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Permit D19-0303 - COSIC RESIDENCE - NEW SINGLE FAMILY RESIDENCE
COSIC RESIDENCE 4264 S 148 ST Apn: FINALED 06/16/2021 D19-0303 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 4264 5148 ST Project Name: COSIC RESIDENCE COMBOSFR PERMIT Permit Number: D19-0303 Issue Date: 3/4/2020 Permit Expires On: 8/31/2020 Owner: Name: Address: COSIC ZEHRUDIN 4248 S 148TH ST, TUKWILA, WA, 98168 Contact Person: Name: ZEHRUDIN COSIC Address: 4248 S 148 ST , TUKWILA, WA, 98168 Contractor: Name: COSIC CONSTRUCTION LLC Address: 4248 S 148TH ST, TUKWILA, WA, 98168 License No: COSICCL884DG Lender: Name: ZEHRUDIN COSIC Address: 4248 S 148TH ST, TUKWILA, WA, 98168 Phone: (206) 778-4538 Phone: (206) 778-4538 Expiration Date: 4/6/2020 DESCRIPTION OF WORK: CONSTRUCT A 2-STORY, 2700 SOFT SINGLE FAMILY HOME. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, LAND ALTERING, ACCESS DRIVEWAY, STORM DRAINAGE AND UNFINISHED (BONDED WORK) FOR COSIC SHORT PLAT INFRASTRUCTURE UNDER PW17-0101 (ROAD PAVING & WD #125 WATER SERVICE LINE RELOCATION. Project Valuation: $393,817.15 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $17,881.35 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 ` ~ . Public Works Actixdies- [hanne|izadon/Striping: [urb[ut/Acceo/Sidpwa|k: Fire Loop Hydrant: Flood Control Zone: Hou|ing/OveoizeLnad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: D Number: O No Permit Center Authorized Signature: Date: |hearbycertify that | have read and examined this permit and know the same tobetrue and correct. All provisions oflaw and ordinances governing this work will becomplied with, whether specified herein nrnot. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction nrthe performance ofwork. |amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit. Date: 9^_4 ~2-�'2 /� Print Name: ���m—eA? 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: l: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2430) Z: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval ofdrawings prior toinstallation ormodification, New sprinkler systems and all modifications tosprinkler systems involving more than 5Oheads shall have the written approval ofFactory Mutual orany fire protection engineer licensed bythe State ofWashington and approved bythe Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. Z43b). 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 beArabic numbers o,alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width ufO.5inch (l2.7nm). (|FC505.1) 5: Adequate ground ladder access tnrescue windows shall beprovided. Landscape aflat, IZ'deep by4'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 #Z436and #Z437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ufsuch condition orviolation. y\ y� \-/ 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(2UG)575-44O7. 9: ***PUBUCWORKS PERMIT CON0T|ONS*** lO: The applicant n/contractor must notify the Public Works Inspector at(ZO6) 438-9350upon commencement and completion ofwork atleast 24hours |nadvance. All inspection requests for utility work must also he made 24hours inadvance. ll: Permit bvalid between the weekday hours of7:UUa.m.and 5i0pm.only. Coordinate wbhthePub|ic Works Inspector for any work after 5:DQp.m.and weekends. 12: Work affecting traffic flows shall beclosely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted tothe Inspector for prior approval. 13: The City o[Tukwila has anundergmundingordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 14: Flagging, signing and coning shall beinaccordance withK4UTCDforTeMlc[ontmi Contractor shall provide certified flagmen for traffic control. Sweep orotherwise clean streets tuthe satisfaction ofPublic Works each night around hauling route (No flushing aUuwed). Notify Public Works Inspector before lZ:0U Noon onFriday preceding any weekend work. 15: Any material spilled onto any street shall be cleaned up immediately. 16: Temporary erosion control measures shall beimplemented asthe first order o/business toprevent sedimentation off -site urinto existing drainage facilities. 17: The site shall have permanent erosion control measures inplace as soon aspossible after final grading has been completed and prior tuthe Final Inspection. 18: The Land Altering Permit Fee isbased upon anestimated cubic yards of cut and 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 inpermit fee prior tothe Final Inspection. 19: From October I 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 ormulch other disturbed areas' ifthey will be unvvurked more than 2 days. Covered material must hestockpiled nnsite at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before' during and following storms, 20: 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. 21: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer, Designer shall verify in writing to the Public Works Inspector that a3/4'inchwater meter and service line meets domestic water and fire flow requirements. Ifdomestic water and fire flow requirements are not met, then a1'inchwater meter with a 1-inch service line is required, Refer to attached Public Works Details for I" FIRE/DOMESTIC SERV|[Eand/orl''FUDVV'TMR0UGMSYSTEN1.CourdinatewithPvb|icVVorksPn4ect|n5pector. 22: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured), 23: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 24: Driveways shall comply with City residential standards. Driveway width shall bea10'minimum and 20' maximum. Slope shall beamaximum of15Y6. Turning radii shall beaminimum of5'. 25: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. ZG: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft, x$xx.xxper sq. ft.= $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works 27: Owner/Applicant shall contact the local postmaster regarding location ofmaUbox(es)instaUadon.Locadon ofmai|hox(es)installation shall becoordinate with Public works, 28: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as 29: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of (based on calculation by Senior Transportation Engineer). 30: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 31: 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'. 32: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 33: 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. 34: 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. 35: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 36: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 37: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and not,fy the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 38: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 39: 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. 40: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 41: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 42: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 43: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 44: All wood to remain in placed concrete shall be treated wood. 45: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 46: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 47: 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. 48: 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. 49: 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. /-\ >.� Bl VALIDITY OFPERMIT: The issuance o/granting ofapermit shall not beconstrued tobeapermit for, or an approval of, any violation ofany ofthe provisions of the building code nrufany other ordinances cfthe City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ufTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data, 51: Manufacturers installation instructions shall beavailable oothe job site atthe time ofinspection. SZ: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical mumc 53: 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 ofignition is not less than 18 inches above the floor surface onwhich the equipment urappliance rests. 54: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 55: All plumbing and gas piping systems shall beinstalled incompliance with the Uniform Plumbing Code and the Fuel Gas Code. 56: Noportion nfany plumbing system orgas piping shall beconcealed until inspected and approved. 57: 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 isready for inspection. 58: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision ismade tuprotect such pipe from freezing. All hot and coWwater pipes installed outside the conditioned space shall heinsulated tominimum R-3. 59: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18Aauge. 60: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall bedirectly embedded inconcrete ormasonry. 61: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall bpprotected in accordance with the requirements of the building code. 62: Piping inthe ground shall belaid nnafirm bed for its entire length. Trenches shall bphackfiUedinthin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinder0U'frozen earth, orconstruction debris. h]: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures inall residential, hotel, motel, school, industrial, commercial use o,other occupancies that use significant quantities ofwater shall comply with Washington States Water Effidencyad Conservation Standards inaccordance with R[VY1927.l7Oand the ZOO6Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line; (2V6)4]8-9350 1700 8U|LD|NGF|mAL~~ 0301 CONCRETE SLAB 5000 CURB, ACCESS, 5DVV 5700 EROSION MEASURES 52I0 EROSION MEASURES FNL 1400 FIRE FINAL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 1800 MECHANICAL FINAL 0608 PIPE INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 0603 ROOF/CEILING INSUL 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4037 SI-CAST-IN-PLACE 4037 SI-CAST-IN-PLACE 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR CITY OF TUKWO Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hrtp://www.TukwilaWA.gov Combination Permit No. lq ° 303 Project No.: Date Application Accepted: --U) -`.1q 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./ Z /ye? King Co Assessor's Tax No.: 0 (9 Lfa:JO -7 7uKuJ ib, O(18/ 6 PROPERTY OWNER Name: Address:L4 z ( li:-:3 So - jyS1 sr City:T.3 r..._ ip / (07 State W Oi- zipq8) 68 CONTACT PERSON — person receiving all project communication Name:2E g 2 0_6 / iit\) COS IC - Address: Liz ye 50 . / ye 741 5 - C 4:T0 IC- LA); ( 07 State: uks//:4 Zipq gy 69 Phonet2 0 (.,, i 7 7g_t_0 3c.3ax: Email:(‘ os la Li ci GENERAL CONTRACTOR INFORMATION Company Name: c)s lc &los/ ,?..._0c.t / 0N Address:Li 2%48 city: iu KAuf (._ State: );._ Zip:9 9/.43 Phone z (,) 7) g .... 5-3 8 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name:Ar ciA„) 4.e c .1 s Nor4mAks -I-- Architect Name:1139 15-11144cl Avetk)t3u14-1°0 Address: Citywt,c2d I'll v I,/ k_ State:v fr, Zip:9,8 07 2 Phone(c12 c ) L. 8 5-....to opFax19 2 6.- i y 87 ..4 Emait:fi um. A 74 H trk....cr510 1.10 . co ?I, k ENGINEER OF RECORD Company Name: j IQ Eivc-71 tve...-p.) A.)q Engineer Name:epophr ic._ Address: 113 5- po iN)tE woobvootz_To bcz- Of city:ip, co iv ( k_ Statevopr Zip:9 yy z2_ Phonyz oc, ) -1 3 0 ...,-;y8Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address4"2- 61 g 3 ( 4 cc.. City: 4 e-tiC.91 A- trii ei eir:6cp, HAApplications\Forms-Applications On Line \nil Applications\Combination Permit Application Revised 8-9-11.doex Revised: August 2011 bh Page I of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): ei 2 co tP / DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 151 floor [ 3 9 7 24 floor I Garage carport 0 5 IA 3 Deck — covered, uncovered 0 Total square footage 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 - 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 $ soaeo _ )( furnace <100k btu ( appliance vent thermostat A wood/gas stove fuel type: 0 electric J21 gas ventilation fan connected to single duct water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ e9 GP C.) 3 bathtub (or bath/shower combo) 3, dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system clothes washer shower water closet gas piping outlets HAApplications\Forms-Applications On Line\201 1 Applications \ Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMA,, _43N — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WTER DISTRICT .. Tukwila 0 ...Water District #125 0...Highline .. Letter of water availability provided SEWER DISTRICT .. • Tukwila .. • Sewer use certificate )1(... Valley View 0...Renton 0 ...Letter of sewer availability provided o .. Renton .. Seattle SEPTIC SYSTEM: D On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): Civil Plans (Maximum Paper Size — 22" X 34") o .. Technical Information Report (Storm Drainage) 0 Geotechnical Report 0 ...Hold Harmless — (SAO) .. Bond 0...Insurance 0... Easement(s) 0...Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): • Right -Of -Way Use - Potential disturbance 0...Construction/Excavation/Fill - Right-of-Way...0 -or- Non Right -of -Way.. 0 Total Cut 6' Cubic Yards .. ▪ Total Fill Cubic Yards 0... Work In Flood Zone 0... Storm Drainage VI .. Sanitary Side Sewer 0... Abandon Septic Tank 0 ..Trench Excavation O .. Cap or Remove Utilities 0... Curb Cut 0 ..Utility Undergrounding 0 .. Frontage Improvements 0... Pavement Cut 0 ..Backflow Prevention - Fire Protection 0 .. Traffic Control 0... Looped Fire Line Irrigation Domestic Water Permanent Water Meter Size 73. " WO # .. • Residential Fire Meter Size " WO # .. Deduct Water Meter o .. Temporary Water Meter Size " WO # 0 .. Sewer Main Extension Public [I] - or - Private 0 0.. Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line • water 0 .. sewer MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) .. sewage treatment Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip HAApplicationsWorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — A LICABLE TO ALL PERMITS IN THIS A,ICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: 7Z--(4vC 4-f-1 £ (C_ Date: C7Z C9 — Print Name. 1 24 z /Ai 60S--/c., Day Telephone: 2 0 6 Z' Mailing Address: i 2- i g ..s /4 6 5, 4/64%4i-.0- ciP4ti-- boa 4g(6ce City Zip State HAApplicationaorms-Applications On Line \201I ApplicationslCombination Permit Application Revised 8-9-1l.docx Revised: August 20H bh Page 4 of 4 Pemm8tTRAK $15,222.32 Q19-0303 Address: 4264S140ST Aon: ocvsuorrwsmT PERMIT FEE R000322.I00.00.00 WASHINGTON STATE SURCHARGE B640.237.114 nNPERMIT ISSUANCE/INSPECTION FEE n0oO342.400.08.00 KVn $175.00 PW CONSTRUCTION PLAN REVIEW ROOO.322.100.00.13 0,00 $175,00 IMPACT FEE $4,542.00 MECHANICAL PERMIT FEE [OMuOSFn nOOUI2I100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMa0Sm nO00322.100.00.00 PUBLIC WORKS $5,54z/97 TRAFFIC IMPACT FEE n104345.840.00.00 $5,291.97 BASE APPLICATION FEE TECHNOLOGY FEE TECHNOLOGY FEE 13000,322.900.04.00 0.00 $236.04 Date Paid: Wednesday, March O4,3O2O Paid By: ZEHRU0N[DS|C Pay Method: CHECK2S42 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK $2,659.03 D19-0303 Address: 4260 S 148TH ST Apn: 0040000791 $2,659.03 DEVELOPMENT $2,659.03 PLAN CHECK FEE TOTAL" FEES PAID BY RECEIPT: R18628 R000,345.830.00.00 0.00 $2,659.03 $2,659.03 Date Paid: Friday, September 20, 2019 Paid By: ZEHRUDIN COSIC Pay Method: CHECK 2797 Printed: Friday, September 20, 2019 10:54 AM 1 of 1 Permit Inspections City of Tukwila Permit Number: D19-0303 Applied: 9/20/2019 Approved: 3/3/2020 Issued: 3/4/2020 Finaled: 6/16/2021 Status: FINALED Parent Permit: Parent Project: Details: Description: COSIC RESIDENCE Site Address: 4264 S 148 ST City, State Zip Code:TUKWILA, WA 98168 Applicant: COSIC RESIDENCE Owner: COSIC ZEHRUDIN Contractor: COSIC CONSTRUCTION LLC CONSTRUCT A 2-STORY, 2700 RIFT SINGLE FAMILY HOME. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, LAND ALTERING, ACCESS DRIVEWAY, STORM DRAINAGE AND UNFINISHED (BONDED WORK) FOR COSIC SHORT PLAT INFRASTRUCTURE UNDER PW17-0101 (ROAD PAVING & WD #125 WATER SERVICE LINE RELOCATION. - SP TIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS LATH_GYPSUM BOARD Bill Centen AM OR PM Notes: LATH_GYPSUM BOARD Bill Centen AM OR PM Notes: SI-CAST-IN-PLACE Bill Centen Notes: CONCRETE SLAB Bill Centen Notes: UNDERGROUND Bill Centen Notes: GAS PIPING FINAL Bill Centen Notes: PIPE INSULATION Bill Centen Notes: Printed: Thursday, 07 October, 2021 1 of 5 SUPE ON Permit Inspections City of Tukwila SI-CAST-IN-PLACE Bill Centen Notes: ROOF_CEILING INSUL Bill Centen Notes: WALL SHEATHING_SHEAR Bill Centen Notes: ROOF_CEILING INSUL Bill Centen 26262 Notes: WALL INSULATION Bill Centen Notes: GLAZING Bill Centen Notes: LAND ALTERING Scott Moore Notes: ok to final STREET USE Scott Moore APPROVED Notes: ok to final 3/5/2020 AM 3/5/2020 PUBLIC WORKS PRE -CON Eric Pritchard APPROVED 404729 Notes: Pre -con meeting was conducted on site. OK to proceed. 3/9/2020 AM 3/9/2020 EROSION MEASURES Eric Pritchard APPROVED 225925 Notes: Silt fencing is installed along low side of property. OK to proceed. 3/17/2020 AM 3/17/2020 FOUNDATION WALL Darrin Graham NOT APPROVED #1 Notes: Provide design revision from Engineer in regards to footing cut beneath family room/Nook prior to placement of concrete. 3/24/2020 3/25/2020 FOUNDATION WALL Lee Sipe APPROVED Notes: Printed: Thursday, 07 October, 2021 2 of 5 rk SUPERION Permit Inspections City of Tukwila 3/25/2020 AM 3/25/2020 FOOTING Lee Sipe APPROVED _ 542099 Notes: 4/29/2020 AM 4/29/2020 UNDERFLOOR FRAMING Lee Sipe APPROVED #3 Notes: 5/20/2020 AM 5/20/2020 LFOOTING DRAINS Bill Centen APPROVED 485351 Notes: Approved footing drains. 5/26/2020 AM 5/26/2020 STORM DRAINAGE Eric Pritchard APPROVED 52430 Notes: Footing drain and tight lines from roof both connected at the lower catch basin at edge of right of way. Installed per plan. OK to proceed. 6/9/2020 AM 6/9/2020 WALL SHEATHING _SHEAR Lee Sipe NOT APPROVED 33165 Notes: Shear needs all connections. Need Plans available (not wet) 6/9/2020 AM 6/9/2020 ROOF SHEATHING Lee Sipe APPROVED 24561 Notes: 6/11/2020 AM 6/11/2020 WALL SHEATHING_SHEAR Lee Sipe APPROVED 25275 Notes: 7/16/2020 AM 7/17/2020 ROUGH -IN PLUMBING Bill Centen CANCELLED 352670 Notes: LEE DID NOT SEE IT ON SCHEDULE. WILL RESCHEDULE FOR TUESDAY, JULY 21. 7/21/2020 7/21/2020 ROUGH -IN MECHANICAL Lee Sipe APPROVED AM INSPECTION Notes: AM INSPECTION. CONTACT PERSON IF NEEDED - ZEHRUDIN, 206-778-4538 7/21/2020 7/21/2020 ROUGH -IN PLUMBING Lee Sipe APPROVED AM INSPECTION Notes: AM INSPECTION. CONTACT PERSON IF NEEDED - ZEHRUDIN, 206-778-4538 8/25/2020 AM 8/25/2020 FRAMING Lee Sipe NOT APPROVED 16453 Notes: Missing truss bracing. 9/3/2020 AM 9/3/2020 FRAMING Lee Sipe APPROVED 461919 Notes: Printed: Thursday, 07 October, 2021 3 of 5 SUPER ON Permit Inspections City of Tukwila 9/23/2020 PM 9/23/2020 1._ ROOF_CEILING INSUL Bill Centen NOT APPROVED 26262 Notes: 1. Need Sprinkler cover approval for bucket test. 2. Install missing hanger at mono jack Girder truss ( .106B ). 9/23/2020 9/23/2020 WALL INSULATION Bill Centen NOT APPROVED Notes: 1. Need Sprinkler cover approval for bucket test. 2. Missing hanger at Jack Girder "J06B". 9/25/2020 9/25/2020 SPRINKLER COVER Brian Lucero APPROVED Notes: 9/25/2020 PM 9/25/2020 SPRINKLERS Brian Lucero APPROVED Notes: 9/30/2020 PM 9/30/2020 WALL INSULATION Darrin Graham APPROVED 231664 Notes: 10/15/2020 10/15/2020 LATH GYPSUM— BOARD Bernard Moore APPROVED AM OR PM Notes: CONTACT PERSON: ZEHRUDIN COSIC - 206-778-4538 1/29/2021 1/29/2021 GLAZING Bill Centen PARTIAL APPROVAL Notes: Ok to flash and side house 4/27/2021 AM 4/27/2021 BUILDING FINAL** Ted Christie NOT APPROVED 2064050686 Notes: Fire final not approved. Not Ready. 5/5/2021 AM 5/5/2021 PLUMBING FINAL Ted Christie NOT APPROVED 206-778-4538 Notes: Not ready. 5/13/2021 PM 5/13/2021 PLUMBING FINAL Lee Sipe NOT APPROVED 2067784538 Notes: 1. T & P at water heater cannot be PVC, cannot connect to other drains. 2. seal bottom of toilets. OK - P-trap at lavitories. 5/19/2021 AM 5/25/2021 PUBLIC WORKS FINAL Scott Moore APPROVED 2067784538 Notes: ok to final Printed: Thursday, 07 October, 2021 4 of 5 r4 SUPERION Permit Inspections City of Tukwila 5/25/2021 5/25/2021 PUBLIC WORKS FINAL Scott Moore APPROVED Notes: ok to final fire double check was added 5/25/2021 5/25/2021 CURB ACCESS SDW Scott Moore APPROVED Notes: ok to final 5/25/2021 5/25/2021 EROSION MEASURES FNL Scott Moore APPROVED Notes: ok to final 6/10/2021 AM 6/10/2021 BUILDING FINAL** Bill Centen NOT APPROVED Notes: 1. Waiting on Fire Final approval. 2. inspection was cancelled. No inspection performed. 3. Not a complete list 6/11/2021 AM 6/11/2021 BUILDING FINAL** Darrin Graham NOT APPROVED 2067784538 Notes: Corrections not addressed from previous plumbing/ mechanical/ building/ fire final 6/14/2021 6/14/2021 FIRE D PERMITAARON FINAL JOHNSON APPROVED Notes: Fire final approved. 6/15/2021 AM 6/15/2021 MECHANICAL FINAL Bill Centen APPROVED 2067784538 Notes: 6/15/2021 AM 6/15/2021 PLUMBING FINAL Bill Centen NOT APPROVED 2064050686 Notes: 1. Install 90 degree elbo at exterior for Hot water blow -off discharge for HWT. 2. Seal all exterior penetrations. 3. Install air gap for DW. 6/16/2021 6/16/2021 PLUMBING FINAL Bill Centen APPROVED 2064050686 Notes: 6/16/2021 AM 6/16/2021 BUILDING FINAL** Bill Centen APPROVED 2064050686 Notes: Printed: Thursday, 07 October, 2021 5 of 5 r4 SUPERION GE TO TO TO7 TOT JOB; 190-5217 PITCH: 4112, 8112 HEEL 3-15", 4-07" RESPECTIVELY OVERHANG: 2', 1' 6" RESPECTIVELY SPACING: 2' 0.C. LOADING: 25 LIVE 15 DEAD DROP GABLES: NONE REVIEVVED FOR CODE COMPLIANCE APPROVED MAR 03 /020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SE'2 0 2019 PERMIT CENTER • RD3 • ! f 1 ., .. • 1- T , 1,- I i 1 t t I: i • I I I 1 i - _ I 'I 1 ; ., . 1 t 1 i , r , ' 1 . 1 . . 1 i $ --1; 7 Th I f i 1 t . -- I ----1- $ Al I i $ , I 4 4 I II 1 I I . 7 1 ; I r .7 T .4.. lc 7 f i RD rH 1- • 1 • , ir- I I$ I $ i , r I 7 4zz-veit,/,./zri, • . .. - .... i I ; . , 1 I 11.1.411111 1 I— I ; E--- t- 7- i Revitoo FoR i - [ . 0 E CO 1:'-' ;IANCE -,--- ----,----- -- • I l , I 16--- . ......_, ,, . , , , , i t___ • ,--- 1 i i- -- -puiti.DIG i- --- --i--- itylof i u DI • I 1 'SION 1 1 1 , 1 L. i _ . . __.... __.... _ . _.. ;,--- :r ,,... --- - ! --r— I i t r ; 1-----7-1----r----f' - I ' —1--- .........., _4. kg". NIL U A --' I i I '''-' — I 4 ' s . ' S 0 2019 I 1-7, . (.., 1 i 1 , i * f - " - I EfititIT T ENT ; i , ; -- --7- i 1 i t - -F---Tr- , 1 ,,,I,II.i1-..t:I'• '204 I 1 I , ;re • EXP1R S: ...... i I .._ 1 I -1' i I ! , ; F'"- -r , - 4- 1- ---," I 1 , 1- 7- --- , .7-- - -,-- i f- --I ; -v. -}-- .-r. 1-- "7"-- --, --,.. , : —.-1 .--, 1 ,--- 1 : .. f I .,.. ....... , S ON C.2 FLOW CONTROL BMPs engineer or engineering geologist. The geotechnical analysis must consider cumulative impacts from the project and surrounding areas under full built -out conditions. 12_ Infiltration of runoff from pollution generating surfaces (e.g. roadways, driveways, parking areas, and pollution generating roof systems) is only allowed when soil beneath the BMP has properties that reduce the risk of groundwater contamination from typical stormwater runoff. Such properties are defined in Section 5.2.1 of the King County Surface Water Design Manual. Where soils do not hay e the required groundwater protection properties, applicants have the option to provide a water quality facility that provides treatment prior to infiltration as specified in Core Requirement #8 and Special Requirement #5 of the King County Surface Water Design Manual. However, for determining feasibility of this BMP, this option is not required to be considered. 13. Underground Injection Control Program (UIC) administered by WA Ecology protects groundwater quality by regulating discharges to UIC wells. WA Ecology adopted revisions to Chapter 173-218 WAC, the Underground Injection Control (UIC) program rules, on January 3, 2006. The newly adopted revisions went into effect on February 3, 2006. These rules require the registration of new injection wells that manage stormwater. Information regarding these new regulations may be four.. . Ecology's Underground Injection Control Program website, http://www.ecy.wa.gov/programs/wq/gmdwteuic/index.html. UIC wells are manmade structures used to discharge fluids into the subsurface. Examples are drywells, infiltration trenches with perforated pipe, and any structure deeper than the widest surface dimension (see Reference 6 or Ecology's UIC Program website for the Underground Injection Control (UIC) Program Class V Well Identification Guide provided by WA Ecology). In general, infiltration systems that have buried pipe, tanks, or vaults would be considered injection wells, but systems managing runoff only from single-family or duplex roofs, or used to control basement flooding, art exempt. Open ponds are not considered injection wells. If Underground Injection Control (UIC) registration is required by Ecology for the proposed design, a copy of the registration, or the Ecology -issued -System ID provided at registration, shall be provided by the applicant prior to plan approval or permit issuance by King County (see Section 2.3.1.1 Technical Information Report (TiR), TIR Section 7 Other Permits and Section 5.4.1). C.2.2.3 USE OF GRAVEL FILLED TRENCHES FOR FULL INFILTRATION Gravel filled trenches (also called "infiltration trenches") are a good option where the depth to the maximum wet -season water table or hardpan is between 3 and 6 feet. Figure C.2.2.A (p. C-53) and Figur C.2.2.B (p. C-54) illustrate the specifications for gravel filled trench systems as outlined below: 1. When located in coarse sands or cobbles, infiltration trenches must be at least 20 feet in length per 1,000 square feet of impervious surface served. When located in medium sands, infiltration trenches must be at least 30 feet in length per 1,000 square feet of impervious surface served. 2. Maximum trench length must not exceed 100 feet from the inlet sump. 3. The trench width must be a minimum of 2 feet. 4. The trench must be filled with at least 18 inches of 3/4-inch to 11/2-inch washed drain rock. The dry i .3 rock may be covered with backfill material as shown in Figure C.2.2.A or remain exposed at least 6 inches below the lowest surrounding ground surface as shown in Figure C.2.2.B. 5. Filter fabric (geotextile) must be placed on top of the drain rock (if proposed to be covered with backfill material) and on the trench sides prior to filling with the drain rock. 6. Spacing between trench centerlines must be at least 6 feet. 7. Infiltration trenches must be setback at least 15 feet from buildings with crawl space or basement elevations that are below the overflow point of the infiltration system. 4/24/2016 2016 Surface Water Design Manual — Apper,d.i:a C-50 N r1 H 8 0 UN '4° 0706 0706 8092#s 004000 0816 7190#s 081. 004000 0817 9520#s 0817 20 004000 0818 9520#s 0818 004000 oa169639#s 0815; 93.8E R 25KC SP NO117712 own LOT 2 9209#s 0005 0 7802070716 90106#s 0710 004000 98.71 587- 0T2 • 11351# 0803 N 18 O 128,69 O PC1_ H 0 co 0 0 0 LOT 3 004000 °8D111215# 0804 128,68 l() r 0 30011 # s • 8 T 4 o 004100 0808 10110#s 0808 128,8 9-07E 94,36 CO 0 LOT 1� ° 10 0802 0 0 r 64.35 3 1 0 ° J 7PCi r 0 11 19078# 0805 28. 0 00 00 12691# 0795 vfi 64,36 0 J0 -o '70 ra) °0 0 0 00 0 00 0 N 13336# 0 0800 N. 9 a 0 " 6700 28.8 0801 59,8 0 0 0 Ot 1� 0 0 N 9040°°N 0790 l() 0 0 J 189990 0790 1028o1#s 0115 28,71 6 68.98 LOT 2 00 �0 "0 "0(Lot21 0r 3 000 0791 0 rn 0 0 N (6°0600° 0 0730 004000 0766 07 OT 3 9208# 0733 36 19835#s N 0786 00 199290 11 0791 r- N 25 103, 62 PARCEL1 8 ° 0 004200 m 9030 0 8080# 0030 004000 28,, 0 " 21770 # s 4,37 r N 004000 0 0 0781 rn 0 LOTA 10017#U78 20 073' 0 0 0739 immomm 004600 0736 m '7267#s ; 013E 92,60 TU BLA L94-0094 00 0 0 LOTA 252890s 0787 LOT B 909 0782 0 a 010015# Lot B oono° 0780 911980 0780 0.39 r " 00 �G CI o O LOfA 004000 0 CO °i7U893# " 0715 ° 28,91P 100,39 128,9 78 GoS(c SdOrti Pit LI1•O°26 dhows 42 4 5 Ib9f6$ ' tuidress JI9.0303 5h0 0400001g2 o400 1746 TU SP P LOT; 2000072 " 0 LOTS 12 Instrument Number: 2019091091NN101 IWNumenl:SPM Rec: SI91,50 Page 2 o(1 Record UNte:911W201912303 PM Rleg COun44 WA COSIC SHORT PLAT CITY OF TUKWILA FILE SCALE: 1" 30' F01.10 N1X6H IN 25' 8765 01% 191' 4 1' IT E 1Nr�C' 54� SOVIN 10 SKEET A'0 1230 WERE SMR. VISITED 2-15-2000 TAX PARCEL 1.4' IES16 t6P1H- 11B8'59'0211 1318.13' FPNo WOO NI7 C49 S14 *4 23W4' -0.3' ET S 0.3' NOMT 589'01'53'E.68,98` nnn . nRU4 4nnnn-rRn. UUYVVUVIvV FGRO PRIAR NIIN C4P SWIM S F4504' 0.4' NEST 6 0.3' NUi' 4 Cr1403E PEKE 030, 0421 6 NO 0.9' N01IH 0' FIRW LOT 2 .3,,331.7' tEST 0.9' EASTZX 7' SANITARY SEWER EASEMENT 2' 2A95 DISC IXG2D AT WE 1NTEMECI104 OF 1210 1191111 5Pd111 AND SOLON 1181e SHEET VISITED 7-25-2013 0.5' NEST- LS5I SO.FI 0.151CFES 4264 S 1k0 M _AML__)5' TAX PARCEL 0 0 z IS EAST EAST TAX PARCEL ~Z15' ACCESS AND UTILITIES EASEMENT S69'04'45"E'1317.07' SOUTH 148TH STREET LEGEND: 9.= MONUMENT FOUND NOTED PV = POWER VAULT F22O PIf0N IN 8435- P13149 IN MUE1E INGSES, AT IMF INI6EECTIM OF SOOFN 11611 STREET ANI 691 4114194.E SOUTH ATISE 1N1EASECF194 901W 5VBN4 SOWN 46 DR 149M STP P15IR7E0 N1-04-2024 589'10'11'E 2.16 CENTRE PIIINTE 0.L 7--226 BASIS OF BEARING: TRUE NORTH, BASED UPON GLOBAL POSITIONING SYSTEM (GPSI LAMBERT GRID WASHINGTON STATE NORTH ZONE COORDINATES, A CONVERGENCE ANGLE OF 01'04'40.59' COUNTERCLOCKWISE WAS APPLIED AT A. FOUND PUNCH IN 2" BRASS DISC, INCASED, AT THE TINTERSECTION AMEAICAN DATUM OF 5983/1991 (NADHET 93/911 GRID HENORTH COORDINATES WERE FOUND TO BE 175008.571 / 1282346.080 AT THAT ,POINT, THE INVERSE OF BOTH THE SEA LEVEL CORRECTION FACTOR OF 0,999991198 AND THE GRID SCALE FACTOR OF 1.000005625 WAS APPLIED TO THE GRID COORDINATES FOR SHOWN GROUND DISTANCES. SURVEYOR NOTES: 11F THE MONUMENT CONTROL SHOWN FOR THIS SITE WAS ACCOMPLISHED BY FIELD TRAVERSE UTILIZING A ONE (11 SECOND THE000LITE WITH INTEGRAL ELECTRONIC DISTANCE MEASURING METER (GEODIMETER.6001 AND REAL TIME KINEMATIC (RTK) / STATIC.: GLOBAL P05ITIONING.SYSTEM (6PS1. LINEAR AND ANGULAR CLOSURE OF THE TRAVERSES MEET' THE STANDARDS OF WPC 332-130-090.. LOCATIONS' OF UNDERGROUND UTILITIES SHOWN HEREON ARE BASED UPON FIELD MEASUREMENT, THIS SURVEY REPRESENTS PHYSICAL IMPROVEMENT CONDITIONS AS.. THEY EXISTED JULY 25, 2018,' THE DATE OF THIS FIELD SURVEY, ' FULL RELIANCE FOR LEGAL DESCRIPTIONS, AND RECORDED EASEMENTS HAVE BEEN PLACED ON THE TITLE REPORT FROM FIDELITY. NATIONAL TITLE INSURANCE' COMPANY COMMITMENT ORDER NO.611216054, DATED. AUGUST 8, 2019. NO ADDITIONAL RESEARCH HAS BEEN ATTEMPTED.., 31 FOLK 1' .TIN PUE :. 1G423 1(-3' EAST Oe T1f INTFASEC1141'0F 461N ANDRE RUIN 41p 431H 14519 09IEET VISITED 11-01-2001 ` Conde% he, P.& 14209 nth Street Eeef, (105 - Sumner, NA 98190 253-987-5924 mein. 253-987-7559 lei M M' o WOODS 1> 92 N LARSON Mt FEB 2019 1" . 30' 04 NOR SP mE ND.: 806 A0066IAA NCI—N 22, 123N, R4E., W.M 5517 400 NEDZMINA HASAGIC 4260 SOUTH 148th STREET TUKWILA, HA 9816E KING COUNTY, WASHINGTON SHEET 2 OF 2 WWHM2012 PROJECT REPORT Project Name: 1629 Site Name: Cosic SP - Lot 1 Site Address: 4260 S 148th St City : Tukwila Report Date: 3/15/2020 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2019/09/13 Version : 4.2.17 PREDEVELOPED LAND USE MITIGATED LAND USE Name : Roof Runoff Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.03 ROOF TOPS FLAT 0.046 DRIVEWAYS FLAT 0.01 Impervious Total 0.086 Basin Total 0.086 03/15/2020 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 5 2020 City of Tukwila BUILDING DIVISION Access Road = 1,270 SF New Building = 2,000 SF New Driveway = 440 SF Element Flows To: Surface Interflow Gravel Trench Bed 1 Gravel Trench Bed 1 Groundwater REVISION N0.1 Name : Gravel Trench Bed 1 Bottom Length: 60.00 ft. Bottom Width: 8.00 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 3 Pour Space of material for first layer: Material thickness of second layer: 0 Infiltration Area = 480 SF (60'L x 8'W x 1.5'D) 0.33 01, crr C_, Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: Infiltration On Infiltration rate: 1.8 Infiltration safety factor: 0.4 Wetted surface area On Total Volume Infiltrated (ac-ft.): 13.38 Total Volume Through Riser (ac-ft.): 0.095 Total Volume Through Facility (ac-ft.): 13.475 Percent Infiltrated: 99.29 Total Precip Applied to Facility 0 Total Evap From Facility: 0 Per Geo-technical Report: design = I measured x SF I design = 1.8 in/hr x 0.4 1 design = 0.72 in/hr Discharge Structure ./ Riser Height: 1.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Trench Depth = 1.5' = 18" Stage(feet) 0.0000 0.0333 0.0667 0.1000 0.1333 0.1667 0.2000 0.2333 0.2667 0.3000 0.3333 0.3667 0.4000 0.4333 0.4667 0.5000 0.5333 0.5667 0.6000 0.6333 0.6667 0.7000 0.7333 0.7667 0.8000 0.8333 0.8667 0.9000 0.9333 0.9667 1.0000 Gravel Trench Bed Hydraulic Table Area(ac.) Volume(ac-ft.) Diacharge(cfa) Infilt(cfa 0.011 0.000 0.000 0.000 0.011 0.000 0.000 0.008 0.011 0.000 0.000 0.008 0.011 0.000 0.000 0.008 0.011 0,000 0.000 0.008 0.011 0.000 0.000 0.008 0.011 0.000 0.000 0.008 0.011 0.000 0.000 0.008 0.011 0.001 0.000 0.008 0.011 0.001 0.000 0.008 0.011 0.001 0.000 0.008 0.011 0.001 0.000 0.008 0.011 0.001 0.000 0.008 0.011 0.001 0.000 0.008 0.011 0.001 0.000 0.008 0.011 0.001 0.000 0.008 0.011 0.001 0.000 0.008 0.011 0.002 0.000 0.008 0.011 0.002 0.000 0.008 0.011 0.002 0.000 0.008 0.011 0.002 0.000 0.008 0.011 0.002 0.000 0.008 0.011 0.002 0.000 0.008 0.011 0.002 0.000 0.008 0.011 0.002 0.000 0.008 0.011 0.003 0.000 0.008 0.011 0.003 0.000 0.008 0.011 0.003 0.000 0.008 0.011 0.003 0.000 0.008 0.011 0.003 0.000 0.008 0.011 0.003 0.000 0.008 1.8333 0.0I1 0.003 0,800 0,008 I'0667 0.011 0.003 0.000 0.008 1,1000 0,011 0.004 0.000 0,008 1,1333 0.011 0.004 0.000 0.008 I,1667 0.011 0.004 0.000 0.008 1,2000 0.011 0'004 0.000 0.008 1.3333 U'UlI 0'004 0'000 0.008 1.2667 0.011 0,004 0,000 0,008 1,3000 0.011 0,004 0.000 0,008 1.3333 0,011 0,004 0.000 0,008 1,3667 0.011 0.005 0.000 0'008 I.4000 0,011 0.005 0.000 0.008 1'4233 O'011 0'005 0,000 0,008 1.4667 0.011 0,005 0.000 0.008 1.5000 0.011 0.005 0,000 0.008 1'5333 0.01I 0.005 0,864 0,808 1.5667 0.011 0.005 0.I82 0'008 1.6000 0.011 0.005 0^322 0.008 1.63]] 0,0II 0.005 0^509 0.008 1,6667 0,011 0-006 0-703 0.008 1,7000 0.011 0-006 0-907 0.008 1.7333 0.011 0.006 1.115 0.008 I'7667 0.011 0'006 1.318 0,008 1.8000 0.011 0'006 1,509 0.008 1,8333 0.011 0.006 1.683 0'008 1.8667 0.0II 0.006 1'824 0,008 1.9000 0'0I1 0,006 I,960 0,008 1'9323 0.0II 0,007 2,060 0,008 1.9667 0.011 0,007 2.138 0'008 2,0000 0.011 0,007 2.227 0,008 2,0333 0.011 0,807 2,300 0.008 2,0667 O'011 0.007 2'371 8,008 2.1000 0.011 0,007 2,439 0,008 2.1333 0.011 0,007 2.506 0'008 2.1667 0.011 0.007 2.571 0.008 2'2000 0.011 0.008 2,635 0.008 2'2]]3 0.01I 0.008 2.697 0.008 2'2667 0,011 0.008 2.757 0.008 2,3000 0,011 0,008 2.817 0,008 2'3333 0.011 0,008 2,875 0'008 2.3667 0.011 0,008 2.932 0.008 2.4000 0.011 0'008 2'988 0.008 2.4333 0'0I1 0'008 3'042 0,008 2.4667 O'011 0,009 3.096 0.008 2'5000 O'011 0'009 3'149 0.008 2,5333 0.011 0.009 3.201 0.008 2.5087 0'011 0'009 3.252 0.008 2'6000 0.01I 0,009 3,303 0.008 2.6353 0.011 0,009 3,353 0,008 2.6667 0.0I1 0'009 3'402 0,008 2'7000 0.0I1 0.009 3,450 0,008 2'7333 0.0II 0.009 3,497 0,008 2'7667 0.011 0.010 3.544 0.008 2,8000 0.011 O-UIU 3-59I 0,008 2'8]3] 0,011 0.0I0 3.636 0.008 2'8667 0.011 0.010 3.682 0.008 2.9000 0.011 0,010 3,726 0,008 2.9333 2.9667 3.0000 0.011 0.011 0.011 0.010 0.010 0.010 3.770 3.814 3.857 0.008 0.008 0.008 ANALYSIS RESULTS POC #1 was not reported because POC must exist in both scenarios and both scenarios must have been run.Perind and Impind Changes No changes have been made. This program and accompanying documentation are provided 'as-iswithout warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright by : Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. APPROVED DRAINAGE GEOTEXTILE FOR SEPARATION WITH 18" OVERLAP 1.5" -3" WASHED ROCK COMPACT BKIOILL, 95% PER ASTM D1557 PHALT PAVEMENT BASE COURSE 7 +2.5 1 EX. 3' BOTTOM LEFT OPEN (NO GEOTEXTILE FABRIC) SCARIFY SUBGRADE PRIOR TO PLACING WASHED ROCK +2.5' PVMT EL. SEE PLAN) 5 /I/ , ?-3\ TOP = 274.0 \\'\ \/> lE=273.0 = 272.5 BOTTOM LEFT OPEN (NO GEOTEXTILE FABRIC) SCARIFY SUBGRADE PRIOR TO PLACING WASHED ROCK INFILTRATION TRENCH MODIFICATION SCALE: NOT TO SCALE WWHM2012 PROJECT REPORT Project Name: 1629 Site Name: Cosic SP - Lot 1 Site Address: 4260 S 148th St City : Tukwila Report Date: 12/11/2019 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2018/10/10 Version : 4.2.16 PREDEVELOPED LAND USE MITIGATED LAND USE Name : Roof Runoff Bypass: No GroundWater: No Pervious Land Use Pervious Total Impervious Land Use ROOF TOPS FLAT Impervious Total Basin Total acre 0 acre 0.053 0.053 0.053 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 03 2020 City of Tukwila BUILDING DIVISION Proposed ROOF Area = 2,306 SF = 0.053 acre Element Flows To: Surface Gravel Trench Bed 1 Interflow Gravel Trench Bed 1 Groundwater Name : Gravel Trench Bed 1 Bottom Length: 40.00 ft. Bottom Width: 8.00 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 4 Pour Space of material for first layer: 0.33 Material thickness of second layer: 2 Pour Space of material for second layer: 0.2 Material thickness of third layer: 0 Proposed Infiltration Trench 8' wide x 40 ' long x 4' deep = 320 SF x 4' deep CORRECTION RECEIVED CI Yo TW(WtL.A DEC 1 9 2019 PERMET C EWER ci-4) 30 3 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 1.8 Infiltration safety factor: 0.4 Wetted surface area On Total Volume Infiltrated (ac-ft.): 8.296 Total Volume Through Riser (ac-ft.): 0.004 Total Volume Through Facility (ac-ft.): 8 3 Percent Infiltrated: 99.95 Total Precip Applied to Facillty: Total Evap From Facility: 0 Discharge Structure Riser Height: 4 ft. Riser Diameter: 6 in Based on Geotech Report: Design IR = Measured IR x Safety Factor Design IR = 1.80 in/hr x 0.4 Factor = 0.72 inihr Approximate -100% Infiltrated w/ overflow connection provided Trench Depth = 4' Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.007 0.000 0.000 0 000 0.0444 0.007 0.000 0.000 0.005 0.0889 0.007 0.000 0.000 0.005 0.1333 0.007 0.000 0.000 0.005 0.1778 0.007 0.000 0.000 0.005 0.2222 0.007 0.000 0.000 0.005 0.2667 0.007 0.000 0.000 0.005 0.3111 0.007 0.000 0.000 0.005 0.3556 0.007 0.000 0.000 0.005 0.4000 0.007 0.001 0.000 0.005 0.4444 0.007 0.001 0.000 0.005 0.4889 0.007 0.001 0.000 0.005 0.5333 0.007 0.001 0.000 0.005 0.5778 0.007 0.001 0.000 0.005 0.6222 0.007 0.001 0.000 0.005 0.6667 0.007 0.001 0.000 0.005 0.7111 0.007 0.001 0.000 0.005 0.7556 0.007 0.001 0.000 0.005 0.8000 0.007 0.001 0.000 0.005 0.8444 0.007 0.002 0.000 0.005 0.8889 0.007 0.002 0.000 0.005 0.9333 0.007 0.002 0.000 0.005 0.9778 0.007 0.002 0.000 0.005 1.0222 0.007 0.002 0.000 0.005 1.0667 0.007 0.002 0.000 0.005 1.1111 0.007 0.002 0.000 0.005 1.1556 0.007 0.002 0.000 0.005 1.2000 0.007 0.002 0.000 0.005 1.2444 0.007 0.003 0.000 0.005 1.2889 0.007 0.003 0.000 0.005 1.3333 0.007 0.003 0.000 0.005 1.3778 0.007 0.003 0.000 0.005 1.4222 0.007 0.003 0.000 0.005 1.4667 0.007 0.002 0.000 0.005 1.51II 0.007 0.003 0.000 O.O05 1.5556 U.O07 0.003 0.000 0.005 I.6000 O.O07 0.003 0.000 0.005 1.6444 O.U07 0.004 0.000 0.005 1.6889 0.087 0.004 0.000 0.005 1.7333 0.007 0.004 0.800 0'005 1.7778 0.007 0.004 0.000 0.085 1.8222 0.007 0.004 0.000 0.005 1.8667 0.007 0.004 0.000 0.005 1.9III 0.007 0.004 0.000 U.U05 1.9556 0.007 8.004 0.000 0.005 2.0000 8.007 8.004 0.000 8.005 2.0444 0.007 0.005 0.000 0.005 2.0889 0.007 0.005 0.000 0.005 2.1333 0.007 0.005 0.000 0.005 2.1778 0.007 0.005 8.000 0.085 2.2222 0.007 0.005 0.000 0.005 2.2667 0.007 0.005 0.000 0.085 2.31I1 0.007 0.005 0.000 0.005 2.3556 0.007 0.005 0.000 0.005 2.4000 0.007 0.005 0.000 0.005 2�4444 0.007 0.005 0.000 0.005 2.4889 O.007 0.006 8.000 0.005 2.5333 0.007 0.006 0.000 0.005 2.5778 0.007 DA06 0.000 0.005 2.6222 0.007 0.006 0.000 0.005 2.6667 0.007 0.006 0.000 0.005 2.7111 0.007 0.006 0.000 0.005 2.7556 8.807 0.806 0.000 0.005 2.8880 0.007 8,006 0.000 0.005 2.8444 0.007 0.006 0.000 0,005 2A889 0.007 0.007 0.000 8.805 2.9333 0.007 0.007 0.000 0.005 2.3778 0.007 0.007 0.000 O.O05 3.0222 0.007 0.007 0.000 0.005 3.0667 8.007 8.007 0.000 0.005 3.II11 0.007 0.007 0.000 0.005 3.1556 8.007 0.007 0.000 0.005 3.2000 0.007 0.007 0.000 U.005 3.2444 0.007 0.007 0.000 0.005 3.2889 0.007 0.008 0.000 0.005 3.3333 0.087 0.008 0.000 0.805 3.3778 0.007 0.008 0.000 0.005 3.4232 O.O07 0.008 0.000 0.005 3.4667 0.007 8.008 0.000 0.005 3.5II1 0.007 0.008 0.000 0.005 3.5556 0.807 0.008 8.000 UA05 3.6000 0.007 0.008 0.000 0.005 3.6444 0.007 0.008 0.000 UA05 3.6889 0.007 0.008 0.000 0.005 5.7333 0.007 0.089 0.800 0,005 3.7778 0.007 0.009 0.000 0.005 3.8222 O.O07 0.009 0.000 0.005 3.8667 0.007 0.009 0.000 0.005 3.9111 0.007 0.009 0.000 0.005 3.9556 0.007 0.009 0.000 0.005 4.0000 0.007 0.009 0.000 0.005 ANALYSIS RESULTS POC #1 was not reported because POC must exist in both scenarios and both scenarios must have been run.Perind and Impind Changes No changes have been made. This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2019; Al], Rights Reserved. SITE VICINITY MAP SPA ORANACrE NOTES I. Al 900SNN1NNC4110M ORR4A7 E0101 OF TM (01 a NOEA R9W COK76 O SICOw5 2 A13 a M BMW BM INST 9 MBE 1163269 D7MR0a5 6 toms. .19M14 M 49N2NS5NIIY a Ti 4 11010 MBA ANY OMR RELATED OR 4ORO SEMIS 44N TO BOWL MI m6NLCION 2 SOFA a 111010E AS -BOLT RAM 6 4W40 MCA TO M9RO'1l Of 4YCN2OBE LE °MAC C0 AMMO Or 0)6U101 WOWS 4. Al SWIM LAMERS M L 9 A41a CVO NO ETID010 M 4110X Or M S70 M. 5 1004 W3Nw 9wl OE 4A ma EN 6 o5M6E MXMM(10EN0E1N 100MOwl1A 4WPMOr7m6 (11) w0(5 moss mom( M A410 59RN619E. d. BERM Bak ME L FMB BEND O KIN SEES a M PPE N ,NNED 04T6 NN MOM m 18) MRS N On Mt M M Or If AME. NI MACH BCr251 WU It MOB TO A AWMN a 95% Or MAO Ott a76T1 EN 66 01557-10. 7. ND NWT Or BE MOB STU SALL BE DEW, OE05Eq 49 AD RO la lMC 014AS BED TESTED, IM40f0 4.Cttl1t0 M M 0N. 6 AL. SIMNEN ACM MT 14MED AV016'D OMR 60 UNE M0 MAW BIB 10 SIAMMIG CM9N110AM 9. 9116 a Gip 8616 0EAA4 40M7 NON OME6 904.1 BE 61910N O11EAS LEGAL DESCIIPTON A1INSNDNE 06E In Or LOTd101 E!611011E2 V SD L0116 NA LOT O T A NA B1A 001d614C (}00511(hIN161 BUILDING FOOTPRINT LEI WCA 6555 LT. 91101N41001902 1215 Sf. CNAI UTNGE: 70.99 Wx 4NaM & 7501 BUILDING FEIGLF WX NE00: • 001-0' (GM AN( ION8111 C1W1NDa1: • 15.-1 3MA 191E • 6,16 UTLf1ESISERVICES WIR 2114 WUNIY WIN 9S11121 1n (206) N7-9511 SERA NIB NIX MR OSRICI (10.5)10.12i6 PDXEA 50,111E DI! 0,1A (205) 04-5000 08 EGE1 SOM BBB 90(17S-S11 SffE DEVELOPMENT DATA SI M9 • 6,551 9, (015 CM) S4 604SS 41v S Be. Sr. NX00, W 961E8 PNEM NAI R 06710-0192 INC 1DN LB O16'N 0411162) NN. LN SN( 5221 Sr AN, LOT 901A SO' NM. NB KIG22. 10' RE M150510 14' IW 4M Mk 1E4 w,SIXBt1140: S' OWNER cox 21500N 416 S 161N 9 WAW90165 (1061111.6191 ENGINEER PA11MA70, AE. IX LOCK 175 WEAMMO 0A NE ICOW W 95421 (fib) 130-3110 SURVEYOR RERUN LAM 2103030 P,O,fia8U 1M1767i, M 9E062 (fib) 241-662I ARCFITECT W4L5 2NUM ARNNECIS YOMEST 19915 - IRAO 01 NE. 9011)0 MOW, W 960n (0) 465-4900 FX 170 N RI'VE WORM PUB 9NOIE0 EMEN 676 NN MAT AW M LAWN SOOT O,K9 MAWS 4 WOW( 0 NY 6 EAING 44/4N COVRES L0. 114 M COMAC10N3 499J601M ID wow( ID M 43910 Will MAMBO 99M00 AMR 10 aPS14C109. 0 062106 (S 9wl 4 EMGUPII T M AIEMON Or M M04521 EWER WO 13443 ALMS NO NR1T EOM IO N6 9E NR N71 BEEN MUM P713*2 D. Err COIRLI CB M C07NCTa 9N4 0 ESa/65E 1310117% TM MBA WEMM( MD OPA1a Nl EVi19C ova we 90AN co Kum O Na M POINOM4 M NOBS NO 14(1NG M WOO NO 99K22 LOCUM 9M 10 C3T5CTEXl AM 99116Um( CCLW INUN WTI PL. FORE 1O P4 0 61I) AM BEN FORAM Ala M 0641. UMFS O MNOMaKN NM OOS7CS TO MOM 040 9E14N O IOI CORGIS EIS. 10GN16 Or BED MAIS 4CM1 O 0r9( 91AM 10 AA40 09O M AMMO AMC MOWN MD NE SN9CN TO VAPAf010 COWS MO 0C0M, T4 CO'I9R19 5Ml R11&61 KW WEB 10 4301 ALL 9A.MER NO 10 940@M MN COMMOVE otsbelow. all term pu Da)d11 LOT #1- COSICSHORT PL/T 42xx S 148th ST, TUKWIIA, WA 98168 GRADING AND DRAINAGE PLAN TOB[9NN SERA EMU( l.. 15.50 p' S11, I 111 MOO TO 2007:I B001m. EO1 SD C 4N • 271.20 E = 074,18 (I' N) ( • 174.43 (4 5) BOA' SO0IBM 1' MDC LBO SERA EA45ENl ON 7111E Y1 .