ �---� RECEIVED CITY OF TUKWILA " v MAY 0 7 2019 EAST - ELEVATION 3 SOUTH ELEVATION 3 PERMIT CENTER SCALE SCALE 1/4"= 1' a a Ul `O aou=a1) ®o) > o� r N 3 Q �7 00 N 6 O ) O oDo � C O L T N U l; O � s N <L O client P13 SMITH DEVELOPMENT COMPANY c% RANDY SMITH P.O. BOX 69,276 SEATTLE, WASHINGTON 110166 (206) 406-4455 Project NEW 51N6LE FAMILY DWELLING 14066 35th AVENUE SOUTH TUKWILA, 14A51-1INGTON g8168 Sheet Description ELEVATIONS designed by M. FOSTER check by L5B / B5MV scale date AS 5HOWN REV. 04/lq/201q discipllne job number 20lq-52-SMITH Sheet Number 4 4 of I) 1 7D FOR — MPLIANCE 'ROVED MAY 31�2019 City of Tukwila BUILDING DIVISION GENERAL NOTES: THESE GENERAL NOTE5 ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY D15GREPANGIE5 FOUND AMOUNG THE DRAWINGS, THESE GENERAL NOTES AND 51TE CONDITION SHALL BE REPORTED TO THE ENGINEER. ANY WORK DONE BY THE GONTRAGTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRAGTOR'5 RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS AMOUN6 ALL PRAWIN05 PRIOR TO PROGEEDING WITH ANY WORK OR FABRICATION. THE GONTRAGTOR 15 RE5PON515LE FOR ALL BRAGIN6 AND SHORING DURING CONSTRUCTION. 5TANDAR05: ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY LOCAL GOVERNING MUNICIPALITY. WN6ON►IT VERTICAL LOADS: ROOF: LIVE LOAD 25 P5F (SNOW) DEAD LOAD 15 P5F FLOOR: LIVE LOAD 40 P5F DEAD LOAD 15 P5F DECK: LIVE LOAD 60 P5F DEAD LOAD 15 P5F LATERAL FORCES: 1. LATERAL FORGES ARE TRANSMITTED FROM THE ROOF DIAPHRAGM TO THE 5HEARWAt.L. THE LOADS ARE THEN TRAN5FERED TO THE FOUNDATION WHERE ULTIMATE DISPLACEMENT 15 RESISTED BY PASSIVE PRESSURE OF EARTH AND / OR 51-I0I1,16 FRICTION. OVERTURNING 15 RESISTED BY DEAD LOAD OF THE STRUCTURE. 2AIND: DE516N WIND SPEED = b5 MPH, 3 SECOND &U5T 3,SEI51`11I0: ZONE D, SEISMIC DE516N GATESORY 0-1 501L BEARINS PRESSURE: 1500 PSF 501L 51TE GLA55-0 ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR STRUCTURAL BAGKFILL. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (E'c=2000 P51) OR "STRUCTURAL BAGKFILL". AREAS DE516NATED "STRUCTURAL BAGKFILL" SHALL BE FILLED WITH APPROVED WELL GRADED BANKRUN MATERIAL. MAXIMUM DENSITY AS DETERMINED BY A5TM 0-1557-7b. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONGEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WITH WORK UNTIL RECEIVING WRITTEN IN5TRUGTION5 FROM ENGINEER. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATION5 FOR 51JITABLITY OF BEARINS PRIOR TO PLACEMENT OF REINFORCINS STEEL. PROVIDE DRAINA6E AROUND ALL WORK TO AVOID WATER SOFTENED FOOTINGS. GONGRETE: CONCRETE SHALL BE MADE WITH PORTLAND CEMENT A5TM G-150 TYPE I OR TYPE-11, COARSE AND FINE ASGREGATE A5TM G-33, GLEAN WATER AND POTABLE, AND TYPE -A (WATER REDUGIN6), TYPE-D (WATER REDUGING AND RETARDINS) OR TYPE-E (WATER REDUGING AND AGGELERATING) ADMIXTURE ASTM 6-4g4-bO AND SHALL BE READY MIXED PER A5TM G-414UNLE55 OTHERWISE APPROVED. MATERIALS: ITEM MINIMUM Fr- NORMAL SLUMP 25 DAYS INGHE5* MAXIMUM FOOTIN65 2,500 PSI 5 5LAB5 2,500 PSI 5 ALL OTHER CONCRETE 2,500 PSI 5 CONCRETE MIX - 5 1/2 SACK MIN. DESIGN MIX * AT CONTRACTOR'S OPTION, CONTRACTOR MAY USE MASTER BUILDERS SYNER&YZED PERFORMANCE SYSTEMS USING POZZOLITH ADMIXTURES TO PRODUCE FLOHABLE GONGRETE. MAXIMUM SLUMP SHALL NOT EXCEED q". MASTER BUILDERS CONCRETE TRCHNIGIAN SHALL A5515T IN DETERMININS PROPORTIONS FOR 5P5 CONCRETE AND SHALL OBTAIN APPROVAL OF ENGINEER PRIOR TO EMPLOYING TH15 PROCEDURE. PLACE GONGRETE PER AGI 304 AND CONFORM TO Art 604 (306) WINTER CONCRETE AND AGI 605 (305) FOR HOT WEATHER GONGRETIN6. USE INTERIOR MECHANICAL VI5RATOR5 HITH 7000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE. GONGRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION JOINTS OR EXPANSION JOINTS. PROTEGT ALL FRESHLY PLACED GONGRETE FROM PREMATURE DRYING, EXCESSIVE HOT OR GOLD TEMPERATURE FOR SEVEN DAYS AFTER POURING. NON -SHRINK GROUT: MAKE FROM ONE PART A5TM G-150 TYPE -I PORTLAND GEMENT, ONE PART FINE SAND A5TM 0-33, AND ONE PART "MASTER -FLOW 713" BY MASTER BUILDERS OR EQUAL. MIX DRY AS CAN BE WORKED, OR MIX TO A FLUID CON515TENCY AND PACK OR POUR SOLID TO FILL SPACE UNDER PLATES OR SHAPES. USE "EMBEGO 636" FOR NONEXP05ED WORK, MATERIAL REINFORCEMENT (GONGRETE): ALL REINFORGINS SHALL CONFORM TO A5TM A-615, GRADE 40 FOR #5 AND SMALLER, SRADE 60 FOR #6 AND LARGER. DETAIL, FABRICATE AND PLACE PER AGI 315 AND AGI 30. 