$ I•171A711M I( • 170.80 Il0D0 MILNIO TR N1 ) a LOT2 (APN 004000-0791) 51.04 IBA OAwuf( 9D4 MW I[i191D10 CABLE (SR A)1. AN6) EMIT • 1,015 SE. MN NA. • 18.0 WX(If. •111.5 C' DN 0A1. AC F000M MIN ..014.5E (SODA[) NUM 1( n0161 y0009 0700'1 S. 148TH STREET 4'IX444F. MC roaTiCkRui •174SA ($•0OO RIM MO 401.04 421 SSE ION 0E4 ELASI LADE Mt N1E VMS WE BMW MACE MARS KO O OM ONO[ 9PIC[ MI M0 OAT NINOED 1O MR LAMA A'O TIMM MRS ME OA ODES NN AWWW M ME Cr ICE AIMS 45 B66 NN DE% MOO COAWEIWL 0Fa6W90 2t* C00 CI 9NoU1D BEM NO OM (101M EA YOWR ES1M1S Bl4D O M OD COMM PAONM% B,551 NN NOT 10171 TO 11( MOW 9E0E0106 AND 4040RCC KMO1, kw!, op(1 O,AN BENET(EEI EC1B COT, BP 1 he B 0T51113 B FOR 0611C ESEp74 BIM AT MAW NQIOENYN 9AM91010?. MOM NI 94(E MIMS A1N ROW NM A.MRYOS. i•I'E7 280.60 S MO MNE5 41121'1w0LLY. NOCENY NNL 036 (0 OW 49 = 077.(3 E • 171,22 (I' NI \R •174.s1(E Si 40 • 171,11 IE • 114.50 (I' SE) )L14' SO 0 1731E 244i 190.;'N'J.. 1726' ;-2030' TYPI FiSa =1761 2.< 1/11(1701 =170.60 (10 01 9, 11),16 ;n A I•171.n(4.NI E-7ni51'.2'IN, NO POO4OMW ONES NI CO VW MO EA9.RNR O MA NM69%6 00IE411 IN 4 WATT IMAM AM MVO CLAMS MD au G9NlYEPRECAL NI MN 000E2 A4 9W14 AM N-11([Wl ANL MOM EMU NO SYMN REDO' M[BACEI ABS 0701116E CEO M N( AMS. (1'ERAL SITE DEVELOPi9U1T NOTES I. AC OWNCIO 91611. WAX,* WE MKS a M A01C'0E DWG 00 97W66E6 Al M JC13 TE 03M4 NAM NMSW1101 aE0.WMS. 1. C0MITI3 9NLL AIBM TWILL NUM WS NM( BEN MC Nab 10 07XEN%G NPb. 1 )( g6*C60N gull 9 49269E FM AWOM M IaAAO1, smear AM au1N a 41((1% LANES Na 10 C961MCMN MO IR KO O M9 MI5 W WL MNl3 ON(N NINI 1601HOW 051 O 6615 919&Y 6401196269new 0619N518113448147 4RMCI a BM 0I 4CW MAC AWOBYORM WE Wm Kra O6OG BOLA O NM MN% KW Id MNOBM BET NO AN 973fa TO A MCI NAM NAOABN. SOQ 1.00XIMNROEOAAOS 9001 KEBWY NM EN BENN09 WC CM MK MINER 4.1013WINBL1Y ECR KONAaABC 4C16E6014[Wia09iPS 06711O 90A0 ONN,M D7MM0a 9M1 C06UM MMCIEN,74EA M REM 411 MAMBO TO 42104 MN (O MICIE 4, 14 NE EWANa1I( MAXTOR TO WO All Or M CAW NO SWUM 1100AI0 9IM M 4O1BT AEI SMARM 1O Ni woo a 3611LL101, 90A010 CO RKIN Fu0 A CONI01 ON M AWNS ENM ID NE 9(C4CA0A6 N M 41A1AE CCM,,116 M O}O7ACIaS NE40601T 10N00Y M MET 4834 Or CNN XMT14 FROI TO WI 9M Or CG31R0'1ON Eg1q M M 319C1W fi PM M AO(0 EOM Owl OOTRNE CCEMNAE Or 1Nl NE0O8R11M NE(ODACNA TO DJRA11M EH a el 6 DIR0 M M P01MA6 .040 N N11 aWIMNT M EOM 4OLLBOM N0 OAS. S 0 904 E M 0*M(1a3 4926WA 10 CB I( WORM NN1(S A4RM0 9NW TO AOA674CM% S IRECMB OF 9193 WL BE MAW) B A OEM O GOOK AWN RWSCMN a NWI EMS Rik N(1LAM6K0 M A E7E7NOM 0 M 0ARA 0 994 4 M C1M10(I7S E92600 MCP 7NE MOM (41Ou0 A ONNO Or BNA7IOIG 1. PM T MYM514CC11 M MAW CB01BEC01WC0I9wl COACT M 10X1 O0/al ow N94IIBN MINE NO 51609 MY 40.940 AE-COMBNAO NEEAMS), IMRCNX 9wl Man KS* tlMR RIACANO 10 Mg 1EI) DOM AM IAMB 0 M-00616000Y[n9GS 8. LE MOM 6 090'i496f Ta X041N NC 91 SOEIY NO ME COAT 0M ME BET 090 BAWDS MO 4BWIO6, a Mf CMA NWNCY NMG l59Ma0N TO MANATLN NO MUM moms. M COMITCA 6 UMW NA 00E4IMM NE $MS 40 4MTT MGAEOW ET TN ROA MA4l0K CM a 070, AS RAl6 W OMR ENVY MI 146 JFi547AM 101 EICIMA MEN MOM KUM 9. M ECM TN 91W 4 RIME FOR NNNC CONE SR00OIYA SUP MS, MIN WM RAMS,, MO WY OMR MD CMTO METMETNI N4429,I, NUM, Aro 9FEET WA13TO 43 IME0 EMMY 0 COMM MN M .122 *9'CE a A0N1 CONE➢ M M COMM MY TOM MNM M INRllO 001-a-WY 040 WY AMP NMNI IW41C RO1 S&LL MPAE 0 LUST O(6C1E9 FOR 8 IA9E a RN1C ARCM. 10. 9EECM TIMES 9A441ME6 0 M C 410411N 10 RIMNL 41011 ABC NO WE AWES AI NL MSS DAM 0717611p M 0IMICA 9N41 mat ION NOICNO 0 Nl ERN VIM sMEIS MI ARE 10 NENW a(R1T0W 119I21 M MUM 192A I0019901% a 1948OMAMS II, IA (1) 0a5 a MSl MWON60 6U161USI 4 O M OD 911160061 6.00616p016 N 9ND9E4. ONE (1) 91 MN NEON Or 6-B1I MDMM019M10 NOTED l0 PROJECI EQUA. AI C1WL1101 Cr KW. 12 CO'RM 9w13LA61 WINES a A LRMEO UO 9.0029 f0 S14 N06@W1 Lt)M141 TO N1 NM NN0p016. SMOG DM BEM M61 ERN [MAC AM LES NMO M WV 741171O N4NO0 00WCN 0101011( TO 99A4,ON MIN IB' M0M (ACID 0119145 SOTS M1/ NFITRATION TRENCH - LOT 1 SM2 NN110 SNAIE CML STET IOx C1 OC1M N0 OMLC1 Apt CI 11666.1M EA[6631 X 9IOEAAAO COM AM 1- 11-0 w Or OQIO OF I Q N1 0' 9ONJ 0x3 p it raNY J 0 5- z 0 z 0z� C'A ••• GEOTECHNICAL EVALUATION REPORT PROPOSED COSIC RESIDENCE (LOT 1) 4260 SOUTH 148TH STREET TUKWILA, WASHINGTON REVIEWED FOR CODE COMPLIANCE APPROVED MAR oa 2020 City of Tukwila BUILDING DIVISION CORRECTION LTR# I For Mr. Zehrudin Cosic 4248 South 148th Street Tukwila, WA 98168 Prepared by Pioneer Engineers, Inc. P. a Box 33628, Seattle, WA 98133 Phone: (206) 427-9118, Fax: (206) 306-2982 josephwu.pei@gmail.com November 20, 2019 (RECEIVED DEC 1 3 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA DEC 19 2019 0 3 0 3 PERM CENT II PIONEER ENGINEERS, INC. Geotechnical Engineering • Earth Science • Water Resources November 20, 2019 Mr. Zehrudin Cosic 4248 South 148th Street Tukwila, WA 98168 Subject: Geotechnical Evaluation Report Proposed Cosic Residence (Lot 1) 4260 South 148th Street Tukwila, Washington Dear Mr. Cosic: At your request, Pioneer Engineers, Inc. ("PEI") has completed a geotechnical evaluation report for the proposed residence at the above subject site in Tukwila, Washington. Presented in this report are PEI's subsurface findings, conclusions and recommendations for the development. Conventional spread footings bearing on medium -dense marine and nonmarine sedimentary rocks should be able to provide adequate support for the residence. The findings of subsurface exploration and the result of a small pilot infiltration test ("PIT") indicate that stormwater infiltration is feasible for on -site stormwater management. An infiltration trench or more should be capable of serving this purpose. PEI trusts this report is sufficient for your current needs. Should you need further consultation, please feel free to call or email. Respectfully submitted, PIONEER ENGINEERS, INC. Joseph Wu, P.E. Engineering Consultant P. O. Box 33628, Seattle, WA 98133 Phone: (206) 427-9118 • Fax: (206) 306-2982 josephwu.pei®gmail.com Table of Contents PROJECT DESCRIPTION 1 SCOPE OF WORK 1 SITE CONDITIONS 2 Surface Conditions 2 Geologic Mapping 2 Subsurface Exploration 3 Subsurface Soils 3 Groundwater Conditions 3 CONCLUSIONS AND RECOMMENDATIONS 4 GRADING AND SITE PREPARATION 4 STRUCTURAL FILL AND COMPACTION 5 FOUNDATION SUPPORT 6 Foundation Wall Drain 6 STORMWATER INFILTRATION 7 PIT Procedures and Result 7 Design Infiltration Rate 8 Stormwater Infiltration Trench 9 LIMITATIONS 9 LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Vicinity Map Site and Exploration Plan USCS Chart Test Pit Logs TP-1 and TP-2 Foundation Wall Drain PIONEER ENGINEERS, INC. Geotechnical Engineering • Earth Science • Water Resources PROJECT DESCRIPTION The site is the south lot ("Lot 1") of a recently subdivided property ("parent parcel") with the preservation of an existing residence on the north lot ("Lot 2"), located approximately 590 feet east of the intersection of South 148th Street and 42nd Avenue South in Tukwila, Washington. The general location of the site is shown on Figure 1. Based on the short plat set prepared by Centre Pointe Consultants, civil set by J3NP Engineering and communication with the civil engineer, PEI understands that the proposed development would consist of constructing a single-family, wood -framed structure with an attached garage in the western portion of Lot 1 in conjunction with a shared driveway along the east boundary of the site, accessible from South 148th Street. Minor grading is anticipated to establish the foundation and driveway. Slabs of the lower floor and garage would likely be poured on grade for the new residence. An infiltration trench is proposed under the driveway of the utility/access easement. Subsurface soil and groundwater conditions stated in this report may vary from those actually encountered during construction. If variations appear then, PEI should be retained to re- evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding with subsequent earthwork. SCOPE OF WORK The purpose of this report is to characterize subsurface soil and groundwater conditions with two test pits ("TP-1 and TP-2") and a small pilot infiltration test ("PIT"), and use such information obtained to provide geotechnical recommendations for the development. To achieve the purpose, the scope of services specifically comprises the following items: 1. Explore subsurface conditions with test pits to a maximum depth of 6 feet. The underlying soils encountered are visually classified; P. O. Box 33628 . Seattle, WA 98133 Phone: (206) 427-9118 • Fax: (206) 306-2982 josephwu.pei@gmail.com November 20, 2019 Proposed Cosic Residence (Lot 1) PEI Project No. G19A43 Page 2 2. Collect soil samples at selected depths and seal them in sampling bags for further examination; 3. Perform a site reconnaissance to observe and document existing surface features; 4. Review geologic and surficial soil conditions by referencing a geologic map; 5. Conduct a small PIT in TP-2 stated 1); 6. Prepare a written report to address subsurface findings and provide recommendations for structural fill and compaction and foundation support, as well as evaluation of on -site stormwater infiltration and provision of a design infiltration rate. SITE CONDITIONS Surface Conditions The site is currently an undeveloped vacant lot rectangular in shape bounded to the south by South 148th Street and adjoins private properties on the other three sides. Based on the mentioned plat set, the site is measured 68.96 feet along the street and 89.01 feet in depth, encompassing an area of 0.141 acre. A vertical relief of 6 feet stretches about 70 feet horizontally within the site. Topographically, the site is situated near the top of a regional slope descending southwesterly. Locally within the site, the ground surface slopes down mildly to the southwest. A one-story building currently occupies the southern portion of Lot 2 with a detached garage to its east. The remaining open space is covered mostly with grass lawn and shrubs. Geologic Mapping A geologic map, Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, prepared by Derek B. Booth and Howard H. Waldron in 2004 was referenced for the geologic and soil conditions at the site. According to this map, the site is mapped in Till ("Qvt") deposits. Qvt was deposited directly by glacial ice during the glaciation as it advanced over an eroded, PIONEER ENGINEERS, INC. November 20, 2019 Proposed Cosic Residence (Lot 1) PEI Project No. G19A43 Page 3 irregular surface of older formations and sediments. It is a mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders. In this publication, marine and nonmarine sedimentary rocks ("Tptm") described as "volcanic conglomerate and marine sandstone; some siltstone and shale. Mostly composed of volcanic fragments and minor arkose..." is part of Tukwila Formation ("Tpt"). Subsurface Exploration On November 9, 2019, subsurface conditions were explored with two test pits to a maximum depth of 6 feet. These pits were excavated with a rubber tire -mounted excavator (Kubota LA340) provided by the property owner. Approximate locations of these pits are shown on Figure 2. Subsurface exploration was continuously monitored by an engineer from PEI who documented the underlying soil and groundwater conditions encountered, maintained a log of each pit, obtained representative soil samples, and observed pertinent site features. The final test pit logs represent PEI's interpretations of subsurface conditions explored. The stratification lines in the logs indicate approximate boundaries between soil types. Actual transitions may be more gradual in the natural geologic setting. The soils encountered are visually classified in general accordance with Unified Soil Classification System ("USCS") of which the chart is shown in Figure 3. Subsurface Soils Both test pits encountered fairly consistent soil conditions: 2 inches of crushed rock or 3 inches of topsoil underlain by 9 to 10 inches of loose fill of brown, silty, fine sand with construction debris and a trace of coarse gravel. Underlying this fill was 3 inches of relic topsoil. Next encountered were loose to medium -dense marine and nonmarine sedimentary rocks consisting mostly of light brown, silty, fine sand with a trace of coarse gravel and sandstone fragments, occasional cobble. A greater quantity of sandstone fragments was encountered at 4 feet and deeper. More detailed soil information is presented in Figure 4. PIONEER ENGINEERS INC. November 20, 2019 Proposed Cosic Residence (Lot 1) PEI Project No. G19A43 Page 4 Groundwater Conditions No groundwater seepage was encountered in both test pits. Seepage levels generally fluctuate with seasons, depending on the amount of precipitation and surface runoff, denseness of groundcover, purpose of land use, and other factors. CONCLUSIONS AND RECOMMENDATIONS Based on the soil and groundwater conditions encountered in subsurface exploration, it is PEI's opinion that, from a geotechnical engineering viewpoint, the site is appropriate for the proposed development if recommendations in this report are closely followed. Conventional spread footings bearing on medium -dense marine and nonmarine sedimentary rocks should be able to provide adequate support for the residence. The findings of subsurface exploration and the result of a small PIT indicate that infiltration is feasible for on -site stormwater management as addressed in Stormwater Infiltration of this report. An infiltration trench or more would serve the purpose. GRADING AND SITE PREPARATION Site preparation includes clearing and removal of ground features, and implementations of temporary erosion and sediment control ("TESC") measures. Clearing of ground includes stripping and grubbing of surface vegetation within the construction limits. Occasional overexcavation may be required when local weak soil pockets encountered. Overexcavation should be backfilled with structural fill and compacted to a stable condition. On - site topsoil is unsuitable for use in any structural areas. This soil shoubd be disposed of at approved locations or used solely for landscaping purposes. Prior to starting construction activities, a silt fence should be installed along the lower boundary of the site. This fence may be implemented with a highly visible grid fence to delineate the clearing limits. The entrance, parking, and loading areas should be paved with a minimum 12- PIONEER ENGINEERS, INC. November 20, 2019 Proposed Cosic Residence (Lot 1) PEI Project No. G19A43 Page 5 inch -thick layer of quarry spalls (generally 2 to 4 inches in size), underlain by non -woven geotextile to prevent sediments from being tracked onto the street. The silt fence and spall pad serve as TESC measures during construction. They should remain in place until full establishment of permanent ESC measures. STRUCTURAL FILL AND COMPACTION Structural fill is the material placed under footings, on -grade slabs and pavements where it withstands loading. Structural fill should be free of organic, construction debris and other deleterious substances. It should consist of clean soils with individual particles not greater than 4 inches in size. On -site till deposits containing a significant quantity of fines (silt and clay particles) are difficult to be compacted to meet the criteria in wet weather. Free -draining granular materials such as 2-inch-minus washed rock containing no more than 5 percent of fines should be imported for use in structural areas. Recycled concrete may be used as structural fill provided that the requirements of 9-03.12(2) of the latest WSDOT standard specifications are met. Structural fill should be placed per loose lift not more than 10 inches in thickness, and compacted to meet the required percentage of maximum dry density determined by ASTM D1557 (Modified Proctor Method) as summarized in the following table: Applicable Area Maximum Dry Soil Density Utility Trench Backfill 95% for upper 4 feet, 90% below Controlled Density Fill ("CDF") may be used as an alternative for structural fill. CDF (a flowable, self -compacting, rigid -setting and low -density material) is generally used in overexcavation in a foundation or utility trench. Wherever applicable, neither are compaction efforts required to densify this fill, nor density tests needed to ensure the adequacy of compaction efforts. This material's flowability enables it to access difficult spots and displace standing water in the trench. CDF has a typical minimum slump of 10 inches and a 30-day compressive strength of PIONEER ENGINEERS, INC. November 20, 2019 Proposed Cosic Residence (Lot 1) PEI Project No. G19A43 Page 6 200 pounds per square inch ("psi") or less. Low compressive strength allows CDF for convenient excavation in case of any design alteration during construction. FOUNDATION SUPPORT Foundations are constructed of individual spread footings and continuous strip footings bearing on medium -dense marine and nonmarine sedimentary rocks. Individual footings are usually used to support columns, and continuous footings, bearing walls. For footings constructed as recommended above, design criteria for these foundations are summarized: • Allowable soil bearing pressure for spread footings poured on medium -dense marine and nonmarine sedimentary rocks should be no more than 1,700 pounds per square foot ("psf"). • Minimum depth to bottom of perimeter footing below adjacent exterior finish grade should be at least 18 inches to reduce the risk of the foundation damage by the frost effect. • Interior footings supporting bearing walls or bracing walls should have a minimum depth of 12 inches from the top of the on -grade floor slab to the bottom of the footing. • Minimum width of continuous footings should be 16 inches; minimum width of individual footings should be 24 inches. Foundation Wall Drain A drainage system should be installed around the foundation wall. This system would consist of a 4-inch-diameter minimum, rigid, perforated PVC pipe with its invert placed slightly below the bottom of the footing, and bedded on at least 3-inch-thick washed rock (5/8-inch in size) and covered with a minimum of 6 inches of same rock containing no more than 2 percent of fines. Such rock should be wrapped with a layer of durable non -woven geotextile such as Mirafi 140N. The drain pipe should be placed with a positive slope to generate gravity flow. A drain mat such PIONEER ENGINEERS, INC. November 20, 2019 Proposed Cosic Residence (Lot 1) PEI Project No. G19A43 Page 7 as Mirafi GINN should be placed to the full depth of the wall and hydraulically connected to the pipe. A foundation wall drain is illustrated on Figure 5. STORMWATER INFILTRATION In accordance with 2016 King County Surface Water Design Manual, LID is "a stormwater and land use management strategy that strives to mimic pre -disturbance hydrologic processes of infiltration, filtration, storage, evaporation and transpiration by emphasizing conservation and use of on -site natural features, site planning and distributed stormwater management practices that are integrated into a project design." In recent years, this strategy has been applied primarily to prevent potential pollutants from entering natural water bodies and to reduce the amount of stormwater into a public storm drainage system. To achieve the objectives, LID measures consisting of infiltration trenches, green roofs, bioretention cells, rain gardens, stormwater harvesting devices and pervious pavements have been widely accepted to enhance safety of water environment, street landscape and urban amenities. These measures have higher application priority than conventional (structural) stormwater management practices such as detention vaults or pipes. They are taken into consideration prior to application of conventional practices. PIT Procedures and Result The infiltration test was conducted at a depth of 4 feet in TP-2 with a bottom area of 12 square feet. A plastic splash plate was placed at a corner of the bottom to disperse water and minimize scour. Tap water was carefully dispersed to soak soils in the infiltration zone for at least 6 hours. A hydraulic head of 12 inches was maintained during this period of time. After soaking, the pit was filled up to have a hydraulic head of 12 inches and the drop of water levels measured over elapsed time to obtain measured infiltration rates. Drops of water levels were taken from the readings at a scaled wood stake accurate to half an inch placed in the middle of the pit. This procedure was repeated to obtain the final field infiltration rate after a steady-state rate was reached. Measured water levels versus elapsed time were logged until fully drained, as shown in the table below. PIONEER ENGINEERS, INC, November 20, 2019 Proposed Cosic Residence (Lot 1) PEI Project No. G19A43 Page 8 Soil Description Elapsed Time, min. Water Level, in. Water Level Drop, in. Infiltration Rate, in/hr Light brown, silty, fine sand, trace coarse gravel, occasional cobble, sandstone fragments. 0 12.0 0.0 15 11.5 0.5 2.0 30 11.0 0.5 2.0 45 10.5 0.5 2.0 60 10.0 0.5 2.0 330± 0.0 10.0 1.8 A minimum measured infiltration rate of 1.8 in/hr is selected from the above measured values. It reasonably represents the measured infiltration rate in marine and nonmarine sedimentary rocks. The exploration depth was extended one foot further after testing and no sign of groundwater mounding observed. Design Infiltration Rate In accordance with the aforementioned design manual, correction was made to account for factors (types of field infiltration tests, Ftest• the depth from the infiltration facility bottom to the ing, groundwater table, Fgeometry; flow channels plugged by fine particles in soil mass, Fpiugging) that may affect long-term performance of on -site stormwater infiltration. The correction for the lowest final field infiltration rate in TP-2 is summarized below: Idesign = Imeasured X Ftesting X Fgeometry X Fpiugging Ftesting = 0.5 (small or large scale PIT) Fgeometry = 4(D/W) + 0.05 = 4(1/3) + 0.05 = 1.35 > 1.0, Use Fgeometry = 1.0 D: depth from the bottom of the proposed facility to the maximum wet season water table or nearest impervious layer, whichever is less = 1.0 feet W: width of facility = 3 feet, but Fgeometry :5 1.0 Fpiugging 0.8 (silty sand) Idesign = Imeasured X Ftesting X Fgeometry X Fpiugging = (1.8 in/hr)(0.5)(1.0)(0.8) = 0.72 in/hr PIONEER ENGINEERS, INC. November 20, 2019 Proposed Cosic Residence (Lot 1) PEI Project No. G19A43 Page 9 The calculated design infiltration rate is 0.72 in/hr with a facility width of 3 (or 4 feet), bottom at a depth of 4 feet and a minimum ponding depth of 12 inches. The setback distance may be reduced to 5 feet from structures provided that no basement would be constructed. A minimum of 10-foot clearance should be maintained between trenches if two or more are proposed for one lot. Stormwater Infiltration Trench The facility consists of a level 6-inch perforated PVC pipe with a (cleanout) stand pipe of same size and material at its end. The level pipe should be surrounded by 0.75- to 1.5-inch washed rock wrapped with non -woven geotextile, where the bottom area left open to infiltration subgrade soils. LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use of Mr. Zehrudin Cosic and his authorized personnel. The conclusions and recommendations in this report, however, should not be construed as a warranty of subsurface conditions. Geotechnical recommendations herein are based on the soil and groundwater conditions encountered in the test pits, PIT result, engineering analysis, and PEI's experience and engineering judgment. The recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in local areas. No warranty, expressed or implied, is made. PIONEER ENGINEERS, INC. S NTS PIONEER ENGINEERS, INC. Geotechnical Engineering Earth Science - Water Resources VICINITY MAP PROPOSED COSIC RESIDENCE (LOT 1) 4260 SOUTH 148TH STREET TUKWILA, WASHINGTON PROD. NO. G19A43 DATE 11/20/19 FIGURE 1 LOT 2 rttett,rt_ranr ET0CL SAVO .111,4tl TP-1 ees..zoare's•xxirvism r e' • :T.* 5 T5, • 712" LOT 1 TP-2 IT TESNL,ELL }5..051.5. 43 KALIL 10, oar *NEES IU PEOP0'211 f0".230£4 ,00111 ST6L0 p"Ket IL,E0c0L r0S LEM, WOE Lso00 GANLO Tt..1.1 004 I 2 . 21100 LS. A 6' MELTE We WI WK. WW1 - 61 LT ,LE040110 Ir2 SD 0•40"4 — I •ROPOS ED EASCSENT FOR ACCESS, STOR0 DRAW ATTE SEWER,' SEWERENO UTILITIES COE T4'C I • • 7-'6 • 2/SX. E 214 00 if.' SI OUT k3 0 6' WOE{ PON SO 0 ',ISE SOUTH 148TH STREET Cirt1E1M11-11-f0 • ELTT0 LEVE2 112,10,11T+4. L.MP: oArexorr foe reao", 10 Ex ox.wr vexexart E.x•etio cm ewe •215 ST * 212 '5 02 0 * •72f1 R. • rt tt- 147. t • Approx. Test Pit Location N Scale: 1" = 50' PIONEER ENGINEERS, INC. Geotechnical Engineenng Earth Science Water Resources SITE AND EXPLORATION PLAN PROPOSED COSIC RESIDENCE (LOT 1) 4260 SOUTH 148TH STREET TUKWILA, WASHINGTON PROJ NO G19A43 DATE 11/20/19 FIGURE 2 UNIFIED SOIL CLASSIFICATION SYSTEM MAIN DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE -GRAINED MORE THAN 50% OF GRAVEL GP POORLY -GRADED GP.AVEL SOILS COARSE FRACTION RETAINED GRAVEL WITH GM SILTY GRAVEL ON THE NO. 4 SIEVE FINES GC CLAYEY GRAVEL MORE THAN 50% RETAINED SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND ON THE NO 200 SIEVE MORE THAN 50% OF SAND SP POORLY -GRADED SAND COARSE FRACTION PASSING SAND WITH SM SILTY SAND PASSING NO. 4 SIEVE FINES SC CLAYEY SAND FINE-GRAINED SILT AND CLAY INORGANIC ML SILT, SANDY SILT SOILS LIQUID LIMIT LESS CL LEAN CLAY THAN 50% ORGANIC OL ORGANIC SILT, ORGANIC CLAY MORE THAN 50% PASSING SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT THE NO 200 SIEVE LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY 50% OR MORE ORGANIC OH ORGANIC SILT, ORGANIC CLAY HIGHLY ORGANIC SOILS PT PEAT NOTE: SOIL MOISTURE INDICATORS: 1. FIELD CLASSIFICATION BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO THE TOUCH. OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488_ SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY. 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS MOIST - DAMP, BUT NO VISUAL WATER. BASED ON ASTM D2487. VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH. 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE WET - VISUAL FREE WATER OR SATURATED, USUALLY BASED ON INTERPRETATION OF BLOW -COUNT DATA, SOIL IS OBTAINED FROM BELOW WATER TABLE. VISUAL APPEARANCE OF SOILS, AND/OR TEST DATA. PROPERTY FROM STANDARD PENETRATION TEST SANDY SOILS SILTY OR CLAYEY SOILS Blow Count N Relative Density % Friction Angle Description Blow Count N Unconfined Strength tlu, tsf Description 0 - 4 0 - 15 Very Loose < 2 < 0.25 Very Soft 4 - 10 15 - 35 26 - 30 Loose 2 - 4 0.25 - 0.50 Soft 10 - 30 35 - 65 28 - 35 Medium Dense 4 - 8 0.50 - 1.00 Medium Stiff 30 - 50 65 - 85 35 - 42 Dense 8 - 15 1.00 - 2.00 Stiff 50 85 100 38 46 Very Dense 15 - 30 2.00 - 4.00 Very Stiff > - - >30 >4.00 Hard PIONEER ENGINEERS, INC. USCS CHART PROPOSED COSIC RESIDENCE (LOT 1) 4260 SOUTH 148TH STREET TUKWILA, WASHINGTON Geotechnical Engineering - Earth Science - Water Resources PROJ. NO. G19A43 DATE 11/20/19 FIGURE 3 Logged By: JW TEST PIT NO. TP-1 Date: 11/9/19 Depth ft. USCS Soil Description Sample (N) Blows/ ft. W % Other Test Type No. — ___.3"Topsoil. _ _ _ _ _ _ _ _._._._._._._._._f 1 Brown, silty, fine sand, trace coarse gravel, construction _ _ debris, loose, moist. (Fill)_.,_._._._._._._.._._ _ _ _ _ _ _ _ _ _ 2 _ 3" Relic topsoil. SM Light brown, silty, fine SAND, trace coarse gravel, occasional 3 cobble, trace sandstone fragments, loose to medium dense, moist. (Marine and Nonmarine Sedimentary Rocks) B 1 4 Becomes medium dense, more sandstone fragments @ 4 ft. 5 _ (Marine and Nonmarine Sedimentary Rocks) B 2 6 7 Test pit terminated @ 6 ft; no groundwater seepage encountered during exploration. 8 Logged By: JW TEST PIT NO. TP-2 Date: 11/9/19 Depth ft. USCS Soil Description Sample (N) Blows/ ft. W Other Test Type No. 2" Crushed rock. 1 Brown, silty, fine sand, trace coarse gravel, construction debris, loose, moist. (Fill) 2 3" Relic topsoil. SM Light brown, silty, fine SAND, trace coarse gravel, occasional B 1 3 _ cobble, trace sandstone fragments, loose to medium dense, moist. (Marine and Nonmarine Sedimentary Rocks) q B 2 Becomes medium dense, more sandstone fragments @ 4 ft. PIT @ 4 ft. 5 _ {Marine and Nonmarine Sedimentary Rocks) g Test pit terminated @ 5 ft; no groundwater seepage encountered during exploration and after PIT. One foot 7 _ extended below the bottom of PIT after testing. 8 LEGEND: SS - 2" O.D. Split -Spoon Sample ST - 3" O.D. Shelby -Tube Sample B - Bulk Sample GROUNDWATER: Water Level Seal Observation Well Tip PIONEER ENGINEERS, INC. Geotechnical Engineering - Earth Science • Water Resources TEST PIT LOGS PROPOSED COSIC RESIDENCE (LOT 1) 4260 SOUTH 148TH STREET TUKWILA, WASHINGTON PROJ. NO. G19A43 DATE 11/14/19 FIGURE 4 Non -Woven Geotextile Drain Fill 4" Diameter Min., Perforated PVC OR hdpe Pipe (Positive Gradient to Discharge) Wall Drain Mat Mirafi G100N or Equil. Slope to Drain Structural Fill with Adequate Compaction 3" Min. Not to Scale Foundation Wall Bituminous or Polymer Damp -Proof Coating Slab Notes: 1. Structural fill should consist of clean soils with individual particles no larger than 4 inches in size, and contain no organic and other deleterious substances. 2. The drain pipe should be a rigid, perforated PVC pipe. PIONEER ENGINEERS, INC. Geotechnical Engineering • Earth Science Water Resources FOUNDATION WALL DRAIN PROPOSED COSIC RESIDENCE (LOT 1) 4260 SOUTH 148T1I-1 STREET TUKWILA, WASHINGTON PROJ. NO. G19A43 DATE 11/20/19 FIGURE 5 Roof Floor Ceiling Deck Interior Partition Exterior Partition BEAM CALCULATIONS FOR PLAN M2520C3FT-0 TO BE BUILT IN TUKWILA, WASHINGTON FOR COSIC RESIDENCE LOADING 15 PSF Dead Load + 25 PSF Live Load 10 PSF Dead Load + 40 PSF Live Load 5 PSF Dead Load + 10 PSF Live Load 5 PSF Dead Load + 60 PSF Live Load DEFLECTION Roof = 1/360 Live Load, 1/360 Total Load Floor = 1/480 Live Load, 1/360 Total Load NOTE: This stamp applies to the members and assemblies described in these calculations, and are only valid if they have been wet stamped. ilECEIVED CITY OF TUKWILA SEP 2 0 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 03 2020 City of Tukwila BUILDING DIVISION = 40 PSF = 50 PSF = 15 PSF = 65 PSF = 07 PSF = 10 PSF tm 3 3 Architects Northwest Job No. 180155 ARCHITECTS NORTHWEST, Inc. 18915 142nd Avenue NE Suite 100 Woodinville, WA 98072 (425) 485-4900 FAX (425) 487-6585 www.ArchitectsNW.com Project: M2520C3FT-0 Location: R01 - M BATH WINDOW Roof Beam [2015 International Building Code(2015 NDS)] 3.5lNx9.25INx4.33FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 171.5% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN U5547 Dead Load 0.01 in Total Load 0.02 IN U3193 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 947 Ib 947 Ib 698 Ib 698 Ib 1645 Ib 1645 Ib 0.75 in 0.75 in BEAM DATA Span Length 4.3 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Controlling Moment: 2.165 ft from left support Created by combining all Controlling Shear: At support. Created by combining all Base Values Adjusted Fb = 900 psi Fb' = 1238 psi Cd=1.15 CI=1.00 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc - -- = 625 psi Fc - -L' = 625 psi 1781 ft-Ib dead and live loads. -1645 Ib dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 17.27 in3 49.91 in3 Area (Shear): 11.92 in2 32.38 in2 Moment of Inertia (deflection): 26.03 in4 230.84 in4 Moment: 1781 ft-Ib 5148 ft-Ib Shear:-1645 Ib 4468 Ib ----JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:01 PM 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 16 ft 25 psf 15 psf 1.5 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4.33 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 438 plf Beam Uniform Dead Load: wD_adj = 323 plf Total Uniform Load: wT = 760 plf NOTES Project: M2520C3FT-0 Location: R02 - BDRM 2 WINDOW Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 9.25 IN x 2.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 98.3% Controlling Factor: Shear REFLECTIONS C nter Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/7201 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A 884 Ib 1170 Ib 598 Ib 789 Ib 1482 Ib 1959 lb 0.68 in 0.90 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 2,33 ft 2 ft 2.33 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Adjusted Fb 900 psi Fb' = 1077 psi Cd=1.00 Cl=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: 1803 ft-lb 1.33 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1960 Ib 2.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Eggll Provided 20.1 in3 49,91 in3 16.33 in2 32.38 in2 11.54 in4 230.84 in4 1803 ft-lb 4478 ft-Ib -1960 lb 3885 lb JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:01 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 plf 0 plf 7 plf 7 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1716 Ib Dead Load 1168 lb Location 1.33 ft TRAPEZOIDA LOADS - CENTER SPAN Load Number Qjj IwQ Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 113 plf 68 plf 113 plf 68 plf oft 1.33 ft 1.33 ft 188 plf 113 plf 188 plf 113 plf 1.33 ft 2.33 ft 1 ft Project: M2520C3FT-0 Location: R03 - FAMILY WINDOW Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 462.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.01 in Total Load 0.01 IN L/5664 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 75 1b 75 1b 336 Ib 336 Ib 411 Ib 411 Ib 0.19 in 0.19 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 6 ft Live Load 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' = 1077 psi Cd=1.00 CI=1.00 CF=1.20 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc - -- = 625 psi Fc -1' = 625 psi Controlling Moment: 797 ft-Ib 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 411 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 8.88 in3 49.91 in3 Area (Shear): 3.43 in2 32.38 in2 Moment of Inertia (deflection): 14.67 in4 230.84 in4 Moment: 797 ft-lb 4478 ft-lb Shear: 411 Ib 3885 Ib JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:01 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 plf 90 plf 7 plf 97 plf POINT LOADS - CENTER SPAN Load Number One, Two Live Load 75 Ib 75 Ib Dead Load 45 Ib 45 Ib Location 3 ft 3 ft NOTES Project: M2520C3FT-0 Location: U01 - LIVING BAY Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 5.5IN x 11.5 IN x 9.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 92.1% Controlling Factor: Moment JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:01 PM page of DEFLECTIONS Center LOADING DI RAM Live Load 0.06 IN U1821 Dead Load 0.02 in Total Load 0.08 IN L/1410 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS A a Live Load 1525 Ib 1525 Ib Dead Load 445 Ib 445 Ib Total Load 1970 Ib 1970 Ib Bearing Length 0.57 in 0.57 in BEAM DATA Center ] Span Length 9,33 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Notch Depth 0.00 I 9.33 ft MATERIAL PROPERTIES FLOOR LOADING Side 1 Side 2 #2 - Douglas -Fir -Larch Base Values Adjusted Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 10 psf 10 psf Floor Tributary Width FTW = 1 ft 7.2 ft Wall Load WALL = 0 plf Bending Stress: Fb = 875 psi Fb= 874 psi Cd=1.00 Cl=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -I- to Grain: Fc - -I- = 625 psi Fc - 1' = 625 psi Controlling Moment: 4594 ft-lb 4.665 ft from left support BEAM LOADING Beam Total Live Load: wL = 327 plf Beam Total Dead Load: wD = 82 plf Beam Self Weight: BSW = 14 plf Total Maximum Load: wT = 422 plf Controlling Shear: 1970 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 63.1 in3 121.23 in3 Area (Shear): 17.38 in2 63,25 in2 Moment of Inertia (deflection): 183.72 in4 697.07 in4 Moment: 4594 ft-Ib 8826 ft-Ib Shear: 1970 lb 7168 lb NOTES Project: M2520C3R-0 Location: UO2-DINING/LIVING Uniformly Loaded Floor Beam [2O15International Building Code(2015NDG)] 5125|Nx12.0|Nx11.50FT 24F-V4'Visually Graded Western Species ' Dry Use Section Adequate By: 52.4Y6 Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.16 IN L/886 Dead Load 0.09 in Total Load 0.25 |NL/54S Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/3OV esAonOmS Live Load Dead Load Total Load Bearing Length A B 3050 lb 305 lb 1766 m 1766 lb 4816 lb 4816 lb 1.45 in 1.45 in gEAMoATA Span Length uobranodLongth-Top Floor Duration ramn, Camber Adj. Factor Camber Required Notch Depth Center 11.58 ft uft 1.00 1 0.09 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values &d*usted Fb= 2400 psi Controlled by: Fb_cmp,= 1850 psi FK~ 2384 psi Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ImGrain: 1800 ksi E= 1800 ksi 650[si Fc'J-= 650 psi Controlling Moment: 13943n-lu s.7e*from left support Created bycombining all dead and live loads. Controlling Shear: -4816m At support. Created uycombining all dead and live loads. Comparisons with required sections: Roq'd pmvmou Section Modulus: 08.89 in3 123 |oa Area (Shear): 27.28in2 61.5m2 Moment pfInertia (deMer ow): 484.31 in4 738in4 Moment: 13843#-lb 24539n-lu Shear: 481e|b 10065|b / JOGsPEnEz Architects Northwest Inc, FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side Side Fu= 40 msf 40 psf FDL= 10 vsf 10 paf rTvv= 7.2 ft O ft NALL= 100 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL~ 527 plf wo~ 282 plf oovv= 13 plf vJ= 832 p|f Project: M2520C3FT-0 Location: UO2a & UO3a FTG - F01 Footing [2015 International Building Code(2015 NOS)] Footing Size: 2.0 FT x 3.5 FT x 10.00 IN Reinforcement in Long Direction: #4 Bars @ 8.00 IN. O.C. / (3) min. Reinforcement in Short Direction -center band (Equal to width of short side): #4 Bars @ 5.88 IN. O.C. / (4) min. Reinforcement in Short Direction -outside bands: #4 Bars @ 3.00 IN. O.C. / (1) Each band. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi 0= 3 in FOOTING SIZ Width: Length: Depth: W = 2 ft L = 3.5 ft Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Concrete m = 8 in n = 30 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear Short Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Qu = 1159 psf Qe = 1375 psf Areq = 5.9 sf A = 7.00 sf Bear = 11703 Ib Bear -A = 663000 Ib Vu1 = 853 Ib Vc1 = 19688 Ib Bo = 101 in Vu2 = 5706 Ib vc2-a = 72594 Ib vc2-b = 105938 Ib vc2-c = 94688 Ib vc2 = 72594 Ib Mu = Mn = a 15604 in-Ib 253752 in-Ib 0.53 in As(1) = 0.07 in2 Min. Code Req'd Reinf. Shrink./Temp (ACI-10.5.4): As(2) = 0.84 in2 Controlling Reinforcing Steel: As-reqd = 0.84 in2 Selected Reinforcement: Short -band: #4's @ 5.9 in. o.c.(4) Min. Out bands: #4's @ 3.0 in. o.c.(1) Min. Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. As = 1.18 in2 Ld = Ld-sup = 15 in 5 in 6/27/2018 8:25:02 PM JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 LOADING DIAGRAM page /of 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight: PL = 4921 Ib PD = 3191 Ib PT = 8112 Ib Pu = 11703 Ib Wt = 564 Ib Long Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Mu = Mn = a As(1) As(2) = As-reqd = 5015 in-Ib 127637 in-Ib 0.46 0.02 0.48 0.48 in in2 in2 in2 Long Dir: #4's @ 8.0 in. o.c.(3) Min. As = 0.59 in2 Ld = Ld-sup = 15 in 3 in NOTES Project: M2520C3FT-0 Location: UO2b 8, HDR FTG - F02 Footing [2015 International Building Code(2015 NDS)] Footing Size: 2.17 FT x 2.17 FT x 10.00 IN Reinforcement: #4 Bars @ 9,00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c 3 in FOOTING SIZE Width: Length: Depth: W= 2,17 ft L = 2.17 ft Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1276 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 4,37 sf Area Provided: A = 4.71 sf Baseplate Bearing: Bearing Required: Bear = 8811 Ib Allowable Bearing: Bear -A = 44200 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu 1 = 2291 Ib Allowable Beam Shear: Vc1 = 12206 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 41 in Punching Shear: Vu2 = 7446 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 57656 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 77813 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 38438 Ib Controlling Allowable Punching Shear: vc2 = 38438 Ib Bending Calculations: Factored Moment: Mu = 28679 in-Ib Nominal Moment Strength: Mn = 127959 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.43 in Steel Required Based on Moment: As(1) = 0.13 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.52 in2 Controlling Reinforcing Steel: As-reqd = 0.52 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Ld = Ld-sup = 15 in 10.02 in -------- JOSE PEREZ Architects Northwest Inc, StruCalc Version 10.0.1.6 6/27/2018 8:25:02 PM page /of LOADING DIAGRAM 10 in 'r 4 in ----I 2.17 ft 3 in FOOTING LOADING Live Load: PL = 4003 Ib Dead Load: PD = 2005 Ib Total Load: PT = 6008 Ib Ultimate Factored Load: Pu = 8811 Ib Footing plus soil above footing weight: Wt = 379 Ib NOTES Project: M2520C3FT-0 Location: UO2b & liDR POST Column [2015 International Building Code(2015 NDS)] 3,5 IN x 5.5 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 31.7°/0 VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 4003 Ib Vert-DL-Rxn = 2043 Ib Vert-TL-Rxn = 6046 Ib COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 4 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adjusted Fc = 1350 psi Fc'= 460 Cd=1.00 Ct=1.10 Cp=0.31 Fbx = 900 psi Fbx' = 1170 Cd=/:00 CF=1.30 Fby = 900 psi Fby= Cd= /. 00 CF=1.30 E = 1600 ksi E' = psi psi 1170 psi 1600 ksi dx = dy = A = Sx = Sy = Lex/dx = Ley/dy Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Fc = Fc' = Mx -ex = My-ey = Mx = My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 5.5 in 3.5 in 19.25 in2 17.65 in3 11.23 in3 8.73 30.86 314 psi 460 psi 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-Ib 0 psi 1170 psi 0 psi 1170 psi 0.68 JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:02 PM page 0 LOADING DIAGRAM 9ft .1, B AXIAL OAD N Live Load: Dead Load: Column Self Weight: Total Axial Load: PL = 4003 lb PD = 2005 Ib CSW = 38 lb PT = 6046 Ib NOTES Project: M2520C3FT-0 Location: UO3 - DINING WINDOW Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.5IN x 11.25 IN x 7.83 FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 6.0% Controlling Factor: Moment / Depth Required 11.58 In. DEFLECTIONS Center Live Load 0.06 IN L/1584 Dead Load 0.05 in Total Load 0.10 IN L/900 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A fi 1871 Ib 1252 Ib 1415 Ib 1043 Ib 3286 Ib 2295 Ib 1.50 in 1.05 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 7.83 ft 2 ft 7.83 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: )3ase Values Adjusted Fb = 900 psi Fb' = 987 psi Cd=1.00 CI=1.00 CF=1.10 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc - = 625 psi Fc - = 625 psi Controlling Moment: 6434 ft-lb 3.91 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3287 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 78.26 in3 73.83 in3 Area (Shear): 27.39 in2 39.38 in2 Moment of Inertia (deflection): 166.12 in4 415.28 in4 Moment: 6434 ft-lb 6070 ft-lb Shear: 3287 Ib 4725 Ib ----- JOSE PEREZ r v Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:02 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 40 plf 10 plf 9 plf 59 plf POINT LOADS CENTER SPAN Load Number One Live Load 620 Ib Dead Load 372 Ib Location 5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 0 plf 438 plf Left Dead Load 80 plf 263 plf Right Live Load 0 plf 438 plf Right Dead Load 80 plf 263 plf Load Start 0 ft 0 ft Load End 7.83 ft 5 ft Load Length 7.83 ft 5 ft NOTES Project: M2520C3FT-0 Location: U04 - NOOK/KITCHEN Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NOS)] 8.75 IN x 15.0 IN x 18.33 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 42.5% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.29 IN L/750 Dead Load 0.14 in Total Load 0.43 IN L/513 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 4179 Ib 4784 Ib 2042 Ib 2194 Ib 6221 Ib 6978 Ib 1.09 in 1.23 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 18.33 ft 2 ft 18.33 ft 1.00 1 0.14 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Fb = 2400 Fb_cmpr = 1850 Cd=1.00 CI=1.00 Shear Stress: Fv = 265 Cd=1.00 Modulus of Elasticity: E = Comp. 1 to Grain: Fc -1= Bending Stress: Adjusted psi Controlled by: psi Fb' = 2255 psi Cv=0.94 psi Fv' = 265 psi 1800 ksi E' = 1800 ksi 650 psi Fc -1' = 650 psi Controlling Moment: 31560 ft-lb 9.35 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6978 Ib 18.0 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. Req'd Provided Section Modulus: 167.93 in3 328.13 in3 Area (Shear): 39.5 in2 131.25 in2 Moment of Inertia (deflection): 1727.11 in4 2460.94 in4 Moment: 31560 ft-lb 61667 ft-Ib Shear:-6978 Ib 23188 Ib -------- JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:02 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 pif 80 pif 28 pif 108 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length One 320 plf 80 plf 320 plf 80 plf Oft 3.58 ft 3.58 ft Two 530 plf 133 plf 530 plf 133 plf 3.58 ft 18.33 ft 14.75 ft NOTES Project: M2520C3FT-0 Location: U04a FTG - F03 Footing [2015 International Building Code(2015 NDS)] Footing Size: 2.33 FT x 2.33 FT x 10.00 IN Reinforcement: #4 Bars @ 10.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c = 3 in FOOTING SIZE Width: W = 2.33 ft Length: L = 2.33 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 = 6 in n = 10 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a = Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. ShrinkiTemp. (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. Qu = Qe = Areq = A= 1146 psf 1375 psf 4.52 sf 5.43 sf Bear = 9137 Ib Bear -A = 165750 lb Vul = Vol = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = 2526 Ib 13106 Ib 57 in 6810 Ib 58781 Ib 85313 Ib 53438 Ib 53438 Ib 31933 in-Ib 128268 in-Ib 0.40 in 0.14 in2 0.56 in2 As-reqd = 0.56 in2 #4's @ 10.0 in, o.c: e/w (3) Min. As = 0.59 in2 Ld Ld-sup = 15 in 10,98 in JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:02 PM page /of LOADING DIAGRAM 10 in 10 in 10 in 0 2.33 ft —6 in 2.33 ft 3 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight PL = 4179 Ib PD = 2042 Ib PT = 6221 Ib Pu = 9137 Ib Wt = 437 Ib NOTES Project: M2520C3FT-0 Location: U04b FTG - F04 Footing [2015 International Building Code(2015 NDS)] Footing Size: 2.33 FT x 2.33 FT x 10.00 IN Reinforcement: #4 Bars @ 10.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c = 3 in FOOTING SIZE Width: Length: Depth: W = 2.33 ft L = 2.33 ft Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m 8 in Column Depth: n = 18 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: Bear -A = 397800 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1372 Ib Allowable Beam Shear: Vc1 = 13106 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 77 in Punching Shear: Vu2 = 5740 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 68177 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 94688 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 72188 Ib Controlling Allowable Punching Shear: vc2 = 68177 Ib 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: As-reqd = 1285 psf 1375 psf 5.07 sf 5.43 sf Bear = 10287 Ib 18323 in-Ib 128268 in-Ib 0,40 in 0.08 in2 0.56 in2 0.56 in2 Selected Reinforcement: #4's @ 10.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 6.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. JOSE PEREZ Architects Northwest Inc, StruCalc Version 10.0.1.6 6/27/2018 8:25:02 PM page of LOADING DIAGRAM 10 in 10 in 18 in 2.33 ft 8 in - 2.33 ft I 3 in 3 in FOOTING LOADING Live Load: PL = 4784 Ib Dead Load: PD = 2194 Ib Total Load: PT = 6978 Ib Ultimate Factored Load: Pu = 10287 Ib Footing plus soil above footing weight: Wt = 437 Ib NOTEa Project: M2520C3FT-0 Location: U04b POST Column (2015 International Building Code(2015 NDS)) 5,5 IN x 9.51N x 9,0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 72.9% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 4784 Ib Vert-DL-Rxn = 2296 Ib Vert-TL-Rxn = 7080 Ib COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 4 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slendemess Ratio: Base Values Adjusted Fc = 600 psi Fc= 500 psi Cd=1.00 Cp=0.83 Fbx = 875 psi Fbx' = Cd= /. 00 CF=1. 00 Fby = 875 psi Fby' Cd=1.00 CF=1.00 E = 1300 ksi E' = 875 psi 875 psi 1300 ksi dx = dy = A = Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Fc' Mx -ex = My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 9.5 in 5.5 in 52.25 in2 82.73 in3 47.9 in3 5.05 19.64 136 psi 500 psi 0 ft-lb O fi-Ib 0 ft-lb O ft-lb 0 psi 875 psi O psi 875 psi 0.27 JOSE PEREZ Architects Northwest Inc, StruCalc Version 10.0.1.6 6/27/2018 8:25:02 PM page of AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Axial Load: PL = 4784 lb PD = 2194 lb CSW = 102 Ib PT = 7080 Ib NOTES Project: M2520C3FT-0 Location: U05 - NOOK DOOR Multi -Loaded Mufti -Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 8.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 19.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN L/1666 Dead Load 0.03 in Total Load 0.09 IN L/1070 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1473 Ib 1551 Ib 818 Ib 865 Ib 2291 Ib 2416 Ib 1.05 in 1.10 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 8.33 ft 2 ft 8.33 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 987 psi Cd=1.00 CI=1.00 CF=1.10 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc - = 625 psi Fc - L' = 625 psi Controlling Moment: 5080 ft-Ib 3.92 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2417 Ib 8.0 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: Req'd Provided Section Modulus: 61.79 in3 73.83 in3 Area (Shear): 20.14 in2 39.38 in2 Moment of Inertia (deflection): 139.75 in4 415.28 in4 Moment: 5080 ft-Ib 6070 ft-Ib Shear:-2417 Ib 4725 Ib JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:03 PM page //of LOADING DIAGRAM 3 ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 327 plf 82 plf 9 plf 418 plf POINT LOADS - CENTER SPAN Load Number One Two Three Live Load 100 Ib 100 Ib 100 Ib Dead Load 60 Ib 60 Ib 60 Ib Location 3.92 ft 3.92 ft 7.92 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 0 plf Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 90 plf 0 plf 90 plf Oft 8.33 ft 8.33 ft NOTES Project: M2520C3FT Location: Un6-DEN Multi -Loaded Multi-SpaBeam [2015International Building Cnde(2O15NOS)] 5125|Nx15.0|Nx11.5FT 24F-V4 Visually Graded Western Species Dry Use Section Adequate By: 128.5Y6 Controlling Factor: Moment DEFLECTIONS Center Live Load 0.08 |NU157O Dead Load 0.07 in Total Load $.15 |NUg01 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/3OO REACTIONS. Live Load Dead Load Total Load Bearing Length A B 3412 lb 333 lb 2525 lb 2478 m 5937 |b 5812 |b 1.78 in 1.74 in JBEADATA Span Length UnbracedLength-Tvp unbraceuLongm'gouom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 11.5 ft 2ft 11.5 ft 1.00 1 0.07 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values &d*usted Fib = 2400 psi Controlled by: F��mpr= 1850 psi Fm= uaeu psi Shear Stress: p"~ 265 psi pv~ 265 psi cd=1oo Modulus vfElasticity: E= 1800 kei E'= 1800 koi Comp. -LmGrain: po'-L= 050 poi ro-'u~ sou poi Bending Stress: Controlling Moment: 16772*-lb 5.75Rfrom left support of span 2 (Center Span) Created bycombining all dead loads and live loads onupan(s)u Controlling Shear: 5937|u Axleft support ofspan 2(Center Span) Created uycombining all dead loads and live loads onvpan(o)2 Comparisons with required sections: Requ pmvuod Section Modulus: 8412in3 1e2.19in3 Area (Shear): mlo in2 76.88 |n2 Moment mInertia (denecuon): 575.99in* 1**1.41 ip* Moment: 16772 ft-lb 38317ft-lb Shear: 5937 lb 13581 lb ' 'JO8EPsnEz Architects Northwest Inc. UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 100 plf Oo pK 17 p|f 177 plf poINTLOAom-osmTsmSPAm Load Number one Two Live Load 401 |b 401 |b Dead Load 241 m m# lb Three Four Five *01 lb 401 |b 401 lb 2*1 m 241 m 241 m Tw4psoO/oAL LOADS ' CENTER SPAN Load Number One TWO Left Live Load 40 pn 438 plf Left Dead Load en pit aoa nn Right Live Load 40 pM 13e pn Right Dead Load no plf 263 plf Load Start oft 0.67 * Load End 11.5* 2.83M Load Length 11.5n 2.10ft Three Four 438nlf 438nlf zonp|f 263p|f 438p|, 438pn 263p|f 263p|f 4.67M 8.67u 6.83ft 11.5 ft a10ft o.oa# Project: M2520C3FT-0 Location: U06a & U08b FTG - F06 Footing [2015 International Building Code(2015 NDS)] Footing Size: 3.17 FT x 3.17 FT x 10.00 IN Reinforcement: #4 Bars @ 10.00 IN, O.C. E/W / (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 F'c = 2500 psi Fy = 40000 psi c = 3 in FOOTING $IZ Width: Length: Depth: W = 3.17 ft L 3.17 ft Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m = 8 in Column Depth: n = 18 in FOOTING CALCULATIONa Bearing Calculations: Ultimate Bearing Pressure: Qu = 1309 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 9.57 sf Area Provided: A = 10.05 sf Baseplate Bearing: Bearing Required: Allowable Bearing: Bear -A = 397800 Ib Beam Shear Calculations (One Way Shear): Beam Shear; Vu1 = 4336 Ib Allowable Beam Shear: Vc1 = 17831 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 77 in Punching Shear: Vu2 = 14315 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 68177 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 94688 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 72188 Ib Controlling Allowable Punching Shear: vc2 = 68177 Ib Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.39 in Steel Required Based on Moment: As(1) = 0.25 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.76 in2 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. Bear = 18806 Ib As-reqd 0.76 in2 #4's @ 10.0 in. o.c. e/w (4) Min. As = 0.79 in2 Ld Ld-sup = 55767 in-Ib 171136 in-Ib 15 in 12.02 in JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:03 PM page of LOADING DIAGRAM 10 in 10 in _ 18 in 3.17 ft — i- 8 in 3.17 ft 9 3 in 3 in FOOTING LOADING Live Load: PL= 7542 Ib Dead Load: PD = 5616 Ib Total Load: PT = 13158 Ib Ultimate Factored Load: Pu = 18806 Ib Footing plus soil above footing weight: Wt = 809 Ib NOTES Project: M2520C3FT-0 Location: U06a & U08b POST Column [2015 International Building Code(2015 NDS)] 5.5 IN x 5.5 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 21,8% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 7542 Ib Vert-DL-Rxn = 5675 Ib Vert-TL-Rxn = 13217 Ib COLUMN DATA Total Column Length: Unbraced Length (X-Axis) Lx: Unbraced Length (Y-Axis) Ly: Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 9 ft 4 ft 9 ft COLUMN PROPERTIES #2 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Fc = 700 psi Cd=1.00 Cp=0.80 Fbx = 750 psi Cd=1.00 CF=1.00 Fby = 750 psi Cd=1.00 CF=1.00 E = 1300 ksi Adjusted Fc= 559 psi Fbx' = 750 psi Fby' = 750 psi E' = 1300 ksi dx = dy A = Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = Fc = Fc' = Mx -ex = My-ey = 5,5 5.5 30.25 27.73 27.73 8.73 19.64 in in in2 in3 in3 437 psi 559 psi 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-lb 0 psi 750 psi 0 psi 750 psi 0.78 JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:03 PM age AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Axial Load: PL = 7542 Ib PD = 5616 lb CSW = 59 Ib PT = 13217 Ib NOTES Project: M2520C3FT-0 Location: U07 - DEN WINDOW Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.125 IN x 10.5IN x 6.33 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 4.8% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.03 IN L/2723 Dead Load 0.02 in Total Load 0.05 IN L/1576 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 3249 lb 627 Ib 2283 Ib 461 lb 5532 Ib 1088 lb 2.72 in 0.54 in BEAM DATA C nter Span Length 6.33 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 6.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.02 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2385 psi Cd=1.00 C1=0.99 Shear Stress: Fv = 265 psi Fv' = 265 psi Bending Stress: Modulus of Elasticity: Comp. l- to Grain: Cd=1.00 E = 1800 ksi E' = 1800 ksi Fc - L = 650 psi Fc - -L' = 650 psi Controlling Moment: 4866 ft-lb 0.95 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 5532 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 24.48 in3 57.42 in3 31.31 in2 32.81 in2 68.87 in4 301.46 in4 4866 ft-Ib 11413 ft-lb 5532 Ib 5797 Ib JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:03 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 38 plf 23 plf 7 plf 68 plf POINT LOADS - CENTER SPAN Load Number One Live Load 3334 Ib Dead Load 2478 Ib Location 0.92 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number �e Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 327 plf 82 plf 327 plf 82 plf oft 0.92 ft 0.92 ft NOTES Project: M2520C3FT-0 Location: U07a FTG - F05 Footing [2015 International Building Code(2015 NDS)1 Footing Size: 2.17 FT x 2.17 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c = 3 in FOOTING Sak Width: W = 2.17 ft Length: L = 2.17 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m = 8 in Column Depth: n = 18 in FOOTING QALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1175 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 4.02 sf Area Provided: A = 4.71 sf Baseplate Bearing: Bearing Required: Allowable Bearing: Bear -A = 397800 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 844 Ib Allowable Beam Shear: Vc1 = 12206 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 77 in Punching Shear: Vu2 = 3893 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 68177 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 94688 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 72188 Ib Controlling Allowable Punching Shear: vc2 = 68177 Ib Bending Calculations: Factored Moment: Mu = 12401 in-Ib Nominal Moment Strength: Mn = 127959 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.43 in Steel Required Based on Moment: As(1) = 0.06 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0,52 in2 Controlling Reinforcing Steel: As-reqd = 0.52 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Bear = 7938 lb Ld = Ld-sup = 15 in 6.02 in JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:03 PM page of LOADING DIAGRAM 10 in 1 1 18 in -2,17 ft 2.17 ft 9 3 in 3 in _L FOOTING LOADING Live Load: PL = 3249 Ib Dead Load: PD = 2283 Ib Total Load: PT = 5532 Ib Ultimate Factored Load: Pu = 7938 Ib Footing plus soil above footing weight: Wt = 379 Ib NOTES Project: M2520C3FT-0 Location: U07a POST Column [2015 International Building Code(2015 NOS)] 3.5IN x 5.5 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 48.8% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 3249 Ib Vert-DL-Rxn = 2316 Ib Vert-TL-Rxn = 5565 Ib COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 4 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adjusted Fc = 1350 psi Fc= 564 psi Cd=1.00 Cf=1.10 Cp=0.38 Fbx = 900 psi Fbx' = 1170 psi Cd= /. 00 CF=1.30 Fby = 900 psi Fby' = 1170 psi Cd= /.00 CF=1.30 E = 1600 ksi E' = 1600 ksi dx = dy = A = Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Bending Stress Lateral Loads Only (X-X Axis): Allowable Bending Stress (X-X Axis): Bending Stress Lateral Loads Only (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: My-ey = Mx = My = Fbx = Fbx' = Fby = Fby' = CSF = 5.5 in 3.5 in 19.25 in2 17.65 in3 11.23 in3 8.73 27.43 289 psi 564 psi 0 ft-Ib 0 ft-lb 0 ft-Ib 0 ft-lb 0 psi 1170 psi 0 psi 1170 psi 0.51 JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:03 PM AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Axial Load: PL = 3249 Ib PD = 2283 lb CSW = 33 lb PT = 5565 Ib NOTES Project: M2520C3FT-0 Location: U08 - GARAGE Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.125 IN x 15.0IN x 14.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 20.1% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.23 IN L/754 Dead Load 0.17 in Total Load 0.40 IN L/432 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 4465 Ib 4130 Ib 3397 Ib 3091 Ib 7862 Ib 7221 Ib 2.36 in 2.17 in )SEAM DATA C n er Span Length 14.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 14.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.17 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. - to Grain: Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 CI=1.00 265 psi Fv = Cd=1.00 E_ Fc-I= 1800 ksi 650 psi Controlling Moment: 27436 ft-Ib 7.11 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads o Controlling Shear: 7862 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads o Adjusted Controlled by: Fb' = 2392 psi Fv' = 265 psi E' = 1800 ksi Fc - -L' = 650 psi n span(s) 2 n span(s) 2 Comparisons with required sections: Req'd Section Modulus: 137.61 in3 Area (Shear): 44.5 in2 Moment of Inertia (deflection): 1200.63 in4 Moment: 27436 ft-lb Shear: 7862 Ib Provided 192.19 in3 76.88 in2 1441.41 in4 38317 ft-lb 13581 Ib ( - ---^- JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:03 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 100 plf 60 plf 17 plf 177 pif POINT LOADS - CENTER SPAN Load Number One Two, Live Load 947 Ib 401 Ib Dead Load 698 Ib 241 Ib Location 1.42 ft 13.33 ft TRAPEZOIDAL LOADS - Load Number an_ Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 40 90 40 90 0 14.5 14.5 CENTER SPAN Two plf plf plf pif ft ft ft 438 plf 263 plf 438 plf 263 plf 1.42 ft 13.33 ft 11.91 ft NOTES Project: M2520C3FT-0 Location: U09 - GARAGE Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.5IN x 9,25IN x 5.58 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 129.9% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.03 IN U2676 Dead Load 0.02 in Total Load 0.05 IN U1482 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A 1534 Ib 884 Ib 1189 Ib 792 Ib 2723 Ib 1676 Ib 1.04 in 0.64 in DEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 5,58 ft 2 ft 5,58 ft 1.00 0.00 MATERIAL PROPERTIES 2.0E ParaIlam - iLevel Trus Joist Base Values Adjusted Fb = 2900 psi Fb' = 2970 psi Cd= /.00 Ci=1. 00 CF=1.03 Shear Stress: Fv = 290 psi Fv= 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. 1 to Grain: Fc - 1 = 750 psi Fc - = 750 psi Bending Stress: Controlling Moment: 4198 ft-Ib 2.68 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2723 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 16.96 in3 49,91 in3 14.08 in2 32.38 in2 56.07 in4 230.84 in4 4198 ft-Ib 12354 ft-Ib 2723 lb 6259 lb JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:04 PM page of "::::1:1111lillt,,K7:7'111116114:773.115119W7t11111411WM91417:71413Mlfi -5.58 ft UNIFORM LO S Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 54 plf 14 plf 10 pif 78 pif POINT LOADS - CENTER SPAN Load Number One Live Load 947 Ib Dead Load 698 Ib Location 2.67 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One I Left Live Load 0 pif 438 plf Left Dead Load 80 plf 263 plf Right Live Load 0 plf 438 plf Right Dead Load 80 plf 263 plf Load Start 0 ft 0 ft Load End 5.58 ft 2.67 ft Load Length 5.58 ft 2.67 ft Project: M2520C3FT-0 Location: U10 - GARAGE Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.125 IN x 12.0 IN x 9.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 13.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.08 IN 111363 Dead Load 0.06 in Total Load 0.14 IN U814 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A 5609 Ib 1687 lb 3946 Ib 1023 Ib 9555 Ib 2710 Ib 2.87 in 0.81 in REAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 9.5 ft 2 ft 9.5 ft 1.00 1 0.06 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb= 2394 psi Cd=1.00 C/=/.00 Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Fv = 265 psi Cd=1.00 E = 1800 ksi Fc - = 650 psi Fv' = 265 psi E' = 1800 ksi Fc - = 650 psi Controlling Moment: 13808 ft-Ib 1.61 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 9555 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Rea'd Provided 69.21 in3 123 in3 54.08 in2 61,5 in2 326.28 in4 738 in4 13808 ft-Ib 24539 ft-Ib 9555 lb 10865 lb 6/27/2018 8:25:04 PM page /of StruCalc Version 10.0.1,6 LOADING DIAGRAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 50 plf 30 plf 13 plf 93 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 4465 Ib 884 Ib Dead Load 3397 Ib 792 Ib Location 1.5 ft 1.58 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 330 plf 120 plf 83 plf 30 plf 330 plf 120 plf 83 plf 30 plf 0 ft 1.58 ft 1.58 ft 9.5ft 1.58 ft 7.92 ft Project: M2520C3FT-0 Location: U10a POST Column 12015 International Building Code(2015 NOS)] 5.5 IN x 5.5 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 43.1% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 5609 Ib Vert-DL-Rxn = 4005 Ib Vert-TL-Rxn = 9614 Ib COLUMN DATA Total Column Length: Unbraced Length (X-Axis) Lx: Unbraced Length (Y-Axis) Ly: Column End Condition-K (e): Axial Load Duration Factor 9ft 4 ft 9 ft 1 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adjusted Fc = 700 psi Fc= 559 psi Cd=1.00 Cp=0.80 Fbx = 750 psi Fbx' 750 psi Cd=1.00 CF=/.00 Fby = 750 psi Fby' = 750 psi Cd=1.00 CF=1.00 E = 1300 ksi E' = 1300 ksi dx = 5.5 dy = 5.5 A = 30.25 Sx = 27.73 Sy = 27.73 Lex/dx = 8.73 Ley/dy = 19.64 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Fc = Fc' = Mx -ex = My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx" Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 318 559 0 0 0 0 0 750 0 750 0.57 in in in2 in3 in3 psi psi ft-Ib ft-lb ft-lb ft-Ib psi psi psi psi JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:04 PM page /of LOADING DJAGRAM 9ft AXIAL LOADING Live Load: PL 5609 Ib Dead Load: PD = 3946 Ib Column Self Weight: CSW = 59 Ib Total Axial Load: PT = 9614 Ib NOTES Project: M2520C3FT-0 Location: U10a FTG - F07 Footing [2015 International Building Code(2015 NDS)] Footing Size: 2.67 FT x 2.67 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (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 Flc = 2500 psi Fy = 40000 psi c = 3 in FOOTING SIZE Width: Length: Depth: W = 2.67 ft L = 2.67 ft Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZQ Column Type: Concrete Column Width: m = 8 in Column Depth: n = 12 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: Bear -A = 265200 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vul = 2469 Ib Allowable Beam Shear: Vc1 = 15019 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 65 in Punching Shear: Vu2 = 10237 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 71094 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 89063 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 60938 Ib Controlling Allowable Punching Shear: vc2 = 60938 Ib 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: As-reqd = 1340 psf 1375 psf 6,95 sf 7,13 sf Bear = 13710 Ib 30911 in-Ib 170108 in-Ib 0.46 in 0.14 in2 0.64 in2 0.64 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Ld = Ld-sup = 15 in 9.02 in JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:04 PM age LOADING DIAGRAM 10 In 12 in - 2.67 ft H 8 in 2.67 ft 3 in 3 in FOOTING LOADING Live Load: PL = 5609 Ib Dead Load: PD = 3946 Ib Total Load: PT = 9555 Ib Ultimate Factored Load: Pu = 13710 Ib Footing plus soil above footing weight: Wt = 574 Ib NOTES Project: M2520C3FT-0 Location: U11 - GARAGE Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 7.0IN x 9.25 IN x 15.92 FT 2.0E Parallam -iLevel Trus Joist Section Adequate By: 33.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.34 IN L/560 Dead Load 0.25 in Total Load 0.59 IN L/321 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2562 Ib 1012 Ib 2017 Ib 723 Ib 4579 Ib 1735 Ib 0.87 in 0.33 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 15.92 ft 4 ft 15.92 ft 1.00 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2978 psi Cd=1.00 CI=1.00 CF=1.03 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. -1- to Grain: Fc -1= 750 psi Fc - -L' = 750 psi Controlling Moment: 14390 ft-lb 3.98 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4579 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 57.99 in3 99.82 in3 23.68 in2 64.75 in2 344.83 in4 461.68 in4 14390 ft-Ib 24773 ft-Ib 4579 Ib 12518 Ib JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:04 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 54 plf 14 plf 20 plf 88 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 1114 Ib 863 Ib Dead Load 795 Ib 643 Ib Location 3.92 ft 4 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 0 plf 80 plf 0 plf 80 plf Oft 3.92 ft 3.92 ft 188 plf 113 plf 188 plf 113 plf Oft 3.92 ft 3.92 ft NOTES Project: M2520C3FT-0 Location: Ul la & U15a FTG - F10 Footing [2015 International Building Code(2015 NDS)] Footing Size: 2.83 FT x 2.83 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (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 F'c = 2500 psi Fy = 40000 psi c = 3 in FOOTING SIZE Width: W = 2.83 ft Length: L = 2.83 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: Concrete m = 8 in n = 12 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: 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: 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. Qu = Qe = Areq = A = 1302 psf 1375 psf 7.58 sf 8,01 sf Bear = 14988 Ib Bear -A = 265200 Ib Vul = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = 2970 Ib 15919 Ib 65 in 11608 Ib 71094 Ib 89063 Ib 60938 Ib 60938 Ib 37179 in-Ib 170477 in-Ib 0.44 in 0.17 in2 0.68 in2 0.68 in2 #4's @ 9.0 in. o.c. e/w (4) Min. As = 0.79 in2 Ld = Ld-sup = 15 in 9,98 in JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:04 PM age of LOADING DIAGRAM 10 in 1. 10 in n P 2.83 ft , 8.000001 in — 2.83 ft 3 in rn 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = 6186 Ib PD = 4242 Ib PT = 10428 Ib Pu = 14988 Ib Footing plus soil above footing weight: Wt = 645 Ib NOTES Project: M2520C3FT-0 Location: U12 - GARAGE Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.25 IN x 9.25 IN x 15.92 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 36.1% Controlling Factor: Deflection ' DEFLECTIONS Center Live Load 0.24 IN U790 Dead Load 0.15 in Total Load 0.39 IN U490 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 1092 Ib 652 Ib Dead Load 680 Ib 382 Ib Total Load 1772 Ib 1034 Ib Bearing Length 0.45 in 0.26 in }SEAM DATA Center Span Length 15.92 ft Unbraced Length -Top 4 ft Unbraced Length -Bottom 15.92 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: ]3ase Values Adjusted Fb = 2900 psi Fb' = 2972 psi Cd=1.00 CI=1.00 CF=1.03 Fv = 290 psi Fv' = 290 psi Cd=1.00 E = 2000 ksi E' = 2000 ksi Fc -1- = 750 psi Fc -1' = 750 psi Controlling Moment: 6415 ft-Ib 4.14 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1772 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Redd Provided Section Modulus: 25.9 in3 74.87 in3 Area (Shear): 9.16 in2 48.56 in2 Moment of Inertia (deflection): 254.48 in4 346.26 in4 Moment: 6415 ft-Ib 18542 ft-Ib Shear: 1772 Ib 9389 Ib JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:04 PM page /of LOADING DIAGRAM A 15.92 ft UNIFORM LOADS Center Uniform Live Load 54 plf Uniform Dead Load 14 plf Beam Self Weight 15 plf Total Uniform Load 83 plf POINT LOADS - CENTER SPAN Load Number One Live Load 884 Ib Dead Load 598 Ib Location 4 ft NOTES Project: M2520C3FT-0 Location: U13 GARAGE Multi -Loaded Multi -Span Beam [2V15International Building Cmde(2015NDS)] 525|Nx825|Nx15.82FT 2.OE ParaUam-ibuvo|TmoJoist Section Adequate By: 15.496 Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.28 |NL/673 Dead Load 0.18 in Total Load 0.48 |NU41s Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/3OV esAonomm Live Load Dead Load Total Load Bearing Length & B 1306 lb 724lb ozo |h 430 |b 2129 |b 1154 |b 0.54 in 0.29 in JIBEAM DATA Span Length UnbnacedLmngthTup u^bnacedLenom-Bn0om Live Load Duration Factor Notch Depth Center 15.92 n 4ft 15,92 ft 1.00 0.00 MATERIAL PROPERTIES 2.nEPara|lam iLeve|Truv Bending Stress: Shear Stress: Modulus ofElasticity: Comp. ImGrain: Base Values Adjusted Fu~ 0000 psi nr~ 2972 psi cd=t0oQ=t00CF=/.03 pv= 290 psi Rr= 290 psi Cu=/.mo e= 2000 koi E'= uOOO xoi pc'r*o psi po 'L'~ roo psi Controlling Moment: 7827 ft-lb 414Rfrom left support n[span 2(Center Span) Created uycombining all dead loads and live loads onvpon(u)u Controlling Shear: 212em puleft support vfspan u(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: non'd Pm"meu Section Modulus: 31.6 in3 74.e7 ino Area (Shear): 11.01in2 48.58in2 Moment ofInertia (deflection): 30014 in4 346.26 in4 Moment: 7827ft-lb 18542ft-lb Shear: 2129 lb 9389 lb | --~--- 'xOGEpcnEz Architects Northwest Inc. VmIFORMLOAoS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 54 plf |4 pU 15 p|f POINT LOADS ' CENTER SPAN Load Number One Live Load 1170|b Dead Load 789 m Location 4ft Project: M2520C3FT-0 Location: U14 - GARAGE Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 6.75 IN x 22,5 IN x 19,5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 34.0% Controlling Factor: Moment JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:05 PM page //of DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/880 Dead Load 0.16 in Total Load 0.42 IN L/553 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 1 2 5 REACTIONS A B Live Load 7797 Ib 8413 Ib Dead Load 4550 Ib 4890 Ib Total Load 12347 Ib 13303 Ib Bearing Length 2.81 in 3.03 in * 7R2 BEAM DATA Center �= Span Length 19.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.16 Notch Depth 0.00 A" 19.5 ft UNIFORM LOADS Center Uniform Live Load 440 plf Uniform Dead Load 110 plf Beam Self Weight 33 plf Total Uniform Load 583 plf MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted POINT LOADS - CENTER SPAN Bending Stress: Fb = 2400 psi Controlled by: Fb cmpr = 1850 psi Fb' = 2209 psi Cd=1.00 CI=1.00 Cv=0.92 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -I- to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 78261 ft-lb 11.7 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -13303 Ib 19.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Load Number One Two, Three Four Five Live Load 1012 Ib 652 Ib 1534 Ib 2892 Ib 724 Ib Dead Load 723 Ib 382 Ib 1189 Ib 1879 Ib 430 Ib Location 0.5 ft 10.67 ft 11.58 ft 11,92 ft 13 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two, Left Live Load 0 plf 213 plf Left Dead Load 80 plf 128 plf Right Live Load 0 plf 213 plf Right Dead Load 80 plf 128 plf Load Start 0 ft 11.92 ft Load End 19.5 ft 15.75 ft Load Length 19.5 ft 3.83 ft Comparisons with required sections: Req'd Provided Section Modulus: 425.16 in3 569.53 in3 Area (Shear): 75.3 in2 151.88 in2 Moment of Inertia (deflection): 4167.76 in4 6407.23 in4 Moment: 78261 ft-lb 104835 ft-Ib Shear:-13303 Ib 26831 Ib NOTES Project: M2520C3FT-0 Location: U14a FTG - F08 Footing [2015 International Building Code(2015 NDS)j Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (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 F'c = 2500 psi Fy = 40000 psi c 3 in FOOTING SIZE Width: W = 3ft Length: L 3 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Concrete Column Width: m = 8 in Column Depth: n = 18 in FOOTING CAI.,CULATIONS 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: Bear -A = 397800 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 3861 Ib Allowable Beam Shear: Vc1 = 16875 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 77 in Punching Shear: Vu2 = 13153 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 68177 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 94688 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 72188 Ib Controlling Allowable Punching Shear: vc2 = 68177 Ib 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: As-reqd = 1372 psf 1375 psf 8,98 sf 9,00 sf Bear = 17935 Ib 48824 in-Ib 170825 in-Ib 0.41 in 0.22 in2 0.72 in2 0.72 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Ld = Ld-sup = 15 in 11 in JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:05 PM page of LOADING DIAGRAM 10 in 10 in 18in 3ft 8 in J. -79 3ft 3 in 3 in FOOTING LOADING Live Load: PL = 7797 Ib Dead Load: PD = 4550 Ib Total Load: PT = 12347 Ib Ultimate Factored Load: Pu = 17935 Ib Footing plus soil above footing weight: Wt = 725 Ib NOTES Project: M2520C3FT-0 Location: U14b POST Column [2015 International Building Code(2015 NDS)) 5.5 IN x 7.5 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 55.0% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = Vert-DL-Rxn = Vert-TL-Rxn = 5413 Ib 4970 Ib 10383 Ib COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 4 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Fc = 700 psi Fc' = Cd=1.00 Cp=0.80 Fbx = 750 psi Fbx' _ Cd=1.00 CF=1.00 Fby = 750 psi Fby' = Cd=1.00 CF=1.00 E = 1300 ksi E' _ Adiusted 559 psi 750 psi 750 psi 1300 ksi dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = Fc = Fc' = Mx -ex = My-ey = Mx = 7,5 5.5 41.25 51.56 37.81 6.4 19.64 252 559 0 0 0 0 0 750 0 750 0.45 in in in2 in3 in3 psi psi ft-Ib ft-Ib ft-Ib ft-Ib psi psi psi psi JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:05 PM page /of LOADING DIAGRAM 9ft AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Axial Load: PL = 5413 Ib PD = 4890 Ib CSW = 80 Ib PT = 10383 Ib NOTES Project: M2520C3FT-0 Location: U14b FTG - F09 Footing [2015 International Building Code(2015 NDS)1 Footing Size: 3.17 FT x 3.17 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (5) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi = 3 in FOOTING SI7E Width: W = 3.17 ft Length: L = 3.17 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Concrete m = 8 in n -= 18 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: 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: 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. Qu = Qe = Areq -= A = 1324 psf 1350 psf 9.85 sf 10.05 sf Bear = 19329 Ib Bear -A = 397800 Ib Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = 3440 Ib 23537 Ib 85 in 13631 Ib 99344 Ib 154688 lb 105188 Ib 99344 Ib 57316 in-Ib 282855 in-Ib 0.49 in 0.19 in2 0.91 in2 0.91 in2 #4's @ 7.0 in. o.c. e/w (5) Min. As = 0.98 in2 Ld = Ld-sup = 15 in 12.02 in JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:05 PM LOADING DIAGRAM 12 in 12 in 18 in e._ P- 3.17 ft F 81n 1 3.17 ft -r- 3 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight: PL= 8413 Ib PD = 4890 Ib PT = 13303 Ib Pu = 19329 Ib Wt = 971 Ib NOTES Project: M2520C3FT-0 Location: U15 - O.H. DOOR Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.125 IN x 16.5IN x 16.58 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.7% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.26 IN L/755 Dead Load 0.16 in Total Load 0.43 IN U467 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 3624 Ib 4246 Ib 2225 Ib 2616 Ib 5849 Ib 6862 Ib 1.76 in 2.06 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 16.58 ft 2 ft 16.58 ft 1.00 1 0.16 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Fb = 2400 psi Fb_cmpr = 1850 psi Fb' = 2380 psi Cd=1.00 CI=1.00 Cv=0.99 Fv = 265 psi Fv' = 265 psi Cd=1.00 E = 1800 ksi E' = 1800 ksi Fc -1= 650 psi Fc -1' = 650 psi Adjusted Controlled by: Controlling Moment: 31245 ft-Ib 9.12 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6861 Ib 17.0 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: Reo'd Provided Section Modulus: 157.51 in3 232.55 in3 Area (Shear): 38.84 in2 84.56 in2 Moment of Inertia (deflection): 1478.9 in4 1918.51 in4 Moment: 31245 ft-Ib 46129 ft-Ib Shear: -6861 Ib 14939 Ib I --� JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:05 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load enter 330 plf 83 plf 18 plf 431 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 1092 Ib 1306 Ib Dead Load 680 Ib 823 Ib Location 9.17 ft 11.5 ft TRAPEZOIDAL LOADS - CENTER SPAN, Load Number One Left Live Load 0 plf Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 100 plf 0 plf 100 plf Oft 16.58 ft 16.58 ft NOTES Project: M2520C3FT-0 Location: U15b POST Column [2015 International Building Code(2015 NDS)] 3.5IN x 5.51N x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 36.5% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 4246 Ib Vert-DL-Rxn = 2649 Ib Vert-TL-Rxn = 6895 Ib COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 4 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adjusted Fc = 1350 psi Fc= 564 psi Cd=1.00 Cf=1.10 Cp=0.38 Fbx = 900 psi Fbx' = 1170 psi Cd=1.00 CF=1.30 Fby = 900 psi Fby' = 1170 psi Cd=1.00 CF=1.30 E = 1600 ksi E' = 1600 ksi dx = dy = A = Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Fc = Fc' = Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 5.5 in 3.5 in 19.25 in2 17.65 in3 11.23 in3 8.73 27.43 358 psi 564 psi 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 psi 1170 psi 0 psi 1170 psi 0.63 - JOSE PEREZ Architects Northwest Inc. StruCatc Version 10.0.1.6 6/27/2018 8:25:05 PM page 0 AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Axial Load: PL = 4246 Ib PD = 2616 Jb CSW = 33 lb PT = 6895 Ib NOTES Project: M2520C3FT-0 Location: U15b FTG - Fl 1 Footing [2015 International Building Code(2015 NDS)] Footing Size: 2.33 FT x 2.33 FT x 10.00 IN Reinforcement: #4 Bars @ 10.00 IN, O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c = 3 in FOOTING SIZE Width: Length: Depth: W = 2.33 ft L = 2.33 ft Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Concrete m = 8 in n = 12 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: 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: 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, Qu = 1264 psf Qe = 1375 psf Areq = 4.99 sf A = 5.43 sf Bear = 9933 Ib Bear -A = 265200 Ib Vu1 = 1325 Ib Vc1 = 13106 Ib Bo = 65 in Vu2 = 6629 Ib vc2-a = 71094 Ib vc2-b = 89063 Ib vc2-c = 60938 Ib vc2 = 60938 Ib 17692 in-Ib 128268 in-Ib 0.40 in 0.08 in2 0.56 in2 0.56 in2 #4's @ 10.0 in. o.c. e/w (3) Min. As = 0.59 in2 Ld = Ld-sup = 15 in 6,98 in 6/27/2018 8:25:05 PM JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 LOADING OIAGRAM Page of 3 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight: PL = 4246 Ib PD = 2616 Ib PT = 6862 Ib Pu = 9933 Ib Wt = 437 Ib NOTES Project: M2520C3FT-0 Location: U16 - ENTRY Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3,125 IN x 9.0IN x 9.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 58.1% Controlling Factor: Deflection DEFLECTIONS Center Live Load Dead Load Total Load 0.12 IN L/924 0,08 in 0.20 IN L/569 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A 1093 lb 1093 Ib 682 Ib 682 Ib 1775 lb 1775 Ib 0.87 in 0.87 in BEAM DATA Span Length Unbraced Length -Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 9.5 ft 2 ft 1.00 1 0.08 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 CI=0,99 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. L to Grain: Fc - = 650 psi Bending Stress: Controlling Moment: 4215 ft-lb 4.75 ft from left support Created by combining all dead and live loads, Controlling Shear: -1775 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 Controlled by: Fb= 2387 psi Fve = 265 psi E' = 1800 ksi Fc - -12 = 650 psi Begsi Provided 21.18 in3 42.19 in3 10.04 in2 28.13 in2 120.1 in4 189.84 in4 4215 ft-Ib 8393 ft-Ib -1775 lb 4969 lb JOSE PEREZ Architects Northwest Inc. StruCalc Version 10.0.1.6 6/27/2018 8:25:05 PM page /of FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 40 psf FDL = 10 psf 10 psf FTW = 1.5 ft 4.3 ft WALL = 80 plf BEAM LOADING Beam Total Live Load: wL = 230 plf Beam Total Dead Load: wD = 138 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: wT = 374 plf s (1111 MiTek$ MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 1905217 COSIC RESIDENCE The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R59570880 thru R59570936 My license renewal date for the state of Washington is May 25, 2021. September 19,2019 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 03 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TU1KWILA SEP 2 0 2019 PERMIT CENTER 03 Job . Truss Truss Type Qty Ply COSIC RESIDENCE R59570880 1905217 C01 Piggyback 1 1 Job Reference (optional) LBLws Truss, Inc, Ferndale, WA - 98248, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:41:53 2019 Page 1 I D:1em6?ayT16B4h3ihtNOjecyeHr9-dIQCushDvxGR710 UrF5SShexDVrbgwXTb_78V8yceaS 1-6-5 3-0-10 1-6-5 I 1-6-5 i 3x4 = 3 $.**ei!****ii1!i!i!i!i!i31:04.*:!3!iM!ii°i%ts!i!sd 2x4 3-0-10 2x4 = 3-0-10 rr V Scale = 1:7.2 Plate Offsets (X,Y)— [3:0-2-0,Edgej LOADING (psi) TCLL TCDL BCLL BCDL 25.0 7.0 0.0 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.01 BC 0.02 WB 0.00 Matrix-P DEFL. in (loc) Vdell Vert(LL) -0.00 4 n/r Vert(CT) -0.00 4 n/r Horz(CT) 0.00 4 n/a Lid 120 90 n/a PLATES GRIP MT20 220/195 Weight: 7 Ib FT = 0! LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 2=92/1-6-12, 4=92/1-6-12 Max Horz 2=15(LC 11) Max Uplift 2=-12(LC 12), 4=-12(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-0-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grlp DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 2 and 12 Ib uplift at joint 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE NO.7473 rev. 1O.V37015 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 bulldIng designer must verify the apptcability 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 perrttenent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 1111 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville GA55661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570881 1905217 CO2 Piggyback 14 1 Job Reference (optional) Liiuws Truss, Inc, Ferndale, WA - 98248, 1-6-5 1-6-5 2x4 = 3 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:41:53 2019 Page 1 ID:tem67ayTt6B4h3ih1NOjecyeHr9-dIQCushOvxGR71DU rF5SShexDVrbgWXTb-78V8ycOaS 3-0-10 1-6-5 3x4 = 3-0-10 2x4 3-0-10 Scale = 1:7.2 Plate Offsets (X,Y)— [3:0-2-0,Edge] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.01 BC 0.02 WB 0.00 Matrix-P DEFL. in (loc) Vdefl LJd Vert(LL) -0.00 4 n/r 120 Vert(CT) -0,00 4 n/r 90 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 7 Ib FT = 0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 2=92/1-6-12, 4=92/1-6-12 Max Horz 2=15(LC 11) Max Uplift 2=-12(LC 12), 4=-12(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-0-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 2 and 12 Ib uplift at joint 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. September 19,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ,Q0.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with lMTek® 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 property incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarckng the fabrication, storage, delivery, erection end bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-$9 end SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570882 1905217 CJ01 Diagonal Hip Girder 1 1 Job Reference (optional) Ldtiws Truss, Inc, Ferndale, WA- 98248, -2.9-15 2.9-15 2.83 112 2 3x4 = 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:41:54 2019 Page ID:tem67ayT 6B4h3ihtNOjecyeHr9-5U_b5CirgE011uzgPzdh_uA0vv9mZzndgesh1aycOaR 5-5-11 5-5.11 3-1.13 Specal Special 5 6 Special Special 5-6-6 4 3-1-13 2-4-10 -t Scale = 1:15,7 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.40 BC 0.15 WB 0,00 Matrix-P DEFL. in (loc) Vdefl L/d Vert(LL) -0.03 2-4 >999 240 Vert(CT) -0.05 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E REACTIONS. (Ib/size) 3=82/Mechanical, 2=445/0-7-6, 4=41/Mechanical Max Horz 2=60(LC 4) Max Uplift 3=-20(LC 8), 2=-117(LC 4) Max Gray 3=84(LC 35), 2=445(LC 1), 4=93(LC 3) FORCES. (Ib) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 3 and 117 Ib uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down and 103 Ib up at 2-9-8, and 51 Ib down and 103 Ib up at 2-9-8 on top chord, and 1 Ib down at 2-9-8, and 1 Ib down at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 24=-16 Concentrated Loads (Ib) Vert: 5=45(F=23, B=23) September 19,2019 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/L7473 rev. 10.DY1015 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 andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent coNapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, eestien and bracing of trusses and truss systems, see ANSVTPIf 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 USA, Inc. 400 Sunrise Avenue, Sufe 270 Roseville CA 95F6.1 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570884 1905217 CJ03 Diagonal Hip Girder 2 1 Job Reference (optional) L8Uws Truss, Inc, Ferndale, WA - 98248, .2-1-7 2-1-7 3x4 2 2-9-8 2-9-8 5.66 ftT Special Special 3x4 8.320 s Aug 28 2019 Mi ek Indus es, Inc. Wed Sep 12:41:56 age ID: em6?ayTt6B4h3ihtNOjecyeHr9-1t6LWuj5CseO_C73W0f94,JGNxit81tuvHyLo5TycOaP 5-6-6 5-(1-13 6-11-6 2-8-14 0-2-'7 1-2-9 4x4 II 4 OPZ-141 nAOIONM V10:444. 