5PLIGE5 SHALL BE 24" DIAMETERS OR 15" MINIMUM FOR CONCRETE. HELPED WIRE FABRIC, SHALL CONFORM TO ASTM A-52 AND A-165. LAP ONE FULL MESH ON 51DE5 AND ENDS. PLACE AT MIDDEPTH OF SLAB, OR AS SHOWN. STRUCTURAL STEEL MACHINE BOLT5 (M.B) AND ANCHOR BOLT5 (A.B) A5TM A-307. DRILLED IN ANCHORS: "PARABOLT" BY U5M, INC., MILLY FASTENER DIVISION, "RAHL BOLT", OR APPROVED EQUAL EMBED BOLT INTO GONGRETE 7" DIAMETER MINIMUM, EXCEPT A5 SHOWN. CARPENTRY: PLYWOOD (STRUCTURAL): SHALL BE GROUP I OR GROUP II SPECIES, GD GRADE EXPO5URE-I 0ONFORMIN5 TO P5-1-53. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. FRAMING LUMBER: CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (HCLIB) OR WESTERN WOOD PRODUGT5 ASSOCIATION (HWPA). EACH PIECE SHALL BEAR THE WWPA GRADE TRADEMARK. SPECIES AND GRADE: BEAMS AND HEADER5: "DOUS FIR / LARCH" No. 2 BLOGKIN6: "001,10 FIR / LARCH" No. 3 OR "HEM FIR" No. 2 EXTERIOR STUD WALLS: "DOU6 FIR / LARCH" No. 2 OR "HEM FIR" No. 2 THE MINIMUM 6RADE OF ALL OTHER 5TRUGTURAL FRAMING: "DOU& FIR" No. 2 OR "HEM FIR" No. 2 SENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER 2015 IBG TABLE 2504 -q.l OR MORE, A5 OTHERWISE 5HOHN, ALL WOOD IN CONTACT WITH GONGRETE OR MA50NRY SHALL BE PRESSURE TREATED MATERIAL. PROVIDE OUT HA5HER5 WERE BOLT HEADS, NUTS AND LAG SCREW HEAD BEAR ON WOOD. FRAMING CONNECTORS: ALL FRAMING CONNEGTORS SHALL BE IGBO APPROVED. TYPE OF CONNECTORS SHALL CONFORM TO TH05E GALLED OUT ON DRAWIN65 OR AN APPROVED EQUAL. CONTRACTOR5 GALLED OUT ARE SIMPSON STRONG TIE CONNECTORS AS MADE BY SIMPSON STRONG TIE COMPANY INC. 51,15STITUT10% SUBSTITUTIONS MAY BE ALLOWED ONLY IF THEY MEET THE REQUIREMENTS OF THE GENERAL NOTES AND SPECIFICATIONS AND APPROVED BY THE ENGINEER. NEG 250.52 GROUNDING ELECTRODES A CONCRETE ENCASED GROUNDING ELECTRODE 15 REQUIRED IN ALL NEW GONGRETE FOOTING. THE ELECTRODE SHALL CONSIST OF AT LEAST 20 FEET OF 1/2" OR LARSER REINFORCEMENT BAR OR BARE COOPER CONDUCTOR NOT SMALLER THAN 4 AH&, AND SHALL BE LOCATED HORIZONTALLY WITHIN THAT PORTION OF A CONCRETE FOUNDATION OR FOOTINS THAT 15 IN DIRECT CONTACT WITH THE EARTH $ ENCASED BY AT LEAST 2" OF GONGRETE. (NOTE: 20 FOOT REBAR SHALL BE ONE CONTINUOUS PIECE TIED ALON651DE ANY VICINITY EOOTIN& REBAR AND SHALL PROTRUDE b" MIN. ABOVE TOP OF FOUNDATION WALL NEAR LOCATION OF POWER PANNEL) (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of ''V2' or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) GRAHL SPACE VENTING R40b.2 OPENIN65 FOR UNDER -FLOOR VENTINS EXCEPTION: THE TOTAL AREA OF VENTILATION OPENINS SHALL BE PERMITTED TO BE REDUCED TO 1/1500 OF THE UNDER- FLOOR AREA HHERE THE &ROUND SURFACE 15 GOVERED WITH AN APPROVED GLA55 1 VAPOR RETARDER MATERIAL AND THE REQUIRED OPENIN65 ARE PLACED TO PROVIDE GRO55 VENTILATION OF THE SPACE. THE INSULATION OF THE OPENABLE LOUVERS SHALL NOT BE PROHIBITED. USE 14"x7" SCREENED FOUNDATION VENTS. (1) VENT = .52 50. FT. NET FREE VENT AREA. END. AREA = NET VENT AREA REGV (N.V.A.) 1,500 N.V.A. = Q-rY OF VENTS REQ'D .52 Q31 f,500 = 0.62 0.62 = 1.2 .52 TOTAL VENT5 REQUIRED (2) TOTAL VENTS PROVIDED (II) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not a necessarily measured from the exterior foundation. 