10 1.5x4 2-1-0 2-1-0 8 7 3x4 = Special 5-6-6 10-8-9 i0-8-9 1 2-0-5 2-9-8 3-6-1 6 3x4 Scale = 1:33.2 Plate Offsets (X,Y)-- [4:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lurnber DOL 1,15 Rep Stress Incr NO Code IRC2015lTP12014 CSI. TC 0.37 BC 0.03 WB 0.03 Matrix-P DEFL in (loc) Vdefl Lad Vert(LL) -0.00 10 >999 240 Vert(CT) -0.00 10 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 43 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except (jt=length) 4=0-2-2, 10=0-7-6, 8=1-5-1. (Ib) - Max Horz 10=159(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 10 except 4=-112(LC 5), 8=-102(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 4, 8, 9, 7 except 10=292(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-279/54 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 10 except (jt=lb) 4=112, 8=102. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 36 Ib up at 2-9-8, and 69 lb down and 36 Ib up at 2-9-8 on top chord, and 26 Ib down and 30 Ib up at 2-9-8 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 (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-4=-64, 4-5=-64, 6-10=-16 Concentrated Loads (Ib) Vert: 8=4(B) September 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with WIMPS) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Qualify Criteria, DSB.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Spite 312, Alexandria, VA 22314. MiTele MiTek USA, Inc. 400 Sunrise Aver,Ue, Suite 270 Job Truss Truss Type Qty Ply CO IC RESIDENCE R59570886 1905217 GE01 Common Supported Gable 1 1 Job Reference (optional) Truss, Inc, Ferndale, WA - 98248, -1-6-0 1-6-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:41:58 2019 Page 1 ID:te m6?ayTt6B4h3ihtNOjecyeH r9-_FE5xaILkTukD W HRephd9kLm2WYFVnTCI FqvAMycOaN 6-0-0 1 12-0-0 13-6-0 I 6-0-0 6-0-0 1-6-0 4x4 = 6 1 5 8 Y W . R B !1 11 )! 11 r r r r r +:isisisisi,++*:+:+:Q+:+:i:+:i:+:44050:ittrtar+:Qi rilW+:+:0i isisiii+,+:+aiisia i46:ailaithisisi iVit i4;iV iv ice:' tIM•Wi:+:: 8.00 112 3x4 = 18 17 16 15 14 13 12 12-0-0 3x4 = 12-0-0 10 Scale = 1:28.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 CS!. TC 0.14 BC 0.05 WB 0,02 Matrix-SH DEFL in (loc) Vdefl LJd Vert(LL) -0.01 11 n/r 120 Vert(CT) -0.01 11 nlr 90 Horz(CT) 0.00 10 nla n/a PLATES GRIP MT20 220/195 Weight: 63 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-0-0. (Ib) - Max Hoe 2=-89(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Gray All reactions 250 Ib or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) -1-6-0 to 2-0-0, Exterior(2) 2-0-0 to 6-0-0, Comer(3) 6-0-0 to 9-7-3, Exterior(2) 9-7-3 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Iive loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jolnt(s) 2, 10, 16, 17, 18, 14, 13, 12. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10N17015 BEFORE USE Design veld for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a buss 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 debility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 end BCS/ Bufding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314, September 19,2019 MI MiTek' MITek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville. CA55661 Job Tnass Truss Type Qty PIy COSIC RESIDENCE , R59570887 1905217 GE02 Piggyback Base Supported Gable 1 1 Job Reference (optional) Lauws Truss, Inc, Ferndale, WA - 98248, (1-6-0 1-6-0 7-5-5 7-5-5 5x6 - 4x4 = 32 31 30 29 8.00 112 65 14-5-11 I6-0-0 171s5 23-9-4 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:02 2019 Page ID:tem6?ayTt6B4h3ihtNOjecyeHr9-s 1 Tcnxo::ni0Ai7aDtemZJaVMM7rFRZLofto7J7yc0aJ 27-8-3 I 32-0-0 33-0.0I 7-0-7 1-6-5 1-6-5 6-2-15 3-10-15 4-3-13 1-6-0 5x8 = 3x4 = 4x4 4 5 6 20 3x4 = 19 18 4,00 12 5x8 =3x8 66 5x6 Q 75-5 14-5-11 I6-0-0 7-6-5 23-9-1 7-5-5 7-0-7 1-6-5 1-6-5 6-2-15 7 12 11 32-0-0 8-2-12 67 3x4 ) 9 N '1 N Scale = 1:75.1 Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BCDL 8.0 [3:0-2 i3O-3-4], [4:0-6-4,0-2-4], [7:0-3-0,0-3-0], [19:0-2-0,0-0-4], [20:0-5-8,0-2-83, [61:0-1-8,0-0-12] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.56 BC 0.37 WB 0,16 MatrixSH DEFL. in (loc) Vdefl lid Vert(LL) -0.00 2-32 >999 240 Vert(CT) -0.00 2-32 >999 180 Horz(CT) 0.00 14 n/a n/a PLATES GRIP MT20 220/195 Weight: 318 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-21, 4-21, 4-20, 5-20, 5-18, 6-18 REACTIONS. All bearings 32-0-0. (Ib)- Max Horz 2=189(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 18, 14, 19, 31, 12 except 9=-100(LC 13), 27=-120(LC 12), 32=-101(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 2, 20, 22, 23, 24, 25, 26, 28, 29, 30, 31, 32, 17, 16, 15, 13, 12, 11 except 9=339(LC 24), 9=336(LC 1), 27=404(LC 23), 21=254(LC 1), 18=340(LC 24), 14=546(LC 24) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 8-9=-353/113 WEBS 3-27=-400/124, 6-18=319/63, 7-14=-445/114, 8-14=-295/154 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 14-5-11, Exterior(2) 14-5-11 to 22-7-6, Interior(1) 22-7-6 to 33-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated, 6) Gable studs spaced at 1-4-0 oc, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 20, 21, 18, 14, 19, 31, 12 except (jt=1b) 9=100, 27=120, 32=101. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ilk WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEB REFERENCE PAGE MI!-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 applicabirrty 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, OSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, September 19,2019 1111 MiTek' MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job • Truss Truss Type Qty PIy COSIC RESIDENCE R59570888 1905217 GE03 Monopitch Supported Gable 2 1 Job Reference (optional) uws Truss, Inc, Ferndale, WA - 98248, -0-6-0 0-6-0 2 2 x 4 = 2 8,320 s Aug 28 2019 MiTek Industries, Inc, Wed Sep 18 12:42:03 2019 Page 1 ID:tem6?ayTt6B4h3ihtNOjecyeHr9-KD 1_HpUY? W0KH9PQMHoso2fYXG7A27xuXYgrZycOa I 1-5-8 1-5-6 3 4 VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. Scale = 1:9.6 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TP12014 CSI. TC 0.02 BC 0.02 WB 0.00 Matrix-P DEFL. In (loc) t/defl L/d Vert(LL) -0,00 1 n/r 120 Vert(CT) 0.00 1 n/r B0 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 5 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (lb/size) 3=41/1-5-8, 2=96/1-5-8, 4=12/1-5-8 Max Horz 2=35(LC 12) Max Uplift 3=-22(LC 12), 2=-7(LC 12) Max Gray 3=41(LC 1), 2=96(LC 1), 4=26(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No,2 crushing capacity of 625 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rw, 10/93.7015 BEFORE USE Design valid for use only with MrTeke 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 indrated is to prevent bucking of axlivkfuai truss web anc/or chord members only. Additional temporary are permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guiidarr„e regardng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITP11 quality Canaria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job s T TrussType Qty Ply CQSIC RESIDENCE R59570889 1905217 H01 Roof Special Girder _,... Job Reference (optional) Louws Truss, Inc, 1 Ferndale, WA - 98248, -2-0-0 2-0-0 1 4.00 r12 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:04 2019 Page 1 ID:tem67ayTt6134h3ihtN0'ecyeHr9-oPbk4Cdp6J.fttyRkb_30107bkJxY0vTd57BHDONcOaH 5-4-0 7-11-8 15-10-15 I 5-4-0 0-6-15 2-0-9 4x6 X 1.5x4 I I 3x4 = 3x4 8 JL24 5-4-0 9 JL24 6 10 2x41 JL24 I 7-11-8 4x4 = Special 5-4-0 2-7-8 Scale =1:10.0 Plate Offsets (X,Y)— [2:0-3-6,Edge] LOADING (psf) SPACING- 2-0-0 Ca DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.03 2-6 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0,10 Horz(CT) 0.00 5 n/a nla BCDL 8.0 Code IRC2015/TP12014 Matrix-P Weight: 39 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 5=759/Mechanical, 2=587/0-5-8 Max Horz 2.59(LC 5) Max Uplift 5=-128(LC 8), 2=-108(LC 4) Max Grav 5=774(LC 19), 2.592(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-643/42, 4-5=-293/105 BOT CHORD 2-6=43/549, 5-6=-57/531 WEBS 3-6=0/341, 3-5=-684/74 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied OF 10-0-0 oc bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=128, 2=108. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use USP JL24 (With 4-10d nails into Girder 8, 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 6-0-12 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 Ib down and 166 lb up at 5-11-12, and 200 lb down and 82 Ib up at 7-9-12 on top chord, and 86 Ib down at 7-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 c.,onlini ter! nano 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10A33/2015 BEFORE USE. Design valid for use only with MiTek8) connectors. This design is based only upon parameters shown, and is for an indhridual building co:important, 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 Iruss web and/or chord members only. Additional temporary and permanent bracing is always requited for slabllity and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Qualify Cdterta, DSB-89 and !SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job ,. Truss Truss Type Qty CO IC RESIDENCE R59570889 1905217 H01 Roof Special Girder 1 1 Job Refer n o Venal Louws Truss, Inc, Ferndale, WA - 98248, LOAD CASE(S) Standard Uniform Loads (pin Vert: 1-3=-64, 3-4=-64, 2-5=-16 Concentrated Loads (Ib) Vert: 4=-158 5=-38(F) 7,---309 8=-31(F) 9=-30(F) 10=-30(F) 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 1242:04 20 9 Page 2 ID:tem67ayTt684113ihtNO"ecyeHr9-oPbMCdp6.JftyRkb_3o10?bkJxY0vTd57BHDO7ycOaH 411, WARNING -Verify deaign parameter. and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MI1-7473 nee 10/012015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is &ways 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, DS11150 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570890 1905217 H02 Califomia Girder 1 1 j Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, -1-6-0 3-11-5 3-11-5 1-6-0 4x4 = 8.00 12 3x6- 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:05 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-Hc9IPzgk4dnkZbJnYnJGxD7rZKmCettEMr1 nwSycOaG 7-8-14 7-19115 11-11-13 16-0-11 16-7112 21-0-0 22-6-0 3-9-9 0- -1 4-0-14 4-0-14 0- -1 4-9-4 1-6-0 5x8 \\ 4 nn nn nn no 11 16 13 17 1218 19 20 JL24. 2x4 I JL24 3x4 = JL24 JL26 JL24 JL24 3-11-5 3-11-5 I 7-8-14 3-9-9 { 11-11-13 4-2-15 1.5x4 11 5 11 7x8 = 16-2-12 4-2-15 5x8 = 10 3x4 = 21-0-0 4- 3x6 7 9 2x4 II Scale = 1:40.3 Plate Offsets (X,Y)— 4:0-4-0,0-2-3], [11:0 i-0,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vden L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.08 11-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.74 Vert(CT) -0.12 11-12 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.30 Horz(CT) 0.03 9 n/a n/a BCDL 8.0 Code IRC2015/TP12014 Matrix-SH Weight: 136 Ib FT = 0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DE No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1847/0-5-8, 9=1644/0-5-8 Max Horz 2=129(LC 7) Max Uplift 2=-303(LC 8), 9=-303(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc puffins, except end verticals, and 2-0-0 oc purlins (3-4-7 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2728/463, 3-4=-2514/567, 4-5=-2179/496, 5-64-2174/494, 6-7=-1546/312, 7-9=-1594/319 BOT CHORD 2-13=-396/2180, 12-13=-396/2180, 11-12=-449/2035, 10-11=-201/1213 WEBS 3-13=0/271, 3-12=-292/71, 4-12=0/651, 4-11=-70/266, 5-11=-631/219, 6-11=-358/1543, 6-10=-509/139, 7-10=-217/1276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 piste grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=303, 9=303. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 10-0-12 to connect truss(es) to front face of bottom chord, 10) Use USP JL26 (With 6-10d nails into Girder & 4-10d x 1-1/2 nails into Truss) or equivalent at 10-11-4 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 504 Ib down and 369 Ib up at 7-9-5, and 180 Ib down and 143 Ib up at 10-0-12, and 114 Ib down and 69 Ib up at 10-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others, 13) 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 -;nntmned nn mane 2 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03 2015 BEFORE USE. Design vabd for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Thus Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. September 19,2019 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 2 Roseville CA 95661 Job Truss Truss Type Oty PIy COSIC RESIDENCE R59570890 1905217 H02 Califomia Girder 1 1 Job Reference (optional) auws Truss, Inc, Ferndale, WA - 98248, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:05 2019 Page I D:lem67ayTt6B4h3i htNOjecyeHr9-Hc9lPzgk-4dnkZbJnYnJGxD7rZKmCettEM r1 nwSycOaG LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniforrn Loads (plf) Vert: 1-4 -64, 4-6=-64, 6.7=-64, 7-8=-64, 2-9=-16 Concentrated Loads (lb) Vert: 4=-442 13=-46(F) 14=-174 15= 43 16= 47(F) 17 —46(F) 18= 46(F) 19=-46(F) 20=-735(F) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/01/2015 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 appfcabiliy 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 Crosses and truss systems, see ANSUTPII Dually Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek' MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Pty COSIC RESIDENCE R59570891 1905217 HO2A California 1 1 Job Referencejoptional) Lduws Tru Inc, Ferndale, WA - 98248, -1-6-0 I I ( 8.320 s Aug 28 2019 MiTek Industnes, Inc. Wed Sep 18 12:42:07 2019 Page ID:tem6?ayTt6B4h3ih1NOjecyeHr9-D GVgfs?cE1SpuTAfBLkOoDBb8Vk6phXp9Wu_KycOaE 4-11-5 9-8-14 9-19115 14-0-11 14-?/12 21-0-0 4-11-5 4-9-9 0- -1 4-1-12 0- -1 6-9A 8.00 12 1.5x4 9-8-14 4x6 5x8 = 4x4 '' 7 5x8 = 3x4 = 2x4 II 14-2-12 21-0-0 9-6-14 4-5-14 6-9-4 { Scale = 1:41.4 Plate Offsets (X,Y)— [2:0-2-0,0-1-81, [4:0.1-0,0.2-0], [6:0-1-4,0-1-121 [9:0-4-0,0-3-0J LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.60 BC 0.54 WB 0.15 Matrix-SH DEFL. in (Ioc) Udell L/d Vert(LL) -0.17 2-9 >999 240 Vert(CT) -0.31 2-9 >788 180 Horz(CT) 0.02 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 111 Ib FT = 0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1061/0-5-8, 7=934/Mechanical Max Horz 2=149(LC 9) Max Uplift 2=-124(LC 12), 7=-83(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1356/193, 3-4=-1107/176, 4-5=-862/180, 5-6=-963/149, 6-7=-880/143 BOT CHORD 2-9=-189/1062, 8-9=-81/705 WEBS 3-9=-285/140, 4-9=-3/261, 5-9=-79/341, 6-8=-64/653 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except end verticals, and 2-0-0 oc purlins (5-11-12 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 9-5-3, Exterior(2) 9-6-3 to 19-3-6, Interior(1) 19-3-6 to 20-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=Ib) 2=124. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 213 Ib down and 173 Ib up at 9-11-8, and 71 Ib down and 35 Ib up at 10-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (elf) Vert: 1-0=-64, 4-5=-64, 5-6=-64, 2-7=16 Concentrated Loads (Ib) Vert: 12=-164 13=-71 September 19,2019 ilk WARNING • Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10iO3/2015 BEFORE USE. Design valid for use only with MITekC9 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 ANSLtTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job , Truss TruseType Qty COSIC RESIDENCE R59570892 1905217 H03 Roof Special Girder 1 Jab Reference o.tional uws Truss, Inc, -1-6-0 1-6-0 Ferndale, WA - 98248, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:08 2019 Page 10:tem6?ayTt6B4h3ihtNOjecyeHr9-Kicit1_sdNY9J022MDytzZrIK YpYrBNg2pFRXmycOaD 4-3-3 8-1-8 11-11-13 15-2-14 18-5-15 23-0-8 27-5-6 32-0-0 i I I I I I I 4-3-3 3-10-5 3-10-5 3-3-1 3-3-1 4-6-10 4-4-t 4 4-6-10 5x6 5x8 = 8.00 4x4 = 5x6 6 3x6 4 Scale = 1:60.4 6x12 = 1.5x4 II 6x8 = 1.5x4 11 7 8 9 Special 10 tgi 25 18 17 16 15 14 23 24 13 3x6 JL28 JL24 4x6 = 5x8 8x8 = 3x6 II 6x8 = 4-3-3 8-1-8 11-11-13 4-3-3 3-10-5 3-10-5 15-2-14 3-3-1 18-5-15 3-3-1 23-0-8 4-6-10 JL24 flfl 26 JL24 27-5-6 4-4-14 2 127 3x6 11 JL24 I111 28 JL24 32-0-0 4-6-10 5x6 = Plate Offsets (X,Y)— [2:0-4-0,0-1-9], [3:0-3-0,0-3-0], [15:0-4-0,0-6-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inv NO Code IRC2015/TP12014 CSI. TC 0.75 BC 0.70 WB 0.50 Matrix-SH DEFL. in (loc) Vdefl Lid Vert(LL) -0.23 13-14 >999 240 Vert(CT) -0.38 13-14 >999 180 Horz(CT) 0.06 11 n/a n/a PLATES GRIP MT20 220/195 Weight: 235 Ib FT 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x8 OF SS WEBS 2x4 DF No.2 REACTIONS. (lb/size) 11=2292/Mechanical, 2=1806/0-5-8 Max Horz 2=186(LC 5) Max Uplift 11=-319(LC 9), 2=-193(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, except end verticals, and 2-0-0 oc purlins (2-6-0 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-16, 7-15, 9-11 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2705/255, 3-4=-2507/279, 4-5=-2288/300, 5-6=-2274/311, 6-7=-3422/413, 7-8=-4477/597, 8-9=-4477/597 BOT CHORD 2-18=-265/2175, 17-18=-267/2176, 16-17=-215/2031, 15-160-331/2808, 14-15=-634/4968, 13-14=-636/4995, 12-13=-356/2538, 11-12=-356/2538 WEBS 4-16=-359/133, 5-16=-280/2231, 6-16=-1943/311, 6-15=-262/2108, 7-15=-3201/450, 7-14=-34/658, 7-13=-658/88, 8-13=-504/257, 9-13=-360/2496, 9-12=0/289, 9-11=-3229/423 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 11=319, 2=193. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use USP JL28 (With 10-10d nails into Girder & 6-10d x 1-1/2 nails into Truss) or equivalent at 21-0-12 from the left end to connect truss(es) to front face of bottom chord. 11) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 22-0-12 from the left end to 30-0-12 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 Ib down and 75 Ib up at 21-0-12, 159 Ib down and 120 Ib up at 22-0-12, and 269 Ib down and 146 Ib up at 24-0-12, and 150 Ib down and 93 Ib up at 30-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). gwe LU rs7 aldtlUdlU A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AfITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Intsses and truss systems, see ANSI/7PB Quality Criteria, DSO-89 end OCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA_05661 Job ., Truss Truss Type Qty Ny COSIC RESIDENCE R59570892 1905217 H03 Roof Special Girder b ReferenceerenOeotiOI Louws Truss, Inc, Ferndale, WA - 98248, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:08 2019 Page 2 ID:temPayTt6B4h3ihtNOJecyeHr9-hBed_sdNY9JQ22MDvtzaK_YpYd3Ng2pFRXmycOaD LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-64, 5-7=-64, 7-10=-64, 2-11=-16 Concentrated Loads (Ib) Vert: 19=-25 20=-59 21=-169 22=-100(F) 23=-958(F) 24=-30(F) 25=-30(F) 26=-30(F) 27=-30(F) 28=-30(F) A, WARNING. Verify dealer, parametere and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1411.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekt5 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 on y. Additional temporary and permanent bracing Is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Duality Crtterle, OSB-119 and BC& Building Component Safety Information available fir.1171 Truss Plate Institute, 218 1.1, Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570893 1905217 HO3A Califomia 1 1 --4Job Reference (optional) ouws 1 russ, Inc, 1 1-6-0 11-6-0 2 3x4 = emoale, WA - 98z46, 12 6-2-5 6-2-5 8.00 112 8-5-6 1.5x4 \\ 3 13 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:10 2019 Page 1 I D:tem67ayTt6B4h3ihtNOjecyeHr9-dZyeSgutv9P 1 gM BILKvReGrjOLVOJ2YzV7kYbfycOaB 11-11-13 16-5-14 20-6-2 1 24-1-1 24 -2 32-0-0 5-9-7 4-6-2 4-0-3 3-6-15 0- -1 7-8-14 11 18 3x4 = 8-5-6 4x6 11 4 16-5-14 8-0-8 19 14 4x4 = 5 10 5x8 = 3x4 = 24-3-2 7-9-4 5 16 4x6 9 3x4 = 17 32-0-0 7-8-14 Scale = 1:57.3 8 4x4 = Plate Offsets (X,Y)— LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 [7:0-1-0,0-2-0],[10:0-2-12,0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!. TC 0.56 BC 0.67 WB 0.65 Matrix-SH DEFL. in (loc) Vdefl Ud Vert(LL) -0.24 10-11 >999 240 Vert(CT) -0.35 10-11 >999 180 Horz(CT) 0.07 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 1561b FT = 0 LUMBER - TOP CHORD 2x4 DF No.2 *Except* 7-8: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 8=1330/Mechanical, 2=1411/0-5-8 Max Horz 2=154(LC 34) Max Uplift 8=-149(LC 13), 2=-125(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except 2-0-0 oc purlins (4-2-9 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1978/185, 3-4=-1787/222, 4-5=-2581/351, 5-6=-2091/251, 6-7=-1602/246, 7-8=-2035/234 BOT CHORD 2-11=-159/1541, 10-11=49/1209, 9-10=-160/1957, 8-9=-113/1573 WEBS 3-11=-322/170, 4-11=-76/533, 4-10=-273/1803, 5-10=-1634/263, 6-10=-105/393, 6-9=-606/99, 7-9=-8/652 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 11-11-13, Exterior(2) 11-11-13 to 15-7-0, Interior(1) 15-7-0 to 24-5-13, Exterior(2) 24-5-13 to 28-1-0, Interior(1) 28-1-0 to 31-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=149,2=125. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 Ib down and 77 Ib up at 21-0-12, and 194 Ib down and 127 Ib up at 22-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-0=-64, 4-5=-64, 5-7= 64, 7-8=-64, 2-8=-16 -Inntimtert on Dote 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville C4_95661 Job , Truss Truss Type Qty COSIC RESIDENCE R59570893 1905217 HO3A Califomia 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-94 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:4210 2019 Page 2 ID:temVayTt6B4h3ihtNOjecyeHr9-dZyeSgutv9P1gMBILIOReGrjOLVOJ2YzV7kYbfycOaB A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE Design valid for use only with Mirelde 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 ANSIfflill Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate hstilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570894 1905217 HO3B California 1 1 Job Reference (optional) Louws Truss, Inc, 2 3x4 = erndale, WA - 98248, 13 8.320 s Aug 28 2019 MiTek Indusines, Inc. Wed Sep 18 12:42:11 2019 Page 1 I D:tem67ayTt6B4h3ih1NOjecyeHr9.51W0g0vVgTXuH W mxu 1 QgAU NwmIg02U07knU575ycOaA 6-2-5 11-11-13 14-5-15 { 18-6-2 22-1-1 22- -2 27-0-11 32-0-0 6-2-5 5-9-7 2-6-2 4-0-3 3-6-15 0- -1 4-9-9 4-11-5 8.00 (12 7-5-6 1.5x4 \\ 3 5 4x4 = 4 14 12 19 20 11 3x4 = 14-5-15 5x8 21 3x4 = 22-3-2 4x6 10 3x8 = 17 1.5x4 i 8 32-0-0 18 Scale = 1:57.3 9 3x4 = 7-5-6 7-0-8 7-9-4 9.8.14 I't Plate Offsets (X,Y)— LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 [7:0-1-0,0-2-01, [11:0-2-12,0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CST. TC 0.39 BC 0.65 WB 0.77 Matrix-SH DEFL. in (loc) Vdefl Lid Vert(a) -0.18 9-10 >999 240 Vert(CT) -0.35 9-10 >999 180 Horz(CT) 0.07 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 169 Ib FT = 0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 9=1306/Mechanical, 2=1403/0-5-8 Max Horz 2=154(LC 34) Max Uplift 9=-129(LC 13), 2=-105(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins, except 2-0-0 oc purlins (4-9-6 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1973/166, 3_4=-1847/231, 4-5=-1941/262, 5-6=-1607/202, 6-7=-1416/205, 7-8=-1769/209, 8-9=-2037/239 BOT CHORD 2-12=-127/1547, 11-12=-19/1198, 10-11=-72/1605, 9-10=-142/1642 WEBS 3-12=-332/176, 4-12=-115/538, 4-11=-191/1372, 5-11=-1208/187, 6-10=-387/94, 7-10=-27/647, 8-10=-302/143 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 11-11-13, Exterior(2) 11-11-13 to 14-5-14 , Interior(1) 14-5-14 to 22-5-13, Exterior(2) 22-5-13 to 26-1-0, Interior(1) 26-1-0 to 31-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9=129, 2=105. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 Ib down and 64 Ib up at 21-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-64, 4-5=-64, 5-7=-64, 7-9=-64, 2-9=-16 'ontinued no naae 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE MI14473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTektOl connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,20 1111 MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rasevilla. CA asefi1 Job Truss Truss Type Qty Pry COSIC RESIDENCE R59570894 1905217 H03B California 1 1 Job Reference (optional) Louws Tru nc, Ferndale, WA -98248, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16= 63 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:11 2019 Page ID:tem6?ayTt6B4h3ihtN OjecyeHr9-51W0g0vVgTXuH Wmxu 1 OgAUNwmIg02U07k nU575ycOaA AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTek8 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 verily the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing is ahvays required for stability and 10 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, sae ANSITP/1 Quality Criteria, DSB-811 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Roseville. CA 95681 cite 2 Job . Truss Truss Type Qty Ply COSIC RESIDENCE R59570895 1905217 HO3C California 1 1 Job Reference (optional) Lows Truss, Inc, 1-1-6-0 I 1-6-0 3x4 = Ferndale* WA - 98248, 14 5-11-5 5-11-5 5x6 4x6 8320 s Aug 28 2019 MiTek Industnes, Inc, Wed Sep 18 12:42:12 2019 Page 1 ID: emPayTt6B4h3ihtNOjecyeHr9-ay40tMw7Qmflvfl.8Sbnijhw619B5n2bGzR0egYycOa9 11-8-14 11-1R-15 16-0-0 20-1-1 20/3-2 26-0-11 32-0-0 133-6-0 I 5-9-9 0-r-1 4-1-1 4-1-1 0-r1 5-9-9 5-11-5 1-6-0 4x6 8.00 [12 3x4 = 6 20 21 13 12 11 10 1. 5 x4 II 5x8 = 5x8 = 5-11-5 11-8-14 20-3-2 5-11-5 5-9-9 8-6-4 26-0-11 5-9-9 18 5x6 1.5x4 32-0-0 5-11-5 19 Scale = 1:58.9 3x4 = Plate Offsets (X,Y)— 13:0-3-0,0-3-01 (4:0-1-0,0-2-01 [6:0-1-0,0-2-01 [7:0-3-0,0-3-0], [11:0-4-0,0-3-01 (12:0-4-0,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7,0 BCLL 0.0 * BCDL 8.0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSIL TC 0,36 BC 0.63 WB 0.30 Matrix-SH DEFL. in (loc) I/defl LJd Vert(LL) -0.19 11-12 >999 240 Vert(CT) -0,31 11-12 >999 180 Horz(CT) 0.06 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 172 lb FT = 0% LUMBER. TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1372J0-5-8, 8=1372/0-5-8 Max Horz 2=-154(LC 10) Max Uplift 2=-121(LC 12), 8=-121(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except 2-0-0 oc purlins (5-6-15 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5.12, 5-11 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1931/161, 3-4=-1530/182, 4-5=-1197/184, 5-6=-1197/184, 6-7=-1530/182, 7-8=-1931/161 BOT CHORD 2-13=-130/1499, 12-13=-132/1496, 11-12=-29/1281, 10-11=-63/1496, 8-10=-61/1499 WEBS 3-12=-393/132, 4-12=-23/503, 5-12=-299/120, 5-11=-299/120, 6-11=-23/503, 7-11=-393/133 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2pst; BCOL=4.8psf; h=25ft; Gat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 11-6-4, Exterior(2) 11-6-4 to 16-7-5, Interior(1) 16-7-5 to 20-5-12, Exterior(2) 20-5-12 to 25-6-14, Interior(1) 25-6-14 to 33-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=121, 8=121. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE IIII-7473 rev, 10/09/2015 BEFORE USE, Design valid for use only with MiTek6i 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 roust 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 wilh possible personal injury and property damage. For general guldence regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSDTPII Qualify Criteria, D5B-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, September 19,2019 Mil MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570896 1905217 HO3D Califomia 1 1 Job Reference (optional) Louws Truss, Inc, 1-6i-0 { 1-6-0 f Ferndale, WA - 96248, 8.320 s Aug 28 2019 MiTek industries, Inc. Wed Sep 18 12:42:13 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-28em4iw184ncXpwKOSS8GvTE6ZZKW X9Q85zCCycOa8 6-11-5 13-8-14 13-1A-15 18-1-1 18•)-2 25-0-11 32-0-0 133-6-0 6-11-5 6-9-9 0- -1 4-2-2 0-¢-1 6-9-9 6-11-5 1-6-0 1.5x4 I1 6-11-5 13-8-14 6-11-5 6-9-9 5x8 = 3x4 = 18-3-2 4-6-4 6x6 = 5x8 = 25-0-11 6-9-9 1.5x4 II 32-0-0 6-11-5 Scale = 1:60.0 Plate Offsets (X,Y)— LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 [3:0-2-4,0-3-0], [6:0-2-8,0-3-0j, [10:0-4-0,0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015!TP12014 CSI. TC 0.53 BC 0.46 WB 0.15 Matrix-SH DEFL. • in (loc) Vdefl Lid Vert(LL) -0.08 11 >999 240 Vert(CT) -0.14 11-12 >999 180 Horz(CT) 0.06 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 171 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1372/0-5-8, 7=1372/0-5-8 Max Horz 2=-180(LC 10) Max Uplift 2=-102(LC 12), 7=-129(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, except 2-0-0 oc purlins (5-9-14 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 4-10, 6-10 FORCES. (Ib) - Max. Comp/Max. Ten. - AU forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1915/152, 3-4=-1411/186, 4-5=-1081/193, 5-6=-1412/185, 6-7=-1913/152 BOT CHORD 2-12=-111/1478, 11-12=-113/1474, 10-11=0/1060, 9-10=-47/1472, 7-9=-45/1476 WEBS 3-12=0/272, 3-11=-523/158, 4-11=-38/433, 5-10=-20/367, 6-10=-504/152, 6-9=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft: Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 13-9-5, Exterior(2) 13-9-5 to 23-6-14, Interior(1) 23-6-14 to 33-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other Ilve loads. 5) • This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=102, 7=129. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MA-7473 rev. 10e031201S BEFORE USE. Design valid for use Doty 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 apptcabiliy 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 any. 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 loss systems, see ANSI TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MI MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qiy Ply COS tC RESIDENCE R59570897 1905217 H04 Califomia Girder 1 1 Job Reference (optional) ouws Tr s, Inc, Ferndale, WA - 98248, 9 1.5x4 II 1 3-8-14 3-8-14 3-8-14 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:14 2019 Page 1 ID:tem6?ayTt6B4h3ihtNO ecyeHr9-WKB812xOyOvT8zVWaAzNo6?V9z?UFO_ZOIilkQycOa7 3-1�115 6.1.1 6- - 10-0-0 0--4 2-2-2 0. - 3-8-14 5x8 3x4 JL24 3-8-14 1 6x6 = 3x8 = JL24 6-3-2 10-0-0 6 1.5x4 II ( 11-6-0 1-6-0 2-0-0 3-8-14 ( c 4 Scale = 1:29.5 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CST. TC 0.19 BC 0.09 WB 0.05 MatrixSH DEFL. in (loc) Vdefl Ltd Vert(LL) -0.01 B-9 >999 240 Vert(CT) -0.01 8-9 >999 180 Horz(CT) -0.00 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 66 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DE No.2 REACTIONS. (lb/size) 9=412/Mechanical, 6=534/0-5-8 Max Horz 9=-111(LC 23) Max Uplift 9=-111(LC 8), 6=-125(LC 9) Max Gray 9=429(LC 19), 6=534(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-348/119, 3-0=-334/122, 1-9=400/125, 4-6=-506/140 WEBS 4-7=-97/252 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 9=111, 6=125. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 1-10-8 oc max. starting at 4-0-12 from the left end to 5-11-4 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ib down and 145 Ib up at 3-9-5, and 173 Ib down and 123 Ib up at 6-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-3=-64, 3-4=-64, 4-5=-64, 6-9=-16 Concentrated Loads (Ib) Vert: 2=32 10=-32 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 raw. 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 verily the applicability of design parameters and properly Incorporate This design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and Ines systems, see ANSI/7PN Quality Criteria, DSB-SS and SCSI Building Component Safety Infomration available from Truss Plate institute, 21e N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 1.. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570898 1905217 J01 Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, -1-6-0 1-6-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:15 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-_XIXVOy0jh1 Km74i7tVcLKYgIMKr_T_ifPSJGtycOa6 1-10-15 1-10-15 1-10-15 1-10-15 Scale = 1:21.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.17 BC 0.14 WB 0.00 Matrix-R DEFL. in (loc) Vdefl Vd Vert(LL) -0.00 4-5 >999 240 Vert(CT) -0.00 4-5 >999 180 Horz(CT) -0.03 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 5=225/0-5-8, 3=15/Mechanical, 4=6/Mechanical Max Horz 5=62(LC 9) Max Uplift 3=-40(LC 12), 4=-23(LC 9) Max Gray 5=225(LC 1), 3=32(LC 19), 4=38(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 4. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TM Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 Mil MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570899 1905217 J01A Jack -Open Job Reference optional) Lbuws Truss, Inc, Ferndale, WA - 98248, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:16 2019 Page 1 ID:tem67ayTt6B4h3ihtNOJecyeHr9-SjJvikzeU79A0HfvhaOrtX5qhmitiwDsu3BspJycOa5 1-10-15 2-0-0 1-10-15 1-10-15 1-10-15 Scale = 1:8,4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 csL TC 0.25 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) Vdefl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 8 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 3=-13/Mechanical, 2=277/0-5-8, 4=15/Mechanical Max Horz 2=42(LC 8) Max Uplift 3=-13(LC 1), 2=-100(LC 8) Max Grav 3=15(LC 8), 2=277(LC 1), 4.33(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 2=100. A WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8411-7473 '9,10/03/2015 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 coltapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Bedding Component Safety Information available from Tnuss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. September 19,2019 Mil Wok' Welt USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty PIy COSIC RESIDENCE R59570900 1905217 J02 Jack -Open 1 1 Job Reference (optional) Louws Truss, Inc, Fernd A 248, -1-6-0 1-6-0 2-0-0 2-0-0 2-0-0 2-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:16 2019 Page ID:tem67ayTt6B4 h3ihtNOjecyeHr9-SjJvjkzeU 79AOHfvha0rtX51 W migjwDsu3BspJycOa5 5-10-15 3-10-15 0 us Cr Scale = 1:27.5 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc,' YES Code IRC2015fTP12014 CSI. TC 0.52 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) Vdefl Ud Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=173/Mechanical, 2=313/0-5-8, 4=16/Mechanical Max Horz 2=132(LC 12) Max Uplift 3=-88(LG 12), 2=-38(LC 12) Max Gray 3=173(LC 1), 2=313(LC 1), 4=35(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2ps1; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 5-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live bad nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed 10 be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. September 19,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Atli-7473 rev. 1OVSOO15 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 passible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rtuevi'e. CA 93881 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570901 1905217 J02A Jack -Open 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, -1-6-0 1-6-0 2-0-0 2-0-0 2-0-0 2-0-0 8.320 s Aug 28 2019 M rek Industries, Inc. Wed Sep 18 12:42:17 2019 Page ID:te m6?ayTt6 B4h3 ihtNOjecyeH r9-wvtHw3zGFJ H 1 ? R E5 F IX4Q Id0 rnA13S N T76jxPLlycOa4 3-10-15 1-10-15 Scale = 1:20.5 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inv YES Code IRC2015(TP12014 CSI. TC 0.17 BC 0.03 WB 0.00 Matrix-P DEFL. in (lac) Vdefl Ud Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 12 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 3=102/Mechanical, 2=256/0-5-8, 4=16/Mechanical Max Horz 2=95(LC 12) Max Uplift 3=-54(LC 12), 2=-34(LC 12) Max Gray 3=102(LC 1), 2a256(LC 1), 4=35(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed 10 be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MLL7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTakm 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 verily 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/TPH Quality Criteria, USB-89 end SCSI Building Component Safety information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MINN MI MTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville_ CA 95861 Job Truss Truss Type Oty Ply COSIC RESIDENCE R59570902 1905217 JO2B Jack -Open 1 1 Job Reference (optional) Truss, Inc, Ferndale, WA - 98248, h -1-6-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:18 2019 Page ID: em67ayTt6B4h3ihtNOjecyeHr9-O6Rf8P_uocPudapHp72JzyABsaNIBgj9LNgztBycOa3 1-10-15 1-6-0 ( 2-0-0 2-0-0 Ira Scale = 1:13.6 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 6.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITPI2014 CSI. TC 0.15 BC 0.03 WB 0,00 Matrix-P DEFL. in (loc) Vdefl L/d Vert(LL) -0.00 2 >999 240 Verl(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight 9 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=18/Mechanical, 2=215/0-5-8, 4=16/Mechanical Max Harz 2=59(LC 12) Max Uplift 3=-15(LC 12), 2=-35(LC 12) Max Gray 3=21(LC 19), 2=215(LC 1), 4=35(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-15 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, September 19,2019 ,WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MI67473 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 end 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 ANSL?PII Quality Criteria, D5B-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314, NMI MiTek' MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570903 1905217 JO2C Jack -Open 1 1 Job Reference (optional) Lewis Truss, Inc, Ferndale, WA - 98248, -2-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:18 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-O6Rf8P_uOcPudapHp?2JzyAAVaNI Bgj9LNgztBycOa3 2-0-0 3.10-15 2-0-0 2-0-0 2-0-0 2-0-0 1-10-15 Scale = 1:11.8 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!. TC 0.23 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) lldefl Lid Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (lb/size) 3=86/Mechanical, 2=303/0-5-8, 4=16/Mechanical Max Horz 2=60(LC 8) Max Uplift 3=-33(LC 12), 2=-97(LC 8) Max Gray 3=86(LC 1), 2=303(LC 1), 4=35(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=B7mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi, 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. ©WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI1-7473 rev. 1OV3t2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design rs 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 atvays required for stability and to prevent collapse with possible personal irqury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPA/ Quality Criteria, DSB-89 end ECSI Boning Component Safety Information available From Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville C&n5661 Job - Truss Truss Type oty Ply CO IC RESIDENCE R59570904 1905217 J02D Jack -Open 1 1 Job Reference (optional) ouws T Inc, Ferndale, WA - 98248, -2-0-0 2-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:19 2019 Page 1 I D:tem67ayTt8 B4h3ihtNOJecye Hr9-s1? 1 LI7 WnwXIFk0 U MJZYVAiLxJXwHzla 10 W PeycOa2 1-10-15 1-10-15 2-0-0 2-0-0 Scale = 1:8.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI.. TC 0.25 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) Vdefl Ud Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 8 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (lb/size) 3=-13/Mechanical, 2=278/0-5-8, 4=16/Mechanical Max Horz 2=42(LC 8) Max Uplift 3=-13(LC 1), 2=-100(LC 8) Max Gray 3=15(LC 8), 2=278(LC 1), 4=35(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nanconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any otter members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. AWARNING • Verify dealgn parameter and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 1111-7473 rev. 10/03,0015 BEFORE USE. Design valid for use only with MiTekm connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the buiding designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 qualify Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, September 19,2019 MI MiTek' MTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job -. Truss Truss Type QtyCOSIC RESIDE CE R59570905 1905217 J03 Jack -Open Job Reference (optional) Louws Truss, Inc, Femd A - 98248, -1-6-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep : age ID:temVayTt6B4h3ihtNOjecyeHr9-LUZQY508YEgcsuygwQ4n2NFXnN2zfkDSog94y4ycOa1 3-4-8 1-6-0 3-4-8 3-4-8 3-4-8 Scale = 1:18,5 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.18 BC 0.08 WB 0.00 Matrix-P °EFL. in (loc) Vdefi L/d Vert(LL) -0,00 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Florz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 13 lb FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=68/Mechanical, 2=265/0-5-8, 4=25/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-42(LC 12), 2=-29(LC 12) Max Grav 3=69(LC 19), 2=265(LC 1), 4=56(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8pst h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 3-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. A G - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE M11-7473 rev. 10/09/2015 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 verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSifirli Qualify Criteria, DSB-89 and SCSI Building Component Safely information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 M iTe MiTek USA, 400 Sunrise Avenue, Suite 270 Resevilte, CA 566 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570906 1905217 J04 Jack -Open 1 1 Job Reference (optional) ouws Truss, Inc, Ferndale, WA - 98248, LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 * Rep Stress Ina YES BCDL 8.0 Code IRC2015/TPI2014 1 -1-6-0 1-6-0 8,320 s Aug 28 2019 MiTek Industr es, Inc. Wed Sep 18 12:42:20 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-LUZQY508YEgcsuygwQ4n2N FX 1 N3ofkpSog94y4ycOa 1 2-2-12 I 3-10-15 4-9To 2-2-12 1-8-3 0-j1-1 1,5x4 11 3x6 7 6 1.5x4 11 3x4 = CBI. TC 0,17 BC 0.03 WB 0.03 Matrix-P 2-2-12 2-2-12 5 Scale = 1:28.0 3-10-15 4-1 1-8-3 0- -1 DEFL. in (Ioc) Vdefl Lld Vert(a) -0.00 7 >999 240 Vert(CT) -0.00 7 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 25 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except (jt=length) 4=Mechanical, 5=Mechanical. (Ib) - Max Horn 7=83(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 4 except 6=-108(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 7, 4, 5, 6 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCOL-42psf; BCDL=4,8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-2-12, Interior(1) 2-2-12 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a Ilve Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No2 crushing capacity of 625 psi, 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=Ib) 6=108. September 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T473 rev. 10/03/2015 BEFORE USE. Design walk# for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the burbling 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 ANSl(TP11 Ouellty Criteria, DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Sulle 270 Roseville. CA 95661 Job Truss Truss Type Qty PIy COSIC RESIDENCE R59570907 1905217 J04A Jack -Open 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, ) -1-6-0 1-6-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:21 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-ph7omR1 nJXoTU2XsU8c0aboinnP1 OB3b1KvdUWycQa0 2-2-12 3-10-15 4-Q)i7 2-2-12 1-8-3 0-1-1 2-2-12 2-2-12 3-10-15 4{I11] 1-8-3 0-{1-1 Scale = 1:28.0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc/ YES Code IRC2015/TPI2014 CST. TC 0.17 BC 0,03 WB 0.03 Matrix-P DEFL. in (loc) 1/defl Lid Vert(LL) -0.00 7 >999 240 Vert(CT) -0.00 7 >999 180 Horz(CT) -0.00 4 r✓a n/a PLATES GRIP MT20 220/195 Weight: 25 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. All bearings 0-5-8 except (jt=length) 4=Mechanical, 5=Mechanical. (lb) - Max Horz 7=83(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 4 except 6=-108(LC 12) Max Gray All reactions 250 lb or less at joint(s) 7, 4, 5, 6 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-2-12, Interior(1) 2-2-12 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1,60 2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 4 except (jt=lb) 6=108. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7477 rev, 10i07/2015 BEFORE USE. Design valid for use only with MiTek® connector;. 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 o1 individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSI TP11 Quality Criteria, DSB-89 end BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MI MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job T Truss T COSIC RESIDENCE R59570908 1905217 J06 Jack -Open Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, -1-6-0 I I 1-6-0 6-0-0 6-0-0 6-0-0 6-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42.22 2019 Page 1 I D:tem6?ayTt8B4h3ihtNOjecyeHr9-HtgAzn1P4nvK6C632r7F7oKn BBhx7dikG_eA0zycOa? 9-9-7 3-9-7 Scale = 1:39.8 LOADING (pst) TCLL 25.0 TCDL 7.0 BOLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.51 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) Vdefl L/d Vert(LL) -0.06 2-6 >999 240 Vert(CT) -0.10 2-6 >683 180 Horz(CT) -0.00 4 n/a nla PLATES GRIP MT20 220/195 Weight 27 Ib FT = WA, LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. All bearings 0-1-8 except (it=length) 2=0-5-8, 6=Mechanical. (Ib) - Max Horz 2=185(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 4 except 3=-111(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 6, 3, 4 except 2.359(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 9-9-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonooncurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 3=111. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. Ak, WARNING- Wady design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE AIII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTeleS connectors. This design Is based only upon parameters shown, and is for an individual budding component, not a Puss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or choni 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, delNery, erection and bracing of trusses and truss systems, see ANSYTPII Qualify Criteria, DS8-89 and SCSI Building Component Safety Information available from Truss Pilate Institute, 218 N. Lea Street, Suite 312, Alexandria, VA 22314. September 19,2019 Mil MiTek' NAM* USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA35661 Job , Truss Truss Type Qty Ply COSIC RESIDENCE R59570909 1905217 JO6A Jack -Open 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, -1-6-0 1-6-0 6-0-0 6-0-0 6-0-0 6-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 1812:42:22 2019 Page 1 ID: em6?ayTt6B4h3ihtNOjecyeHr9-HtgAznlP4rwK6C632r7F7oKoxBhx7dikG_eA0zycOa? 7-9-7 1-9-7 4 N tt Scale = 1:33.1 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CBI. TC 0.40 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.06 2-5 >999 240 Vert(CT) -0.10 2-5 >683 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 0e/0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 2=343/0-5-8, 5=46/Mechanical, 3=297/0-1-8 Max Horz 2=160(LC 12) Max Uplift 3=-133(LC 12) Max Gray 2=343(LC 1), 5=103(LC 3), 3=297(LC 1) FORCES. (Pb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 7-9-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 3=133, 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10A3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. Thls desgn 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/fP/1 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MI MiTek' MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95661 Job . Truss ITnJss Type Qty Ply COSIC RESIDENCE R59570910 1905217 JO6B Jack -Open Girder Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8.320 s Aug 28 2019 MiTek Industres, Inc. Wed Sep 18 12:42:23Page 10:tem67ayTt6B4h3ihtNOjecyeHr9-13EYB721(92SIMhFbZeUgOtOZb26s1BuVeOlaPycOa_ F.-1-6-0 I 3-0-11 6-0-0 8-1-8 10-1-8 10-10-8 1-6-0 3-0-11 2-11-5 2-1-8 2-0-0 0-9-0' 3-0-11 6-0-0 6-002 3-0-11 2-11-5 0-0-12 7 Scale = 1:46.2 Plate Offsets (X,Y)— 14:0-2-0,0-1-121 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.21 BC 0.24 WB 0.24 Mabix-P DEFL in (too) 1/dell Ud Vert(LL) -0.01 9 >999 240 Vert(CT) -0.02 8 >999 180 Horz(CT) -0.01 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 48 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 8=Mechanical. (Ib) Max Horz 2=201(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 4, 8, 5, 6 Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 6 except 2=1228(LC 1), 8=974(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1314/70 BOT CHORD 2-9=-122/1031, 8-9=-122/1031 WEBS 3-8=-1253/149, 3-9=-79/1255 Structural wood sheathing directly applied or 5-4-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. ft; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4, 8, 5, 6. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Use USP JL28 (With 10-10d nails into Girder & 6-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are rioted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-64, 2-8=-16 Concentrated Loads (Ib) Vert: 11=-918(B) 12=-804(B) A, WARNING Verify design parameternd READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE A111-7479 rev. 10103,7015 BEFORE USE Design valid for use only with MiTek8 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Informagon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 1 ,20 9 Mil MiTek' MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95661 Job Truss Truss Type Qty Pty COSIC RESIDENCE R59570911 1905217 JO6C Jack -Open 3 1 Job Reference (optional) Lo Inc, Ferndale, WA - 98248, -1-6-0 1-6-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:24 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-DGowOT3fcSA2LVGR9G9jCDQ7K7MPbXC 1j17H4rycOZz 5-11-4 5-11-4 6-0-0 6-0-0 Scale = 1:26.8 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CST. TC 0.47 BC 0.30 WB 0,00 Matrix-P DEFL. in (loc) Vdefl L/d Vert(LL) -0.06 2-4 >999 240 Vert(CT) -0.10 2-4 >663 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight; 20 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (lb/size) 3=164/Mechanical, 2=354/0-5-8, 4=46/Mechanical Max Horz 2=132(LC 12) Max Uplift 3=-07(LC 12), 2=-21(LC 12) Max Gray 3=164(LC 1), 2=354(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4,8psF h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 5-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MMII-7473 raw 10,122,2015 BEFORE USE. Design vafd for use only with MiTekN connectors, This design is based only upon parameters shown, and is for an individual building component, nal 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 CMferla, DSB-89 and BCSI Building Component Safety Information available trom Truss Plebe Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MONNE MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 85861 Job , Truss Truss Type Qty Ply COSIC RESIDENCE R59570912 1905217 J06D Jack-Open1 1 Job Reference (optional) Lo T , Inc, Ferndale, WA - 98248, -2-0-0 2-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:24 2019 Page 1 ID:tem6?ayTt6B4h3ihtNOjecyeHr9-DGow0T3fcSA2LVGR9G9jCDQ8q7MPbXC1 jI7H4rycOZz 6-0-0 7-8-15 6-0-0 1-8-15 6-0-0 6-0-0 Scale =1:18.9 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 CS!. TC 0.43 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) Ildeft L/d Vert(LL) -0.06 2-5 >999 240 Vert(CT) -0.10 2-5 >683 180 Horz(CT) -0.00 4 n/a rile PLATES GRIP MT20 220/195 Weight: 22 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=95(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=402(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL-4.2psf; BCDL=4,8psf; h=25ft; Cat, It; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 7-8-3 zone; cantilever left and right exposed „ end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 41, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTeBB connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-119 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, September 19,2019 MiTok MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville CA15661 0 (^4 Job Truss Truss Type City Ply COSIC RESIDENCE R59570913 1905217 JOSE Jack -Open 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, -2-0-0 8,320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:25 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-hSMJco4 HNm IvzfrdjzgytRyJHOidK_SByytgcHycOZy 5-10-15 2-0-0 5-10-15 6-0-0 6-0-0 Scale = 1:15.0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CSI, TC 0.39 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) Vdefl Lid Vert(LL) -0.06 2-4 >999 240 Vert(CT) -0.10 2-4 >683 180 Horz(CT) -0,00 3 n/a rda PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (lb/size) 3=152/Mechanical, 2=396/0-5-8, 4=46/Mechanical Max Horz 2=78(LC 8) Max Uplift 3=56(LC 12), 2=-94(LC 8) Max Gray 3=152(LC 1), 2=396(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25f1; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 5-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 1rb032015 BEFORE USE Design valid for use only with AiTekw connectors. This design is based only upon parameters shown, and is for an individual bulldog component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSBd9 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qiy Piy COSIC RESIDENCE R59570914 1905217 JO6F Jack -Open 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA-98248, -2-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:26 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjeoyeHr9-9ewhp84v74QmapQgHhBBHeV Wpo2s3RiKBco08kycOZx 3-10-15 2-0.0 3-10-15 1 6-0-0 6-0-0 Scale = 1:15.2 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.28 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) Vdefl Lid Vert(LL) -0.06 2-4 >999 240 Vert(CT) -0.10 2-4 >683 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 17 Ib FT = O% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (lb/size) 3=72/Mechanical, 2=348/0-5.8, 4=46/Mechanical Max Horz 2=60(LC 8) Max Uplift 3=-30(LC 12), 2=-86(LC 8) Max Gray 3=72(LC 1), 2=348(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4,8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. AWARNING - Verily daslgn paramours and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 roe. 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 thus 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 ahvays required for stability and to prevent collapse with possible personal injury and property damage, For general guidmun regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, DSB-09 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MrTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570915 1905217 JO6G Jack -Open Girder 1 1 Job Reference (optional) uws Truss, Inc, Ferndale, WA - 98248, -2-0-0 8,320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:26 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-9ewhp84v74QmapQgHhBBHeV W bo103RiKBccO8kycoZx 1-10-15 2-0-0 4.00 12 2 1.10.15 2x4 1-2-10 5 6 4 JL24 JL24 6-0-0 1-2-10 4-9-6 Scale = 1:15.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015rrPI2014 CS!. TC 0.29 BC 0.36 WB 0.00 Matrix-P DEFL. in (loc) Udefl L/d Vert(LL) -0.06 2-4 >999 240 Vert(CT) -0.11 2-4 >621 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 3=-13/Mechanical, 2=310/0-5-0, 4 47/Mechanical Max Horz 2=42(LC 4) Max Uplift 3=-13(LC 1), 2=-81(LC 4) Max Gray 3=15(LC 4), 2=310(LC 1), 4=106(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 7) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-3=-64, 2-4=16 ©WARNING - Verify design parameter, end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1I.7473 rev. 101030015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an IndMdual 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 buckkng 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 ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MIS MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Pty COSIC RESIDENCE R59570916 1905217 J08 Jack -Partial 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA-98248, 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:27 2019 Page 1 ID:tem6?ayTt6B4h3ihtNOjecyeHr9dgU31 U5XuNYdCz?0gOiQgs2chCJkouyTPGMxhAycOZw 4-0-11 8-0-0 9-10-15 4-0-11 3-11-5 1-10-15 8-0-0 8-0-0 eJ cv Scale = 1:39.7 LOADING (pst) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Ina YES Code IRC20157TP12014 CSI. TC 0.59 BC 0.58 WB 0.00 Matrix-P DEFL. in (loc) Vdefl L/d Vert(LL) -0.19 2-5 >499 240 Vert(CT) -0.33 2-5 >277 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 30 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 5=Mechanical, 3=0-1-8. (lb) - Max Horz 2=191(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 3=-131(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 4, 5 excepl2=435(LC 1), 3=296(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL 42psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 9-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) far truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2 except (jt=lb) 3=131, 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. AWARNING - Verify design parameters and READ NOTES QN THIS AND INCLUDED INTER REFERENCE PAGE 1411-7473 rev. 1903I2O15 BEFORE USE. Design valid for use only with MiTela 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 appllcabily 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 wkh possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV7P11 Deadly Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570917 1905217 JO8A Jack -Partial Girder 1 1 Job Reference (optional) Louws Truss, Inc, emdale, WA - 98248, 1-6-0 3x4 = 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:28 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-612REg6AfhgTg7aCO6E1N3atLcb4XGrdew5V DcycOZv 4-0-11 ( 8-0-0 I 10-1-8 1-0-7 4-0-11 3-11-5 2-1-8 0-7-15 10 JL24 4-0-11 4-0-11 8.00 112 3x6 i 8 3x6 II JL24 11 JL24 4x4 11 4 7 3x6 = 8-0-0 8-Ol2 10-9-7 3-11-5 0-0-12 2-8-11 Scale _ 1:44.3 Plate Offsets (X,Y)— [4:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI, TC 0,21 BC 0.83 WB 0,34 Matrix-P DEFL. in (loc) Vdeft L/d Vert(LL) -0,04 2-8 >999 240 Vert(CT) -0,07 2-8 >999 180 Horz(CT) 0.01 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 47 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 6=Mechanical, 2=0-5-8, 7=Mechanical. (Ib) - Max Horz 2=202(LC 23) Max Uplift All uplift 100 Ib or less at joint(s) 6, 4, 5 except 2=-110(LC 8), 7=-109(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 6, 4, 5 except 2=1008(LC 1), 7=751(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1097/57 BOT CHORD 2-8=-162/830, 7-8=-162/830 WEBS 3-8=-90/940, 3-7=-1026/201 Structural wood sheathing directly applied or 5-10-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASGE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al jolnt(s) 6, 4, 5 except (jt=Ib) 2=110, 7=109. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in, 11) Use USP JL24 (With 4-10d nails into Girder 8 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 6-0-12 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber, 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-0=-64, 2-7=-16 :ontinre d on nanp 9 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10A73/2015 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 ANSVTPl1 quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 215 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job ,, Truss Truss Type Qty Ply COSIC RESIDENCE'. R59570917 1905217 JO8A Jack -Partial Girder 1 1 Job Reference (optional) auws Truss, Inc, Femdale, WA - 98248, LOAD CASE(S) Standard Concentrated Loads (lb) Vert:8=-363(F) 10=-413(F) 11=-363(F) 8,320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:28 2019 Page 2 ID:tem67ayTt6B4h3ihtNOjecyeHr9-612REg6A1hgTg7aC06E1N3atLcb4XGrdew5V DcycOZv A WARNING - Verily 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 MiTekiS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rnwpville CA 85661 Job , Truss Truss Type a 1Y COS RE IDENCE R59570918 1905217 JOBB Jack -Partial 1 1 Job Reference (optional) Truss, Inc, Ferndale, WA - 98248, 8.320 s Aug 28 2019 MiTek Industnes, Inc. Wed Sep 1 12:42:29 age ID:tem6?ayTt6B4h3ihtNOjecyeHr9-aDbpRA7aCI7oKRH8PypluvH7s407CGoRmtar213yc0Zu -1-6-0 4-0-3 7-10-15 i I I 1-6-0 4-0-3 3-10-13 8-0-0 8-0-0 Scale = 1:33.1 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 DEFL. In (loc) Weft L/d TC 0.98 Vert(LL) -0.19 2-4 >499 240 BC 0.58 Vert(CT) -0.33 2-4 >277 180 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix-P PLATES GRIP MT20 220/195 Weight 26 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=231/Mechanical, 2=429/0-5-8, 4=62/Mechanical Max Horz 2.165(LC 12) Max Uplift 3=-112(LC 12), 2=-19(LC 12) Max Grav 3.231(LC 1), 2=429(LC 1), 4.139(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2ps1; BCDL=4.8pst h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 7-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jolnt(s) 2 except (jt=Ib) 3=112. September 19,2019 A WARNING - Verify Miele parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITekIS 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 indicatedls to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Wit Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek• MITek USA, Inc. 400 Sunrise Avenun, Suite 270 Jab Truss Truss Type Qty Piy COSIC RESIDENCE R59570919 1905217 JO8C Jack -Partial 1 1 Job Reference (optional) Truss, Inc, Ferndale, WA - 98248, -1-6-0 1-0-0 { 3-0-3 3-0-3 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:29 2019 Page ID:tem6?ayTt6B4h3ihINO ecyeHr9-aDbpRA7oQ?oKRH8PypluvH7_90?C 3oRmta213ycOZu 5-10-15 2-10-13 8-0-0 8-0-0 Scale = 1:26.8 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.46 BC 0.58 WB 0.00 Matrix-P DEFL. in (loc) Vdefl Lid Vert(LL) -0.19 2-4 >499 240 Vert(CT) -0.33 2-4 >277 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 23 Ib FT = 0% LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 3=163/Mechanical, 2=369/0-5-8, 4=62/Mechanical Max Horz 2=132(LC 12) Max Uplift 3=-87(LC 12), 2=-11(LC 12) Max Gray 3=163(LC 1), 2=369(LC 1), 4=139(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2pst; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 5-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) * This truss has been designed for a live bad of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev. 10413r3015 BEFORE USE. Design valid for use ony with MTekdd 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 buiding desgn. Bracing indicated Is to prevent bucktmg of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage„ delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 quality Criteria, OSB-89 end RCS/ Building Component Safety Information available from Truss Plate Institute, 215 N, Lee Street, Suite 312, Alexandria, VA 22314, September 19,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Sude 270 RosOville. CA 95651 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570920 1905217 J08D Jack -Partial 1 1 Job Reference (optional) Lou Truss, Inc, Ferndale, WA - 98248, -1-6-0 1-6-0 2-0-3 2-0-3 8,320 s Aug 28 2019 MiTek Industnes, Inc. Wed Sep 18 12:42:30 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-2P9Cf W7QBIwB3RjbWXG7SUg EFPKR?Fhw6EabHVycOZt 3-10-15 1-10-13 8-0-0 8-0-0 Scale = 1:20.3 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Ina YES Code IRC2015ITPI2014 CSI. TC 0,18 BC 0.58 WB 0.00 Matrix-P DEFL, In (loc) Vdetl Ud Vert(LL) -0.19 2-4 >499 240 Vert(CT) -0.33 2-4 >277 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 20 Ib FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD REACTIONS. (Ib/size) 3=89/Mechanical, 2=315/0-5-0, 4=62/Mechanical Max Horz 2=95(LC 12) Max Uplift 3=-52(LC 12), 2=-7(LC 12) Max Gray 3=90(LC 19), 2=315(LC 1), 4=139(LC 3) FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 2. WARNING - Verify design paramegva and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1•7473 rev. 111/83/2015 BEFORE USE. Design valid tor use on with MiTek® connectors. This design is based only upon parameter; shown, and is for an individual building component, nol a truss system. Before use, the building designer must verify the applicabifiy of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 5661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570921 1905217 JO8E Jack -Partial Girder 1 1 . Job Reference (optional) ouws 1 russ, Inc, 1 erndale, WA - 98248, -1-6-0 1-6-0 8.00 12 1-0-3 1-10-15 1-0-3 0-10-13 8,320 s Aug 28 2019 MITek Industries, Inc. Wed Sep 18 12:42;31 2019 Page 1 ID:tem67ayTt6B4h3ih NOjecyeHr9-Wcjass82yc22haln3EnM jCPFpfEkix3KuK9qxycOZs fiR HH HH 5 6 7 4 JL24 JL24 JL24 8-0-0 8-0-0 Scale = 1:18.3 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI, TC 0.17 BC 0.68 WB 0.00 Matrix-P DEFL. in (loc) Udefl Ud Vert(LL) -0.20 2-4 >465 240 Vert(CT) -0.37 2-4 >258 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 2=263/0-5-8, 4=63/Mechanical, 3=18/Mechanical Max Horz 2=59(LC 8) Max Uplift 2=-6(LC 8), 3=-15(LC 8) Max Gray 2=263(LC 1), 4=142(LC 3), 3=21(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 7) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 6-0-12 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 2-4=-16 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIh7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA555661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570922 1905217 T01A Monopitch 14 1 Job Reference( optional) Louws Truss, Inc, Ferndale, WA - 98248, -2-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:32 2019 Page 1 ID:tern67ayTt6B4h3ihtN0jecyeHr9-_oHy4C9gjwAvJkt_dy IbXvIYtD8CT9BDZY3iMNycOZr 3.11-8 2-0-0 3.11-8 3-11-8 3-11-8 Scale=1:11.7 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.30 BC 0.12 WB 0.00 Matrix-P DEFL. in (loc) I/defl Lid Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a rile PLATES GRIP MT20 2201195 Weight: 14 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 3=74/Mechanical, 2=333/0-5-8, 4=29/Mechanical Max Horz 2=60(LC 8) Max Uplift 3=-30(LC 12), 2=-96(LC 8) Max Gray 3=74(LC 1), 2=333(LC 1), 4=66(LC 3) FORCES. (Ib) - Max. Comp/Max, Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 3-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No,2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. a, WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MI1-7473 rev. 10/032015 BEFORE USE Design val'xl for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual bulking 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 andfor chord members only. Additional temporary and permanent bracing is a/ways 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 o/ trusses and truss systems, see ANSI TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570923 1905217 T01 B Roof Special 1 1 Job Reference (optional) ouws Truss, Inc, Femdale, WA 8248, -2-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:33 2019 Page 1 I0:tem69ayTt6B4h3ihtNOjecyeHr9-S rKHYAIUDImwuSABfpg471j2dURCcRMoCPGugycOZq 3-11-8 2-0-0 3-11-8 3-11-8 3-11-8 { Scale = 1:11.7 m 4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.28 BC 0.12 WB 0.00 Matrix-P DEFL, in (loc) I/defl Lid Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=123/Mechanical, 2=333/0-5-8, 4=60/Mechanical Max Herz 2=60(LC 8) Max Uplift 3=-45(LC 12), 2=-96(LC 8) Max Gray 3=123(LC 1), 2=333(LC 1), 4=135(LC 3) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Encbsed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 3-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 3) * This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down and 39 Ib up at 3-10-12 on top chord, and 69 Ib down at 3-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-3=-64, 2-0=-16 Concentrated Loads (Ib) Vert: 3=-49(B) 4=-31(B) WARNING - Wanly design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTektS 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 i5 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required far stability and to prevent collapse with passible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSI/TPI1 Duality Crtterle, DS8-09 end 8C5/ Building Component Safety Inrorme6on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, September 19,2019 MiTek' MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type City Piy COSIC RESIDENCE R59570924 1905217 T02 Common 1 1 Job Reference (optional) Li) T Inc, Ferndale, WA - 98248, -1-6-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:34 2019 Page ID:tem67ayTt8B4h3ihtNOjecye H r9-wBP VtBwFXQdY21 MIM K3cKgs51 npx_FVOsYpQGyoOZp 6-2-5 11-11-13 16-4-2 21-0-0 1-6-0 6-2-5 5-9-7 I 4-4-6! 4-7-14 3x4 = 6-2-5 6-2-5 8.00 12 5x6 10 1.5x4 II 4x4 = 12 13 3x6 5 '1 14 11-11-13 5-9-7 9 5x8 = 164-2 4-4-6 8 3x4 21-0-0 4-7-14 3x6 6 7 1.5x4 II Scale = 1:51.7 Plate Offsets (X,Y)— LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 [3:0-2-12,0-3-0], [9:0-4-0,0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.38 BC 0,30 WB 0.35 Matrix-SH DEFL. in (Ioc) Udell L/d Vert(LL) -0.03 2-10 >999 240 Vert(CT) -0.06 2-10 >999 180 Horz(CT) 0.02 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 115 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=940/0-5-8, 7=820/Mechanical Max Horz 2=173(LC 9) Max Uplift 2=-86(LC 12), 7=45(LC 13) FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3--1179/79, 3-4=-747/116, 4-5=-717/122, 5-6=-780/79, 6-7=-785/83 BOT CHORD 2-10=-96/882, 9-10=-98/878, 8-9=48/590 WEBS 3-9=-450/135, 4-9=-49/418, 6-8=-29/619 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 11-11-13, Exterior(2) 11-11-13 to 15-7-0, Interior(1) 15-7-0 to 20-104 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20,0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 7. ®WARNING - Vadry design parameerss and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ter. 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 buss 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 bucking of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIn quality Critarfe, DSB-89 and SCSI Building Component SaM1ry Infonrraton available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MI MiTek' MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570925 1905217 T03 Piggyback Base 4 1 Job Reference (optional) uws Truss, Inc, Femdale, WA - 98248, 7-5-5 7-5-5 8.320 s Aug 28 2019 MiTek ushies, Inc. Wed Sep 18 12:42:35 2019 Page I D:tem67ayTt6B4h3ihtNOjecyeHr9-ONz5iDBZ0 rYUACcYl4s I9YN_OQ4rgUAfFW IMziycOZo 14-5-11 17-6-5 24-6-11 32-0-0 133-6-0 7-0-7 3-0-10 7-0-7 7-5-5 1-6-0 7-5-5 14-5-11 7-5-5 7-0-7 5x8 = 17-6-5 3-0-10 4x4 = 24-6-11 7-0-7 32-0-0 7-5-5 Scale = 1:62.3 4 0 Plate Offsets (X,Y)— LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 [3:0-2-4,0-3-4], [4:0-6-4,0-2-41 [6:0-2-4,0-3-4], [11:0-3-0,0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.60 BC 0.50 WB 0,18 Matrix-SH DEFL. in (loc) Vdef L/d Vert(LL) -0.08 2-12 >999 240 Vert(CT) -0.15 2-12 >999 180 Horz(CT) 0,06 7 n/a n/a PLATES GRIP MT20 220/195 Weight; 175 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1372/0-5-8, 7=1372/0-5-8 Max Horz 2=189(LC 11) Max Uplift 2=-115(LC 12), 7=-115(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 4-10, 6-10 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-1900/141, 3-4=-1359/181, 4-5=-1019/186, 5-6=-1360/181, 6-7=-1900/141 BOT CHORD 2-12=-128/1461, 11-12=-130/1457, 10-11=0/1018, 9-10=-35/1457, 7-9=-33/1461 WEBS 3-12=0/293, 3-11=-556/165, 4-11=-48/391, 5-10=-5/393, 6-10=-554/165, 6-9=0/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 14-5-11, Exterior(2) 14-5-11 to 22-7-6, Interior(1) 22-7-6 to 33-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jolnt(s) except (jt=lb) 2=115, 7=115. 8) Graphical purlin representation does not depict the size or the orientation of the purlin abng the top and/or bottom chord. A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED IHITEK REFERENCE PAGE Mll-T473 rev. 10/034015 BEFORE USE. Design valid for use only with MTek9) connectors. This design is based only upon parameters shown, and is for an individual buiding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/ar 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 ANSVTPff Quality Criteria, OSB-88 end BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 111 MiTek' MITek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville. CA 05661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570926 1 05217 TO3A Piggyback Base Girder 2 1 Job Reference (optional) Louws Truss, Inc, 4x4 Ferndale, WA - 98248, 5-1.2 5-1.2 3x6 3 18 16 JL24 2x4 9-9-7 4-8-4 19 JL26 5x6 4 14-5-11 4-8-4 8.00 NY 5x8 = 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:36 2019 Page 1 ID:ternVayTt6B4h3ihtNOjecyeHr94ZXTYZCBn8hLnMBIsnNXhIwDVqJJPISoUA1wV9ycOZn 17-6-5 22-2-9 26-10-14 32-0-0 133-6-0 I 3-0-10 4-8-4 4-8-4 5-1-2 1-6-0 4x4 = 6 7 5x6 8 15 14 13 12 11 3x4 = 3x4 = 5-1-2 19-9-7 14-5-11 5-1-2 4-8-4 4-8-4 7x8 17-6-5 3-0-10 3x8 = 22-2-9 4-8-4 3x4 26-10-14 4-8-4 2x4 II 32-0-0 5-1-2 Scale = 1:62.3 10 Plate Plate Offsets (X,Y)— 14:0-3-0,0-3-0], [14:0-4-0,0-4-8] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina NO Code IRC2015/TP12014 CSI. TC 0.33 BC 0.87 WB 0,94 Matrix-SH DEFL. in (loc) Vdefl L/d Vert(LL) -0.11 15-16 >999 240 Vert(CT) -0.18 15-16 >999 180 Horz(CT) 0.05 9 n./a n/a PLATES GRIP MT20 220/195 Weight: 224 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1947/0-5-8, 9=1523/0-5-8 Max Horz 2=189(LC 26) Max Uplift 2=-277(LC 8), 9=-155(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, except 2-0-0 oc purlins (5-7-3 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2969/403, 3-4=-2295/314, 4-5=-1619/237, 5-6=-1251/218, 6-7=-1585/227, 7-8=-19091213, 8-9=-2227/198 BOT CHORD 2-16=-378/2368, 15-16=-378/2368, 14-15=-214/1822, 13-14=-65/1280, 12-13=-52/1512, 11-12=-82/1759, 9-11=-82/1759 WEBS 3-16=-78/490, 3-15=-658/197, 4-15=-157/835, 4-14=-956/262, 5-14=-151/724, 5-13=-273/128, 6-13=-93/603, 7-13=-472/144, 7-12=-13/280, 8-12=-306/98 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2ps1; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=277, 9=155. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 3-5-4 from the left end to connect truss(es) to back face of bottom chord. 10) Use USP JL26 (With 6-10d nails into Girder & 4-10d x 1-1/2 nails into Truss) or equivalent at 7-6-12 from the left end to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced); Lumber Increase=1.15, Plate Increase=1.15 7.nntinimr1 nn nane 2 ,,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE MU-7473 rev. 10/0312015 BEFORE USE Design valid for use only with firliTeke connectors. This design is based only upon parameters sls,wn, 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 bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71.11 Quality Criteria, DSB-89 and SCSI Building Component Safety tritomation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek' MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Pty COSIC RESIDENCE R59570926 1905217 TO3A Piggyback Base Girder 2 1 Job Reference (optional) uws Truss, Inc, Ferndale, WA - 98248, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-64, 5-6=-64, 6-10=-64, 2-9=-16 Concentrated Loads (lb) Vert: 18=-138(B) 19=-586(B) 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:36 2019 Page 2 I D:tem6?ayTt6B4h3ihtNOjecyeHr9-1ZXTvZC Br8hLnMBIsnNXhtwDVgJJPISDUA1 wV 9ycOZn AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 141I-7473 rev. 1OV3/2013 BEFORE USE Design valid for use only with MiTek®mnnectors. This design is based only upon parameters shown, end is for an individual building component, not a truss system. Before use, the building designer must verify the applicabifdy of design parameters and properly incorporate thls 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 wflh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/i Quality Criteria, DSB-89 end SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. IM 1. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570927 1905217 TO3B Piggyback Base 1 1 Job Reference (optional) ouws Truss, Inc, Ferndale, WA - 98248, 1-6-0 7-5-5 11-6-0 1 7-5-5 8,320 s Aug 28 2019 MiTek industries, Inc. Wed Sep 18 12:42:37 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-Lm4r7vDpYSpCPVmxQVum EzSKwEhB8KayjgnT1 bycOZm 14-5-11 17-6-5 18]1-j2 23.9-0 1 27-8-3 1 32-0-0 33.6-0I 7-0-7 3-0-10 0-7- 5-7-8 3-10-15 4-3-13 1-6-0 5x6 = 4 5x6 .1.5x4 II 5 6 `12 3x4 = 16 15 4 3 4x12 = 4,00 ITT 1.5x4 II 5x6 = 1.5x4 II 6x8 = 7-5-5 14-5-11 17-6-5 180-12 23.9.4 7-5-5 7-0-7 3-0-10 0-7-4 5-7-8 Plate Offsets (X,Y)— [3:0-2-1,0-3-4], [4:0-0-4,0-2-4], [5:0-3-12,0-2-0], [7:0-3-0,0-3-01, [9:0-0-13,Edge], [15:0-3-0,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CSI, TC 0.60 BC 0.70 WB 0.44 MatrixSH DEFL. in (loc) Udefl L/d Vert(LL) -0,22 11-12 >999 240 Verl(CT) -0,37 11-12 >999 180 Horz(CT) 0,25 9 n/a n/a 32-0-0 8-2-12 Scale = 1:65.6 PLATES GRIP MT20 220/195 Weight: 203 Ib FT = D% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No,2 REACTIONS. (Ib/size) 2=1372/0-5-8, 9=1372/0-5-8 Max Horz 2=190(LC 11) Max Uplift 2=-105(LC 12), 9=-105(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Row at midpt 6-12 WEBS 1 Row at midpt 3-15, 4-14, 5-14, 7-12 FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1901/142, 3-4=-1357/180, 4-5=-1031/187, 5-6=-1297/270, 6-7=-1460/178, 7-8=-3163/168, 8-9=-3352/212 BOT CHORD 2-16=-114/1462, 15-16=-116/1458, 14-15=0/1015, 11-12=-0/2639, 9-11=-129/2798 WEBS 3-16=0/293, 3-15=-557/166, 4-15=-37/363, 5-14=-682/0, 12-14=0/1281, 5-12=-93/1251, 7-12=-1815/107, 7-11=0/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 14-5-11, Exterior(2) 14-5-11 to 22-7-6, Interior(1) 22-7-6 to 33-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Thls truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=105,9=105. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, AWARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 1 r1.037015 BEFORE USE. Design valid for use only with MtTek® connectors. ThIs design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary end permanent bracing is always required for stabikty 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 ANSI7rPl1 Duality Crkeria, DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Oty PIy COSIC RESIDENCE R59570928 1905217 TO3C Piggyback Base 6 1 ,..a Job Reference (optinnal) Louws Truss, Inc, Ferndale, WA - 98248, f 15-0 1 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:38 2019 Page 1 ID:te m67ayTt6B4h3ihlN0'ecyeHr9-pyeDKFERJ mx31 tX7_C P?mA?Uke 1 Ltle5xUW0Z1 ycOZI 7-5-5 14-5-11 116-0-0 17-6-51 23-9-4 I 27-8-3 I 32-0-0 j3-6-0 I 1-6-0 7-5-5 7-0-7 1-0-5 1-0-5 6-2-15 3-10-15 4-3-13 1-6-0 8.00 12 15 1.5x4 II 5x8 = 14 13 3x8 �"- 3x4 = 5x8 = 4.00 112 7-5-5 I 14-5-11 116-0-0117-6-5 I 23-9-4 7-5-5 7-0-7 1-6-5 1-6-5 6-2-15 1.5x4 = 32-0-0 8-2-12 19 3x6 oI$ Scale = 1:69.6 Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 3:0-2-4,0-3-4], [4:0-6-4,0-2-4], [6:0-2-4,0-2-0], [7:0-3-0,0-3-0], [9:0-0-13,Edge], [13:0-5-8,0-2-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.60 BC 0.71 WB 0.51 MalrixSH DEFL. in (loc) Udell L/d Vert(LL) -0.20 11 >999 240 Vert(CT) -0.34 11-12 >999 180 Horz(CT) 023 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 202 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 2=1372/0-5-8, 9=1372/0-5.8 Max Horz 2=-189(LC 10) Max Uplift 2-105(LC 12), 9=-105(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except 2-0-0 oc purlins (5-10-1 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 4-13, 5-13, 7-12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1900/142, 3-4=-1359/180, 4-5=-1010/183, 5-6=-1073/184, 6-7=-1397/178, 7-8=-3150/172, 8-9=-3346/209 BOT CHORD 2-15=-114/1460, 14-15=-116/1456, 13-14=0/1018, 12-13=0/1076, 11-12=-48/2649, 9-11=-125/2788 WEBS 3-15=0/289, 3-14=-555/166, 4-14=-22/418, 5-13=-431/18, 5-120-20/478, 6-12=-15/375, 7-12=-1860/124, 7-11=0/1819 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 14-5-11, Exterior(2) 14-5-11 to 22-7-6, Interior(1) 22-7-6 to 33-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/ -Pi 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=105, 9=105. 9) Graphical purlin representation does nol depict the size or the orientation of the purlin along the top and/or bottom chord. ©WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/037201S 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 verily the appficabilily of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual hiss 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 ANSUTP11 quality Crlteria, OSB-89 and BCS1 Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570929 1905217 T04 Common 1 1 Job Reference (optional) otlws 1 russ, Inc, emdale, WA - 98248, -1-6-0 1-6-0 6-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:39 2019 Page 1 IDatem67ayTt6B4h3ihtNOjecyeHr9-H8CbYbE3433wepv0wwEJOYjF2V cKFFA8Ga6Tyc02k 12-0-0 I 13-6-0 I 6-0-0 6-0-0 1-6-0 4x4 = 6-0-0 12-0-0 6-0-0 6-0-0 Scale = 1:28.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Cade IRC2015/TPI2014 CSI. TC 0.36 BC 0.25 WB 0.04 MalrixSH DEFL. in (loc) Udefl Lid Vert(LL) -0.02 4-6 >999 240 Vert(CT) -0.05 4-6 >999 180 Horz(CT) 0,01 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 46 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=572/0-5-8, 4=572/0-5-8 Max Horz 2=-89(LC 10) Max Uplift 2=-59(LC 12), 4=-59(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-542/53, 3-4=-542/53 BOT CHORD 2-6=0/354, 4-6=0/354 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 6-0-0, Exterior(2) 6-0-0 to 9-7-3, Interior(1) 9-7-3 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live bad of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be DF No2 crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jolnt(s) 2, 4. ©WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/201S BEFORE USE. Design valid for use only with MiTekw 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 verily the applcabilily of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSdrTPl1 Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 Miele MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Trues Type Qty Ply COSIC RESIDENCE R59570930 1905217 TO4A COMMON GIRDER 1 1 Job Reference (optional) Looms Truss, Inc, Femdale, WA - 98248, 1-6-0 3.2-7 3-2-7 8.00 12 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:40 2019 Page ID:tem67ayTt6B4h3ihINOjecyetir9-ILm IxFhgNBmGzUW5dRTsb4rYRl_Lb5OPo77ewycOZj 6-0-0 I 8-9-9 12-0-0 2-9-9 2-9-9 3-2-7 4x6 II 1 3x8 i 9 a 10 7 5x8 = 3x8 II 10x10 = MSH29 3x8 it 3x8 3-2-7 6-0-0 Special 8-9-9 11 MSI-129 12-0-0 5x8 = 3-2-7 2-9-9 2-9-9 3-2-7 Scale = 1:29.3 Plate Offsets (X,Y)— [2:0-4-0,0-1-9], [6:0-4-0,0-1-9], [7:0-6-4,0-1-8], [8:0-5-0,0-6-4], [9:0-6-4,0-1-8] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BGDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0,51 BC 0.63 WB 0.71 Matrix-SH DEFL. in (loc) Ildefl Lid Vert(LL) -0.07 7-8 >999 240 Vert(CT) -0.11 7-8 >999 180 Horz(CT) 0.02 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 73 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 6=3583/0-5-8, 2=2332/0-5-8 Max Horz 2=82(LC 26) Max Uplift 6=-420(LC 9), 2=-296(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3503/422, 3-4=-3555/474, 4-5=-3553/470, 5-6=-5126/618 BOT CHORD 2-9=-355/2841, 8-9=-355/2841, 7-8=-478/4198, 6-7=-478/4198 WEBS 4-8=-75/3693, 5-8=-1577/222, 5-7=-168/1677 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-5-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2ps1; BCDL=4,8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 6=420, 2=296. 7) Use USP MSH29 (With 10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 8-0-12 from the left end to 10-0-12 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2276 Ib down and 335 Ib up at 6-0-12 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-4=-64, 4-6=-64, 2-6=-16 Concentrated Loads (Ib) Vert: 8=-2276(B) 10=-1314(B) 11=-1290(B) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MQ-7473 rev- 1003/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIl quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95851 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570931 1905217 T05 Flat Girder 1 1 Job Reference (optional) ouws 1 russ, Inc, ernaale, WA - 96z46, 4-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:41 2019 Page 1 I D:tem67ayTt6B4h3ihtNOjecyeHr9-DXKMzHGKbhJdu73ifKyiOpd4CrCU4DGXdSIhAMycOZi 4-0-0 6 JL24 4-0-0 4-0-0 3x4 = { I I Scale: 3/4"=1' LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CBI, TC 0.26 BC 0.17 WB 0.01 Matrix-P DEFL, in (loc) Udefl Lid Vert(LL) -0.01 3-4 >999 240 Vert(CT) -0.02 3-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 22 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 4=155/Mechanical, 3=154/Mechanical Max Horz 4=60(LC 5) Max Uplift 4=-46(LC 4), 3=-45(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down and 31 lb up at 1-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 3-4=-16 Concentrated Loads (Ib) Vert: 5=-4(F) 6=-9(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-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 ANSITP/1 Quality Criteria, DEB-89 and RCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job . Truss Truss Type Qty Ply COSIC RESIDENCE R59570932 1e05217 TO5A Flat Girder 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 4-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:42 2019 Page 1 ID:tem67ayTt6B4h3ihtNOjecyeHr9-hjukAcHyM_RUVHevD2Uxx09F3FVMpgnhs6UEjoycOZh 4-0-0 4 3x6 II 5 JL28 4-0-0 3 5x6 = 4-0-0 Scale = 1:30.1 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 * Rep Stress Incr NO BCDL 8.0 Code IRC2015fTP12014 CS!. TC 0.26 BC 0.32 WB 0.06 Matrix-P DEFL. in (loc) kW Lid Vert(LL) -0.01 3-4 >999 240 Vert(CT) -0.02 3-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 36 Ib FT = 0% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 4=634/Mechanical, 3=603/Mechanical Max Horz 4=-128(LC 4) Max Uplift 4=-140(LC 4), 3=-138(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 4=140, 3=138. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Use USP JL28 (With 10-10d nails into Girder & 6-10d x 1-1/2 nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (en Vert: 1-2=-64, 3-4=-16 Concentrated Loads (Ib) Vert: 5=-940(B) A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 9111-7473 roy 10/03/2015 BEFORE USE Design valid Tor t.180 only with MiTeke connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate thls 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 Crtterra, DSB-89 and RCS/ Budding Component Safety Information available (ram Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, September 19,2019 Mil MiTek' Milek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job • Truss Truss Type Qty Ply COSIC RESIDENCE R59570933 1905217 T05C Piggyback Base 1 1 • Job Reference (optional) otiws Truss, Inc, Ferndale, WA - 98248, 1.5x4 II 6-10-3 6-10-3 6-10-3 9-10-13 3-0-10 5x8 = 5x6 = 9-10-13 4x4 = 3x8 = 8,320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:43 2019 Page 1 ID:lem67ayTt6B4h3ihtNO]ecyeH r9-9vS6Nyla7IZL7QD5m17ATEiL2fpxY57g51E nFFycOZg 16-11-3 24-4-8 25-10-8I 7-0-7 7-5-5 t 1-6-0 16-11-3 1.5x4 II 24-4-8 6-10-3 3-0-10 7-0-7 7-5-5 -t 9 Scale = 1:57.9 Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 2:0-0-4,0-2-4], [4:0-2-4,0-3-4], [9:0-3-0,0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.63 BC 0.43 WB 0.18 MatrixSH DEFL. in (loc) Vdefl L/d Vert(LL) -0,06 9-10 >999 240 Vert(CT) -0,12 5-7 >999 180 Horz(CT) 0.02 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 150 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 10=956/Mechanical, 5=1075/0-5-8 Max Horz 10=-232(LC 8) Max Uplift 10=-58(LC 13), 5=-102(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-717/133, 2-3=-576/154, 3-4=-834/148, 4-5=-1380/106, 1-10=-904/131 BOT CHORD 8-9=-15/494, 7-8=0/1030, 5-7=0/1034 WEBS 2-9=-271/87, 2-8=-81/370, 4-8=-563/166, 4-7=0/294, 1-9=-51/592 Structural wood sheathing directly applied or 4-9-7 oc pudins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-9, 4-8 BRACING - TOP CHORD NOTES- 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 6-10-3, Exterior(2) 6-10-3 to 14-11-14, Interior(1) 14.11-14 to 25-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1_60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondtng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10 except (]t=Ib) 5=102. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Verify d et ers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev, 10/03t2015 BEFORE USE. Design valid for use only wish MiTek connectors. This design is based only upon parameters shown, and is for an individual butldng component, not a truss system. Before use, the truihling 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/TPI7 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 _Roseville CA 95661 Job a Truss Truss Type Oty PIy COSIC RESIDENCE' R59570934 1905217 T06 Common 2 1 La Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 5-0-0 5-0-0 5-0-0 5-0-0 4x4 = 2 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:44 2019 Page 1 I D:lem6?ayTt6B4h3ihtN0'ecyeHr9-e6?Ubl ICuchClaoI1KTW PORFbA3DUHad_KPzLnhycO2f 10-0-0 11-6-0 5-0-0 I 1-6-0 10-0-0 5-0-0 Scale = 1:35.8 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.28 BC 0.15 WB 0.03 Matrix-SH DEFL. in (loc) tldefl Lid Vert(LL) -0.01 6-7 >999 240 Vert(CT) -0.02 5-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 58 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 7=379/Mechanical, 5=503/0-5-8 Max Horz 7=-125(LC 10) Max Uplift 7=-24(LC 12), 5=-46(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-312/64, 2-3=-319/68, 1-7=344/77, 3-5=-468/125 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 5-0-0, Exterior(2) 5-0-0 to 8-7-3, Interior(1) 8-7-3 to 11-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in an areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 5. ©WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. IQ.V O15 BEFORE USE. Design valid for use only with MiTeklS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web 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 misses and truss systems, see ANSDTPII Qualify Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. September 19,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply COSIC RESIDENCE R59570935 1905217 T07 Monopitch 2 1 - Job Reference (optional) uws Truss, Inc, Ferndale, WA - 98248, -0-6-0 0-6-0 2x4 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:44 2019 Page ID:tem67ayTt6B4h3ihtNOjecyeHr9-e67 Ub IICuchClaoHKT W PORFfG3FcHa9_KPzLnhycOZf 1-5-8 1-5-8 1-5-8 1-5-8 Scale = 1:9.6 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI, TC 0.02 BC 0.01 WB 0.00 Matrix-P DEFL. in (loc) Vdefl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 5 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 2=98/0-5-8, 4=11/Mechanical, 3=38/Mechanical Max Horz 2=35(LC 12) Max Uplift 2=-7(LC 12), 3=-21(LC 12) Max Gray 2=98(LC 1), 4=25(LC 3), 3=38(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-5-8 oc purlins. Rigid ceiling directly applied cr 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat- II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO-7473 rev. I Ev3/2015 BEFORE USE. Design valid for use only with MiTe129 connectors. This design is based only upon parameters shown, and is for an individual buiding component, not a truss system. Before use, the building designer must verity the appficabihty of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andfor 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 at trusses and truss systems, see ANSI!TPII Qualify Criserle, DSB-89 end SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, September 19,2019 111111111111 MiTek' Weir USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95661 Job a Truss Truss Type Qty Pty COSIC RESIDENCE R59570936 1905'17 TO1 Monopitch 12 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, -2-0-0 8.320 s Aug 28 2019 MiTek Industries, Inc. Wed Sep 18 12:42:31 2019 Page 1 I D:tem67ayTt6B4h3ihtNOjecyeHr9-Wcjass82yc22ha In3EnM_iCD mpgnkix3 KuK9gxycOZs 7-11-8 2-0-0 7-11-8 7-11.8 7-11-8 Scale = 1:19.0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.90 BC 0.58 WB 0.00 Matrix-P DEFL, in (loc) Vdefl Ltd Vert(LL) -0.18 2-4 >507 240 Vert(CT) -0.33 2-4 >282 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 25 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 3=225/Mechanical, 2=470/0-5-8, 4=61/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=-81(LC 12), 2=-98(LC 8) Max Gray 3=225(LC 1), 2=470(LC 1),4=138(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. fl; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 7-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. September '19,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1 E 03Re15 BEFORE USE. Design valid for use on with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucking of indNidual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quallty Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Symbols PLATE LOCATION AND ORIENTATION UMW 01111.1111 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- Iv 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, 0 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) TOP CHORDS 7 3 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 ANSIITPI section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved i MiTek' MiTek Engineering Reference Sheet: MII-7473 rev, 10/03/2015 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•bracng, 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 an inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, properly 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 ANSIfTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9, Unless expressly noted, thls design is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load defection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 2, 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 pudins 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 al portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Cdteda. PITZER & ASSOCIATES, PLLC Structural Engineers 2722 Colby Ave, Suite 632 Everett, WA, 98201 Office (425)322-3940 Email: tommyt42k@hotmail.com STRUCTURAL CALCULATIONS FOR: Architects NW Plan M2520C3FT-0 (2) Story ateral Analysis of SFR This Lateral Analysis is approved for single use only NOT VALID WITHOUT A WET SIGNATURE EXPIRES 12-02-18 THOMAS J. PITZER, PE RECEIVED CITY OF TUKWILA SEP 2 0 2019 PERMIT CENTER JOB # 18-138 Date Eng # Desc. 6/25/2018 TJP 1 Original Contract REVICWED FOR s C0nE COMPUANCE APPROVED MAR 03 An City °f Tout aDut oN 41. q. 0 0 Lateral Analysis by: PITZER & ASSOCIATES, PLLC STRUCTURAL ENGINEERS 2722 Colby Avenue, Suite 632, Everett, WA 98201 Office: (425)322-3940 email: tommyt42k@hotmail.com 1.0 General Wind & Seismic Design Criteria Governing Code 2015 INTERNATIONAL BUILDING CODE (IBC). References in the right margin are: [A>clASCE 7-10, [1)(x] IBC 2015, [Nxx] NDS-2015 6/27/2018 Client: Architects NW Project: Plan M2520C3FT-0 P&A#: 18-138 Calculated By: Tom Pitzer, PE Scope of Project A lateral anatysis and design of a two story Single Family Residence in the City of Tukwila, WA 98168 Design Criteria Roof Dead Load Rr.tLive Load Floors Snow Wats Snow Load Reduc1on 0 ASCE 7 12-7.4 [1338] Snow Load Reduction Wind Desiqn Criteria Ultimate VVind Speed 110 MPH 1609.3 [1349] Wind Exposure Category B 1609.4 [1353] Design Method Used Enclosed Simple 28.5 [A302] Diaphragm - Low Rise Wind Speed Up Factor Kzt 1.00 28.8.1 [A251] Seismic Design Criteria Seismic Importance Factor IE 1.00 T11.5.1 [A67] Seismic Design Category 11.6 [A67] Short Period Acceleration Ss 1.5245 F 22(1) [A213] 1-Second Acceleration Si 0.5728 F 22(2) (A214) Seismic Force Resisting System Bearing Wall T 12.2-1 [A73] Response Modification Factor R 6.5 T 12.2-1 [A73] Deflection Amplification Factor Cd 4.0 T 12.2-1 [A73] Method Used Equivalent Lateral Force Procedure 12.8 [A89] System Overstrength Factor 00 2.5 12.19.8 [A73] 2SL Version 15.1 Pitzer & Associates, PLLC 2.0 Table of Contents 18-138 2SL 4GL ELF IBC ver15-1.xmcd 6/27/2018 1.0 General Wind & Se smic Design Criteria 2.0 Table of Contents 3.0 Wind Analysis 4.0 Wind Shear Forces and Uplift Forces 6.0 General Seismic Design Criteria 6.0 Seismic Analysis 7.0 Controlling Seismic Load Combinations 8.0 Diaphragm Loads 9.0 Shear Wals Design 10.0 Overturning Forces 11.0 Shear Wal Load Summary 12.0 Hold Down/Shear Wall Sched ubs/Sh ear Flant/C on nectb n Schedu les 13.0 Seismic Check 14.0 Height to Width Aspect Ratio 2SL Version 15.1 Page 2 Pitzer & Associates, PLLC 18-138 2SL 4GL ELF IBC ver15-1.xmcd 6/27/2018 3.0 Wind Analysis - ASCE Enclosed Simple Diaphragm - Low Rise Method Basic Wind Speed (MPH), (1609.3)[1319] Wind Exposure Category (WEC), Wm! Exposure, entor (1)- exposure "13", (2)- exposure "C", (3)- exposure "ET Mean Roof Height (MRH), Ps = X Ka p (Equadon 28.6-1)[ A3041 Roof Pitch 8:12 (1609.4)[1319) Simplified Wind Design Pressures (Main Wind Force Resisting System) ps30 (Exposure B at h = 30 feet)(psfl Roof Rise enter (1)- Flat, (2)- 2, (3)- 3, (4), 4, (5) 6, (6), 7 to 12 EASCE7Simple-Wind-Pressures ZoneA = 21.61 ZoneB = 14.8 psf ZoneC = 17.20-ps ZoneD = 11.8-pE ZoneE0H = -7.6-psf ZoneE 8.301 ZoneF = -13.1 -ps ZoneG = 7.2.psf ZoneH = -11.31 ZoneGOH = -8.7-psf Height & Exposure A4 ustme nt Coefficientj, .4SCE 7 Figure 23.6-1 TA3041 0 Adjustment Factor Topographic Factor, Kzt ASCE 7 Secdorz 28.6-11;4305f Topographic t 1.00 Factor Design Wind Pressures ASCE 7 Fig 268.1[4251] Simplified Wind Design Pressures - combined windward & leeward pressures over projected area: PA := X • Kzt•ZoneA PE := X.-Kzt-ZoneE PE := X- Kzt -ZoneB PF := X- Kzt -ZoneF Pc:= X-Kzt-ZoneC PD := X•Kzt•ZoneD PG := X.Kzt.ZoneG PH := X-Kzt.ZoneH Least Horizontal Dimension, (LHD) := 18-ft The smaller of: 10% of least horizontal dimension 0.4h But not less than: 4% of least horizontal dimension 3 feet ASCE 7 Figiue 28.6-11A3031 Foomote 9 al := .1-LHD al = 4 ft Controls a2 := .4 h a2 = 7.2ft a3 := .04-LH a3 = 2 ft a4 := 3 -ft 2-al = 8 ft Wind Design Pressures PA = 21.6ft-2-lb PE = 8.3ft-2-lb Pg = 14.8 ft- 2-lb = -13.1 ft- 2.1b Pc = 17.2 ft 2-lb PG = 7.2ft 2-lb PD= 11.8ft- 2-lb PH = -11.3ft- 2-lb 2SL Version 15.1 Page 3 Pitzer & Associates, PLLC 18-138 2SL 4GL ELF IBC ver15-1.xmcd 3.0 Wind Analysis (cont.) Controlling Load Combination for Wind Loads 0.6*W Eguawn 16-1211338.1 Diaphragm Sail Areas Roof Diaphragm: Front/Rear Direction (Longitudinal) Horizontal Vertical Afr := 24-ft` Efr :=: 200=ft.- 2 Bfr := Oft Ffr :- 200 •ft` Cfr :_- 236 -ft" Gfr '738 •ft_- 2 > Dfr := 33 •ft` Hfr :-- 738 -ft` 2ncl Floor Diaphragm: Front/Rear Direction Horizontal Af1 :- 76-ft2 2 Bf1 :_0 -ft` Cf1 : _, 290 •ft2 Df1 : -- 0 •ft2 �► Shear Calculations Side/Side Direction (Transverse) Vertical Asr 24-ft2 Esr ' 150 •ft2 Bsr 102•ft2 Fsr:= 150•`t2 Csr 138-ft2 Gsr:= 788-ft2 Side/Side Direction 6/27/2018 4.0 Wind Shear Forces and Uplift WIND SHEAR CALCULATIONS Shear Forces: Shear Forces Front/Back Direction Roof Diaphragm Vr.fr = 2654•lb 2nd Floor Diaphragm Vlf.fr = 3514•Ib Total Base Shear Uplift Forces: Total Uplift Opposing Dead Load Shear Forces Side/Side Direction Roof Diaphragm Vr.ss = 4152•Ib 2nd Floor Diaphragm Vlf.ss = 4925 • lb Total Base Shear Total Uplift Opposing Dead Load 2SL Version 15.1 page 4 Pitzer & Associates, PLLC 18-138 2SL 4GL ELF IBC ver15-1.xmcd 5.0 General Seismic Design Criteria Mapped Maximum Considered Earthquake Spectral Acceleration SS := 1.5245 Figure 22-1 fi4212:1 Si := 0.5728 F Ennt? 22-21:4214] Site Class D, (Assumed) Fa := 1.00 Table 11.4-446.5.1 Fv := 1.50 'fable 11.4-21;465j Sims = Fa*SS Equation 11.4-1 [A65,1 SMS := Fa.SS Sum = Fv*S.1 SMS = 1.52 Equation .11,4-2 (4651 SM1 := Fv•S1 SM1 = 0.86 Design Spectral Response Acceleration Parameters S= 213* EGSkis (2 Sps •SMS 3 I SDI = 2/3*Smi SD -I: ) .SM1 Equation 11.4-3 p1657 = 1.016 Equation 11.4-4[465J SDI = 0.573 Approximate Fundamental Period, Ta Ct := 0.02 6/27/2018 Table 12.8-2 [A901 Table 12.8-2[4901 height in ft from the base to the highest point of the structure Ta := Ct•hnx Equation 12.8-71A901 Ta = 0.256 2SL Version 15.1 Page 5 Pitzer & Associates, PLLC 18-138 2SL 4GL ELF IBC ver15-1.xmcd 6/27/2018 6.0 Seismic Analysis - Equivalent Lateral Force Procedure Building Properties: Area ofthe Roof in Square Feet 0 Upper Floor in Square Feet Roofinto Loer Floor Diaphragm in Square Feet ound Floor area in Square Feet Calculate Building Masses: --Mass-ofHigh Roof and Tritu try Walls Mass of2nd Floor,Roof hto Dig) hragm, V\talls Mass of Entire Building Lateral Force Parameters: ASCE-7 12.8.3 [A9.1] ASCE 7 12.2-1 [473] 4SCE 7 EO 11.4-3 4 65] ASCE 7 j7.5-2 [4.5.1 ASCE 7 11.4.5 i4671 Equation 12.8-7 f.A901 Seismic Base Shear, V S DS VB := C • Mt VB = 9631.1b C = 0.1564 Height of Rim J oist and/or pony wall Height of Second Height of First Sto Ty ofWall on the Second Floor of VVall on the First Floor Mr •-- ATRD H T-0-5 • L2VWDL —Mr — 32307-lb Mir := Atf•FDL + Aril • RD + H2-0.5 • L2b'WDL 1-11 '0-5'L1b.WDL Mif = 29287.1b Mt := Mr + Mlf ,ISCE-7 Equation 12.8-21A89.1 ASCE.-7 Equation 12.8-1[489j TOTAL BUILDING MASS TBM := BH2k-Mr TBM = 883786.1 Ib Cs shall not be less than Csmin := 0.044•Sps•le Csmin = 0.045 Cs need not be more than SD1 For Ta LE TL Csmaxl ( R Csmaxl = 0.344 Ta • SD -TL Csmax2 ( For Ta QTTL R \ Csmax2 = 2.062 Ta • Mt = 61594•Ib 2SL Version 15.1 Page 6 Pitzer & Associates, PLLC 18-138 2SL 4GL ELF IBC ver15-1.xmcd 6/27/2018 Vertical Distribution of Seismic Shear Forces: ASCE-7 11.8-3 [A91] Check following calculafions; if ECI is equal to 1; then OK Roof Diaphragm Second Floor Diaphragm ASCE-7 Ea 11.8-1214911 ASC.E-7 Ea 11.8-11[91] BH2 • Mr Cyr TBM BH.1 k Riff Cvlf TBM Check Shear Distribution Ct Cvr Cvlf Cyr = 0.665 Fr:= Cvr Cvlf = 0.335 Fif CvIrVB Ct = 1.000 Fr = 6407 lb Ft/ = 3223 lb 7.0 Controlling Load Combination for Seismic Loads 0.7*E Equation 16-12 [1338] ASCE ? 12.3.4.44841 Mble 122,073] Seismic Load, E Section 12.4 [A841. p := 1.3 Po := 2.5 E=pge Equation 11.4-3 [489] p-Fr p•Fti Er := — Elf := 1.4 1.4 Er = 5950 lb Elf = 2993 lb Special Seismic Load, Em Section 12 4-7[A86] ET := Er + EIf ET = 8943 lb Emr := nO.Fr En* := Oo • Fit Equanon 12.4-4486] Emr = 16019 lb Emit = 8058 lb Summary of Lateral Shear Wall Forces Seismic ( Either Direction) Wind (Front/Rear) Wind (Side/Side) Er = 5950.1b Vr jr = 2654 •lb Vt%ss = 4152.1b EIf = 2993•Ib Vick = 3514.1b Vits, = 4925. lb ET = 8943 •lb VT .fr = 6168. lb NiTss = 9077.1b 2SL Version 15.1 Page 7 Pitzer & Associates, PLLC 8.0 Diaphragm Seismic Forces n Roof Diaphragm i = x Wpx EWi x Mr Wpr: Fr Mr Wpr = 6407 lb 18-138 2SL 4GL ELF IBC ver15-1.xmcd Eqnaion ASE 7 12,10- [494] ASCE 712.10 (A941 6/27/2018 Second Floor Diaphragm M If Wp2 (Fr + Flf) Mr + Mlf Wp2 = 4579 lb Shall not be less than: Fpx := 0.2- Sps le •Wpx Roof Diaphragm Fprmin 0.2•Sos1e•Mr Fprmin = 6567 lb Controls Second Floor Diaphragm Fp2min := 0.2-S •le-Allif Fp2min = 5953 lb Controls Need not exceed: Fpx := 0.4. Sps•le •Wpx Roof Diaphragm Fprmax := 0.4 •Sps • le • Mr Fprmax = 13134 lb Second Floor Diaphragm Fp2max := 0.4-SDs -le- 14 if Fp2max = 11906 Ib 2SL Version 15.1 Page 8 Pitzer & Associates, PLLC 9.0 Shear Wall Desiqn Earthquake distr.: Wind distribution: Calculale Lateral Forces for earthquake: Cajculate Lateral Forces for wind: Wal Line - (12) V1 .2e := Er'TW-1,2e V12e = 1654-1b V1 .2w := Vr.fr • TVV1.2w Vi .2w = 738-lb 18-138 2SL 4GL ELF IBC ver15-1.xmcd Section 12.8-13 14.9.1./ Wal Line - (2.2) V2.2e Er-T1N2.2e V2.2e = 2642.1b V2.2w := Vr.fr'TVV2.2w V2.2w = 1179-lb V3.2e := Er•TW3.2e V3.2e, = 1321-1b V3.2w := Vr.fr • TW3.2w V32w = 589 • lb Wal Line - (4.2) V4.2e := Er'TW4.2e V4,2e = 333.1b V4.2w := Vr.fr 7W4.2w V4.2w = 149.1b 6/27/2018 Shear per linear foot Earthquake distr.: Wnd distribution: Controls12 = "Seismic" VT1.2 = 1654Ib VT1.2 1-1.2 Ib v1.2 = 62- ft Calculate V1.1e := Elf -TIN -me for earthquake: Calculate Lateral Forces for wind: Shear per linear foot V1.1 e = 748•Ib Vtiw := Vitt •T‘Aftiw VI:1w= 878,Ib Controls2.2 = "Seismic" - VT2.2 = 2642 lb VT2.2 1-2.2 lb v2.2 = 294--ft Wal Line - (2.1) Controlsil = "Seismic" VT11 = 2402 lb vi .1 , 11 Ib vi.i = 67*- ft V2.1e := Elf'TVV2.1e V2.1e = 1161-1b V2.1w := VItfr 'TW2.1w V2.1w = 1363-lb VT3.2 = 1321 Ib VT3.2 v32 :- L.3.2 Ib v3.2 = ft Controls21 = "Seismic" VT2.1 = 3803 lb VT2.1 v2.1 :- L2.1 Ib v2.1 = 317*- ft V3.1e Elf-TW3.1e V3.1e = 748-lb V3.1w := \fur •TVV3.1 w 878-lb Controls3.2 = "Seismic" Controls4.2 = "Seismic" VT4.2 = 333 lb VT4.2 v4.2 :- '-4.2 lb v4.2 = 48'-ft Wal Line - (4.1) Controlsm = "Seismic" VT3.1 = 2069 lb VT3.1 v3.1 L3.1 lb v3.1 = 148.- ft V4.1e := Elf-Th/4.1e V4.1e = 335-lb V4,1w := Vlf.fr'TW4.1w V4.1w = 394-Ib Controls4.1 = "Seismic"• VT4.1 = 668 lb VT4.1 v4.1 := 1-4.1 Ib v4.1 = ft 2SL Version 15.1 Page 9 Pitzer & Associates, PLLC 9.0 Shear Wall Design (cont) Earthquake distr.: Wind dislribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind; Wal Line - (A.2) VA.2e Er-TWA.2e VA.2e = 2975-ib Shear per linear foot Earthquake distr.: Wnd distribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: VA.2w Vr.ss*TWA.2w VA.2w = 2076.1b ControlsA2 = "Seismic" VTA2=29751b VTA.2 vA.2 LA.2 lb vA.2 = 397--ft Wal Line - (A.1) Shear per linear foot VAle:= Elf- TINAJe VA, e = 359db is-138 2SL 4GL ELF IBC ver15-1.xmcd Wal Line - (B.2) VB.2e := Er.TVVB2e = 0-lb VB.2e Wal Line - (C.2) Va2e Er'T1NC.2e VC.2e 0 .1b Wal Line - (D.2) VD.2e := Er'TVVD.2e VD.2e = 2975-1b 6/27/2018 VB.2w := Vr.ss•TVVB.2w VC.2w := VrssrnNc2w VD.2w := Vr.ss*TVVD.2w VB.2w = 0-lb VD2w = 0-lb VD 2w = 2076-lb VA.lw Vlf.ss" A.1w VA. w 591.1b Controlspo = "Seismic" VTAI = 3334 lb VTA.1 , LAJ Ib vA.1 = 278•-ft ControlsB2 = "Wind" ViB.2 = vre.2 vB.2 , Ib vB.2 = 0'- ft Wal Line - (13.1) VB.ie Elf•TVVaie VE3 je VB.1w := Vlf.ss • TWB.1w VgAw = 12801b Controlsai = "Wind" Vrai = 1280 lb VTB.1 vB.1 LB.1 lb vE3,1 = 142- Controlsa2 = "Wind" Controlsa2 = "Seismic" Vrc.2 = 0 VTc.2 VC 2 Ib vC.2 = 0 • - ft Wal Line - (C.1) VC.1e := Elf-TWcle VTD.2 = 2975 Ib Vra.2 vD.2 LD.2 Ib vD.2 = 198 --ft Wal Line - (D.1) VD.1e := EIfTWoie VD.le = 718-lb 1137-lb Vc.iw Vs• Vc.iw = 1871-lb C.lw VD.lw := VItssmNalw Val w = 1182-lb Controlsai = "Wind" Controlsai = "Seismic" VTai = 18711b VTai vc.i 1-c.1 Ib vci = 374. ft VTai = 3693 lb VIDA vD.1 L13.1 = 410.-lb ft 2SL Version 15.1 Page 10 Pitzer & Associates, PLLC 18-138 2SL 4GL ELF IBC ver15-1.xmcd 6/27/2018 10.0 Overturning Forces Section 12.14.8.5 fA109J Tributary Area of. Line Width 1.2 f„ l7, Ovettu 2.2 Overturnin 3.2 Length Wall Ht la ions L2.2=9ft = H2 ticulations ff Overturning Calculations 4.2 tr y L4,2=7ft Ij-Overturni o Calculations 1.1 2.1 Overturning Calculations Ove L2.1 = 12ft culations Roof RoofAdj Floor FloorPdj UoliftForce 3.1 v��-� L3.1 = 14ft H 52---Overtuur in Calculations 4.1 L4.1 = 38ft I„l~J—Overturning Calculations A2 2 `5 LA.2 = 7.5ft HH .= 6.7- I II= Overturning Calculations B.2 LB.2 0 Overtutna calculations C.2 := H2 Lc2 = 0 IOverturning Calculations LA.1=12ft , =H v[Overturning Calculations B.1t L 9ft Overturning Calculations C.1 Lc.1 =5ft Overturning Calculations stet„:= H1 D. Lo.1 = 9ft HNC= 7.7 CjOverturning Calculations 2SL Version 15.1 Page 11 Pitzer & Associates, PLLC 18-138 2SL 4GL ELF IBC ver15-1.xmcd 11.0 Shear Wall Load Summary Line Total Shear (1.2) VT12 = 1654-lb (2.2) VT22 = 2642-lb (3.2) VT32 = 1321-lb (4.2) VT4.2 = 333 -lb (1.1) VT1.1 = 2402-lb (2.1) VT21 = 3803-lb (3.1) VT31 = 2069•Ib (4.1) VT4.1 = 668 •lb (A.2) VTA.2 = 2975-lb (B.2) VTB 2 = 0 lb (C.2) VTD.2 = 0 •lb (D.2) VTD,2 = 2975•Ib (A.1) VTA1 = 3334-lb (8.1) Vreci = 1280 lb (C.1) VTai = 1871 lb (D.1) VTDA = 3693 lb L12 = 26.5 ft L2.2 = 9 ft L3.2 = 18ft L4.2 = 7 ft L1.1 = 36ft L2.1 = 12ft L3.1 = 14ft L4.1 = 38ft LA.2 = 7-5ft LB2 = 0 0 LD.2 = 15ft LA.1 = 12 ft L1 = 9 ft Lci= 5 ft Lai = ft Shear ear foot v-1,2 = 62.plf v2.2 = 294•Plf v3.2 = 73•Pif v4.2 = 48 vti = 67.plf v2.1 = 317•Plf v31 = 148 •plf v4.1 = 18•plf 11A.2 = 397 Tif VB 2 = 0 plf vC.2 = 0 'Of vD.2 = 198*Plf VA1 = 278 -Of v8,1 = 142 plf vc.i = 374 -Of vai = 410 loll Call -Out SW-1 R01.2 SW-2 Ro2.2 = SW-1 R032 = SW-1 R04.2 = "S" SW-1 Ro11 = "S" SW-2 R02.1 = SW-1 R03.1 = "S" SW-1 Ro4.1 = SW-4 RoA.2 R08 22= " " Roa2 = "W" SW-2 RoD2 SW-4 Rolm = SW-1 RO8.1 = SW-3 Roai = SW-5 Roai Uplift Force T1,2 = -345 Ib T2,2 = 1244 lb T3,2 = -205 Ib T4.2 = -421 Ib Tti = -684 lb T2,1 = 2961 lb T3,1 = -307 lb T4.1 = -832 lb TA.2 = 1545 lb TB 2 = 0 TC.2 = 0 TD.2 = 929 Ib Tki = 3196 lb Tim = 543 lb Tc.i = 2865 Ib Tai = 3559 lb 6/27/2018 Call -Out N/A; T < 10004 T -1 N/A; T < 1000# N/A; T < 1000# N/A; T < 1000# T - 2 N/A; T < 1000# N/A; T < 1000# T -1 T - 1 T - 2 N/A; T < 1000# T - 2 T - 2 2SL Version 15.1 Page 12 Pitzer & Associates, PLLC 18-138 2SL 4GL ELF IBC ver15-1.xmcd 12.0 Shear Wall & Hold Down Schedules Shear VVa II Requirements - Hem Fir values SW -1 Use 7)18" CDX wi 8d @ 6" Edge Bd @ 12" Field Capacity S-(242 plf) W-(339 plf) SW -2 Use 7116" CDX wl 8d @ 4" Edge 8d @ 12" Field Capacity S-(349 plf) W- (489 ptf) Holddown Requirements T - 1 MSTC40 $a9 (28)- 16d sinkers Capacity = 2650# MSTC48133 w/ T-2 STHD14/STHD14RJ w/ (38)- 16d sinkers 8" stem wail Capacity SW -3 Use 15132 CDXwi 10d @ 4" Edge 10d @ 12" Field Capacity. S-(428 plf) W-(599 pit) SW - 4 Use 15/32" C DX wi 10d @ 3" Edge 10d @ 12" Field Capacity: S-(558 plf) W-(781 plf) SW - 5 Use 15f32" CDXwI 10d @ 2" Edge 10d @ 1T Field Capacity S-(716 pH) W-(1003 ptt) 6/27/2018 SW - 6 SW - 7 Use 1582" CDX Use 1932" CDX Both Sides wl Both Sides vi4 10d @ 4" Edge 10d@3"Edge 10d @ 12" Field 10d @ 12" Field Capacity Capacity. S-(856 plf) S-(1116 pit) W-(1198 plf) VV-(1562 plf) (14)- 10d sinkers Capacity= 3420# Midnell: 3815# Comer 3815# 3500# Shear Flow Connectors Capacity (Hem-Firl Simpson L50 Simpson LS50 Simpson A35 Clip Simpson H1 Truss Connector Simpson DTC Clip 1/2" DiameterAnchor Bolts (2x) 5/8" DiameterAnchor Bolts (2x) 5/8" DiameterAnchor Bolts (3x) Shear Wall Capacky Connector Spacing: Shear Wa Ils 1 2 3 4 5 6 7 '19 13 11 8 6 5 4 31 22 18 14 11 9 7 29 20 16 12 10 8 6 21 14 12 9 7 6 4 Z -in 10 7 6 5 4 3 2 38 26 21 16 13 11 8 55 38 31 24 19 16 12 \69 48 39 30 23 19 15 Simpson L50 Simpson LS50 A35 Clips H1 Clips DTC Clips 1/2"Anchor Bots (2x) 5/8"Anchor Bots (2x) 5/8"Anchor Bots (3x) 2SL Version 15.1 Page 13 Pitzer & Associates, PLLC 18-138 2SL 4GL ELF IBC ver15-1.xmcd 13.0 Seismic Check Seismic Shear per linear it 51 6/27/2018 v1.2e = 62 plf v2.2e = 294 • plf v3,2e = 73 • plf v4.2e = 48 • plf vA.2e = 397 • pI vB.2e = 0 • plf vC.2e = 0 plf vD_2e = 198 • plf 1/1.1e = 67 p(f v2.1e = 317 pif v31e = 148 plf v4.1e = 18•pif VA.1e = 278 pI vale = 86*Of UC 1e = 227 plf vD.1e = 410 plf 14.0 Height to Width Aspect Ratio Height ofSecond Story Walls - 4.1 ft - 2.3 ft Height of First Story Walls hNv less than 2 is OK; Greater Iban 3.5 is unacceptable Grid Line 1.2 2.2 3.2 4.2 1.1 2.1 3.1 4.1 A.2 B.2 C.2 D.2 A.1 B.1 C.1 D.1 H2AR 2 H1AR - 4.6ft H2AR 3.5 H1AR 2 3.5 = 2.6 ft AF'd.P.4 SDP !VS 2008 [22,1 h/w 2w/h Vregd SW H2AR 2'w1.2 vile Ib - 2.3 MV := MV = 0.877 - 71- SW-1 wi , H,oR MV ft H2AR 2-'w2.2- - 0.9 MV := MV = 2.222 Wq 9 HTAR H2AR 2'w3.2 -2.7 MV:= w. m^m^ H,AQ H2AR 2'w4.2 = 2.3 MV := W4.2 H2AR H1AR 2'w1.1 - 1.8 MV:= wii ....... HIAR - 0.8 MV.:= w, i H1AR Wi H1AR - 0.7 MV: - 1.8 MV.- nw�n w4.1 6.7.ft - 2.7 MV :- WA 9 6.7 •ft H2AR 2'WB.2 - r MV wR 7 H,4p H2AR `' _ 2'wC.2 MV H1AP 2 •w2.1 Hipp? 2'w3.1 Hipp 2•w4.1 Hipp 2'wA.2 We , H2AR -2.7 MV:= WD.2 H961a 7.7.ft 2'wA.1 - 2.6 M:= WA 1 7.7•ft H1AR 2 •WB:1 -1 MV:= wR i MAMA H 1 A Q HIAR 2'wc.1 - 1.8 wc.1 7.7•ft - 3.1 MV4:= H7AR 2'wo.2 WD.1 MV Hipp 2•wa1 7.7•ft MV = 0.741 MV = 0.864 MV = 1.099 MV=2.637 MV = 3.077 MV = 1.099 MV = 0.746 MV = 0.000 MV = 0.000 MV = 0.741 MV = 0.779 MV = 1.978 MV = 1.099 MV=0.649 v2.2e -Ib - 132- MV ft v3.2e (b = 99 SW-1 MV ft v4.2e - 55 I- SW-1 MV ft vile Ib -61- MV ft v2.1e Ib - 120 - MV ft v3.1e lb - 48 - MV ft y4.1e lb - 16- MV ft vA.2e lb - 532 - SW-4 MV ft vB.2e MV -0 vC.2e -0 MV VD.2e - 268 Ib SW-2 MV ft VA.1e - 357 Ib SW-4 MV ft vB.1e Ib - 44 - MV ft vC.1e Ib = 207 - MV ft VD.1e - 632 Ib SW-5 MV ft 2SL Version 15.1 Page 14 Diaphragm Design Root Diaphragm Front/Back V=6567 |b L= 37.5 ft b=B} ft DIAPHRAGM NAILING PATTERN Use 7/l6"CDXw/ Od@6"OC(Panel Edge) 8d@12"OC(Panel Field) UNIT SHEAR m=Unit Shean= REACTIONS Ra=Rb=vvK7 MOMENT ��� K8=vv//^ K4= TENSION T=[= K4/b CHORD Left/Right V=6S67 L= SO b= 37.5 DIAPHRAGM NAILING PATTERN Od@G"0[(Panel Edge) Od@12"O[(Panel Field) ' PlanK42S20C3FT-0 Client: ANW P&ANo.: 10-138 plf Ra=Rh= 3284UB; 30783 FT+L8 A= f= TaUovv=43S1 GT TOP PLATE SPLICE NAILING 10d (0.131) NAIL -GUN NAILS n� 84 LB' Nurnberofnails easide nfeach splice Use 2-3xSHF#2Chord VV/14-1OOnail-gunnm|bon each side ofeach splice UN}T8HEAR m=Unit Shear= REACTIONS MOMENT x K4 =Vvl/U TENSION T=C=M/b CHORD — FINIX cif -Ra=Rb= 3284LB 41044'-FT*LB' A= f= Ta|kovv= 4331 GT TOP PLATE SPLICE NAILING 10d (0.131) NAIL -GUN NAILS 840 Number ofnails easide ofeach splice Use 2'2x6HF#ZChord VV/14-10Dnail-gun nails on each side ofeach splice � | Diaphragm Design Master.x b Pagel ` Second FLoor Diaphragm Front/Bach V=59S3 |b L= 40 ft b=48 ftDIAPHRAGM NAILING PATTERN Use 3/4" T&G CDXw/ 10d@ 6"O[(Panel Edge) 1D8d@12"DC(Panel Field) UN|TSHEAR m=Unit Shea REACTIONS Ra=Qb=vvK2 YWC]yNENT M=W\1/H K TENSION T=[=W1/b CHORD Trv3K6HF#2 Project. P|anK4252O[3FT-O Client: ANVV 9&ANo.: 18-138 PI Ra=Rb=29770 29765 FT* LB T=C= 620 LB A= 8.25 in2 V=5Q53 |b L= 48 ft b=4O ft DIAPHRAGM NAILING PATTERN Use 3/4"T&GCOX w/ 1Od@G"O[(Panel Edge) 108d @D 12" OC/Pame| Field) Capacity: Z14plf f= Ta|kzvx= 4331 GT TOP PLATE SPLICE NAILING 10d(l131)NAIL-GUN NAILS 84 Number of nails ea side of each splice Use 2'2x,6HF#ZChord Dnail-gun nails on each side of each splice UN|TSHEAR m=Unit Shea, REACTIONS Ra=Rb=vvK7 MOMENT x TENSION ^ CHORD Try 2u6HF#2 A= ft~ Ta||ovv=4331 GT TOP PLATE SPLICE NAILING 10d (0.131) NAIL -GUN NAILS 625 psi, WOK Number of nails ea side of each splice Use 3-Zn6HF#2Chord VV/14'1ODnail-gun nails on each side of each splice R� Diaphragm Design Master.xlsx Page 2 z PI )1 7 > X X - A tJ ni) A AVAVAAAMIR x4 ViALL AmvivAfirM %PTV ii7,124.' is ifnrlathiS:8tittitl:,Mi CM I •!' - - , Z-0" t' I2-0" 16LO' (9)2°6°CAS e..: , 6 '20 l'ot. (Ili A. 4'4" . (i-0' ' ' `) 4'4" 4'11' '4fi'l ,ARSA47411t 1,,,MX , 4.8 SOPT .. amt4 'll V.Ta COOKTOP rj foram r3CjarmItiziktasj, 544" 0 4L0` V-0" 4,tp Tj 1—C-1 Icte iV-0` a a 1 0 1 Paz er & Associates, PLLC 2722 Coby Ave Suite 632 Everett, WA 98201 rytwok,„1::*711,p1, 18-138 Project Title: Engineer: Project ID: Project Descr: Printed:26JUN 2018, 3:03PM ;44V.,2`iXt, tlfLo,e,44 tqgvIve,.7 At. 0,4901,$i: Risk Category of Building or Other Structure: Seismic Importance Factor : At Buildings and other structures except those listed as Category I, III, and IV Faird:Onk—Ja104 OT,NilraKS Max. Ground Motions, 5% Damping: SS = S 1 1.5245 g, 0.2 sec response 0.5728 g, 1,0 sec response Latitude = Longitude = Location: Seattle, WA 98168 47.491 deg North 122.303 deg West Calculations per ASCE 7-10 ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 SiteClassification_Shear Wave.Velocity..600..to-1,2001/sec— D Site Coefficients Fa & Fv (using straight-line interpolation from table values) Maximum Considered Earthquake Acceleration S MS = Fa * Ss S M1=Fv*S1 Design Spectral Acceleration Seismic Design Category grktt3Wirafirr9,1raglr Basic Seismic Force Resisting System ... Response Modification Coefficient " R ° System Overstrength Factor " Wo " Deflection Amplification Factor " Cd " • 2.50 • 4.00 NOTE! See ASCE 7-10 for all applicable footnotes. 11:4 . :9: „ ijtWitigrftaenat 1111111W r - Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure* is being used according to the provisions of ASCE 7-10.12.8 ' Fa = 1.00 Fv = 1.50 SOS = S mS 2/3 SDi = S M1 *2/3 :171:1CW, • 1.525 0.859 1.016 • 0.573 • D Bearing Wall Systems 13.Light-frame (wood) walls sheathed whmood structural panels rated for shear resistance. ASCE-7-10-Table 20.3 1 ASCE 7-10 Table 11.4-1 8 11.4-2 6.50 Building height Limits : Category "A & B" Limit Category "C" Limit Category "D" Limit Category "E" Limit Category "F" Limit lrfitNftalfittiif*tttir '7%1111111P Structure Type for Building Period Calculation All Other Structural Systems • Ct " value = 0.020 " hn " : Height from base to highest level = " x " value = 0.75 " Ta 'Approximate fundemental period using Eq. 12.8-7 "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 S Ds: Short Period Design Spectral Response R " f Response Modification Factor " I : Seismic Importance Factor ggf. qag.:ipfr '411111111111 No Limit No Limit Limit = 65 Limit = 65 Limit = 65 30,0 ft Ta=Ct*(hri^x) = 0.256 sec 4.000 sec Building Period "Ta ° Calculated from Approximate Method selected 1.016 From Eq. 12,8-2, Preliminary Cs 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than Cs : Seismic Response Coefficient = ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.4-4 4SCE 7-10 Table 11.6-1 & -2 ASCE 7-10 Table 12.2-1 ASCE 7-10 Section 12.8.2 Use ASCE 12.8-7 = 0.256 sec ASCE 7-10 Section 1243./.1 0.156 0.344 0.045 0.1564 ASCE 7-10 Section 12.8.1 Cs = 0.1564 from 12.8.1.1 W ( see Sum Wi below ) = Seismic Base Shear V = Cs *W = 0.00 k 0.00 k Pitzer & Associates, PLLC 2722 Coby Ave Suite 632 Everett, WA 98201 Vr1,4' Lic # : RW706006556 Project Title: Engineer: Project ID: Project Descr: Printed: 26 JUN 2018, 3:03PM • • , 04.E. 0:4,.,•.:*3:; „ • • ASCE 7-10 Section 12.8.3 " k • hx exponent oasecl on Ta = Table of building Weights by Floor Levet.. Level # Wi : Weight Hi : Height (Wi • HiAk) Cvx Fx=Cvx • V Sum Story Shear Sum Story Moment Sum Wi 0.00 k '-r411:at.riffir ,OttrAht _!1..§PitiPtu Level # Wi Fi Sum Wi *Hi = 0.00 k-ft Total Base Shear = „ J.J.M4717 " 'AMR Sum Fi Sum Wi Fpx : Calcd Fpx : Min 0.00 k Base Moment = 0,0 k-ft ASCE 7-10 12.10.1.1 Fpx : Max Fpx Dsgn. Force Wpx „ .. . ........... Weight at level of diaphragm and other structure elements attached to it. Fi , ..... Design Lateral Force applied at the level. Sum Fi . ..... ....... Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force g Level 0.20 *-3—D*81* Wpx MAX Req'd Force @ Level 0.40 * S DS1 * Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level PITZER & ASSOCIATES, PLLC Structural Engineers 2722 Colby Ave, Suite 632 Everett, WA, 98201 Office (425)322-3940 Email: tommyt42k@hotmail.com STRUCTURAL CALCULATIONS FOR: Architects NW Plan M2520C3FT-0 (2) Story ateral Analysis of SFR This Lateral Analysis is approved for single use only NOT VALID WITHOUT A WET SIGNATURE EXPIRES 12-02-18 THOMAS J. PITZER, PE JOB#18138 Date Eng Desc. 6/25/2018 TJP Original Contract 0 ENGINEERING 1735 Pointe Woodworth Drive NE, Tacoma, WA 98422 Phone: (206) 730-3348 email: ptaitano@j3np.com Bill Rambo City of Tukwila Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED, MAY 1 2 2020 RE: Correction Letter #1 to Revision #1—COMBO SFR No. D19-0303 Cosic Residence — 4264 South 148th Street, Tukwila, WA Dear Bill: We are resubmitting our civil engineering plans and response to the Correction Letter #1 to Revision #1 from Joanna Spencer, dated April 22, 2020. Enclosed please find the following items for this project: May 1, 2020 TUKWILA PUBLIC WORKS u/FYOFTIUKWiL4 MAY 0 5 p.. . PtRMIT CENTER 1. Two (2) Sets of Civil Engineering Plans, dated 3/15/2020. 2. One (1) Revision Submittal Form, dated 5/1/2020. The following summarizes these comments and how we have addressed them: PW-R DEPARTMENT: Joanna Spencer at 206-431-2440 1 Response to comment letter signed by Patrick Taitano item 3c states that the project will provide a full infiltration of roof runoff as part of this project. Your Revision no.1 shows that the roof runoff by-passes the infiltration system. Roof drains shall tie to the CB #1 or an intermediate CB shall be installed so the infiltration system can be utilized. This may require changing the FF elevations of the proposed house. Response: We understand why the roof downspout collection system may appear to bypass the infiltration trench because it ties into CB#2; but that is not the case. CB#2 isdesignedto back flow into the infiltration trench. CB#2 is connected to the existing 6" perforated pipe (headed north) with invert elevation 273.00. The perforated pipe serves as distribution for the infiltration facility ensuring the entire roof runoff is directed to the trench. CB#2 is also equipped with an emergency overflow, namely the existing 6" pipe. (headed south) with invert elevation : 274.00. The emergency overflow pipe is set at the same elevation as the top of the gravel infiltration facility and only in the event of an overflow will it drain to CB#3 in S 148th St into the public storm system. We trust the above explanation addresses the comments above. Although we understand the recommendation to connect the roof downspouts to CB#1, that would require a much deeper trench (i.e. Design I Development I Consulting /-\ \/ --- ENGINEERING 1735 Pointe Woodworth Drive NE,, Tacoma, WA 98422 Phone: (206)730-3348 email: ptaitano(cbj3np.com 8'toEydeep) versus amore manageable connection to[B#2. |naddition, the recommendation tnrevise the finish floor of the building at this time would be very problematic dueto priorfoundation work already completed on the site. We request that the City of Tukwila accept and approve the previously submitted construction revision without any further changes. |fyou have any questions, please feel free tocontact nmeat(2O6)7]D']348 orptaitano@]3np.conm. Thank you. [c: Zehnudin[oskc,Owner enc As noted Sincerely, Patrick 4.Tahono, P.E. Civil Engineer | Sr. Managing Partner Design I Development I Consulting City of Tukwila Department of Community Development April 22, 2020 ZEHRUDIN COSIC 4248 S 148 ST TUKWILA, WA 98168 RE: Correction Letter # 1 to Revision #1 COMBOSFR Permit Application Number D19-0303 COSIC RESIDENCE - 4264 S I48TH ST Dear ZEHRUDIN COSIC, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PW - R DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • Response to comment letter signed by Patrick Taitano item 3c states that the project will provide a full infiltration of roof runoff as part of this project. Your Revision no.1 shows that the roof runoff by-passes the infiltration system. Roof drains shall tie to the CB #1 or an intermediate CB shall be installed so the infiltration system can be utilized. this may require changing the FF elevations of the proposed house. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, 7)-01-e Bill Rambo Permit Technician File No. D19-0303 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 City of Tukwila Department of Community Development 2/3/2020 ZEHRUDIN COSIC 4248 S 148 ST TUKWILA, WA 98168 RE: Permit Application No. D19-0303 COSIC RESIDENCE 4260 S 148TH ST Dear ZEHRUDIN COSIC, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 9/20/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire on 3/20/2020. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Elisa Villegas Permit Technician File No: D19-0303 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 JAW ENGINEERING 1735 Pointe Woodworth Drive NE, Tacom Phone: (206) 730-3348 email: ptaitanoM3np.com Bill Rambo City of Tukwila Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RE:. Correction Letter #1—COMBO SFR No. D19-030 Cosic Residence — 4260 South 148th Street, Tukwila, WA Dear Bill: �A 98422 December 19, 2019 We have completed civil engineering plans to address several of the comments in the Correction Letter #1 fo,r the proposed Cosic Residence, dated October 28, 2019. Enclosed please find the following items for this project; 1. Three (3) Sets of Civil Engineering Plans, dated 12/19/2019. 2. Three (3) Copies of the Geotechnical. Report, dated 11/20/2019. 3.. Three (3) Copies of Infiltration Calculations, dated 12/11/2019. The following summarizes those comments and how we have addressed the BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 (GENERAL INFORMATION NOTE) CORRE LTR# esign I Dev lopment I Consulting3 1. PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24)(36; 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.) Response: Comment noted, plan sheets for this project re 24"x36". "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, anddate 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 responsible." It shall not be required to have each page of "specifications" (calculations) to be amped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-2fikeiVED Architects: "date" only not required (WAC 308-12-081).CITY OF T K\% LA TION DEC 192019 PERMIT CENTER ENGINEERING 1735 Pointe Woodworth Drive NE, Tacoma, WA 98422 Phone: (206) 730-3348 email: ptaitano@j3nD.com Response: Comment noted, all plan sheets shall be stamped and signed. All calculation shall have a stamp/seal on first page. (BUILDING REVIEW NOTES) 1. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations. Response: Please see enclosed Geotechnical Report prepared by Pioneer Engineers, Inc. dated November 20,2019. 2. Provide a gable end framing detail showing lateral connections to the wall plate and gable bracing. Response: See Architectural for response. On the site plan, provide a plan detail that shows a foundation drain or a crawl space water discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge storm drain. Roof drains and footing drains shall tight line separately to a discharge system or facility. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) Response: We have prepared a drainage plan for the proposed residence that shows a perimeter footing drain collection system that will bypass the infiltration trench and discharge to a piped conveyance system. 4. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Response: Comment noted. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 1. Per TMC 18.50.050, all new single-family dwelling must have a minimum roof pitch of 5:12. Current design, incorporates roof pitches of 4:12, please revise to be at least 5:12. Response: See Architectural for response. PW DEPARTMENT: Joanna Spencer at 206-431-2440 1. Project is subject to $1,013.88 Traffic Impact fee. Design I Development I Consulting 0 ENGINEERING 1735 Pointe Woodworth Drive NE, Tacoma, WA 98422 Phone: (206) 730-3348 email: ptaitano@j3np.com Response: Comment noted. Owner to make appropriate fee payment. 2. Permit D19-0303 is for a new SFR on lot 1 of Cosic Short Plat L17-0026. Our records show that two bonds in the amount of $9000.00 and $2,250.00 were posted with Public Works in lieu of constructing short plat improvements under PW17-0101 permit. Response: Comment noted. Our client has elected to post bonds for the short plat improvements. 3. Your site plan shall be prepared, stamped and signed by a WA State professional engineer and needs to show: a. a 7-ft wide sanitary sewer easement along the west side of the property, per attached recorded plat. Make sure that the footing foundation is outside this easement, Response: The building footprint has been modified (shifted east) to ensure the building and foundation is outside the 7-ft sewer easement. Building ties have been provided on sheet b. construction of deferred (bonded) plat infrastructure not completed under PW17-0101, Response: Owner will complete the construction of the short plat improvements. c. water, sanitary sewer and storm drainage for the proposed new SFR. Storm drainage design shall be per 2016 King County Surface Water Design Manual and shall include Low Impact Development (LID). If LID is not feasible, please submit letter from the geotech engineer, Response: The project will provide full infiltration of roof runoff as part of this project to address the Low Impact Development requireements. d. temporary and permanent erosion/sediment control plan per 2016 King County Surface Water Design Manual Response: A Temporary Erosion and Sedimentation Control Plan has been provided for this project — see Sheet C2. e. earthwork quantities: cu yds of cut and cu yds of fill Response: Earthwork quantities are provided on sheet driveway drainage sheet flow shall not discharge into the City right-of-way. Show driveway material, flow directions, spot elevations, trench drain or other means of runoff control that shall be implemented, Design 1 Development 1 Consulting ENGINEERING 1735 Pointe Woodworth Drive NE, Tacoma, WA 98422 Phone: (206) 730-3348 email: ptaitano@j3np.com Response: Two catch basins has been provided for this project, one in the driveway and one in the front yard. g. list 24/7 emergency contact (name, phone #) on your cover sheet, Response: Contacts have been provided on sheet C1. contact thepower company and show how underground power/telecommunication service will be provided. Response: Owner to contact the power and telephone company for service lines. 4. Forward your drainage/erosion control, utility site plans to your Geotech Engineer and submit a letter that it meets the requirements of the geotech report. Response: Our civil engineering plans were provided to Joseph Wu from Pioneer Engineers for a cursory review of the Drainage and TESC plan for compliance with the Geotech Recommendations. 5. Submit plans to Mr. Andrew LaRue @ Valley View Sewer District, phone (206) 242-3236 for approval and obtain sanitary sewer permit. Submit copy Valley View Sewer permit to Public Works. Response: Owner will submit these plans to Valley View Sewer District for the necessary approval. 6. Since Public Works permit fee is based on the site work construction cost, please enter the cost estimate on the 1st page of attached Public Works Bulletin A2 including plat infrastructure work. Response: Comment noted, Owner to provide the site work construction cost estimate value. We trust these responses summarize how we have addressed the comments pertaining to the civil engineering drawings. If you have any questions, please feel free to contact me at (206) 730-3348 or ptaitano@i3np.com. Thank you. Cc: Zehrudin Cosic, Owner enc: As noted Sincerely, Patrick A. Taitano, P.E. Civil Engineer j Sr. Managing Partner Design ( Development I Consulting 0 City of Tukwila Department of Community Development October 28, 2019 ZEHRUDIN COSIC 4248 S 148 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0303 COSIC RESIDENCE - 4260 S 148TH ST Dear ZEHRUDIN COSIC, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 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 site soils report by a registered geotechnical engineer. Report shall specify the load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations. 2. Provide a gable end framing detail showing lateral connections to the wall plate and gable bracing. 3. On the site plan, provide a plan detail that shows a foundation drain or a crawl space water -discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge storm draM. Roof drains and footing drains shall tight line separately to a discharge system or facility. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Per TMC 18.50.050, all new single-family dwelling must have a minimum roof pitch of 5:12. Current design incorporates roof pitches of 4:12, please revise to be at least 5:12. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Project is subject to $1,013.88 Traffic Impact fee. 2) Permit D19-0303 is for a new SFR on lot 1 of Cosic Short Plat L17-0026. Our records show that two bonds in the amount of $9000.00 and $2,250.00 were posted with Public Works in lieu of constructing short plat improvements under PW17-0101 permit. 