4'-O" I ( I I I r L� J t`lb"xlb"x12r GONG. PAf r-� I L J r �ib"xib"xI2Y GONG. P — r--- t O II b I I' I I I I ( I I I I I 30'-O" 3'-5" 1 4'-101/4" 1 4'-101/4" -I— L'j'� J L J `15"xib"A2" L18"xl8"xl2" L'j'� J `IS'xIa"xl2" GONG. PAD GONG. PAD GONG. PAD - - - - - - - - - - - - - - - - - - - - - 5/b"nxl2" A.B. H/ Q 3"x3"xl/4" GALV. 30"x30"x10" � - WASHER 0 48" O.G. � I T GONG. PAD' -r - - -1 I 6 12" FROM GORNER I I 24"x24"xl0" I L -r- J 24"xib" GRAHL I I GONG. PAD-- f- -I 4x10 R.F. #2 SPACE ACCESS I _ ~ ~ 30"x30"xl0" <3- r 2 GONG. PAP i I 1 I I L J ( I 30"x30"xl0" d 24"x24"xl0" ( GONG. PAD- GONG. PAP-- - -F � -I - I - I -I— F - LJ—I I GLA55 I TYPE LVAPOR J O I ORDER 30"x30"xl0" I MATEREALT i GONG. PAD -1- SPACE FLOORL I r.J i 24"x24"AO" GONG. PAD 30"x30"xl0" -'--1 I I GONG. PAD-,p. ~ ~ I I 4x6 POST (TYP) J 3 - GRAHL SPACE VENT51 -L Q L -I- J I2" FROM CORNERS 8 12 O.G. (TYP) 12"xi0"x4^E O i I THICKENED EDGE � `h, 30"x30"xi0" ® STAIR LANDING GONG. PAD�r - I 11) in, 24"x24"xl0" GONG. PAD--F I L - - J I all - ~ ~ 4 CLASS I TYPE 17 L—I 30"x30"x10" r -,-, f VAPOR RETARDER GONG. PAD-.h I MATEREAL TO I'_4" - COVER CRAWL I 1 4x10 D.F. #2A O L J SPACE FLOOR I -- - - - 4x4 P05T (TYP) ----- - ---' - - - - - - - - - - J ■ II I I I---------- ---------------) ■ 1 I O I I ae I I U) I ® I O -------� ' I I ' I w n (Lw I4 1 I ----------1 I � N I 1 12-1 4'-5 1/2" 3/4" O J I b"xib"x12" � GONG. PAD I 4" GONG. 5LA13 SLOPE TO GARAGE DOOR o 1% a 6 I I I b It I 12"xl0"x46" -I- ( ( THICKENED EDGE - - - - Cs STAIR LANDING --- -J � Ib"xib"x12" BLOCK OUT GONG. PAD i ( FOR DOOR I •L------------- -------------J. 3'-4 1/2" I6'-3" 3'-4 1/2" 23'-0" RECEIVED CITY OF TUKWILA MAY 0 7 2019 PERMIT CENTER p==J a a Z L L� < n 2 gt] client RB SMITH DEVELOPMENT COMPANY c% RANDY SMITH P.O. BOX 68276 SEATTLE, WA51-1INOTON gbl6b (206) 406-4455 Project NEW 51NGLE FAMILY DWELLING 14066 55th AVENUE SOUTH TUKHILA, WA51-1I116TON q&Ibb Sheet Description FOUNDATION PLAN NOTES designed b'y -- M. FOSTER check by -- —_' L5B / B5MV scale dote AS 5HOWN REV. 04/Iq/20lq discipline job number 201q-52-5MITH Sheet Number 5 of I I =D FOR MPLIANCE ,eVROVED MAY 312019 City of Tukwila BUILDING DIVISION L7 P. C d U C i C SIMPSO I DEGK T I I I I II .T. 2x8 LEDGER W/ /8"�P L.B. & 16" O.G. TA66ERET --------- 4x8 N.F. #2 `-- --- --�.--------- ------ 4x& H.F. #2 i i --------�: 2.5 BLK6. IE--4xb H.F. #2 \ / ^ 3/4" T$0 5HEATHIN6 GLUED / \ $ NAILED W/ IOd @ 6" O.G. SUPPORTED EDGES d 10" O.C. (P FIELD MEMBERS v O `-------- 2x4 BRO. WALL r-------- i i / 7— i f-------'�-- r. 4xI0 H.F. #2 w ------------- �� C N i � IE-4x6 H.F. #2 8 bw # Q L ; x 1 V O N m a Lu ----------------------------' Q 1(--4xb H.F. #2 W 4x8 H.F. #2 L 51MP501,1 DTT2Z 8 i PECK TO HOUSE i -____ _____ --� ---u 4x10 H.F. #2 T. 2> 12 STRINGERS 11 r i �4xS H.F. #2 2x4 BRG. WALL i " ----------------- ---------------- 4xb H.F. #2 PRE ENG. I 'i DEEP FL. IRD TRU55 2x8 BLKG. 4x6 H.F. #2 0. w ? UA w---w dJ 14AN6ER5 TRU55 PE MFR. j O - --' -- --- -- -PRE FL. --- ENO. TRU15EE5 --- IS" -- DEEP lb" --- O.G. -- -� -�7 i---- N W Z N i� 0. l 5IMP50N DTT2Z DECK TO HOUSE i N r `t P.T. 2x8 LEDGER W/ 3/8" cP L.B. tag I (o O.G. 5TA66ERED -- --- 14 q P.T. 2xS DEG PRE TRUSSES i 16" ENO. DEEP FL. O.G. 15" Z V 0 wO w0 O P.T. 4xb H.F. #2 BEAM JST. ILL ]L 1p N L z ILt� i O' PRE ENO. 0" DEEP CANTED FL. GIRDER TRUSS 16, O.G. i i ppE E DEEP FL. TR 16" lg ANTED 5E5 .G. IHAN6ER5 PER ITRU55 MFR. i P.T. 2x12 STRINGERS it r �r �nr PRE E G. 18" PRE ENO. 16" DEEP ANTED i DEEP GANTED FL. GI ER i FL. GIRDER TRU55 16' O.G. TRU55 PRE EN6.15" DEEP GANTED FL. TRU55E5 I6" O.G.I/2"xla" F1 GLB. - --- - O i N fv RECEIVED CITY OF TUKWILA MAY 0 7 2019 PERMIT CENTER o a a d- °� N > p yn c0 I < t N D 00 VCS � 0 � �OU4 Cis N m m Q � O O " ti � X a O 70 CS L 6 N E !L s O r client RB SMITH DEVELOPMENT GOMPANY c% RANDY SMITH P.O. BOX 65216 SEATTLE, HA51-1I1,16TON g8165 (206) 406-4455 Project NEW SINGLE FAMILY DHELLING 14066 55th AVENUE SOUTH TUKHILA, 1,4A51-1INGTON gblbb Sheet Description Ist FLOOR FRAMING PLAN 2nd FLOOR FRAMING PLAN designed by M. FOSTER check by L5B / BSMV scale date AS SHORN REV. 04/Iq/201q discipline - job number 201-1-52-SMITH Sheet Number YJ 6 I I 7D FOR— vAPLIANCE .eVROVED MAY 312019 CRY Of Tukwila BUILDING DIVISION PLYNOOD OR THING —TRUSS WEB Ix4 CONTINUOUS BRAGE SEE TRU55 DING. 2x4 DIAGONAL BRAGS OVER 4 TRUSSES W/ 2-16d NAILS AT EACH NEB INTERSECTION 2'-0" SHEATHING OR (TYp BOTTOM CHORD SEE TRUSS FRAMINO PLAN BRAGING FOR 5PAGIN5 TYPICAL ET SCALE N.T.S. TYPICAL NEB DIAGONAL BRACE (SECTION) c CONTINUOUS PLYWOOD 3-I0d NAILS FROM OR 0.5.6. SHEATHING 5HEATHIN5 TO TRUSS 0 X-BRAGS TRUSS 2xb 5TRONOBACK 2x4 X-BRACING OVER 3 TRUSSES N/2-16d NAILS a EACH TOP END AND EACH BOTTOM END. NAIL X-BRAGING TOGETHER N/2-I0d NAILS ITS INTERSECTION. 