3) Your site plan shall be prepared, stamped and signed by a WA State professional engineer and needs to show: a) a 7-ft wide sanitary sewer easement along the west side of the property, per attached recorded plat. Make sure that the footing foundation is outside this easement, b) construction of deferred (bonded) plat infrastructure not completed under PW17-0101, c) water, sanitary sewer and storm drainage for the proposed new SFR. Storm drainage design shall be per 2016 King County Surface Water Design Manual and shall include Low Impact Development (LID). If LID is not feasible, please submit letter from the geotech engineer, d) temporary and permanent erosion/sediment control plan per 2016 King County Surface Water Design Manual e) earthwork quantities: cu yds of cut and cu yds of fill 0 driveway drainage sheet flow shall not discharge into the City right-of-way. Show driveway material, flow directions, spot elevations, trench drain or other means of runoff control that shall be implemented, g) list 24/7 emergency contact (name, phone #) on your cover sheet, h) contact the power company and show how underground power/telecommunication service will be provided. 4) Forward your drainage/erosion control, utility site plans to your Geotech Engineer and submit a letter that it meets the requirements of the geotech report. 5) Submit plans to Mr. Andrew LaRue @ Valley View Sewer District, phone (206) 242-3236 for approval and obtain sanitary sewer permit. Submit copy Valley View Sewer permit to Public Works. 6) Since Public Works permit fee is based on the site work construction cost, please enter the cost estimate on the 1st page of attached Public Works Bulletin A2 including plat infrastructure work. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0303 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 CA) PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0303 DATE: 3/12/2020 PROJECT NAME: COSIC RESIDENCE SITE ADDRESS: 4264 Si48TH ST Original Plan Submittal X Response to Correction• Lette Revision # before Permit Issued Revision # 1 after Permit Issued DEPARTMENTS: Building Division Public Works 0 Fire Prevention Structural Planning Division Permit Coordinator T PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: _5112/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 0 7_ /S_V_ / 2 0 Approved Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues) n Fire Fees Apply REVIEWER'S INITIALS: DATE: [Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 0PLRM1T COORD COPY() PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0303 DATE: 03/31/2020 PROJECT NAME: COSIC RESIDENCE SITE ADDRESS: 4264 S i48TH ST Original Plan Submittal Response to Correction Letter # _X_ Revision # Revision # before Permit Issued after Permit issued DEPARTMENTS: Building Division El `4\l'IR° Public Works Fire Prevention Structural El Planning Division E Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/02/20 Structural Review Required REVIEWER'S INITIALS: DATE: LI APPROVALS OR CORRECTIONS: DUE DATE: 05/28/20 Approved ri Approved with Conditions Fire Fees Apply 11 Corrections Required (corrections entered in Reviews) El Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Lk 14110 Departments issued corrections: Bldg El Fire El Ping El PW Staff Initials: 12/18/2013 q'ERMIT COORD COPY C:1 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0303 PROJECT NAME: COSIC RESIDENCE SITE ADDRESS: 4264 S 148 ST Original Plan Submittal X Response to Correction Letter # DATE: 12/19/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Kt& Buil ing Division Prks 4/4 Fire Prevention Structural r r- Planning Division Permit Coordinator M' Ai' 110 L PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/24/19 Structural Review Required REVIEWER'S INITIALS: DATE: P APPROVALS OR CORRECTIONS: Approved P Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 01/21/20 r- r Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 FireD Ping 0 PW Q Staff Initials: 12/18/2013 AiERMIT COORD COPY () PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0303 DATE: 09/20/2019 PROJECT NAME: COSIC RESIDENCE SITE ADDRESS: 4260 S 148TH ST X Original Plan Submittal Revision # before Permit Issued Revision # • after Permit Issued Response to Correction Letter # DEPARTMENTS: Building Division Crea ID'-*V1 Public Works [111 KA MU Fire Prevention Structural yv\B C.DY ) Planning Division It Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 09/24/19 Structural Review Required REVIEWER'S T ALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Approved with Conditions Denied (ie.. Zoning Issues DUE DATE: 10/22/2019 Notation: REVIEWER'S INITIALS: DATE: [Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Ping*, PW Staff Initials: 12/18/2013 PROJECT NAME: Co gk '&4.teriewe SITE ADDRESS: 4-0-44) iqt PERMIT NO: b ig, 0 ORIGINAL ISSUE DATE: 1-H-2-0 0 REVISION LOG REVISION O. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS kiete Summary of Revision: TT u V5ver)( & 4e C611.-A#1 ?I'M Received by: Co U I D- I q REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please p City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: bttp://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: May 1, 2020 Plan Check/Permit Number: D19-0303 II] Response to Incomplete Letter # [21 Response to Correction Letter # 1 Revision # 1 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner LJ Deferred Submittal # Project Name: Cosic Residence Project Address: 4264 S 148 St Contact Person: Patrick Taitano RECEIVED CITY OF TUKW/LA MAY 05 2011 HERMIT CENTER Phone Number: (206) 7 0-3348 Summary of Revision: Provided explanation of infiltration system and roof connection, no changes to plans made. Sheet Number(s): Cosic Short Plat - Lot 1 Civil Plans C1-C2 (2 sheets) dated 3/15/2020 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Perniit Center by: QL Entered in TRAKiT on 5- t> >ID https://netorgft1720941-my.sharepoint.com/personaltptaitano j3np_com/Doeuments/Projects/1629_Cosic SP Tukwilateonsultant/Tiikwila/2020-04-27_comments/Revision Submittal Form.doc Revised: August 2015 Date: Project Name: Project Address: Project Contact: City OTukwila • Department of Community Development PLANNING DIVISION 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 REVISION SUBMITTAL' Revision submittals must be submitted in person at the Permit Center, ACCOMPANIED BY RESPONSE DOCUMENTS AND THIS COMPLETED FORM. Revisions not be accepted through the mail, email, fax, etc. ZG 2-6 City Planner: Pe'r Number: I) 0.3 Contact Phone number PLEASE ATTACH A COPY OF ANY LETTER REOUESTING CORRECTIONS / ADDITIONAL INFORMATION E] Response to Preliminary Approval • CITY OF TUKWILA f" RECEIVED Response to letter requesting additional information (Please attach a copy of the letter) FingShort Plat Submittal Summary of revision/response submittal: 12 0 ay MAR 2 6 2020 PERMIT CENTER SiON a Received at the City of Tukwila Permit Center by: 1Y.po6- Entered in TRAKiT on _3/3 WA@SHAREPOINT FOLDER RESTRUCTURERefetence APPLICATIONS - Land Use Apps & Handouts \Revision Submittal Form.doc Revised: March 2014 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11-25-19 Plan Check/Permit Number: D 19-0303 E Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner E Deferred Submittal # Project Name: Cosic Residence Project Address: 4264 S 148 St Contact Person: Phone Number: Summary of Revision: 1. The geotech report specifies a maximum 1700 psf and the engineering specifies 1500 psf. 2. See detail 20 on sheet A3. It is noted on the roof framing plans on sheets A6 and SO. The roof pitch at the lower roof is changed to 5:12 and required a change in the master bath window. See changes in the glazing schedule on sheet A2, the upper floor plan & roof framing plan on sheet A6, the exterior elevations on sheets A7 and A8, and section A on sheet A9. RECEIVED CITY OF TUKWIL DEC 192019 PERWII'T CEN`1 ER Sheet Number(s): A2, A3, A6, A7, A8, A9, SO K:VOB FILES\2018 ANW JOBS \I80155 COSIC RESIDENCE. TUKWILA. M2530C3FT-0. MM. MI3J, AO\CONTRACTS & JOB SETUP SHEETVievision Submittal Form.duc Revised: August 2015 3i 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: IN. -Entered in TRAKiT on REVISION SUBMITTAL K:UOB IlLES \ 2018 ANW 10135 \ 180155 COSIC RESIDENCE. TUKWILA. M2530C31T-0, MR1, MB1, AOCONTRACTS & JOB SETUP SHEET \Revision Submittal Form.doc Revised: August 2015 Q Some online services are currently unavailable. See a list of service outages. chttps://Ini.wa.gov/agency/system-status) ® Labor & Industries (https://Ini.tva.gov) COSIC CONSTRUCTION LLC Owner or tradesperson Principals COSIC, ZEMRUDIN, PARTNER/MEMBER Doing business as COSIC CONSTRUCTION LLC WA UBI No. 602 994 615 4248 S 148TH ST TUKWILA, WA 98168 206-778-4538 KING County Business type Limited Liability Company Governing persons ALIK Y BIDZILYA ZEHRUDIN COSIC; 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. COSICCL884DG Effective — expiration 03/07/2012— 04/06/2020 Bond Wesco Insurance Co Bond account no. 46WB018730 $12,000.00 Received by L&I Effective date 03/26/2013 03/20/2013 Expiration date Until Canceled Insurance Ohio Security Ins Co $1,000,000.00 Policy no. BKS55054798 Received by L&I Effective date 01/16/2020 02/27/2016 Expiration date 02/27/2021 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements a T NM South 144th Street 'o 5 L South 146th Street y H � a w a � South 148th Street SITE VICINITY M A STORM DRAINAGE NOTES 1. ALL WORK SHALL CONFORM TO THE CURRENT EDITION OF THE CITY OF TUKWILA DESIGN CONSTRUCTION STANDARDS. 2. A COPY OF THE APPROVED PLANS MUST BE ON -SITE WHENEVER CONSTRUCTION IS IN PROGRESS. IT SHALL BE THE RESPONSIBILITY OF THE PERMITTEE TO OBTAIN ANY OTHER RELATED OR REQUIRED PERMITS PRIOR TO BEGINNING THAT CONSTRUCTION. 3. SUBMITTAL OF REPRODUCIBLE AS -BUILT PLANS IS REQUIRED PRIOR TO APPROVAL OF ANY CERTIFICATE OF OCCUPANCY, OR ACCEPTANCE OF CONSTRUCTION IMPROVEMENTS. 4. ALL STRUCTURE LADDERS SHALL BE FIRMLY ATTACHED AND EXTEND TO THE BOTTOM OF THE STRUCTURE. 5. BEDDING MATERIAL SHALL BE PEA GRAVEL OR AS OTHERWISE APPROVED BY THE CITY ENGINEER. BEDDING SHALL BE A MINIMUM OF TWELVE (12) INCHES THICKNESS SURROUNDING THE PIPE TO SPRING LINE. 6. TRENCH BACKFILL SHALL BE DEPOSITED EVENLY ON BOTH SIDES OF THE PIPE IN TAMPED LAYERS NOT EXCEEDING SIX (8) INCHES IN DEPTH UNTIL THE TOP OF THE PIPE. ALL TRENCH BACKFILL SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAXIMUM DRY DENSITY PER ASTM D1557-70. 7. NO PART OF THE DRAINAGE SYSTEM SHALL BE COVERED, CONCEALED, OR PUT INTO USE UNTIL IT HAS BEEN TESTED, INSPECTED, AND ACCEPTED BY THE CITY. 8, ALL STORM DRAIN WORK MUST BE STAKED BY A LICENSED SURVEYOR FOR 'LINE AND GRADE' PRIOR TO STARTING CONSTRUCTION. 9. RIMS OF CATCH BASINS RECEIVING RUNOFF FROM GUTTERS SHALL BE FLUSH WITH GUTTERS, LEGAL DESCRIPTION ADAMS HOME TRS E 1/2 OF LOT 16 TGW E 4.6 FT OF W 1/2 OF SD LOT 16 AKA LOT 2 OF TUKWILA BLA #L02-052 REC #20030102001264 BUILDING FOOTPRINT LOT AREA: 6,555 S.F. BUILDING FOOTPRINT: 2,025 S.F. ACTUAL PERCENTAGE: 30.9% MAX. PERCENTAGE: 35.0% BUILDING HEIGHT MAX. HEIGHT: = 30'-0" (GRADE PLANE TO MIDPOINT) ACTUAL HEIGHT: = 23'-2 UNDER LIMIT-€7fi F UTILITIES/SERVICES what's below. L / 1 v / °- T Z laKnow Call before you dig. 442xx S 14'8th ST, TUKWILA,, WA 98168 DialGENERAL SITE DEVELOPMENT NOTES: z GRADING AND DRAINAGE PLAN1. THE CONTRACTOR SHALL OBTAIN AND HAVE AVAILABLE COPIES OF THE APPLICABLE GOVERNING AGENCY STANDARDS AT THE JOB SITE DURING THE RELATED I t sc Plans have b err- _ CONSTRUCTION OPERATIONS. - r1s Department fet oni r-iance with urrent 2. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED itstandards, Ace.�p[anee is subject to � PRIOR TO COMMENCING WORK z o - C WATER KING COUNTY WATER DISTRICT 125 (206) 242-9547 SEWER VALLEY VIEW SEWER DISTRICT (206) 242-3236 POWER SEATTLE CITY LIGHT (206) 684-3000 GAS PUGET SOUND ENERGY (888) 225-5773 SITE DEVELOPMENT DATA SITE AREA: 6,551 S.F. (0.15 ACRE) SITE ADDRESS: 42xx S 148TH ST, TUKWILA, WA 98168 PARCEL NUMBER: 004000-0792 ZONING: LDR (LOW DENSITY RESIDENTIAL) MIN. LOT SIZE: 6,500 SF AVG, LOT WIDTH: 50' MAX. BLDG HEIGHT: 30' MIN. FRONT SETBACK: 20' MIN. REAR SETBACK: 10' MIN. SIDE SETBACK: 5' • COSIC ZEHRUDIN 4248 S 148TH ST TUKWILA, WA 98168 (206) 271-6194 PAT TAITANO, P.E. J3NP ENGINEERING 1735 POINTE WOODWORTH DR. NE TACOMA, WA 98422 (206) 730-3348 SURVEYOR SCHROETER LAND SURVEYING P.O. BOX 813 SEAHURST, WA 98062 (206) 242-6621 ARCHITECT MARCUS JENKINS ARCHITECTS NORTHWEST 18915 - 142ND AVE NE, SUITE 100 WOODINVILLE. WA 98072 (425) 485-4900 EX TOPOQAAPHYMRVEY 9FONA710lil NOM PROJECT ENGINEER DOES NOT WARRANT THAT THE TOPOGRAPHY SHOWN ON THESE DRAWINGS IS REPRESENTATIVE OF WHAT IS EXISTING AND/OR CONSTRUCTED, IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE OWNER TO HAVE ALL IMPROVEMENTS FIELD VERIFIED PRIOR TO CONSTRUCTION. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ENGINEER PRIOR TO WORK. UTILITIES AND UTILITY EASEMENTS FOR THIS SITE HAVE NOT BEEN RESEARCHED OR CONFIRMED. UTfl.TT7 CONFLICT NOTE= THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE (CALL BEFORE YOU DIG 0 811) AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. _:16LL ,I[* � "il1111_ EXCAVATION = 60 CUBIC YARDS IMPORT FILL = 50 CUBIC YARDS SITE CUT = 120 CUBIC YARDS SITE FILL = 80 CUBIC YARDS om ssions which do not authorize viola onerro s and s of ado ted standards or ordinances. The responsibility 3• THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION for the adequacy of the design rests totally with the AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION WHETHER SHOWN ON 4 3 g 3 desi ner. Additions, deletions or revisions to these THESE PLANS OR NOT. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE. ONLY THOSE dr w rags after this date will void this acceptance GROUND SURFACE OR UTILITIES SHOWN ON RECORD DRAWING OF RPDINSTALLATION W ED TBY OTHERS ARE 11=10, and will require a resubmittal of revised drawings SHOWN HEREON. EXISTING UNDERGROUND UTILITY LOCATIONS SHOWN ARE LOT 2 fur.ubsequent approval. ° APPROXIMATE ONLY AND ARE SUBJECT TO A DEGREE OF UNKNOWN VARIATION. SOME 0 5 10 20 UNDERGROUND LOCATIONS SHOWN HEREON MAY HAVE BEEN TAKEN FROM PUBLIC APN 004000-079 i RECORDS. PROJECT ENGINEER ASSUMES NO LIABILITY FOR THE ACCURACY OF PUBLIC ( Fins acceptance is subject to field inspection b RECORDS OR RECORDS OF OTHERS IF CONFLICTS SHOULD OCCUR THE ONTRA T R the ublic Works utilities inspector, y SHALL CONSULT THE PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO C 0 Dat ' PROCEEDING WITH CONSTRUCTION. TOP F SLOPE _ $3t _ _r JDAYLIGHT T MATCH (3 (2o V 4. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS EG i TYP. ------- - _. AND SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE PRIOR TO THE 588' ! INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE ,�► 69.00-^TWI-M+ALA 1 DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR THE RELATIVE CODES, IT IS THE - - - - - - - - 280 - - - - - - - - - - _ BW=280.57-.� CCtOB, SD CLEANOUT CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO __ _----279------------ �\ t BW=278.36 IEM--2745964" S NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL 7 TOE OF SLOPE t t TW=280.94 ( ) RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF WORK AS DEFINED Y78_a9_BSBL-- _ s BY THE DRAWINGS AND IN FULL COMPLIANCE WITH LOCAL REGULATIONS AND CODES. i 7 77 `\I I r 261 CEM, TYPE 2 5. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE APPROPRIATE 7' WIDE SANITARY fr �s-_ 211 i I RIM = 280.60 UTILITIES INVOLVED PRIOR TO CONSTRUCTION. i t SEWER EASEMENT � . --�:.. �:,•..,:'•.- : 7 4 F � I IE = 273.00 (6" 5) "'"' •"'iC;<:?^ 7 6. INSPECTION OF SITE WORK WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE 77 F I AT11}:'''' ' i 7 GOVERNING JURISDICTION. INSPECTION OF PRIVATE FACILITIES WILL BE ACCOMPLISHED t BY A REPRESENTATIVE OF THE OWNER. IT SHALL BE THE CONTRACTOR'S ■ OC191 SD CLEANOUT /'^ I i t 15' EASEMENT FOR ACCESS, RESPONSIBILITY TO NOTIFY THE INSPECTOR 24 HOURS IN ADVANCE OF BACKFILLING LOT 1 I I I I STORM DRAINAGE, SANITARY ALL CONSTRUCTION. RIM = 27 CM 0 I` I SEWER, AND UTILITIES IE = 275.41 (4" S) `; (APN 004000-0792) BW- 8.32`IA I 7. PRIOR TO ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY THE CONTRACTOR SHALL I TW-28 . i ` .yBD• 01 42 LF 3' HIGH MAX. CONTACT THE AGENCY AND/OR UTILITY INSPECTION PERSONNEL AND ARRANGE ANY SLOPE FOR DRAINAGE I t W .5 ROCKERY WALL REQUIRED PRE -CONSTRUCTION MEETING(S). CONTRACTOR SHALL PROVIDE 72 HRS MIN. SLOPE FOR I I t n ADVANCE NOTIFICATION TO OWNER, FIELD ENGINEER AND ENGINEER OF 3 *VBULDMDRAINAGE I t PRE -CONSTRUCTION MEETINGS. 8 (SEE ARCH. PLANS) I I t EX INFILTRATION TRENCH FOOTPRINT = 2,025 S.F. (FOR ACCESS ROAD) 8. THE CONTRACTOR IS RESPONSIBLE FOR WORKER AND SITE SAFETY AND SHALL rn ® MAIN F.F. 279.0 I t COMPLY WITH THE LATEST OSHA STANDARDS AND REGULATIONS, OR ANY OTHER ' N GARAGE F.F. = 277.5 i11 AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURES. THE 5' BSBL I t t 7 CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE "MEANS AND METHODS" I REQUIRED TO MEET THE INTENT AND PERFORMANCE CRITERIA OF OSHA, AS WELL AS 53 LF 4' SD Q 2.00% I -279 t ANY OTHER ENTITY THAT HAS JURISDICTION FOR EXCAVATION AND/OR TRENCHING ------- ----- I rn PROCEDURES. t BW=278.07 t TW-278.92 I 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, t FOR FTG DRAIN SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED 4" DIA. PERF. PVC t N i �' RIM = 277.15 ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO DAYLIGHT TO MATCH FOOTING DRAIN t I "I t IE = 274.50 (4" SE) PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY t 4" CIA. F. PVC EG 3:1 SLOPE TYP. t LE.=274.5t (S=0.0%)t FOOTING RAIN t THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY t 0014 SD CLEANOUT INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH 7 i BUILDING TIE I I.E.=274.5t (S=O. 278. RIM = 7.16 LANE OF TRAFFIC AFFECTED. C002, SD CLEANOUT IE : I I I' IE = 273.53 (4" W) f - RIM = 275. 2 4 1 ° IE = 273.53 (4" N) 10. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT ALL IE = 274.35 (4" N) I t a IE = 273.53 (4" SE) ADJACENT PUBLIC AND PRIVATE PROPERTIES AT ALL TIMES DURING CONSTRUCTION. I t THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ALL EXISTING UTILITY IE = 274.35 (4" E) t , t SERVICES THAT ARE TO REMAIN OPERATIONAL WITHIN THE CONSTRUCTION AREA t I , WHETHER SHOWN OR NOT SHOWN ON THE PLANS. 1T. 276.38 FL v 7' WIDE SANITARY t CF d 5(i 2 ODfi ` 11. TWO (2) COPIES OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER SEWER EASEMENT - 277 MOD EX INFILTRATION TRENCH CONSTRUCTION IS IN PROGRESS. ONE (1) SET WITH RECORDS OF AS -BUILT INFORMATION SHALL BE SUBMITTED TO PROJECT ENGINEER. AT COMPLETION OF C '" 5' WIDTH (2.5' BOTH SIDES) PROJECT. PROVIDE: 601 X 8'W X 1.5'D GRAVEL 7 12. CONTRACTOR SHALL OBTAIN SERVICES OF A LICENSED LAND SURVEYOR TO STAKE C692 TYPE 1 HORIZONTAL CONTROL FOR ALL NEW IMPROVEMENTS. STAKING CONTROL SHALL BE t i5: is ; BUILDING TIE - ` RIM = 276 21 TAKCM rams ri rrtanMlr DIAM rn rc Danvmrn MY DDnIrrT rMmMrrD E rim = 272.9' W inv(12"W)= 270.4' inv(E)=270.4' _ - ------ - ---} 54.00' ?�6 S88' 02' \ W ------------------------- -- -- north edge asphalt Ss Ss Z. SS -Ss --ate"+ +_c - S-148TH STRE -----------------------------------------south edge asphal PLEASE NOTE THAT THESE QUANTITIES ARE PRELIMINARY VOLUME ESTIMATES BASED ON OUR GRADING SURFACE MODEL AND ONLY INTENDED FOR MUNICIPAL REVIEW AND PERMITTING PURPOSES ONLY. J3NP DOES NOT WARRANT THE USE OF THESE VOLUMES AS A BASIS FOR BIDDING AND/OR CONTRACTUAL INFORMATION. YOUR CONTRACTOR SHOULD PREPARE THEIR OWN EARTHWORK VOLUME ESTIMATES BASED ON THE BID DOCUMENTS PROVIDED, INCLUDING BUT NOT LIMITED TO THE DRAWINGS, SPECIFICATIONS AND GEOTECHNICAL REPORT. ciaD FIL ®P Pfarmtt No. - .; Plan review approval is sublaol to errordand omissions. Approval of construction deft } im authorize the violation of any adopted c� ory :rdinance Receipt of approved Field Copy and i Conditions Is acxno ogee: By. O U Date' - City of TuK I a BUILDING DIVISION IE = 273.00 (6" N) IE = 274.17 (4" NW)- NEW FTG. DRAIN IN IE = 273.17 (4" NW)- NEW ROOF DRAIN IN IE = 274.00 (6" S) -, _- --E] it +'t-----__-_ -rim = 275.4' \276.00.f ME inv(12'W)= 272.8' inv(E)=273.0' SS SS Ss - - -_ - - - Ss SS SS - CBM, TYPE ' RIM = 275.57 IE = 272.15 (12" W) IE = 272.65 (6" N) ----------------------- IE = 272.15 (12" E) ao EMM ynLay SERVICE NOTE t OFFSrM CONSTRUCTION NOTE. CUT, CAP & MARK EX UTILITY SERVICES FOR; EXISTING NO CONSTRUCTION ACTIVITIES ARE ALLOWED WITHOUT RESIDENTIAL BUILDING AT BOUNDARY LINE FOR REUSE BY RECORDED EASEMENTS OR WRITTEN PERMISSIONS FROM THE PROPOSED LOT. COORDINATE ALL SERVICE CONNECTIONS NEIGHBORING PROPERTY OWNERS WHERE CONSTRUCTION WITH APPROPRIATE UTILITY PURVEYORS. ACTIVITIES WOULD OCCUR. REVIEWED FOR CODE COMPLIANCE APPROVED DRAINAGE PM AMM ALL STORM DRAINAGE PIPE SHALL BE ADS N-12 (DUAL MAY 15 2020 WALL CORRUGATED EXTERIOR AND SMOOTH INTERIOR POLYETHYLENE) UNLESS OTHERWISE NOTED ON THE PLANS. City of Tukwila BUILDING DIVISION APPROVED DRAINAGE GEOTEXTILE FOR SEPARATION WITH 18" OVERLAP 1 5"-3" WASHED ROCK COMPACT BACKFILL, �95% PER ASTM D1557� ASPHALT PAVEMENT & BASE COURSE PVMT EL. TOP = 274.0 \ BTM = 272.5 +2.5' EX. 3' +2.5' ��\\ \\//\ BOTTOM LEFT OPEN BOTTOM LEFT OPEN (NO GEOTEXTILE FABRIC) (NO GEOTEXTILE FABRIC) SCARIFY SUBGRADE PRIOR TO SCARIFY SUBGRADE PRIOR TO PLACING WASHED ROCK PLACING WASHED ROCK INFILTRATION TRENCH MODIFICATION REVISION SCALE: NOT TO SCALE C.��RRECT40� kp U. I... 00 00 00 U O '- N � J tp = 00 O N N = N A tST C, o m c V N ' '• Z N 9 �VV a7, N •th p V Op 0o O O U 4 O U! Wo N Ic It CO OD Z aM ® 04� o crM. F c N W 1r4v 00" 1- Z� C0 CIVIL SHEET INDEX Ropy 0 b Is v o) N C1 GRADING AND DRAINAGE PLAN 11 ceigl � '� C2 TEMPORARY EROSION & SEDIMENTATION CONTROL PLAN PE0 $ N T.E.S.C. LEGEND SAWCUT LINE ----------------------- CATCH BASIN PROTECTION (M TEMP. CONSTRUCTION ENTRANCE 10 O 0 h OC7�_ TEMP. CONSTRUCTION FENCE CLEARING LIMITS SILT FENCE ASPHALT TO BE REMOVED CONCRETE TO BE REMOVED �____ _ CONSTRUCTION SEOUENCE= 1. SCHEDULE AND ATTEND PRE -CONSTRUCTION MEETING WITH THE CITY OF TUKWILA. 2. CALL BEFORE YOU DIG HOTLINE (DIAL 811) FOR UNDERGROUND UTILITIES LOCATES PRIOR TO ANY DIGGING. 3. INSTALL TESC MEASURES, FLAG OR FENCE CLEARING LIMITS TESC MEASURES SHALL BE MAINTAINED UNTIL FINAL GRADING, PAVING, AND HYDROSEEDING. 4, DEMO EXISTING PAVEMENT AND PERFORM ROUGH GRADING AS SHOWN ON THE PLANS. STABILIZE EXPOSED GROUND WITH SUITABLE GROUND COVER. 5. INSTALL UTILITIES, INCLUDING STORM DRAINAGE, SANITARY SEWER, WATER, POWER, GAS, ETC. 6. PERFORM FINAL GRADING, PAVING, AND SURFACING IMPROVEMENTS. 7. HYDROSEED AND MULCH ALL EXPOSED AREAS. 8. SWEEP AND CLEAN ALL PAVED AREAS, THEN CLEAN THE STORM SYSTEM. 9. REMOVE ALL CLEARING LIMITS AND TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES ONLY AFTER EXPOSED AREAS ON SITE ARE STABILIZED. 10. CALL FOR FINAL INSPECTION OF FACILITIES. EROSION CONTROL NOTES 1. THE TEMPORARY EROSION CONTROL SYSTEM SHALL BE INSTALLED PRIOR TO ALL OTHER CONSTRUCTION. 2. WHERE POSSIBLE NATURAL VEGETATION WILL BE MAINTAINED FOR SILT CONTROL 3. AS CONSTRUCTION PROGRESSES AND SEASONAL CONDITIONS DICTATE, THE EROSION CONTROL FACILITIES SHALL BE MAINTAINED AND/OR ALTERED AS REQUIRED BY THE CITY ENGINEER TO ENSURE CONTINUING EROSION SEDIMENTATION CONTROL. 4. TEMPORARY SILTATION PONDS AND ALL TEMPORARY SILTATION CONTROLS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CONSTRUCTION IS COMPLETED, PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL, VEGETATION HAS BEEN ESTABLISHED, AND THE POTENTIAL FOR EROSION HAS PASSED. 3. ALL DISTURBED LAND AREAS THAT WILL BE LEFT FOR 30 DAYS OR MORE DURING THE PERIODS OF MARCH 1 TO MAY 15 AND AUGUST 15 TO OCTOBER 1 SHALL BE IMMEDIATELY SEEDED WITH A MIX AND BY A METHOD APPROVED BY THE CITY OF MERCER ISLAND PUBLIC WORKS DIRECTOR AND MAINTAINED UNTIL SEED GERMINATION IS ASSURED. IN ADDITION TO SEEDING, SLOPES OF 257. OR GREATER WILL BE MULCHED WITH 2.0 TONS OF STRAW PER ACRE, OR WITH AN APPROVED EQUAL, STOCKPILED MATERIALS SHALL BE COVERED WITH AN IMPERMEABLE MEMBRANE AND SECURED TO HOLD IT IN PLACE. DURING THE REST OF THE YEAR, TEMPORARY SOIL STABILIZATION MUST BE APPLIED IMMEDIATELY TO DISTURBED AREAS THAT WILL BE EXPOSED FOR 7 DAYS OR MORE, AND IMMEDIATELY TO SLOPES GREATER THAN 257. THAT WILL BE LEFT EXPOSED FOR 3 DAYS OR MORE. 6. THE PUBLIC RIGHT-OF-WAY SHALL BE KEPT CLEAN. TRACKING OF MUD AND DEBRIS FROM THE SITE WILL NOT BE ALLOWED. FAILURE TO COMPLY WITH THIS CONDITION WILL RESULT IN ALL WORK ON THE SITE BEING STOPPED. 7. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION COLLECTION FACILITIES TO ENSURE SEDIMENT OR OTHER HAZARDOUS MATERIALS DO NOT ENTER THE STORM DRAINAGE SYSTEM. AS CONSTRUCTION PROGRESSES AND UNEXPECTED SEASONAL CONDITIONS DICTATE, MORE EROSION CONTROL FACILITIES MAY BE REQUIRED TO ENSURE COMPLETE SILTATION CONTROL ON THE PROJECT. DURING THE COURSE OF CONSTRUCTION IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE PERMITTEE OR CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES. OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO ENSURE COMPLIANCE. EX (ll,a7VlliG1 ION NOTe. PROJECT ENGINEER DOES NOT WARRANT THAT THE TOPOGRAPHY SHOWN ON THESE DRAWINGS IS REPRESENTATIVE OF WHAT IS EXISTING AND/OR CONSTRUCTED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE OWNER TO HAVE ALL IMPROVEMENTS FIELD VERIFIED PRIOR TO CONSTRUCTION, DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ENGINEER PRIOR TO WORK. UTILITIES AND UTILITY EASEMENTS FOR THIS SITE HAVE NOT BEEN RESEARCHED OR CONFIRMED. U TM OCINFL= NO'T1= THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE (CALL BEFORE YOU DIG • 811) AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. LOT 2 (APN 004000-0791) - CLEARING LIMITS 3" --------------------- "-280-_ _,. 1 -� 1 z'_ -----------278-------- _--1s11 r I � �2$1'�. ' r � II 1 1 I I i I I i OUTLINE OF j 1 PROPOSED BUILDING 1 I� 1 I� of DIRECTION OF o SURFACE FLOW ; I it 1 I � ..2'19 i CLEARING LIMITS 0 BOUNDARY LINE O LOTS 1 � (APN 00400(�-0742) � INSTALL TEMP, SILT FENCE 11 1 I ` h INSTALL CB INLET PROTECTION E ❑ ty , `` adnn _ ---------------- QMinv(12"W)= 270.4' '\ CLEARING LIMITS ----' �-�'-' 0 inv(E)=270.4' O --- 9 P INSTALL SILT FENCE north ed a os halt ss Ss ss — ss ATF�1 CXNtTML NOTE. CONTRACTOR TO ENSURE AND PREVENT SEDIMENT LADEN CONSTRUCTION RUNOFF FROM ENTERING ADJACENT PROPER AND RIGHT OF WAY WITHOUT PROPER ESC CONTROL TREATMENT MEASURES (I.E. SEDIMENT TRAP, BAKER TANK) OFF M CONSTRJCWN N07B NO CONSTRUCTION ACTIVITIES ARE ALLOWED WITHOUT RECORDED EASEMENTS OR WRITTEN PERMISSIONS FROM THE NEIGHBORING PROPERTY OWNERS WHERE CONSTRUCTION ACTIVITIES WOULD OCCUR. CB INLET ,-EXCAVATE FOR INFILTRATION TRENCH, PROVIDE SILT AND ,,SEDIMENT PROTECTION, DO NOT .0 COMPACT & AVOID VEHICULAR o ACCESS IN THIS AREA CL EXISTING INFILTRATION TRENCH FOR ACCESS ROAD CLEARING LIMITS INSTALL TEMPORARY CONSTRUCTION ENTRANCE -INSTALL CIR- LEt- INSTALL CB INLET PROTECTION cb rim = = 272.8' 3.0' SS SS _ SS SS SS SS south edge ospholt STAPLES OR WIRE RINGS (TYP) FILTER FABRIC MATERIAL MIRAfI 100 X OR EQUAL 2- 1' DOUG. FIR t t AT 4' O.C. 2"x4" DOUG. FIR OR EQUAL - FILTER FABRIC MATERIAL—, 2"x2"x14 GA. W.W.F. 3/4"-1 1/2" WASHED ROCK OR PEA GRAVEL. 6"x6" TRENCH — 2" EXCESS OVERLAP - 2"x2"x14 GA. WELDED WIRE FABRIC OR EQUAL z I g y N J ° ;'Il-III=11 TI IIIE_=ITi-ICI a I I' 9 V 6"x6" TRENCH z NOTES: 1. PLACE 1' OF 3/4--1 1/2" WASHED ROCK OR PEA GRAVEL ON BOTH SIDES OF FENCE TO CREATE A BEVEL SHAPE. 2. FABRIC SHALL COVER BOTTOM OF 6"x6" I- II-y TRENCH AND EXTEND BEYOND THE LIMITS OF THE GRAVEL 1N ORDER TO MAINTAIN AN EXCESS OVERLAP OF 2" MINIMUM AS SHOWN IN -� TYPICAL CROSS-SECTION. TYPICAL CROSS 8ECT10N 1 "ILTER FABRIC SILT FENCE DETAIL NOT TO SCALE CL (� �00 CL Cr-O 4 y% () 3:H Cf6 co W r U CO N N 5 J GRATE STANDARD STRENGTH FILTER FABRIC \\\/ \ \e\�\\ /�/%/� CO FILTERED \i T�//1L<�rrTi,l/��// (.� N I .. WATER CATCH BASIN INSERT NOTE: ONLY TO BE USED MAINT NAN. TANDARDS 0 WHERE PONDING OF WATER 1. O T 3: ABOVE THE CATCH BASIN WILL CATCH ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC q� NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL BASIN PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND V r NOR RESULT IN EROSION OF ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON SITE OR HAULED OFF SITE. M W Q SLOPES. 2. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN TV" THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. N THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. N 3. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH Ix J ♦♦�1 (0 BASINS PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL T MM W GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. i N LU N CATCH BASIN INLET FILTER i:sc plan Hate ccn .i c,,,co h., � '.aic T D p,rtme to onfornnancc withrltt,t. N E... 2 City standards_ lc :ptance is subject to cuoIs and NOT TO SCALE omissions which do not authorize violations of -dopted standards or ordinances. The responsibility for the adequacv of the design rests totally with the , I , or. Additions, deletions or revisions to these L drawings after this date will void this acceptance IL and tall require a resubrantal of revised drawings EXISTING GRADE aproval. _ `p�I I I I I'� Gg A. T9 I (Ir acceptance is subject to field inspection by �t� �aF WAS111� I- ,he Publi: \Works utilities inspector. eo 2 i Date: By: z o BOTTOM OF EXCAVATION ��� 378/9 VARIES (SEE PLAN}? I 11 fo_/STCR _ TEMPORARY 2:1 CUT SLOPE TYP. (CONTACT PROJECT ENGINEER IF NECESSARY TO EXCEED TYPICAL CUT SLOPE; OR PROVIDE TEMPORARY SHORING WALL TO BE DESIGNED BY STRUCTURAL ENGINEER). 17 TYPICAL EXCAVATION SECTION NOT TO SCALE t REVIEWED FOR CODE COMPLIANCE APPROVED MAY 15 2020 City of Tukwila BUILDING DIVISION 2C g c N ^, . i y STABILIZED CONSTRUCTION ENTRANCE 1 ESTABLISHED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF z CONSTRUCTION AND MAINTAINED FOR THE W DURATION OF THE PROJECT IN A CONDITION — Z THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT RIGHT WAY 0 �,N 2 ADDITIONAL GRAVEL SHALL BEADDED U N A` PERIODICALLY, IF TO MAINTAIN I* ,IYStY�Osfl� - E PROPER UNCTION OF THE AD. to �QR z - 3 IF THE GRAVEL PAD DOES NOT ADEQUATELY ®O O REMOVE DIRT AND MUD FROM VEHICLE WHEELS SUCH THAT MUD AND DIRT TRACKING IS EVIDENT OFF SITE, ADDITIONAL MEASURES Q' MUST BE TAKEN. SUCH MEASURES MAY \N NUS INCLUDE HOSING OFF WHEELS BEFORE Z W .AN PIT RUN VEHICLES LEAVE THE SITE OR OTHER CONSTRUCTION TECHNIQUES/WORK OPERATION O Z O N 6,2"-0 GRAVEL PROVIDE FULL WIDTH MODIFICATIONS. WHEEL WASHING SHOULD BE F SUBGRADE " �` OF INGRESS/EGPESS DONE ON THE GRAVEL PAD AND WASH WATER SHOULD DRAIN THROUGH A SILT -TRAPPING I M �FQ AREA STRUCTURE PRIOR TO LEAVING THE RETEX E, AS CONSTRUCTION SITE. r QUIRED 4 REFER TO DETAIL 2 ON THIS SHEET FOR /� MORE INFORMATION. curl 4STABILIZED CONSTRUCTION ENTRANCE NOT TO SCALE 7�/q—tq, MAY05221 O) N PERMIT CE �R 0 N *' /N1 V y Q NTS South 144fh Street 5 r $ South 146th Street y Q a w a a c v South 148th Street SITE VICINITY MAP STORM DRAINAGE NOTES 1. ALL WORK SHALL CONFORM TO THE CURRENT EDITION OF THE CITY OF TUKWILA DESIGN CONSTRUCTION STANDARDS. 2. A COPY OF THE APPROVED PLANS MUST BE ON -SITE WHENEVER CONSTRUCTION IS IN PROGRESS. IT SHALL BE THE RESPONSIBILITY OF THE PERMITTEE TO OBTAIN ANY OTHER RELATED OR REQUIRED PERMITS PRIOR TO BEGINNING THAT CONSTRUCTION. 3. SUBMITTAL OF REPRODUCIBLE AS -BUILT PLANS IS REQUIRED PRIOR TO APPROVAL OF ANY CERTIFICATE OF OCCUPANCY, OR ACCEPTANCE OF CONSTRUCTION IMPROVEMENTS. 4. ALL STRUCTURE LADDERS SHALL BE FIRMLY ATTACHED AND EXTEND TO THE BOTTOM OF THE STRUCTURE, 5. BEDDING MATERIAL SHALL BE PEA GRAVEL OR AS OTHERWISE APPROVED BY THE CITY ENGINEER. BEDDING SHALL BE A MINIMUM OF TWELVE (12) INCHES THICKNESS SURROUNDING THE PIPE TO SPRING LINE. 6. TRENCH BACKFILL SHALL BE DEPOSITED EVENLY ON BOTH SIDES OF THE PIPE IN TAMPED LAYERS NOT EXCEEDING SIX (8) INCHES IN DEPTH UNTIL THE TOP OF THE PIPE. ALL TRENCH BACKFILL SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAXIMUM DRY DENSITY PER ASTM D1557-70. 7. NO PART OF THE DRAINAGE SYSTEM SHALL BE COVERED, CONCEALED, OR PUT INTO USE UNTIL IT HAS BEEN TESTED, INSPECTED, AND ACCEPTED BY THE CITY. 8. ALL STORM DRAIN WORK MUST BE STAKED BY A LICENSED SURVEYOR FOR 'LINE AND GRADE' PRIOR TO STARTING CONSTRUCTION. 9. RIMS OF CATCH BASINS RECEIVING RUNOFF FROM GUTTERS SHALL BE FLUSH WITH GUTTERS. LEGAL DESCRIPTION ADAMS HOME TRS E 1/2 OF LOT 16 TGW E 4.6 FT OF W 1/2 OF SO LOT 16 AKA LOT 2 OF TUKWILA BLA #L02-052 REC #20030102001264 BUILDING FOOTPRINT LOT AREA: 6,555 S.F. BUILDING FOOTPRINT: 2,025 S.F. ACTUAL PERCENTAGE: 30.9% MAX. PERCENTAGE: 35.0% BUILDING HEIGHT MAX. HEIGHT: = 30'-0" (GRADE PLANE TO MIDPOINT) ACTUAL HEIGHT: = 23'-2 UNDER LIMIT: _ UTILITIES/SERVICES 0 Know what's below. / T 0 Call Dial before you dig. 42XX S 148th ST, TUKWILA,. WA 98168 GENERAL SITE DEVELOPMENT NOTES: GRADING AND DRAINAGE PLANi. THE CONTRACTOR SHALL OBTAIN AND HAVE AVAILABLE COPIES OF THE APPLICABLE GOVERNING AGENCY STANDARDS AT THE JOB SITE DURING THE RELATED CONSTRUCTION OPERATIONS. ; These plans have been reviewed by the Public NXIorks Department: for conformance with current 2. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED WATER KING COUNTY WATER DISTRICT 125 (206) 242-9547 SEWER VALLEY VIEW SEWER DISTRICT (206) 242-3236 POWER SEATTLE CITY LIGHT (206) 684-3000 GAS PUGET SOUND ENERGY (888) 225-5773 SITE DEVELOPMENT DATA SITE AREA: 6,551 S.F. (0.15 ACRE) SITE ADDRESS: 42xx S 148TH ST, TUKWILA, WA 98168 PARCEL NUMBER: 004000-0792 ZONING: LDR (LOW DENSITY RESIDENTIAL) MIN. LOT SIZE: 6,500 SF AVG. LOT WIDTH: 50' MAX. BLDG HEIGHT: 30' MIN. FRONT SETBACK: 20' MIN. REAR SETBACK: 10' MIN. SIDE SETBACK: 5' L* i1 COSIC ZEHRUDIN 4248 S 148TH ST TUKWILA, WA 98168 (206) 271-6194 PAT TAITANO, P.E. J3NP ENGINEERING 1735 POINTE WOODWORTH DR. NE TACOMA, WA 98422 (206) 730-3348 SURVEYOR SCHROETER LAND SURVEYING P.O. BOX 813 SEAHURST, WA 98062 (206) 242-6621 MARCUS JENKINS ARCHITECTS NORTHWEST 18915 - 142NO AVE NE, SUITE 100 WOODINVILLE, WA 98072 (425) 485-4900 EX T0P0ORA"/3LFM WONATM NOTe. PROJECT ENGINEER DOES NOT WARRANT THAT THE TOPOGRAPHY SHOWN ON THESE DRAWINGS IS REPRESENTATIVE OF WHAT IS EXISTING AND/OR CONSTRUCTED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE OWNER TO HAVE ALL IMPROVEMENTS FIELD VERIFIED PRIOR TO CONSTRUCTION. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ENGINEER PRIOR TO WORK. UTILITIES AND UTILITY EASEMENTS FOR THIS SITE HAVE NOT BEEN RESEARCHED OR CONFIRMED. UTIL" CONF= NOTE THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND,SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE (CALL BEFORE YOU DIG 0 811) AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. EXCAVATION = 60 CUBIC YARDS IMPORT FILL = 50 CUBIC YARDS SITE CUT = 120 CUBIC YARDS SITE FILL = 80 CUBIC YARDS Aty standards. Acceptance is subject to errors and PRIOR TO COMMENCING WORK. missions which do not authorize violations of THE P I dopted standards or ordinances. The responsibility 3. E SHALL BE RES RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION WHETHER SHOWN ON or the adequacy of the design rests totally with the THESE PLANS OR NOT. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS a esigner. Additions, deletions or revisions to these SITE. ONLY THOSE UTILITIES WITH EVIDENCE OF THEIR INSTALLATION VISIBLE AT in�10t rawings after this date will void this acceptance GROUND SURFACE OR SHOWN ON RECORD DRAWING PROVIDED BY OTHERS ARE LOT 2 nd will require a resubmittal of revised drawing SHOWN HEREON. EXISTING UNDERGROUND UTILITY LOCATIONS SHOWN ARE 0 5 10 20 1 r subsequent approval. APPROXIMATE ONLY AND ARE SUBJECT TO A DEGREE OF UNKNOWN VARIATION. SOME s APN 004000-0791 UNDERGROUND LOCATIONS SHOWN HEREON MAY HAVE BEEN TAKEN FROM PUBLIC ( RECORDS. PROJECT ENGINEER ASSUMES NO LIABILITY FOR THE ACCURACY OF PUBLIC E final acceptance is subject to field inspection by RECORDS OR RECORDS OF OTHERS. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR lie Public NVorks utilities inspector. SHALL CONSULT THE PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO TOP F SLOPE We: By: PROCEEDING WITH CONSTRUCTION. a DAYLIGHT T MATCH EG Q 1 ttP. L.Z�,ZB 4. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS 588' AND SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE PRIOR TO THE a " CONSTRUCTION. SHOULD THE ;� -- 69.00"'TW�P8�-,4L- h{ p%a� DOCUMENTS FCONTRACTOR CONFLICT T S E RELATIVE TO THE S ECIFICA70 SOR THE RELATIVE CODESTHE - - - - - - - - 280 - - - - - - - - - BW-280.57 sa SO CLEANOUT PJ^.��" �Tfof) CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN 1 = 2 7.48 ram/WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO o _____-----_27B•________________ -�I I BW=278.36 IE = 275.50 (4" S) TI&Ic, 0 rM NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL ,D• TOE OF SLOPE I TW=280.94 MbTs 7 RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF WORK AS DEFINED =278_ _ _858L __ ` �(,1sac, W R4' BY THE DRAWINGS AND IN FULL COMPLIANCE WITH LOCAL REGULATIONS AND CODES. _ r 7 1777.� `s1 1 1 , 261. / 2 C891 TYPE 2 15 96V D 5. IT BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE APPROPRIATE T WIDE SANITARY rr RIM = 280.60 UTILITIES INVOLVED PRIOR TO CONSTRUCTION. SEWER EASEMENT r _ 7 F IE= 73.00 (6' S CGN ....7 i I ) 2 6. INSPECTION OF SITE WORK WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE GOVERNING JURISDICTION. INSPECTION OF PRIVATE FACILITIES WILL BE ACCOMPLISHED CON, SO CLEANOUT I I I BY A REPRESENTATIVE OF THE OWNER. IT SHALL BE THE CONTRACTOR'S RIM = 277.45 i I I 15EASEMENT FOR ACCESS, RESPONSIBILITY TO NOTIFY THE INSPECTOR 24 HOURS IN ADVANCE OF BACKFILLING IE = 275.50 (4" S) o LOT 1 0 ro if SEWER, AND UTILITIES STORM DRAINAGE, SANITARY ALL CONSTRUCTION. N I (APN 004000-0792) BW8.32 cv I 7. PRIOR TO ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY THE CONTRACTOR SHALL I 1 SLOPE FOR DRAINAGE TW= 28 I. I '2g0 a 42 LF 3' HIGH MAX. CONTACT THE AGENCY AND/OR UTILITY INSPECTION PERSONNEL AND ARRANGE ANY ` 3 ROCKERY WALL REQUIRED PRE -CONSTRUCTION MEETING(S). CONTRACTOR SHALL PROVIDE 72 HRS MIN. SLOPE FOR I I I 0 ADVANCE NOTIFICATION TO OWNER, FIELD ENGINEER AND ENGINEER OF MW BULDMDRAINAGE I I PRE -CONSTRUCTION MEETINGS. L o (SEE ARCH. PLANS) EX INFILTRATION TRENCH FOOTPRINT = 2,025 S.F. v : I ; I (FOR ACCESS ROAD) B. THE CONTRACTOR IS RESPONSIBLE FOR WORKER AND SITE SAFETY AND SHALL h MAIN F.F. = 279.0 a< i I I COMPLY WITH THE LATEST OSHA STANDARDS AND REGULATIONS, OR ANY OTHER N GARAGE F.F. 277.5 `' II i I I AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURES. THE v I,I I I I CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE "MEANS AND METHODS" REQUIRED TO MEET THE INTENT AND PERFORMANCE CRITERIA OF OSHA, AS WELL AS J oi g 4_y`-y I .279 I ANY OTHER ENTITY THAT HAS JURISDICTION FOR EXCAVATION AND/OR TRENCHING --_______ - COt4 SD CLEANOUT ' N PROCEDURES. o BW=278.07 = 276.98 Fitto 1 TW=278 92 o . RIM 52 ( ) g, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, I mo IE=274.52 4'N 4" DIA. PERF, PVC I �^ I ' IE = 274.52 (4" S) SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED 1 a I ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO FOOTING DRAIN DAYLIGHT TO MATCH 1 4" DIA. F. PVC it I PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY EG 0 3:1 SLOPE TYP, LE.=274.5t (S=0.0%) " I I FOOTING RAIN OM FOR FTG DRAIN THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH 0042, SO CLEANOUT i BUILDING TIE 1 LE.=274.5t (S=0. RIM = 4.50 LANE OF TRAFFIC AFFECTED. RIM = 277.22 I I - 278 i - _ IE = 274.50 (4 SE) INFILTRATION TRENCH a IE = 274.48 4" N 7. 4'I I "I r 10. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT ALL ( ) 1 SEE x 8'W x ET I n ADJACENT PUBLIC AND PRIVATE PROPERTIES AT ALL TIMES DURING CONSTRUCTION. IE = 274.48 (4" S) ; I SEE TRENCH DETAIL ;I 17 LF 4" THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ALL EXISTING UTILITY 14 LF 4" I SO 0 17.87% SERVICES THAT ARE TO REMAIN OPERATIONAL WITHIN THE CONSTRUCTION AREA SO 0 20.78% I I ' > I T v WHETHER SHOWN OR NOT SHOWN ON THE PLANS. S4 FL s 21 LF 4" 7' WIDE SANITARY I 1 v CONC. a SD 0 1.6 (2) COPIES OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER SEWER EASEMENT �` v H➢s -__ 2Z,BSS-L --4 277z REVISIONS C STRUCTION IS IN PROGRESS. ONE (1) SET WITH RECORDS OF AS -BUILT vo,/� IN RMATION SHALL BE SUBMITTED TO PROJECT ENGINEER. AT COMPLETION OF Iv ' I 14 6" CBid, TYPE 1 I I NEW 2.15% No c.at ae sha he mare to the scope P ECT. RIM = 275.1 7 I N DRIVEWAYOfwork wltnoet 0c a OfoVal of the IE = 271.47 (4" I - Tukwila Building o sign 12, C TRACTOR SHALL OBTAIN SERVICES OF A LICENSED LAND SURVEYOR TO STAKE IE = 270.80 (12" ) I 6' I NOTE: Revisions will require a new olan H IZONTAL CONTROL FOR ALL NEW IMPROVEMENTS. STAKING CONTROL SHALL BE submittal and may Inc ooe _acd,tional oian revieJ EN FROM ELECTRONIC PLAN FILES PROVIDED BY PROJECT ENGINEER. .•"-"^ - ^' SEPARATE PERMIT BUILDING TIE I - - CB92, TYPE 1 REQUIRED FOR: RIM = 276.21 0 Mechanical I IE = 273.00 (6" N) [p1 Electrical [],�- > �, rn IE = 273.00 (6" W) GRASS LAWN ❑ Plumbing 2 / -., IE = 274.17 4" NW f1 ; 2Z -.54.00' �f 0 ( ) ❑ Gas Piping �lLLF l2" PERFORATE - IE = 274.00 6" S BACKFILL MATERIAL/TOPSOIL DRIVEWAY & _ 8' 02' E+.- (, City OfTukwtla Q BASE COURSE BUILDING DIVISION cb APPROVED DRAINAGE - W Iswale GEOTEXTILE FOR SEPARATION rim = 272.9' VV . S I -- WITH 18" OVERLAP (PLACED COMPACT BACKFILL inv(12"W)= 270.4' 7 1 1 �� II -?. ON TOP AND SIDES ONLY) (95% PER ASTM D1557) ( )_ Inv E 270.4--------- cb --__- - ` "1 ,rim = 275.4' north edge asphalt 7 -_____-__ inv(12"W)= 272.8' 275.�7t NATIVEREVIEWED F SS Ss Ss inv(E)=273.0' MATERIAL TOP EL.=273.3 CODE CQMPLI, ss ss ss iO 0 o - o on Q,, o APPROVE' � �1 148TH ss - ss ss - `� o 0 0 ORP o ' MAR 03 2j%0 V e •$ T V T CBM, TYPE - O O t C8K TYPE 1 RIM = 275.57 0 0 o w c o 0 0 O City of TuW HIM = 6.00 IE = 272.15 (12" W) N south edge asphalt IE 270.80 (12" W) IE = 272.65 (6" N) v o 0 0 - -------------------------- BUILDING DIV - 1 I = 7 IE = 271.47 (4" N) IE = 272.15 (12" E) 1.5" TO 3" WASHED ROCK \ 0 0 0 0 0 0 �.) ..i r. n, T Jam! PLEASE NOTE THAT THESE QUANTITIES ARE PRELIMINARY VOLUME ESTIMATES BASED ON OUR GRADING SURFACE MODEL AND ONLY INTENDED FOR MUNICIPAL REVIEW AND PERMITTING PURPOSES ONLY. J3NP DOES NOT WARRANT THE USE OF THESE VOLUMES AS A BASIS FOR BIDDING AND/OR CONTRACTUAL INFORMATION. YOUR CONTRACTOR SHOULD PREPARE THEIR OWN EARTHWORK VOLUME ESTIMATES BASED ON THE BID DOCUMENTS PROVIDED, INCLUDING BUT NOT LIMITED TO THE DRAWINGS, SPECIFICATIONS AND GEOTECHNICAL REPORT. E)OS M UMM SEIMCIE NOTE CUT, CAP & MARK EX UTILITY SERVICES FOR EXISTING RESIDENTIAL BUILDING AT BOUNDARY LINE FOR REUSE BY PROPOSED LOT. COORDINATE ALL SERVICE CONNECTIONS WITH APPROPRIATE UTILITY PURVEYORS. FILWO PD1ft'tlt No. Plan review approval is subject to errors ano omissions. Approval of construction documents noes apt authorize the violation of any amoted code or ordinance. Receipt of apbroveo Field Copy and � ndaions is acknowiedgeo: By •/ G1JLe>,, Date: ^ - 2 CitY of Tu.w,la BUILDING DIVISION OEME CONSTRUCTION N OTEI NO CONSTRUCTION ACTIVITIES ARE ALLOWED WITHOUT RECORDED EASEMENTS OR WRITTEN PERMISSIONS FROM THE NEIGHBORING PROPERTY OWNERS WHERE CONSTRUCTION ACTIVITIES WOULD OCCUR. DiRAW«E M ATIgk AL -1 ALL DRAINAGE PIP O 0 GE E SHALL BE ADS N 2 (DUAL WALL CORRUGATED EXTERIOR AND SMOOTH INTERIOR POLYETHYLENE) UNLESS OTHERWISE NOTED ON THE PLANS. SCARIFY SUBGRADE g WIDE BOTTOM LEFT OPEN PRIOR TO PLACING (NO GEOTEXTILE FABRIC) WASHED ROCK INFILTRATION TRENCH - LOT 1 CORRE TION LTR# F_ O U. L C 0) U_ N O V J r X N 0 37819 '/STV $ c c o 5 hop U K pm O d 0) N En 04E ;, _ Z QD t 0 �/ to T.E.S.C. LEGEND SAWCUT LINE ----------------------- CATCH BASIN PROTECTION (M TEMP. CONSTRUCTION ENTRANCE l` F ,1 O 0 n Q O TEMP. CONSTRUCTION FENCE rr CLEARING LIMITS SILT FENCE ASPHALT TO BE REMOVED E,IMIX MIXIMME CONCRETE TO BE REMOVED CONSTRUCTION SEOUENCE. 1. SCHEDULE AND ATTEND PRE -CONSTRUCTION MEETING WITH THE CITY OF TUKWILA. 2. CALL BEFORE YOU DIG HOTLINE (DIAL 811) FOR UNDERGROUND UTILITIES LOCATES PRIOR TO ANY DIGGING. 3. INSTALL TESC MEASURES, FLAG OR FENCE CLEARING LIMITS TESC MEASURES SHALL BE MAINTAINED UNTIL FINAL GRADING, PAVING, AND HYDROSEEDING. 