16' G/G t 2' 1 I b' GIG ± 2' N.T.S. TYPICAL NEB DIAGONAL BRACE ADJAGENT TO 5TRONG5AGK (SECTION) 2x4 BRACING 0 45" O.G. �2-Ibd NAILS ® EA. NEB INTERSECTION . PRE ENO. GABLE TRUSSES (g 24" C SIDING PER OONER 2xb DIAGONAL OVER 4 TRUSSES BRACE W/ USE 51MP50N A35 CLIPS 48" O.G. 4-I6d NAILS AT EACH BOTTOM CHORD TO TOP PLATE - — ---- _ - - — ---- - _ - -_ - _ _- -- - WEB INTERSECTION 2x4 BOTTOM CHORD W1 b-Bd NAILS Cs� TRU55 BRAGINO N/ . - NAILS N/ b-Sd NAILS @ PLATE 2'-0" @ BOTTOM CHORD 2x6 WALLS WJ STUDS ®I6" O.G. OR (TYP) SIMPSON A35 CLIP @ BRACE 1/2" GDX OR -1/I6" 056 HORD SEE TRU55 FRAMING PLAN b-Sd NAILS @ TOP PLATE SHEATHING NAILED N/ FOR SPACING 6-8d ® BRACE Sd O b" O.G. SUPPORTED EDGES 4 12" O.G. ® FIELD 7YVEK HOUSE NRAP OR EQ. PER MFR. TYPICAL ETAIL TYPICAL DETAILSCAU N.T.S. N.T.S. TYPICAL INEB DIAGONAL BRACE TYPICAL GABLE NALL BRACE (SECTION) (SECTION) MAIN ROOF MAIN ROOF AREA: 1,620 5F. REQUIRED VENTILATION: 1,b2O5f (144/300) = 'M b sq. In. REQUIRED UPPER SECTION: Tn.6 sq.1n./2 = 388.8 5q.1n. REQUIRED LONER SECTION: T11.6 sq.in./2 = 388.8 sq.ln. PROVIDED VENTILATION: PROVIDED UPPER SECTION: GABLE END - g"xl2" =75.6 sq. in (net free area) (3)(75.6 sq. I0=22b.8 sq. in. VENT LOCATION 0 R106E - (46' LF)(12.7sq In) = 584.2 sq. in. TOTAL UPPER SECTION: 226.8 sq. In. +554.2 sq. In.=8I1 sq. in > 211.4sq in PROVIDED LONER SECTION: VENT BLOCKS = (6I)(3.I4x3)=574.b sq In x.7 = 402.2 sq. In. TOTAL LOWER SECTION: = 402.2 sq In > 211.45q in � O 1 PRE ENO. &AE LE TRU55 1/2" GDX OR 7/16" 055 \ i t- ---- 4x8 H.F. #2 ----- i i------- -� i------------� 4x8 H.F. #2 `-------- SHEATHING NAILED W/ I , Sd 6 %6" O.C. SUPPORTED u yT 'I EDGES d 12" O.G. FIELD MEMBERS i i 4x8 H.F. #2-� I I I I I ; 51MP50N H-1 j it iL i CLIPS (TYP) 2x VENT � 1 ll BLKG. (TYP)—P m 4x8 H.F. #2� r-------------- ----- O �i IATTIG ---------------- i i I I I I I I I I z I j ,' I I i t O I IE-4x8 H.F. #2 I i 4x8 H.F. #2—� 1 1 l i i I �u) kn ,�1' I I I I f -_- l 1 --------- -----� i I 1 I 1 I 1 I I 11 —4x8 H.F. #2 v ,1 I ,LZ5IMP5ON H-I 1 CLIPS (TYP) i i i i i i i i II I 1 1 1 1 1 1 `�� 4x8 H.F. #2 2x VENT BLKO. (TYP) PRE ENO STUDDED TRU55 1 P.T. 4x4 POST �I I I` W 51MP50N v v t GG0445052.5 P05T CAP--------- N N O Iq lY N } 0 , lu w N i 4x8 H.F. #2 w 0 �I III O Q X x �--- 4x8 H.F. #2 P.T. 4x4 P05T N/ SIMP50N EGGQ445D52.5 X N N ----,� w P05T GAP r 1 , h z 51MP50N H-I 1 CLIP5 (T(P)-"\ it i 2x VENT BLKG. (TYP) O 2� Tin I 1r 1 L---------- PRE ENO GIRD R TRU55Ir r----------' i O ' = O+ I r Q �q PRE ENO. MONO TRUSSES o 24" O.G. 5:12 � t4O" 4'-O" I5'-0" 23'-0" ' Mt T 1110 rev: W , i'iilc 11 1 � 10 RECEIVED CITY OF TUKWILA MAY 0 7 2019 PERMIT CENTER a 00 N s b o� N p dJ C) lJd N i S a- inl client , SMITH DEVELOPMENT COMPANY c/o RANDY SMITH P.O. EOX b8276 SEATTLE, NA514I1,16TON gblbb (20(g) 406-4455 Project NEN 51NOLE FAMILY DHELLIN6 14066 35th AVENUE SOUTH TUKNILA, NA51-1I1,15TON g5lbb Sheet Description ROOF FRAMING PLAN designed by M. FOSTER check by L5B / B5MV scale date AS SHORN REV. 04/111201q discipline job number- 201q-52-SMITH Sheet Nvmber y 1 —Of— I I �t-OR ViPLIANCE .. "ROVED MAY 312019 City of Tukwila BUILDING DIVISION 2x6 WALL H/ 5TUD5 @ 16" O.G. R-21 INSULATION 1/2" COX OR ?lib" 055 5HEATHINS 1/2" GYPSUM WALLBOARD NAILED H/ 5d cab" O.G. SUPPORTED EDGE5 4 12" O.G. @ FIELD MEMBER 3/4" T4G SHEATHING GLUED TYVEK HOUSE WRAP 4 NAILED H/ IOd @ 6" O.G. OR EQ. PER MFR. SUPPORTED EDGE5 4 loll O.G. @ FIELD MEMBER 51PINO PER OWNER 5/b"Nxl2" A.B. H/ 3"x3"xi/4" 2x10 D.F. #2 FL. -15T. @ Ib" O.G. GALV. HASHER @ 4W O.G. 4 12" FROM CORNER R-30 INSULATION P.T. 2x6 SILL PLATE z I• Q r #4 BAR @ 24" O.G. VERT. (2) #4 BAR CONTINUOUS GLASS I TYPE VAPOR RETARDER NOTE: —I I f-1 I I I I I-1 1 I I I —1t� 1 1— NAIL W8d HOT -DIPPED \ 4"� PVC PERF PIPE GALVANIZED NAIL @ ALL 4" 8" 4" yl/ FILTER FABRIC PRESSURE TREATED PLATES 4 DRAIN ROGK (::i:)DETAIEL 5,6 j SCALE 3/4" =1W R-21 INSULATION 1/2" 5YP5UM HALLBOARD- 3/4" T45 5HEATHING SLUED 4 NAILED W/ IOd @ b" O.G. SUPPORTED EDGES 4 10" O.G. @ FIELD MEMBER 2x10 D.F. #2 FL..15T. @ Ib" < R-30 INSULATION CRAWL SPACE SCALE 3/4" =1'-0" 2x10 BLOGKING (TYP) 2xIO D.F. #2 FL. -15T. @ 16" O.G. R-30 INSULATION 4x10 D.F. #2 BEAM P.T. 4x6 P05T (5) #4 BAR E.H. NOTE: NAIL W/ 8d HOT -DIPPED GALVANIZED NAIL @ ALL PRE55URE TREATED PLATES R-21 INSULATION 112" GYPSUM HALLBOARO- 3/4" T45 5HEATHIN6 SLUED 4 NAILED H/ IOd @ 6" O.G. SUPPORTED EDGE5 4 10" O.G. @ FIELD MEMBER— 2x6 HALL H/ STUDS @ 16" O.G. 1/2" COX OR -7/16" 055 5HEATHIN5 PRE ENO. 15" FL. TRU55 NAILED W 8d @6" O.G. SUPPORTED @ 16" O.G. EDGE5 4 12" O.G. @ FIELD MEMBER TYVEK HOUSE WRAP OR EQ. PER MFR. SIDING, PER OWNER 5YP5UM WALL H/ STUDS @ I6" O.G. R-21 INSULA' 1/2" GYPSUM 3/4" T45 SHEATHING GLUED 4 NAILED H/ [Oct @ 6" O.G. SUPPORTED EDGE5 4 10" O.G. @ FIELD MEMBER 2x10 D.F. #2 FL. -15T. @ 16" O.G R-30 INSULATION 6"xl2"x3/4"GUSSET ONE EA. SIDE 5IMP50N PB46 P05T BASE CLASS I TYPE VAPOR RETARDER 10 5,6 SCALE 3/4" =1'-0" �-, 2x6 HALL W! STUDS @ 16" O.G. I/2" COX OR WIb" 05B 5HEATHIN5 NAILED W/ bd 06" O.G. SUPPORTED ED6E5 4 12" O.G. @ FIELD MEMBER / TYVEK HOUSE WRAP / OR EQ. PER MFR. / NL:51011,15 PER OWNER WALL W/ STUDS @ Ib" O.G. 2x4 BR&. WF STUDS @ 16" 1/2" GYPSUM 2XIO BLOGKI 2x10 D.F. #2 R-30 INSULA 4XIO D.F. #2 P.T. 4x6 POS (4) #4 BARS 1-1L " OU "1 1-LII"t'CV GALVANIZED NAIL @ ALL PRE55URE TREATED PLATE-5 2x6 HALL W/ 5TUD5 @ 16" 5/&"4x12" A.B. NV 3"x3"x1/4" GALV. WASHER @ 4b" O.G. 4 12" FROM CORNER P.T. 2xb SILL PLATE 4" CONG. SLAB #4 BAR @ 24" O.G. VERT: (2) #4 BAR CONTINUOUS NOTE: NAIL W/ &d HOT -DIPPED GALVANIZED NAIL @ ALL PRESSURE TREATED PLATE5 3/4" T45 5HEATHIN5 GLUED 4 NAILED H/ 10d @ b" O.G. SUPPORTED EDGES 4 10" O.G. @ FIELD MEMBER 3 ET 5,6 SCALE 314" =1 (::6:)DETAIUL 5 SCALE 3/4" =1W PRE ENG. W' FL. TRU55 -- @ 16" O.G. / \ 5/8" GYPSUM 1/2" 6YP5UM T s LE ��+ �' SCALE 3/4" =1 0" 6 SCALE 3/4" =1'-0" 6 SCALE 3/4" = Ili -0" sYPSUM WALLBOARD f45 SHEATHING GLUED LED W/ IOd @ 6" O.G. )RTED EDGES 4 10" r FIELD MEMBER D.F. #2 FL. -15T. @ 16" O.G INSULATION "x3/4" GUSSET :A. 51DE iON P1346 P05T BASE S 1 TYPE 7R RETARDER 1/2" COX OR -7/I6" 05B SHEATHING NAILED WI &d @6" O.G. SUPPORTED EDGE5 4 12" O.G. @ FIELD MEMBER TYVEK HOUSE WRAP OR EQ. PER MFR. SIDING PER OWNER #4 BAR CONTINUOUS --.D F� c 4"11) PUG PERF PIPE H/ FILTER FABRIC 4 DRAIN ROCK PRE ENO. 15" FL. TRU55 @ 16" O.G. BRO. WALL W/ STUDS @ 16" O.G. 5YP5UM WALLBOARD RECEIVE+? CITY OF TUKVVILA MAY 0 7 2019 PERMIT CENTER a a Q 0 0 (il > + d MF C) to 6 � Q �I 00 N O n O ;n s) off] fl m N D m O�J oo�< c O � C 6 C 0 6 'D i 6 N E NOoQ 6 u J � O t' client RB SMITH DEVELOPMENT COMPANY c% RANDY SMITH P.O. BOX 6&2T6 5EATTLE, HASHINGTON q&165 (206) 406-4455 Project NEW SINGLE FAMILY DWELLING 14066 35th AVENUE 5OUTH TUKWILA, HA5HINGTON gB168 Sheet Description FOUNDATION DETAIL5 FRAMING DETAILS designed N M. FO5TER check 4 L513 / 55MV scale date A5 SHOHN REV. 04/lq/20lq discipline job number 201q-52-5MITH Sheet Number 8 +of I) -D FOR j ,VIPLIANCE IVROVED MAY 31 2019 City of Tukwila BUILDING DIVISION R-21 INSULATION 1/2" OYP5UM WALLBOARD- 5/4" ThO SHEATHING GLUED 4 NAILED H/ 10d @ (9" O.G. SUPPORTED EPOE5 * 10" O.G. @ FIELD MEMBER- 2x& FL.,J5T. @ lb" 0 5/e," GYPSUM lqALLB, R-21 IN5ULA7 1/2" OYPSUM 2x4 D.F. #2 RAFTER @ 24" O.G. 2x4 D.F. #2 01-6. J5T. o 24" O.C. 1/2" SOFFIT 5HEATHIN( SIMPSON H-1 GLIPS- 4xI0 D.F. #2 BEAM- 2xb WALL W 5TV05 16" O.G.— R-21 INSULATION 1/2" GYPSUM KALLBOARD- 5IMP50N OTT2Z DECK TO HOUSE 2x5 BLK&. FOR r,>TT2Z- 3/4" T40 5HEATHINO GLUED i NAILED 1,11 10d & 6" O.G. SUPPORTED EDGES 4 10" O.G. Q FIELD MEMBER — 2xI0 D.F. #2 FL,,J5T. @ 16" 0.0.- 2x6 WALL W STUDS I b" O.G. R-21 INSULATION 1/2" OYPSUM NALLBOARD— 10 ET " SCALE 3/4" = 10" 12 5 13:)DETAIIL. 1 7 1� )SCALE 314" = V-0" 4- t�14 EPJT&ffi 6 /SCALE 3/4" = 1W 2x6 HALL W 5TIJ05 @ 16" O.G. -1/2" 0DX OR"I'Ab" 055 5HEATHINO NAILED H/ ad @&" O.G. SUPPORTED EDOE5 $ 12" O.G. o FIELD MEMBER TYVEK HOUSE WRAP OR EO. PER MFR. 510INO PER OWNER WALL W STUDS @ 16" O.G. COMP ROOFING OVER 15# BUILDING PAPER 1/2" 6DX OR 1/16" 055 5HEATHINO NAILED H/ &c! 06" O.G. SUPPORTED EDOE5 4 12" O.C. @ FIELD MEMBER 2x4 VENT BLOCKING METAL DRIP EDGE GONTINUOU5 GUTTER 5/4"xb FASCIA GONTINUOU5 P.T. DECKING F.T. 2x5 PECK _15T. 16" 0.0 5IMP50N LU2b HANOEF5 P.T. 2x5 LEDGER N/ 3/e,",P L.B. @ 16" O.C. 5TA60ERED TYVEK HOUSE WRAP OR EO. PER MFR. 1/2" rDX OR'1/16" 0513 5HEATHINO NAILED IV &cl @6" O.G. SUPPORTED EDOE5 d 12" O.G. 0 FIELD MEMBER 51PINO PER OWNER 1/2" GYPSUM 5/4" T46 5HEATHINO GLUED 4 NAILED I-V 10d @ b" O.G. SUPPORTED EDOE5 4 10" O.G. 0 FIELD MEMBER PRE ENO. la" FL. TRUSS @ W, O.G.- 5/&" TYPE-X OYPSUM WALLBOARD 2x6 WALL VV STUDS a 161, O.G. 5 112"Ab" 2x6 HALL 1,1/5TU05 g 1611 O.C. 112" CDX ORIllrb" 0513 5HEATHINO RAILED IV Od @611 O.G. SUPPORTED EDOE5 6 1211 O.C. @ FIELD MEMBER TYVEK HOUSE WRAP OR EO. PER MFR. 5101NO PER OWNER \ \. 11 �,- SOFFIT MATERIAL TYVEK HOUSE WRAP OR EO, PER MFR. 1/2" COX OR'7/16" 055 5HEATHIR5 RAILED 11V &d 66" O.C. SUPPORTED E061-:5 4 1211 O.C. o FIELD MEMBER (:11).DETAM 6 )SCALE 3/4" = I 1 1/211(p - 21,11) HANDRAIL 4" MAX. ll8" 5HFATHINO TREAD m MAX. RADIUS q1I61`— 2xI2 STRINGER 1/2" SHEATHING RISER A r2x4 BACKER 5/4" MIN. 1 1/4" MAX. TYPICAL STAIR DETAIL - SCALE 3/4"= I' PRE ENO. TRUSSES (9 24" O.C.— R-4q INSULATION 5/5" GYPSUM NALLBOARE 5IMP50N H-I CLIP5— R-21 INSULATION 1/2" OYPSUM WALLBOARD 2x15 HALL W STUDS a 16' PRE ENO. TRUSSES @ 2411 O.C.— R-4q INSULATION 51b" OYP5UM KALLBOARZ 5IMP50N H-1 CLIPS 2x6 K&" IV5TLV5 @ 1611 Or,.— R-21 INSULATION R-10 RIGID INSULATION 1/2" OYPSUM WALLBOARD FOR HEADER SIZE SEE FRAMING, WINDOW / DOOR OFENINO- 5 12 ET 7 SCALE 3/4' = 1'-v GOMP ROOFING OVER 15# BUILDING PAPER 1/2" rDX OR 1/16" 0515 5HEATHINO NAILED VI/ bd Org" O.C. SUPPORTED EDGES $ 12" O.G. 9 FIELD MEMBER BAFFLE FOR I" AIR SPAGE 2x4 VENT BLOGKINO METAL DRIP EDGE CONTINUOUS GUTTER 514"xb FASCIA CONTINUOUS 510IN6 PER OWNER TY\/EK HOUSE WRAP OR EO. PER MFR. 1/2" GPX OR 7116" 055 5HEATHIN(5 NAILED W 8d gro" O.G. SUPPORTED EDOE5 & 12" O.G. 0 FIELD MEMBER COMP ROOFING OVER 15# BUILDINO PAPER 1/2" CDX OR 7/16" 055 SHEATHING NAILED H/,5d ob" O.C. SUPPORTED 5 EDOE5 $ 12" O.G. (p FIELD MEMBER BAFFLE FOR I" AIR SPACE 2x4 VENT BLOCKING METAL DRIP EDGE CONTINUOUS GUTTER 5/4"x(2 FA5GIA CONTINUOUS SIDING PER 01,4KER TYVEK HOUSE WRAP OR E0. PER MFR. 1/2" 0DX OR7/16" 055 5HEATHIN& NAILED JAV bd 06" O.G. SUPPORTED EDOE5 8 12" O.G. (g FIELD MEMBER #X!ii�11111, -1 1,111F RECEIVED CITY OF TUKWILA MAY 0 7 2019 Pj1.=_p.r,qlT CEN, ER 0 0G4 T > < m F 1z q t \7 00 client IRB SMITH DEVELOPMENT r-OMPANr clo RANDY SMITH P.O. BOX 65216 SEATTLE, KA51111,15TON qeflb& (206) 406-4455 Project MEN SINGLE FAMILY DWELLING 14066 35th AVENUE SOUTH TUKHILA, NA51-111,16TON q8,166 Sheet Description FRAMING DETAILS ROOF DETAILS designed by M. FOSTER check by LSB / 55MV scale date AS SHORN REV. 04/lq/20lq discipline job number 201q-52-SMITH Sheet Number Ci Of I I — IIEE FOR JMPLIANCE APPROVED _-MAY 312019 City of Tukwila BUILDING DIVISION COMP ROOFINS, OVER 15# BUILDING PAPER- 1/2" CE?X OR'7/1(9" 055 SHEATHINC, NAILED W &d @6" O.C. SUPPORTED EDOE-5 t 12" O.C. @ FIELD MEMBER - ------ 13AFFLE FOR I" AIR SPACE 2x4 VENT BLOCKING METAL DRIP EDGE CONTINUOU5 GUTTER 5IMP50t 5/4"x& FASCIA GONTINUOU 2xb WALL H/ 5TUD5 @ 16" O.C.- 112" CDX OR -11165" 0513 5HFATHINO NAILED I^V &d 66' O.G. SUPPORTED EDGES $ 12" O.G. @ FIELD MEMBER TYVEK HOUSE WRAP OR EG. PER MFR, 5011,15 PER OWNER 2x6 WALL IV STUDS @ 16" O.C.- 112" GDX OP,'7/16" 05B 5HEATHIN(5 NAILED IV &d 06" O.G. SUPPORTED EVOE5 4 12" O.G. 0 FIELD MEMBER RIDGE VENT 12 PRE EN6. TRUSSES 24" O.C. INSULATION R-4q.4M 5/6' 6YP5UM H-1 CLIPS I INSULATION 1/2" GYPSUM WALLBOARD 2x4 HALL IV STUDS, 0 16" ( GYPSUM 1/2" GYPSUM WALLBOARD 5/8" GYPSUM GOMP ROOFING OVER 15# BUILDINC, PAPER 1/2" GDX OR '1/16" 0513 eHEATHINC, NAILED W ad @611 O.C. SUPPORTED '/2" AIL B' PAPER C X 0 _1 05EI SHEATHING ID R ED SUPPORTED D M EDGES $ 1211 O.C. @ FIELD MEMBER I BAFFLE FOR I" AIR SPACE _2x4 VENT BLOCKING METAL DRIP EDGE �N Z,r 5IMP50N H-1 CLIPS CONTINUOUS CUTTER 5 5/4"x6 FASCIA CONTINUOUS 2x6 HALL W 5TUD5 (P 16" O.G. 1/2" CDX OR 7/16" 055 5HEATHINO NAILED W 5d @611 O.G. SUPPORTED R-21 INSULATION- EDOE5 4 12" O.C. o FIELD MEMBER TYVEK HOUSE HRAP 1/2" 6YP5UM OR EQ. PER MFR. WALLBOARD C 510INC , PER OWNER 1/2" GYPSUM 2x4 HALL HI WALLBOARD --ii STUDS 0 161, O.G. > 5/4" T&6 5HEATHIN& GLUED 4 NAILED H/ Cd @ 611 O.C. SUPPORTED EPCIE5 4 101, O.G. FIELD MEMBER ' PRE ENO. IN'. FL. M5S1f6,, O.G.I -PRE ENO. 15", FL. Mu55,,i6,, O.G. I We" GYPSUM WALLBOARD 5/80 GYPSUM WALLBOARD -T INSULATION 1/2" 5YP5UM TYVEK HOUSE WRAP OR EQ. PER MFR, C-1/2" 6yP5UM 51011,16 PER OWNER WALLBOARD 2x4 HALL W 11 STUDS 4P 1611 O.G. P.T. 2x6 SILL 4NP PVC- PFRF PIPE H/ FILTER FABRIC it DRAIN ROCK- 3/4" T40 5HEATHIN5 GLUED 4 NAILED VV 10d 9 6" O.G. SUPPORTED EPOE5 4 10" TION O.G. o FIELD MEMBER--, 2x4 BR,5. WALL N/ STUDS @ 16" O.G.- 1/21, GYPSUM 1/2" GYPSUM WALLBOARD 2xI0 D.F. #2 FL. JST. 0 v, O.G. (5`x12"x5/4" GU55ET 5/8'cPx12" A.B. H/5"x5"x1/4" ONE EA. SIDE� eALV. HASHER 0 46" O.G. 12' FROM CORNER 5IMP50N PE346 P05T BASE —� GLASS ITYPE IJ VAPOR RETARDER TFP-31 =1 I I=.I CROSS SECTION "AA'..' SCME= 117=1%0" R-21 11,15ULATIC 1/2" 6YP5UM R-30 IN5ULA D.F. #2 BEAM #4 BAR CONTINUOU5- -4xro P05T #4 BAR @ 24" O.C. VERT GLA55 I TYPE VAPOR RETARDER-i L-1 Fir, (2) #4 BAR CONTINUOUS — 2x6 WALL W STUDS a 1611 O.C. 1/2" COX OR 055 5HEATHIN& NAILED 1,V bd @roll O.G. SUPPORTED EDOES, 4 12" O.C. @ FIELD MEMBER TYVEK HOUSE WRAP OR EQ. PER MFR. 51DIN6 PER OWNER P.T. 2x6 SILL PLATE 5/8"1PxI2" A.B. IV 3"x3"xI/4" OALV. WASHER 0 48" O.G. 4 12" FROM CORNER 4"0 PVG PERF PIPE PV FILTER FABRIC it DRAIN ROCK DO1,11,15POUT PER PLAN DOWNSPOUT EXTENDS 2' INTO ADAPTOR PROVIDE ADAPTER TO CONNECT RECTANGULAR DOWNSPOUT TO SOP 5vP RECEIVED CITY OF TUKWILA MAY 0 7 2019 PERMIT CENIER "DE FITTINGS AS NECE55ARr a di d) < M F OL IS C) OU4 Q @6 go >� cc 0 < U- L (D -0 In E (3 C) t- client RB SMITH DEVELOPMENT COMPANY C/o RANDY SMITH P.O. BOX 65216 SEATTLE, HASHNrTON qblb& (206) 406-4455 Project NEW 51NOLE FAMILY DV4ELLIN6 14066 55th AVENUE SOUTH TUKP4[LA, KA51-11NOTON q95168 Sheet Description CROSS SECTION designed by M. F05TER check by LSB / 135MV scale date, AS 51-101,4N REV. 04/lq/20lq discipline Job number 201q-52-5MITH Sheet Number 10 10 — Of I I D FOR M]PLIANCE --PROVED MAY al 2019 City of Tukwila BUILDING DIVISION a'"-.gkm HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTEDSPECIFICATIONS. NO WARN -AIR FURNACE$ SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT EE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING3 EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARS OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 16' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DUELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 40311 VENTILATION EVERY FACTORYBUILTCHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED M ACCORDANCE WITH THE TERMS OF ITS LISTING, MFIR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTESAIAKE UNF AIR: 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SMALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CPM SHALL ME PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR;SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SMALL BE PROVIDED BY OTHER APPR MEANS. E D - 100 SQ INCH TRANSFER GRILL PER IRC G243SA (614A) IMMM 14 hS HE= H2= X=d.dTM EXAM - Mr MM AS AMENDED BY WASHINGTON STATE M1501U GENERAL LOCAL EXHAUST OR W14OLE-HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH THIS SECTION M15012 RECIRCULATION OF AIR: EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SMALL NOT DISCHARGE INTO AN ATTIC, CRAWL. SPACE OR OTHER AREAS O° THE BUILDING. M15013 W14OLE-HOUSE MECHANICAL yHNTiLATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS M15013.1 THROUGH M150133. MI5013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROCM SMALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M15013.4, MI5013S, MI5013A OR MI5013. t. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. MI50132 CONTROL AND OPERATION L LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WWOLE-HOUSE'VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT tIA40LE-HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SMALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 53 THE SYSTEM SMALL BE DESIGNED 80 THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER' INSTALLED. S.4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR 5.5 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HMR CLOCK TIMER 546 5.1 AT THE TIME O= FINAL. INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. SO A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' MISO132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. M1,50_7133 MECHANICAL VENTILATION RATE THE W14OLE-HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DUELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WIT14 TABLE MI50133(U E=PTION: THE W14OLE-HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(I) IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE M1501330). MIWAS WHOLE -MOUSE VENTILATION. INTEGRATED WITH A FORCED -AIR SYSTEM, THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR U44OLE-14OUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION 844ALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. M150138.1 INTEGRATED U44OLE-HOUSE VENTILATION SYSTEMS, INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON T14E OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A PONT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SMOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING. WIT14 A FLOW HOOD OR A FLOW MEASURING STATION. M15013.52 VENTILATION DUCT INSULATION ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. M1501353 OUTDOOR AIR INLETS. INLETS SHALL BE SCREENED OR OTIFERUISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: L CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PIGS UP OBJECTIONABLE ODORS, f1A"E5 OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL-EAURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FT ABOVE THE AIR INLET. 6, ATTIC, CRA.IL SPACES, OR GARAGES. M1501.4 LOCAL EXHAUST LOCAL. EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWI"A'MING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE M1S01A. SEC. MI501 M1501.4U LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 cfm AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 cfm AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI SI6 (APRIL 1995) OR AMCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN IS USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 cfM AT 0.10 INCHES WATER GAUGE. MIS01.42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. (AREA TO BE EXHAUSTED I EXHAUST RATES I 100 cfm INTERMITTENT OR 25 cfm CONTINUOUS BATHROOMS -TOILET RMS CAP C1 KAEXMAUST LAUNDRY ROOMS 50 cfm INTERMITTENT INDOOR SWIMMING OR 20 cfin CONTINUOUS POOLS 4 SPAS RECEIVED CITY OF TUKWILA MAY 0 7 zags PERMIT CE'iI1 ER r �VVED FOR .OMPLIANCE .APPROVED MAY 32 1101,9 City Of Tukwila BUILDING DIVISION