4. DEMO EXISTING PAVEMENT AND PERFORM ROUGH GRADING AS SHOWN ON THE PLANS. STABILIZE EXPOSED GROUND WITH SUITABLE GROUND COVER. 5. INSTALL UTILITIES, INCLUDING STORM DRAINAGE, SANITARY SEWER, WATER, POWER, GAS, ETC, 6. PERFORM FINAL GRADING, PAVING, AND SURFACING IMPROVEMENTS. 7. HYDROSEED AND MULCH ALL EXPOSED AREAS. 8. SWEEP AND CLEAN ALL PAVED AREAS, THEN CLEAN THE STORM SYSTEM. 9. REMOVE ALL CLEARING LIMITS AND TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES ONLY AFTER EXPOSED AREAS ON SITE ARE STABILIZED. 10, CALL FOR FINAL INSPECTION OF FACILITIES. EROSION CONTROL NOTES 1. THE TEMPORARY EROSION CONTROL SYSTEM SHALL BE INSTALLED PRIOR TO ALL OTHER CONSTRUCTION. 2. WHERE POSSIBLE NATURAL VEGETATION WILL BE MAINTAINED FOR SILT CONTROL 3. AS CONSTRUCTION PROGRESSES AND SEASONAL CONDITIONS DICTATE, THE EROSION CONTROL FACILITIES SHALL BE MAINTAINED AND/OR ALTERED AS REQUIRED BY THE CITY ENGINEER TO ENSURE CONTINUING EROSION SEDIMENTATION CONTROL. 4. TEMPORARY SILTATION PONDS AND ALL TEMPORARY SILTATION CONTROLS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CONSTRUCTION IS COMPLETED, PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL, VEGETATION HAS BEEN ESTABLISHED, AND THE POTENTIAL FOR EROSION HAS PASSED. 5. ALL DISTURBED LAND AREAS THAT WILL BE LEFT FOR 30 DAYS OR MORE DURING THE PERIODS OF MARCH 1 TO MAY 15 AND AUGUST 15 TO OCTOBER 1 SHALL BE IMMEDIATELY SEEDED WITH A MIX AND BY A METHOD APPROVED BY THE CITY OF MERCER ISLAND PUBLIC WORKS DIRECTOR AND MAINTAINED UNTIL SEED GERMINATION IS ASSURED. IN ADDITION TO SEEDING, SLOPES OF 25% OR GREATER WILL BE MULCHED WITH 2.0 TONS OF STRAW PER ACRE, OR WITH AN APPROVED EQUAL. STOCKPILED MATERIALS SHALL BE COVERED WITH AN IMPERMEABLE MEMBRANE AND SECURED TO HOLD IT IN PLACE. DURING THE REST OF THE YEAR, TEMPORARY SOIL STABILIZATION MUST BE APPLIED IMMEDIATELY TO DISTURBED AREAS THAT WILL BE EXPOSED FOR 7 DAYS OR MORE, AND IMMEDIATELY TO SLOPES GREATER THAN 257 THAT WILL BE LEFT EXPOSED FOR 3 DAYS OR MORE. 6. THE PUBLIC RIGHT-OF-WAY SHALL BE KEPT CLEAN. TRACKING OF MUD AND DEBRIS FROM THE SITE WILL NOT BE ALLOWED. FAILURE TO COMPLY WITH THIS CONDITION WILL RESULT IN ALL WORK ON THE SITE BEING STOPPED. 7. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION COLLECTION FACILITIES TO ENSURE SEDIMENT OR OTHER HAZARDOUS MATERIALS DO NOT ENTER THE STORM DRAINAGE SYSTEM. AS CONSTRUCTION PROGRESSES AND UNEXPECTED SEASONAL CONDITIONS DICTATE. MORE EROSION CONTROL FACILITIES MAY BE REQUIRED TO ENSURE COMPLETE SILTATION CONTROL ON THE PROJECT. DURING THE COURSE OF CONSTRUCTION IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE PERMITTEE OR CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO ENSURE COMPLIANCE. IX TOPOGRAPHYISLIS Y IFONATM NOTE. PROJECT ENGINEER DOES NOT WARRANT THAT THE TOPOGRAPHY SHOWN ON THESE DRAWINGS IS REPRESENTATIVE OF WHAT IS EXISTING AND/OR CONSTRUCTED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE OWNER TO HAVE ALL IMPROVEMENTS FIELD VERIFIED PRIOR TO CONSTRUCTION. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ENGINEER PRIOR TO WORK. UTILITIES AND UTILITY EASEMENTS FOR THIS SITE HAVE NOT BEEN RESEARCHED OR CONFIRMED. U MM CONF= NOTB THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE (CALL BEFORE YOU DIG • 811) AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CLEARING LIMITS 0 BOUNDARY LINE INSTALL TEMP. SILT FENCE INSTALL CB INLET PROTECTION E 0272.9' - W inv(12"W)= 270.4' CLEARING LIMITS inv(E)=270.4' -------------------- INSTALL SILT FENCE - as OUTLINE OF -. PROPOSED BUILDING DIRECTION OF \ SURFACE FLOW LOT 1\ (APN 004000-0792) >" EX VATE FOR INFILTRATION THE H, PROVDE SILT AND SED ENT PROTECTION, DO NOT CO ACT & AVOID VEHICULAR ACC SS IN THIS AREA W — north edge osphol SS ss SS — ss � --ersWrl--es h 11T1 CONTROL NOTEI CONTRACTOR TO ENSURE AND PREVENT SEDIMENT LADEN CONSTRUCTION RUNOFF FROM ENTERING ADJACENT PROPER AND RIGHT OF WAY WITHOUT PROPER ESC CONTROL TREATMENT MEASURES (I.E. SEDIMENT TRAP, BAKER TANK) OFFSM CONSTRUC7M NOTe- NO CONSTRUCTION ACTIVITIES ARE ALLOWED WITHOUT RECORDED EASEMENTS OR WRITTEN PERMISSIONS FROM THE NEIGHBORING PROPERTY OWNERS WHERE CONSTRUCTION ACTIVITIES WOULD OCCUR. • S4WI; •If • • GISax•�A S , � • fear • X• •�4iq • • • 2 SS ss SS ss south edge ospholt --------------------- a CB INLET INFILTRATION FOR ACCESS ROAD CLEARING LIMITS 0 a 0 INSTALL TEMPORARY CONSTRUCTION ENTRANCE -INSTALL LE INSTALL CS INLET PROTECTION cb fim = inv(12"W)= 272.8' inv(E)=273.0' 2"x2"xl4 GA. WELDED WIRE STAPLES OR WIRE RINGS (TYP) FABRIC OR EQUAL FILTER FABRIC MATERIAL MIRAFI 100 X OR EQUAL M 2"x4" DOUG. FIR AT 4' O.C. N ape M1-1 —fll �iTi=iTr = -1 �iTi=i _T� ; I T i= =i i i-Ll1 2"x4" DOUG. FIR OR EQUAL FILTER FABRIC MATERIAL 2%2"x14 GA. W.W.F. 3/4"-1 1/2" WASHED ROCK OR PEA GRAVEL. 6"x6" TRENCH if If 2" EXCESS OVERLAP -I 6,. o, i MIN. TYPICAL CROSS BI A- 6"x6" TRENCH NOTES: I. PLACE 1' OF 3/4"-1 1/2" WASHED ROCK OR PEA GRAVEL ON BOTH SIDES OF FENCE TO CREATE A BEVEL SHAPE. 2. FABRIC SHALL COVER BOTTOM OF 6"x6" TRENCH AND EXTEND BEYOND THE LIMITS OF THE GRAVEL IN ORDER TO MAINTAIN AN EXCESS OVERLAP OF 2" MINIMUM AS SHOWN IN TYPICAL CROSS-SECTION. no ri-ITILTER FABRIC SILT FENCE DETAIL NOT TO SCALE GRATE STANDARD STRENGTH FILTER FABRIC \� •• FILTERED WATER NOTE: ONLY TO BE USE CATCH BASIN INSERT MAINTENANCE STANDARDS WHERE PONDING OF WATER ' ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL CATCH BASIN 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY, SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED NOR RESULT IN EROSION OF OF AS FILL ON SITE OR HAULED OFF SITE. SLOPES. 2. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 3. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASINS PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. CATCH BASIN INLET FILTER NOT TO SCALE EXISTING GRADE —I�I! BOTTOM OF EXCAVATION VARIES (SEE (SEE PLAN TYPICAL EXCAVATION SECTION NOT TO SCALE ------------------------------------------- These plans have been reviewed by the Public p Works Department for conformance with current Citystan �ASSv�oO'� dards.Acceptance6 ' is subject to errors J PQ P R omissions which do not authorize violations of _ adopted standards Or ordinances, The responsibility for the adequacy Of the design rests totally with the designer. Additions, deletions or revisions to these 20' MIN RADIUS drawings after this date will void this acceptance and will require a resubmittal of revised drawings CLEAN PIT RUN for subsequent approval OR 2"-0 GRAVEL Final acceptance is subject to field inspectionY b SUBGRAD E O Opp GEOTEXTILE, AS the Public Works utilities inspector. - REQUIRED Date: BY; ��- -- J' TEMPORARY 2:1 CUT SLOPE TYP. (CONTACT PROJECT ENGINEER IF NECESSARY TO EXCEED TYPICAL CUT SLOPE; OR PROVIDE TEMPORARY SHORING WALL TO BE DESIGNED BY A STRUCTURAL ENGINEER). REVIEWED FOR CODE COMPLIANCE APPROVED MAR 03 2020 City of Tukwila BUILDING DIVISION Q K m Z 0- N 0 W af CrZ 0) U = 00 co N W U .� O J N J C J 00 CO V 2 0 U % Q 9! Z T N c co J W = CO$ O N N _ m c o i a Ll r'I n O G V u p 6 pm O STABILIZED CONSTRUCTION ENTRANCE I ESTABLISHED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE W DURATION OF THE PROJECT IN A CONDITION a THAT WILL PREVENT TRACKING OR FLOWING cc •�rN OF SEDIMENT INTO PUBLIC RIGHT OF WAY. 2 ADDITIONAL GRAVEL SHALL BE ADDED f(�i UJ p C4 PERIODICALLY, IF NECESSARY, TO MAINTAIN LU CA V PROPER FUNCTION OF THE PAD. it WVO' Ow0 If THE E GRAVEL PAD DOES NOT ADEQUATELY 3 4 REMOVE DIRT AND MUD FROM VEHICLE mm O O WHEELS SUCH THAT MUD AND DIRT TRACKING BPS A IS EVIDENT OFF SITE, ADDITIONAL MEASURES MUST BE TAKEN. SUCH MEASURES MAY VV �VlV q0 INCLUDE HOSING OFF WHEELS BEFORE r� z/ W VEHICLES LEAVE THE SITE OR OTHER O Z cm CONSTRUCTION TECHNIQUES/WORK OPERATION UJ PROVIDE FULL WIDTH MODIFICATIONS. WHEEL WASHING SHOULD BE a F OF INGRESS/EGRESS DONE ON THE GRAVEL PAD AND WASH WATER 4. AREA SHOULD DRAIN THROUGH A SILT -TRAPPING 0. STRUCTURE PRIOR TO LEAVING THE CONSTRUCTION SITE. ti 4 REFER TO DETAIL 2 ON THIS SHEET FOR r MORE INFORMATION. 0 RECEIVED CITY OP TICK WILA &TABILIZED CONSTRUCTION ENTRANCE DEC 19 2019 4 NOT TO SCALE i11PERMIT CENTERt�22 0) a N E _ N d o U�, ly ENE R&"'r CODE 2015 WASHIN&TON STATE ENERGY CODE/ IEGG (65EC) TABLE R402.1.1 INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT CLIMATE ZONE 5 d MARINE 4 FENESTRATION U-FACTOR s 0.50 SKYLIGHT s U-FACTOR 050 &LAZED FENE5TRATION 5HGC se NR GEI1_I1,16 R-VALUE K 4-1 WOOD FRAME WALL 6)' J R-VALUE 21 INT MASS WALL R-VALUEl 21/21 FLOOR R-VALUE 30 BELOW GRADE °M WALL R-VALUE 10/15/21 INT + TB SLAB° R-VALUE 8 DEFTH 10, 2 FT. TABLE 9402.1.1 FOOTNOTES FOR 51, 1 FOOT - 504.8 MM, GI = CONTINUOUS INSULATION, INT. = INTERMEDIATE FRAMING. A R-VALUES ARE MINIMUMS. U-FACTORS AND SH6G ARE MAXIMUMS. WHEN INSULATION IS INSTALLED IN A CAVITY WHICH 15 LESS THAN THE LABEL OR D£516N THICKNESS OF THE INSULATION, THE COMPRESSED R-VALUE OF THE INSULATION FROM APPENDIX TABLE AICIA SHALL NOT BE LE55 THAN THE R-VALUE SPECIFIED IN THE TABLE. B THE FENESTRATION U-FACTOR COLUMN EXCLUDES SKYLIGHTS. THE SHGG COLUMN APPLIES TO ALL GLAZED FENESTRATION. "10/IS/m.+TB" MEANS R-10 CONTINUOUS INSULATION ON THE EXTERIOR OF THE WALL, OR R-I5 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. "I0JIS/21.+TB" SHALL BE PERMITTED TO BE MET WITH R-I5 CAVITY INSULATION ON THE INTERIOR OF THE BASEMENT WALL PLUS R-5 CONTINUOUS INSULATION ON THE INTERIOR OR EXTERIOR OF THE WALL. "TB" MEANS THERMAL BREAK BETMEN FLOOR SLAB AND BASEMENT WALL. " R-10 CONTINUOUS INSULATION 15 REQUIRED UNDER HEATED SLAB ON GRADE FLOORS. SEE R4022.4.1. H THERE ARE NO 5H6G REQUIREMENT5 IN THE MARINE ZONE. r RESERVED RESERVED N RESERVED THE 5EGOND R-VALUE APPLIES WHEN MORE THAN HALF THE INSULATION I5 ON THE INTERIOR OF THE MASS NIAL.L. jRE5ERVED K FOR SINGLE RAFTER- OR JOIST VAULTED CEILINGS, THE INSULATION MAY BE REDUCED TO R-38. LRESERVED M INT. (INTERMEDIATE FRAMING) DENOTES STANDARD FRAMING I6 INCHES ON CENTER WITH HEADERS INSULATED WITH A MINIMUM OF R-10 INSULATION. N LOG, AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OF 5.5 INCHES ARE EXEMPT FROM THIS INSULATION REQUIREMENT. I. A CERTIFICATE COMPLYING WITH 2O15 W5EC R401B 15 REQUIRED TO BE COMPLETED BY THE DESIGN PROFESSIONAL OR BUILDER AND PERMANENTLY POSTED. 2. THE BUILDING SHALL BE TESTED AND VERIFIED A5 HAVING AN AIR LEAKAGE RATE NOT EXCEEDING 5 AIR CHANOM PER HOUR. TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 02 INCHES W.G. S. EACH DWELLIN6 UNIT 15 REQUIRED TO BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE. 4. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH W5U RS-33 USING THE MAX. DUCT LEAKAGE RATES SPECIFIED. S. A MINIMUM OF -15% OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE H1614-EFFICACY LAMPS. WHOLE HOUSE VENTILATION WHOLE HOUSE VENTILATION SYSTEM TO BE INSTALLED PER 2015 IRC SECTIONS M1501.3.1 THROUGH MI50T.5.1. SEE "WHOLE HOUSE VENTILATION" ON THE SCHEDULE SHEET FOR SELECTED OPTION. IRG TABLE MI5011.5.5(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENT5 (AIRFLOW IN GFM) FLOOR AREA NUMBER OF BEDROOMS (so. FT) O-I 2-3 4-5 6-"T >1 <1500 30 45 60 75 90 1501 - 5000 45 60 -15 40 105 3001 - 4500 60 15 40 105 120 4501 - 6000 15 AO 105 120 155 6001 - 1500 QO 105 120 155 150 >1500 105 120 155 150 165 IRO TABLE MI50-7.5.5(2 INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORS AA RUN TIME PERCENTAGE IN EACH 25% 33% 50% bb% 15% 100% 4-HOUR 5EGMENT FACTOR 4 3 2 1.5 13 1.0 A. FOR VENTILATION SYSTEM RUN TIME VALUES BETWEEN THOSE GIVEN, THE FACTORS ARE PERMITTED TO BE DETERMINED BY INTERPOLATION. B. EXTRAPOLATION BEYOND THE TABLE IS PROHIBITED. MEOHAN I OAL GENERAL SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT 5TOVE5, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF I.R.G. R10062. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 68 MOREE5 FAHRENHEIT AT A HEIGHT OF S'-O" ABOVE THE FLOOR AND TWO FEET FROM EXTERIOR WALLS IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE 15 AS SET FORTH IN THE 2015 INSM.G. DEFINITION OF THERMAL BUILDING ENVELOPE FROM THE 2015 WASHINSTON STATE ENERGY CODE: THE BELOW -GRADE WALLS, ABOVE -GRADE WALLS, FLOOR, ROOF, AND ANY OTHER BUILDING ELEMENTS THAT ENCLOSE CONDITIONED SPACE OR PROVIDES A BOUNDARY BETWEEN CONDITIONED SPACE AND EXEMPT OR UNCONDITIONED SPADE. I. FUEL BURNING APPLIANCES LOCATED WITHIN THE BUILDING, ENVELOPE! SHALL OBTAIN AIR FROM OUTDOORS, MEETING THE PROVISIONS OF CHAPTER 24 OF THE 2015 IRC. 2. FUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING, ENVELOPE SHALL MEET THE PROVISIONS OF CHAPTER 24 OF THE 2015 IRG. S. DUCTWORK LOCATION SHALL MEET THE PROVISIONS OF CHAPTER 24 OF THE 2015 IRC. 4. COMBUSTION AIR TO MEET THE REQUIREMENTS OF I.R.G. MI'701.1 ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED FM CHAPTER MI302 OF THE 2015 IRC. NO WARM 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 AG-_e5S ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES, AND ELECTRIC HEATING, FURNACES. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE WITH A SPACE LESS THAN 12" WIDER THAN THE FURNACE OR A CLEARANCE OF 3" ALONG THE SIDES, BACK AND TOP. LIQUEFIED PETROLEUM OAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR 6ASE5 MIGHT COLLECT. APPLIANCES 50 FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION 15 PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A 61-0101, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING, ELEMENTS AND SWITCHES AT LEAST 15" ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT SE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (R-3 OCCUPANCY) FROM A GARAGE, PROVIDED SUCH DUCTS WITHIN THE SARA6E ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN 0.0111" (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENIN65 INTO THE GARAGE EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH CHAPTER 18 OF THE 2015 IRC. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BA (SA5 VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS PER CHAPTER 24 OF THE 2015 IRC. A TYPE B OR BA GAS VENT SHALL TERMINATE PER CHAPTER 24 OF THE 2015 IRC. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE IS LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER A5 TO MAINTAIN THE CLEARANCE TO COMBUSTIBLES PER SECTION MI803 OF THE 2015 IRC. HEATING EQUIPMENT ALL HEATING EQUIPMENT SHALL MEET THE REQUIREMENTS OF THE 2015 NATIONAL APPLIANCE ENERGY CONSERVATION ACT (NA£GA) AND BE 50 LABELED. EQUIPMENT SHALL ALSO COMPLY WITH SECTION M1411 OF THE 2015 IRG DUCTWORK 1. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OF METAL AS SET FORTH BY TABLE 1601.1.1 OF THE 2015 IRC. 2. RECTANGULAR, FLAT, OVAL AND ROUND DUvr iOINTS AND SEAMS SHALL SE AIRTIGHT PER SECTION M1601.4.1 OF THE 2015 IRC. 3. INSTALLATION OF DUCTS SHALL COMPLY WITH SECTION MI(701.4 OF THE 2015 IRC. 4. DUCT INSULATION SHALL BE INSTALLED IN ACGORDAANGE WITH SECTION M1601B OF THE 2015 IRG. 5. FINAL DUCT LEAKAGE AFFIDAVIT 15 TO BE PROVIDED TO THE BUILDING INSPECTOR PRIOR TO FINAL INSPECTION. DUCT LEAKAGE AND SEALING REQUIREMENT5 IN 2015 W.S.E.G. SECTION R403.3.2 TO BE MET. 6. DUCTS INSULATAED TO A MINIMUM R-8 INSULATION IN UNCONDITIONED SPACES PER AZZ.G. SECTION R403.3.1 GENERAL ALL FRAMING SHALL COMPLY WITH THE APPLICABLE SEGTION(5) OF THE 2015 Isomer - PRESSURE TREATED WOOD REQUIRED IN LOCATIONS LISTED IN IRC RSIR.1 2" MINIMUM VERTICAL CLEARANCE BETWEEN WOOD 4 CONCRETE STEPS, PORCH SLABS, PATIO SLA55 4 OTHER SIMILAR HORIZONTAL SURFACES EXPOSED TO THE WEATHER. 6" MINIMUM CLEARANCE BETWEEN WOOD AND EARTH. 8" MINIMUM CLEARANCE BETNIEEN UNTREATED MU51LL5 AND EARTH. 12" MINIMUM CLEARANCE BETWEEN FLOOR SEAMS AND EARTH. IS" MINIMUM CLEARANCE BETWEEN FLOOR JOISTS AND EARTH. LOADING ROOF 15 FSF DEAD LOAD + 25 FSF LIVE LOAD 40 PSF FLOOR 10 PW DEAD LOAD + 40 FW LIVE LOAD _ = 50 PSF GEILIN6 5 PW DEAD LOAD + 10 FSF LIVE LOAD = I5 PSF DECK 5 F5F DEAD LOAD + 60 FSF LIVE LOAD = 65 PSF INTERIOR PARTITION = i P5F EXTERIOR PARTITION 10 PSF WOOD BEARING ON OR INSTALLED WITHIN Ys" OF MA50NRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2x THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. ANCHOR BOLTS TO BE PER SHEAR WALL SCHEDULE AND FOUNDATION PLAN. R" MINIMUM EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE 5TRON6 TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. PROVIDE FIREBLOCKIN6 IN CONGEALED SPACES OF STUD WALL5 E PARTITIONS, INCLUDING FURRED SPACES 8 PARALLEL ROWS OF STUDS OR 5TA6G,ERED 5TUD5 A5 FOLLOWS: I. VERTICALLY AT THE GEILIN6 4 FLOOR LEVELS. 2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET. PROVIDE FIRESLOGKIN6 AT OTHER LOCATIONS PER 2015 IRC R502.11. INSULATION � MOISTURE PROTECTION &ENERAL GENERAL PLAN5 COM'L`f WITH THE 2015 INTERNATIONAL RESIDENTIAL CODE. UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINSTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN I" CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND b" ABOVE BATT INSULATION S 12" ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, -SHOWERS, PARTITIONS AND CORNERS. PROVIDE FACE STAPLED BATTS OR FRICTION FIT FACED BATTS. PROVIDE 4 MIL (0.004") POLYETHYLENE VAPOR BARRIER AT WALLS OR USE PVA PRIMER WITH A DRY CUP PERM RATING OF ONE (MAXJ. PROVIDE R-10 INSULATION UNDER ELEGTRIG WATER HEATERS. 1. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OMNIN69 AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHERS SUCH OPENIN69 IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, 6A5KETED OR WEATHER-STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED "FIRE -RATED" AND MUST MEET THE ABOVE REQUIREMENT. 5. ALL EXTERIOR WINDOWS SHALL BE DE516NED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 265 73. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TE5TIN6 BUT SHALL BE WEATHER-STRIPPED, CAULKED AND MORE TIGHTLY FITTING. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER W.5.£.C. PIPING FOR HOT WATER / STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE 15 REQUIRED TO BE INSULATED PER THE W S.E.G. HOT WATER PIPING SHALL BE INSULATED TO A MINIMUM OF R-3 PER INS.E.G. R403.5S. MECHANICAL SYSTEM PIPING SHALL BE INSULATED TO A MINIMUM R-b PER W.5 E.G. R403.4 VAPOR -BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS. INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8" O.G. AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEED 1/I6" VAPOR RETARDERS AT MALLS PER IRG R7702.1 A GROUND COVER OF 6 MIL (0.006") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. C.ONTRAGTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNEGTION5 HAVE BEEN MADE. IT 15 THE CONTRACTORS RESPONSIBILITY TO IDENTIFY ALL DISCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. CODES: ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION SHALL BE FOLLOWED I. 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) WITH WASHINGTON STATE AMENDMENTS (MA) EXCEPT CHAPTERS 11 AND 25 THROUGH 42 ARE NOT ADOPTED. WAG 51-51 2. 2015 INTERNATIONAL BUILDING CODE (IBC) WITH WASHIN&TON STATE AMENDMENTS (W5A) WAG51-50 3. 20I5 INTERNATIONAL MECHANICAL CODE (IMG) WITH WA5HIN6TON STATE AMENDMENTS (ASA) WAG 51-52 4. 2015 UNIFORM PLUMBING CODE (UPC) WITH WA5HIN6TON STATE AMENDMENTS, WAG 51-56. S. 2015 INTERNATIONAL FIRE CODE WITH WASHINGTON STATE AMENDMENTS, WAG 51-54A. 6. 2015 WASHIN&TON STATE ENERGY CODE, RESIDENTIAL PROVISIONS (WSEG). WAG 51-IIR BUILDING CONSTRUCTION TYPE: V-B OCCUPANCY GROUP. R-5 LOCAL JURISDICTION REQUIRES YES DWELLING UNIT FIRE SPRINKLER SYSTEM PER IRG APPENDIX R ® NO 51 TE WORK GENERAL ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH SELOW ORGANIC SURFACE SOILS. ALL BACK FILL MATERIAL SHALL BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH THE DIRECT LOAD PATH OF COLUMNS. CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA WIND DESIGN SUB.EGT TO DAMAGE FROM GROJND ggNNppW IAAD 5EI5MIG DESIGN ATEGORY WINTER DESIGN TEMP ICE BARRIER UNDER- LAYMENT REQUIRED FLOOD HAZARDS AIR FINDe 6 INDEX MEAN TEMP TEME, SPEED iMPW TOPO- GRAPHIC EFfEGiS SPECIAL WIND REGION WIND-BORNE DE5RIS ZONE WEATHERING FROST LINE DEPTH TERMITE 25 PSI' 85 D2 MOOMRATE 1 18" SLIGHT TD MODERATE NO EQUIVALENT FLUID PRESSURE - 35 P.G.F. (UNRESTRAINED WALLS) 50 P.G.P. (RESTRAINED WALLS) DOORS, 1N I N7O65 AND 5K`I'L I OHTS GENERAL THE REQUIRED EGRESS DOOR MAY HAVE A MAXIMUM -i 8/4" STEP FROM TOP OF THE THRESHOLD TO A MINIMUM 36" DEEP LANDING ON THE EXTERIOR SIDE OF THE DOOR. OTHER EXTERIOR DOORS MAY HAVE A MAXIMUM (2) -1 %" STEPS TO A MIN. 36" DEEP LANDING. ALL GLAZING SHALL MEET THE REMIREMENTS OF THE 2015 W.S.E.G. TABLE R402.1.1 UNLE55 NOTED OTHERWISE. ALL SKYLIGHTS AND 5KYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMIER&ENCY EGRESS WINDOWS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.1 SQUARE FEET. MINIMUM NET CLEAR OPERABLE WIDTH OF 20" AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24", MAXIMUM SILL HEIGHT OF 44" MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING. OPERABLE WINDOWS WITH A SILL OF MORE THAN -12" ABOVE FINISHED THE GRADE OR SURFACE SELOW, TO BE A MINIMUM OF 24" ABOVE ADJACENT FINISHED FLOOR. SAFETY GLAZING LOCATIONS PER 2015 IRO SECTION R508.4 R506.4.1 GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWIN61N6, SLIDING AND BI-FOLD DOORS. R306.4.2 GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE BOTTOM EDGE 15 LESS THAN 60 INCHES ABOVE THE FLOOR 4 THE GLAZING 15 EITHER WITHIN 24 INCHES OF EITHER SIDE OF THE DOOR IN THE PLANE OF THE DOOR IN A CLOSED POSITION OR ON A WALL PERPENDICULAR TO THE PLANE OF THE DOOR IN A CLOSED F051TION d WITHIN 24 INCHES OF THE HINGE SIDE OF AN IN-SWIN61N6 DOOR. R506.4.3 6LAZIN6 IN AN INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALL OF THE FOLLOWING CONDITIONS: 1. THE EXPOSED AREA OF AN INDIVIDUAL PANEL 15 LARGER THAN 9 SQUARE FEET; 2. THE BOTTOM EDGE OF THE GLAZING 15 LESS THAN 16" ABOVE THE FLOOR; S. THE TOP EDGE OF THE GLAZING 15 MORE THAN 36" ABOVE THE FLOOR; AND 4. ONE OR MORE WALKING, SURFACES ARE WITHIN 56" MEASURED HORIZONTALLY AND IN A 5TRA16HT LINE, OF THE GLAZING. RSO8.4.4 GLAZING IN GUARDS AND RAILINGS, INCLUDING STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL IN -FILL PANELS, REGARDLESS OF AREA OR HEIGHT ABOVE A WALKING SURFACE. RSO&AS GLAZING IN WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT TU55, SPAS, WHIRPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR 5161IMMIN6 POOLS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LE55 THAN 60 INCHES MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. R506.4.6 GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LESS THAN 56 INCHES (914 MM) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAY5, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS. R06.4.1 6LAZIN6 ADJACENT TO THE LANDING AT THE BOTTOM OF A STAIRWAY WHERE THE 6LAZIN6 IS LES5 THAN 56 INCHES ABOVE THE LANDING AND WITHIN A 60" HORIZONTAL ARG LE-56 THAN 150 DE&REE5 FROM THE BOTTOM TREAD NOSING. FOR EXCEPTIONS SEE IRG SECTION R308.4 5HEET I N]7F_X SHEET # DESCRIPTION AO SITE PLAN Al COVERSHEET A2 SCHEDULE 5HEET A5 DETAIL SHEET A4 FOUNDATION PLAN 4 MAIN FLOOR FRAMING PLAN A5 MAIN FLOOR PLAN 4 UPPER FLOOR FRAMING PLAN AG, UPPER FLOOR PLAN 4 ROOF FRAMINt Al EXTERIOR ELEVATIONS ODE COMPLIANCE APPROVED A5 EXTERIOR ELEVATIONS MAR 03 2020 Act BUILDING SECTIONS S7f;,pUG7U5:,', L. BUILDING DIVISION 50 LATERAL - SHEAR WALLS, HARDWARE 4 NOTES 51 LATERAL - DETAILS, SCHEDULES 4 STRUCTURAL NOTES NK"jw YKKZY1-wi,. !-O UZoO WUp 2w4P FnUNS 1-Z�❑}2i-h-NwF UFWU2daN6wW a�waFNZNaorc °'F^�ZoMza,2a w 8802891yy=.3iE N OF'��Kp03`SZzti eW.am�k-""a�ZWF¢u�i vwi�z�?ow�wi�� �Z�aNdo -'aK WOi-�z�= �"�z t- ��oozir zz z Ndw o-oaU W w a oG m <ao<w�warciro��'' azw�*m'>Wawa2E LA r V W V ce z t l4 z I 'rL (�--�1 7 K P F- V I U N X V BY: DATE: PROJECT MANAGER: MARGUS JENKINS REVISED BY: DATE: ELH 8/I/OT PH 8/4/I5 AO 5/50/IS 5F50 I I/8/I9 LATERAL BY: DATE: F6A 6/2 T/18 LATERAL JOB NUMBER: 18-I3q 93 WINDOW, SKYLIGHT & DOOR SCHEDULE CONDITIONED FLOOR AREA: 1 26991 SUM OF UA FOR HEATING SYSTE SUM OF ALL GLAZING AREAS FROM BELOW: r 534 (DOES NOT INCLUDE EXEMPT DOOR & WINDOW) GLAZING TO FLOOR AREA RATIO: iMPT DOOR AND WINDOW 1T PRESCRIPTIVE ENERGY CODE COMPLIANCE This project will use the requirements of the Prescriptive Path below and incorporate the minimum values listed. In addition, based on the size of the structure, the aoDrooriate number of additional credits are checked. Fenestration U-Factor° Skylight U-Factor Glazed Fenestration SHGCbe Ceiling Wood Frame Wall', " Mass Wall R-Value` Floor Below Grade Wall" Slab R-Value & Depth R-Value' U-Factor" With use of Credit I n/a 0.30 0.28 U-Factor n/a 0.50 n/a n/a 491 0.026 21 int 0.056 21/216 0.056 369 0.029 38 R-Value (0.025) 10/15/21 int+TB 0.042 R-10 perimeter & entire stab 10, 2 ft We ' R-10 perimeter & entire slab For single rafter- orjoist-vaulted ceilings, the insulation maybe reduced to R-38. Table R402.1.1 footnotes included on SheetA1. Each dwelling unit in a residential building shall complywith sufficient options from Table R406.2 s, SIMPLE HEATING SYSTEM SIZE This heating system sizing is based on the Prescriptive Requirements of the 2015 Washington State Energy Code. This is for heating only. ACCA procedures for sizing cooling systems should be used to determing cooling. Indoor Design Temperature Outdoor Design Temperature Design Temperature Difference Indoor - Outdoor Design Temp Conditioned Floor Area Conditioned Volume Glazing Sum of UA from Glazing Schedule R-49 Other: 70 20 50 2699 25637 177.8 U-Factor X Area = 0.026 1720 UA 44.72 DOORS (OPAQUE) U-VAL OTY W H AREA UA I 1 1 0.00 0.00 1•• 0.00 GO HEATING SYSTEMSI2E ONLY.' 0.0 0.0 °n U-VAL QTY W H AREA UA SUMOF AREA AND UA: 41.8 AREA WEIGHTED U = UAJAREA: ERTICAL GLAZING (ALL WINDOWS ARE DOUBLE GLAZED. U-FACTORS ARE DETERMINED IN ACCORDANCE WITH NFRC ROOM TYPE REF MODELFRAME GAS LO-E E PKG U-VALSPCRS OTY W H AREA L as to achieve the following minimum number of credits: Rafter or Joist Vaulted le Ceilings Single 9 DEN SLIDER MILGARD 8120 VINYL ARGON YES 3D MAX 0.30 1 E. MAX 1 6.001 5.001 30.OD 9 ❑1. Small DwellingUnit: 1.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 R-38 U-Factor 0.027 X Area = UA BEDRM 3 BEDRM 3 o.o0 0 FR DOOR SIMPSON 7001 WOOD ARGON YES 0.31 2 2.50 6.67 33.35 10.00 10 3 PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 1 2.56 4.00 square feet offenestration area. Additions to existing building that are 500 square feet of Other: BEDRM 3 CASE MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE 2 2.56 5.00 25.00 7 heated floor area but less than 1500 square feet. Above Grade Walls U-Factor X Area = UA UTILITY STAIR CASE MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE 1 2.50 2.50 6.25 25.00 1 7 PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 4 2.50 2.50 22. Medium Dwelling Unit: 3.5 points All dwelling units thatare notincluded in 41 or#3. Exception: Dwelling units serving R-21 + R-10 HEADERS Other: 0.056 3232 180.99 1 HI FAMILY M BEDRM PICTURE CASE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 11 2.50 2.50 68.75 20 MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE 3 3.00. 4.00 36.00 10 R-2 occupancies shall require 2.5 credits. Floors U-Factor X Area = UA M BATH CASE MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE 2 2.00 2.50 10.00 2 ❑3. Large Dwelling Unit: 4.5 points R-30 0,029 F 1734 F 50.29 BEDRM 2 PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.301 EDGE 3 2.00 2.00 12.00 3 Dwelling units exceeding 5000 square feet of conditioned floor area. Other: 0.00 0.00 0 0 ❑4. Additions less than Soosquare feet: .5credits Below Grade Walls U-Factor X Area = UA SUM OF AREA AND UA: 501.68 149 ENERGY CREDIT OPTION DESCRIPTIONS R-21 Interior 0.042 OVERHEAD GLAZING AREA WEIGHTED U = UAIAREA: 0 la Efficient Building Envelope la 1b Efficient Building Envelope 1b 1c Efficient Building Envelope 1c 1d Efficient Building Envelope ld 2a Air Leakage Control and Efficient Ventilation 2a 2b Air Leakage Control and Efficient Ventilation 2b 2c Air Leakage Control and Efficient Ventilation 2c 3a High Efficiency HVAC 3a 3b High Efficiency HVAC 3b 3c High Efficiency HVAC 3c 3d High Efficiency HVAC 3d 4 High Efficiency HVAC Distribution System 5a Efficient Water Heating 5a 5b Efficient Water Heating 5b 5c Efficient Water Heating 5c 5d Efficient Water Heating 5d 6 Renewable Electric Energy Total Credits . ROOF VENTILATION Standard Truss / Scissor Truss Roof Framing Assembly: Roof Area : 1644 s.f. Ventilation Required: 1644 s.f. x 144 / 300 = Provide between 40 % & 50 % of the total required ventilation no more than the highest point of the space. Remainder to be installed at Gave vents. Upper Roof Ventilation: AF50 Roof Jack (10" x 7") = R-10 Continuous exterior 0.064 Other. Slab Below Grade F-factor X Length = UA R-5 Thermal brk sl edge 0.57 Other: Other: Slab on Grade F-factor X Length = UA 2' perimeter 0.54 R-10 Fully insulated 0.36 Other: Sum of UA 453.79 Envelope Heat Load 22689 Btu/ Hour Sum of UA X Design Temperature Difference Air Leakage Heat Load F 13844 Btu / Hour ((Volume X 0.6) X Design Outdoor Terrp) X .018)) Building Design Heat Load 36533 Btu / Hour Air Leakage+ Envelope Heat Loss Buildingand Duct Heat Load 1.1 40187 Btu / Hour Use 1.1 If ducts are located in unconditioned space: Sum of Building Heat Loss X 1.1 Use 1 if ducts are located in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 1.4 F 56261Btu/ Hour Use 1.4 for forced air furnace: Building & Duct Heat Loss x 1.4 Use 1.25 for heat pump: Building &Duct Heat Loss x 1.25 ROOM TYPE REF MODELFRAME GAS LO-ELAYERS LWAL QTY W H STAIRWELL SKYLIGHT MILGARD 790 ALUM ARGON �YE§,BL 0.491 4.00 4.00 MSTR BATH SKYLIGHT MILGARD 790 ALUM ARGON YEL 0.49 3 2.00 2.00 BATH2 SKYLIGHT MILGARD 790 ALUM ARGON YEBL 0.49 1 2.00 2.00 SKYLIGHT MILGARD 790 ALUM ARGON YES DBL 0449 SUMAAREA:A: WEIGHTED U AN TEEADU AREA 16.00 Credit(s) ❑ ❑ El ElVERTICAL 0.5 ElR-10 El(not 1.0 ❑ ❑ ❑ ❑ 0.5 2 ❑ 1.5 21 ❑ ❑ 3.5 12.000.5 4.00 1.0 0.00 32.00 2.0 0.5 GLAZING IN UNHEATED SPACES ROOM TYPE REF MODELFRAME GAS LO-ELAYERS U-VALSPCRS QTY W H AREA 0.5 GARAGE PICTURE MILGARD 8320 VINYL ARGON SUNGA89 0.00 EDGE 3 1.50 1.50 1.0 Als 1.5 SUM OF VERTICAL GLAZING IN UNHEATED SPACES: included in sum of all glazing above) OVERHEAD GLAZING IN UNHEATED SPACES ROOM TYPE REF MODELFRAME GAS LO-ELAYERS U-VAL QTY W H AREA SKYLIGHT 0.00 sKrLIGHr o.00 SUM OF OVERHEAD GLAZING IN UNHEATED SPACES: 0.00 (not included in sum of all glazing above) 1.0 1.0 1.5 1.0 1.0 0.5 1.0 1.5 0.5 j *1200kWh WHOLE HOUSE VENTILATION OPTION 1. INTERMITTENT WHOLE HOUSE VENTILAl10N USING EXHAUST FANS IRC M1507.3.4) 80 MIN. CFM @ 0.25 WG EXHAUST FANS FLOW RATING PER IRC TABLE M1507.3.3(1) OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. ROOF 789.12 s.i. Req'd EX] OPTION 2. INTERMITTENT WHOLE HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM QRC Mt PROVIDE OUTDOOR AIR AT 80 CFM PER IRC SECTIONM1507.3.3 MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL below the ridge or OPTION 3. INTERMITTENT WHOLE HOUSE VENT11A710N USING A SUPPLY FAN (IRC M7507.3.6) PROVIDE OUTDOOR AIR AT 80 CFM @ 0.40 WG PER IRC TABLE M1507.3.3(1) NCH SMOOTH OR MCH FLEx 8LE OUTDOOR AIR INLET DUCT PER IRC TABLE M1507.3.6.2 BACK -DRAFT DAMPER SELECTION: VENTILATION SCHEDULE ,er Ventilation MINIMUM = 789A2 s.i. x 0.4 / s.i. of each tent = Ter Ventilation MAXIMUM = 789A2 s.i. x 0.5 / s.i. of each vent = Ode: 7-10"x7" roofjacks. Ventilation = 50.00 s.i. each. CALIBRATED MANUAL VOLUME DAMPER 7 vents 2015 IRC SECTION M1507 MANUAL VOLUME DAMPER 7 vents SYMBOL LOCATION MINIMUM FAN REQUIREMENTS AUTOMATIC FLOW -REGULATING DEVICE 350.00 s.i. Bath, Powder, Min. 50 cfm at 0.25" WG (IRC TABLE M1507.4) F__1 OPTION 4. INTERMITTENTWHOLE HOUSE VENTILATION USING Ventilation area remainder for eave vents = 439.12 s.i. (Req'd vent- Eave Ventilation: Uwer vent) A Laundry HEAT RECOVERY VENTILATION SYSTEM (IRC M1507.3.7) Birdblocking: (3)2.25" dia holes per bay = 5.96 s.i. per Lf. - 25% reduction = 4.47 s.i. per 11 Eave Ventilation Required = 439.12 s.1. / 4.47 s.i. per 11 = 9824 Lf. Provide Minimum: 99 Lf. birdblocking. Ventilation = 442.53 s.i. Minimum Ventilation Provided = 792.53 s.i. IS GREATER THAN: 781.12 s.i. Req'd ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: LOW ROO Roof Area : 380 s.f. Ventilation Required: 380 s.f. x 144 / 300 = 182.4 s.i. Req'd Provide between 40% & 50 % of the total required ventilation no more than 3 It below the ridge or the highest point of the space. Remainder to be installed at Save vents. Upper Roof Ventilation: AF50 Roof Jack (10" x 7") = 50.00 s.i. each. Upper Ventilation MINIMUM = 182.4 s.i. x 0.4 ! s.L of each vent = 2 vents Upper Ventilation MA?MMUM = 182.4 s.i. x 0.5 f s.i. of each vent = 2 vents Provide: 2-10"x7" roofjacks. Ventilation = 100.00 S.i. Ventilation area remainder for eave vents = 82.40 s.i. (Req'd vent -Upper ven Eave Ventilation: Kitchen Min. 100 efm at 0.25" WG (IRC TABLE M1507.4) B (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) Whole House Sized per "Intermittent Ventilation Flow Rate" below. C Fan *Whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.0 or less measured at 0.1" WG INTERMITTENT Min. cfm = 80 at 0.25" WG (IRC TABLE M1507.3.3(1 VENTILATION FLOW (based on 2,699 s.f. floor area & 3 bedrooms) RATE (daily fractional operation time = 75 %) All fans to vent to outside. All other requirements of the 2015 WSEC and the 2015 IRC section M1507 must be met. ALARM SCHEDULE 2015 IRC SECTIONS R314 & R315 Birdblocking: (3)2.25" dia holes per bay = 5.96 s.i. per I.f. - 25% reduction = 4.47 s.i. per 11 Eave Ventilation Required = 82.40 s.1. 14.47 s.i. per 11 = 18.43 I.f. Provide Minimum : 19 Lf. birdblocking. Ventilation = 84.93 sJ. Combinat Smoke Minimum Ventilation Provided = 184.93 s.i. IS GREATER THAN: 182.4 &1. Req'd Alarm & Carbon Monoxide W.S.�.G. SGHEi�UL�S 50ALE: NOT TO 5CAtALE: NOT TO 5GALE *Installed on each floor, in each sleeping area, and outside each separate sleeping area. Installed not less than 3 ft from the door of a bath which contains a tub or shower unless this prevents placement in a required location. *Listed in accordance with UL 217 and to comply with NFPA on *Installed on each floor, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and in a bedroom that contains a gas fireplace in the bedroom or adjacent bathroom. *Smoke alarm requirements per above. *Combination smoke & carbon monoxide alarms listed in accordance with UL 217 & UL 2034. REVIEWED FOR CODE COMPLIANCE APPROVED CITY OF TUK RECEIVED MAR 03 2020 DEC 19 2019 City of Tukwila PERMIT CENTER BUILDING DIVISION FLOOR 4 MIL POLY FACE STAPLED BACKED BATTS PLYWOOD W/ Exr. GLUE WALL 4 MIL POLY FACE STAPLED BACKED BATTS �X PVA PRIMER RIM JOIST 4 MIL POLY EX FACE STAPLED BACKED BATTS PVA PRIMER CEILING =4 MIL POLY = FACE STAPLED BACKED BATTS �X PVA PRIMER FOUNDATION VENTILATION Crawlspace Area: 1386 s.f. Ventilation Required: 1386 s.f. / 300 = 665.28 s.i. Req'd Use: 14" x 7" Foundation Vents Vent Area = 98 s.i. - 25% reduct.,1/4"mesh = 73.5 s.i. Vents Required = 665.28 s.i. / Vent Area = 9.05 s.i. Provide : 10 14" x 7" Vents, Area = 735 s.i. Ventilation Provided = 735.00 s.i. is Greater than 665.28 s.i. Req'd Use: 10 14" x 7" Foundation Vents * FOUNDATION VENTS SHALL NOT INTERFERE W ITH DIRECT LOAD PATH OF COLUMNS * INSTALL 6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER * LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING, EXCEPT ONE SIDE OF THE BUILDING SHALL BE PERMITTED TO HAVE NO VENTS. ENERGY CREDIT NOTES: 2a- MAXIMUM TESTED AIR LEAKAGE TO BE 5.0 AIR OHAN&E5 PER HOUR. VENTILATION SYSTEM TO USE A FURNACE WITH AN EOM MOTOR THAT 15 CONTROLLED TO OPERATE AT LOW SPEED IN VENTILATION ONLY MODE. 5a- OAS FURNACE Y11 MIN AFUE OF 1-14% 5a- ALL 5HOAERHEAD5 4 KITCHEN 51NK FAUCET5 INSTALLED TO BE RATED AT 1.15 GPM OR LESS. ALL OTHER LAVATORY FAUCET5 TO BE RATED AT 1.0 OR LESS 5c- SA5 WATER HEATER A1TH A MIN EF OF 0.11 ��nnK�jW}0:2}I-WLL t~J�ZZQOv-S F'N50 Woaa rcm�..z'U' �T=wwzw'ngwa FwaWIma�o OyF-Z.- 602`R "MOO wKs- OO��aO OOI,,,Z�tn= Zy rFo2 zo � zz woSo"TQ�owaw W -W a zwI-, w Xw; aCO.K ww._i Z�QNOxW OFWZ¢ NSL1�0Z 2�Nd�00Q�p< ZwtFi�>w� aQ OHO a 0 I- to 3 V¢ no W 3� u J � H W 5 F Q 1- Oxas°X3 8 0 n Uozn � Zed^ Z V X a m DRAWN BY: DATE: JRA 5/15/0E! PROJECT MANAGER: �fARCUS JENKIN5 REUSED BY: DATE: BLH 5/I/01 PH a/4/1= AO 5/50/le BF'5A il/8/IC LATERAL BY: DATE: F'BA 6/27/le LATERAL JOB NUMBER: IS-13q ANW WOODINVILLE OFFICE JOB NUMBER: 150155 FRAMING $ FOUNDATION L FRAMING $ FOUNDATION FRAMIN& $ FOUN12ATION FRAMING $ FOUNDATION FRAMING 8 FOUNDATION DIMENSION SHEAR WALL PER PLAN DIMENSION — 2X STUDS PER PLAN SHEAR WALL PER PLAN DIMENSION 2X 5TUD5 PER PLAN SHEAR WALL PER PLAN DIMENSION FINISH PER ELEVATION OVER 2X 5TUDS PER PLAN — 2X STUDS PER PLAN i~ ❑ 0 I) DIMEN51ON 4 SCHEDULE FI FI NI5H PER ELEVATION OVER $ SCHEDULE BAIT INSULATION PER PLAN 4 SCHEDULE SATT INSULATION PER PLAN IB LB. BUILDING PAPER BATT INSULATION PER PLAN OVER SHEATHING PER PLAN BAIT INSULATION PER PLAN SHEAR WALL PER PLAN LB. BUILDING PAPER 2x STUDS PER PLAN FINISH PER ELEVATION OVER INSULATION PER PLAN FINI5H PER ELEVATION OVER BATT INSULATION PER PLAN MUDSILL / A. BOLTS $SCHEDULE a }� OVER SHEATHING PER PLAN 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN 5/4" T.4G, PLYWOOD SUBFLOOR 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN 3/4" T.4G. PLYWOOD 5UBFLOOR PER FOUNDATION PLAN BATT INSULATION PER PLAN b Z -FLASHING MUDSILL / A. BOLTS FGATT GLUED 4 NAILED GLUED :$ NAILED 3/4" T.SG. PLYWOOD INSTALL 1/2" ti; a WOOD TRIM PER FOUNDATION PLAN 0 DOOR: I' MAX SUBFLOOR GLUED g NAILED GyIB n t� OPTIONAL 4" GONG. SLAB OVER OR 4" MIN 3Q" M, pJC SLAB TO ,EADE 6 MIL (BLACK) V.B. OVER b' MI WOOD TO 501 Z - FLASHING 07 Z -FLASHING 3/4" T.BG. PLYWOOD SU$FLOOR GLUED $ NAILED 4" GRANULAR FILL WOOD TRIM WOOD TRIM NAM _ # L . e (I) 4 BAR GONT. MAX 6" 1 . $FLOW TOP OF FND. WALL : I i „ OPTIONAL. b" FLR. J5T5 PER PLAN OPTIONAL pp�� �g-- PER PLAN 4" GONG. SLAB FLR J5T5 PER PLAN � 4" GONG. SLAB OVER m wrazr�ww L^------ woo 0, z z a r-' s �rzp}zin°Nw� I I > O .: .. MUDSILL / R. BOLTS TIGHTLINE ( PER. FOUNDATION PLAN ��MU DSILL / A. BOLTS � A TI6HTLINE "li PER FOUNDATION PLAN 1 - - h is FLR. J5T5. PER PLAN 4" GIRABTULILAR PILBL 0 z =iFa�zawvEgWw a a�waFyaNaN� ' e..,. >°-_ 9 :. :... .. ° • ...�.r. •'..".-,.'�': � STORM DRAIN L u ~u� REQUIRED ITN : e. 1) #4• BAR CONT IF ( � L ?00- STORM DRAIN 1 ° � IF 7ti : a, # i REQUIRED (I) 4 BAR CONT STUB OUT #4 BAR X 24" ? E ON�Zp2� zZyZ IF REQUIRED / /\/\/\r qt. .q P. b' BELOW z , y !Ill. MAX. 6",BELOW Z ®18" O.G. ,1p BAT INSUL PER PLAN _ =I I ( a BLDG. PAPER BEfNN �C.ONG. z MUDSILL I A. BOLTS PER FOUNDATION PLAN— p p z -¢ w W°moo p p TM O OF FND WALL / szq q /\/ / .. U ' ,_° TOP OF FND WALL (1) #4 BAR CONT. MAX. b° I I�--- r,I ,e..- b J015T (1) \r\ \ \ I / \ \ \ 304 BAR VERTICAL @ IS O.G. z u BINMINOUS,�\ / -.' .. #4 BAR VERTICAL @ IS O.G. _�p -¢ 'et _ _ z f BI7UMINOUS,�\ / -.:! , .. #4 BAR VERTICAL g 18" O.G. q p - BELOW TOP OF FNV. WAL I I (=I TOP FLANGE HANGER #4 BAR VERTICAL - p - #4 BAR VERTICAL ®18" O.C.r# HORIZONTAL 18" O:C. <.- /(I) 4 BAR CONT. wooer =oawF- \• II \/ # HORIZONTAL a IS" O.G. I(; �\ \\'` _ _ OAMPPRODFIN 8 HORIZONTAL 9 18 O.G. �= O y / Y - r�i to TOP OF FTC. 0 R� ¢ - �{ _ " u DAMPPROOFIN6 $HORIZONTAL ® 18" O.G. �= O O <C �t - m Ip TOP OF FTC.\/ Qu g it 18 O.G. BITUMINOUS DAM — II;'. p - a a III, HORIZONTAL # 18" O.G. - TOP OF FTC. TO TOP OF SLAB I t •—b MIL. <}- :� • .. \ MAX. b" BELOW TOP \/ u rmol ado <y a ° a z" w w W Ego ww� Q W4 TO FIN. GRADE\-' I b MIL. BLACK V. B. �` TO FIN. 6RADE 6 MIL. BLACK V. B. g P BLACK VB. OO , ` 4 H K I b MIL. BLACK Y. B. I ° \/\�OF FND WALL BITUMINOUS Q� d p `` DAMPPROOPING z2fn IL S (2) #4 BAR CONTINUOUS 3" GLR. _ • (2) #4 BAR CONTINUOUS dJ (2J #4 BAR CONTINUOUS ' tl a - °� (2) #4 BAR 3" GLR. CONTINUOUS A UI I • L 4" HOOK FT6• 1H15-oz� z n Famoa o W�xw oa — 4"-HOOK a e ` — — _ — — 5" GLR. a L'-' ° TTOP O TOP P OF SLAB s aoa�z 4"4 PERF. W. DRAIN H( L 4" L 8" L 4' L CANT. FILTER MEMBRANE SCALE I" I'-O" 4"� PERF. FND. DRAIN w/ L 4" L 8" L 4" I— (i 1 CONT. FILTER MEMBRANE �ITt 1 I" = P-O" (2) #4 BAR CONTINUOUS 4 a z w s> E a o a a in a L 4"L 8" L4' Ll 4HOOKdi �}T = m a L 4� L 8 L4 Ll T4� 0 o _ - I q: : 'SOCK' AROUND PIPE SCALE : I" - 1'-0' u n - u -11t SCALE : I" = 1'_O" gOGK" AROUND PIPE " SCALE : I" = I'-O" � I 8" G,4RA�GE FND. ]HALL � 5" FND. Y4ALL 5 5" FND. NALL 4 RA�15ED 8" FND. NALL w! 5LA5 5 5" FND. NALL ® 6ARA6E ` F— N � � 3 3: W 3�� FLR. J5T5. PER PLAN FLR. JSTS. PER PLAN La W BUILDING LINE BEYOND I �`� BAIT INSULATION PER PLAN GATT INSULATION PER PLAN FOUNDATION STUB OUT #4 BAR X 24" DIMENSION @ tell, O.G. 4" CONCRETE � 0 Q 1_ Z Q 1 I 5/4" T.EG. PLYWOOD SUBFLOOR GLUED 6 NAILED 5/4" T.4G. PLYWOOD SUBFLOOR GLUED S NAILED' 4" GONG OVER �N� I— 0" = O •- 5' COMPACTED FILL ED a 0, s 3ti3 I LIGH}ETRWEEIGHT '� ° '� ".e. � T GARAGE SLAB SOLID BLOCKING SOLID BLOCKING Q v.o V ,... .. .. e. _— _ III III„ III, III. N #4 BAR CONT. n (� N (4) Ibd NAILS BEAM PER PLAN (4) Ibd NAILS BEAM PER PLAN •i'i�l-"iil`- �' EA. SIDE EA. SIDE) IMAX. b" BELOW TOP ".t /\ / N N L r=t'n—rt i . '�=`�5 �-"•r.t'r` .� rt—Yi, -I 2 X 4 CLEAT EACH SIDE 2 X 4 CLEAT EACH SIDE 5' OF FND WALL "\ 1. I I 11I-11't-1 - \ \ w .. .- =III —I 11=1I I —III —I I °..... III=III= z - — _ Z BOTTOM OF BEAM (2} I6d EA. SIDE P. T. POST PER PLAN (2J SIMPSON A34 BOTTOM OF BEAM (2) Ibd EA. SIDE Z P. T. P05T PER PLAN (2} SIMP50N A34 f.. '. I I {=III -I I I"- _ _ — , • • _#4 BAR VERTICAL I6" O.G. z 1 I I (4 HORIZONTAL ® 16" O.G. TIGH11 NE ° • 4 ' . THICKENED SLAB ' EDGE OF PORCH Z H Q a O TURN DOWN 5LA$ -� ' ' ' I I—) (= i0 INTO CONT. FOOTING Z FRAMING ANCHORS 6 MIL. BLACK V. B. ®EACH P05T z FRAMING ANCHOR b MIL. BLACK V. B. i EACH POST I I , C (1) 44 BAR CONT. STORM I I— DRAIN =III— _@ BTM OF STEM WALL\\\\\\\\ \\\\ N I — N iv f o OUIRED 1- — 4.' , (2) #4 BARS CONTINUOUS = • A I I� all 1—I I ''• , � ,,.•. ° III —I I 1=1 I I- � �� .. . _ 4" 0 PERF, FND. DRAIN w! CONT. FILTER MEMBRANE 4 BAR PER PLANS ,III -III-) I I , , I 1 3" GLR. s (2) #4 BAR CONTINUOUS 4" VIA. PERF. 3" b" %= - - . 4 1— #4 BAR CONTINUOUS , I I=III—I I i III , , I 1 SOCK' AROUND PIPE 1-4" PER PLAN SCALE : P = P-O' FOUNDATION DRAIN 4" diq. PERF. SCALE : I" = 1'-0" FND. DRAIN SCALE : i" = 1'-0" C(OXTHICKENED 5LA5 @ O.H. DOOR71CONTINUOU5 FOOTING S 150LA4TED FOOTING k)FND NALL ®PORCH 10 FND. WArLL PORCH (HANDRAIL GRIP SIZE PER NOTE: SPACING BETWEEN INTERMEDIATE IRO R311.1.8.3) GUARDRAIL MEMBERS TO BE SUCH THAT 7/I6' PLYWOOD SHEATHING BATT INSULATION NAILED w/ 8d NAILS ® 4" O.G. i/Ib" PLYWOOD SHEATHING NAILED 8d NAILS 4" A SPHERE OF 4" DIA, SHALL NOT PASS 1 1/4" VIA. MIN. PER PLAN 4 SUPPORTED PANEL EDGES GATT INSULATION w/ 0 O.G. PER PLAN 4 SUPPORTED PANEL EDGES CRICKET p HANDRAIL, CONT. THROUGH ANY OPENING ROOFING MATERIAL PER ROOFING MATERIAL PER FOR FULL LENGTH HANDRAILS PER OF STAIR IRO R311.i.8 TRU55 ELEVATION OVER BUILDING PER PLAN PAPER $ 5HEATHING ELEVATION OVER BUILDING IPAPER 2 X 6 BUILT-UP CURB Z X ; Q e4 n " ° °' a• • . c ' BALUSTERS TO CONFORM X TO IRG R312.1.3 EXTEND 12" ABOVE INSULATION WITH 1 1/2" EXTEND412 ABOVE INSULATION WITH 1 1/2" SKYLIGHT 512E PER PLAN YV 4" MIN. CURB FLASHING A5 Z IO" MIN. : • ° <. _ +. " • 'e Q O - O SIMPSON 7HAG426, OR EQUAL CLEAR AIRSPACE VENTED 2X BLOCKING YQ/ (3} 2" VIA HOLES PER 24" O.G. (BLOCKING CLEAR AIRSPACE VENTED 2X BLOCKING Yy/ (3) 2" DIA HOLES PER 24" O.G. (BLOCKING RECOMMENDED BY MANUFACTURER (2 LAYERS LAMINATED GLASS +12'-0" A.F.FJ 2 LAYERS TEMPERED GLA55 - 12'-O" A.F.FJ (2) 2X4 . , TORTOP PLATE) TO TOUCH TOP PLATE) LU _ 4 . e , •' I —I I (=III—III—� I < ' * Z i Y - } WIDTH PER R511. I�1 A Op FASCIA BOARD PER PLAN 5" CONTINUOUS METAL FASCIA BOARD 5015SOR TRU55 PER PLAN PER PLAN B" CONTINUOUS METAL \ o RAFTERS OR TRUSS BEYOND 2X4 ` NAIL-1 — ' o Q 10" MIN. GUTTER \ GUTTER\\ �\ rL- a 9/Ib" R. MAX. ' TREAD ELON STAIR INSTALL 1/2" GWB. ®CEILING 4 WALLS BATT INSULATION�� PER PLAN � o (2) 2X4 tJ e•4< ... • d . • . •• • � N to (5) 2XI2 STRINGERS � T- 2X4 INFILL FRAMING e • `• 2X4 THRUST _ FIRE BLOCKING MID -SPAN I6d @ NOTE: GREATEST AND LEAST TREAD $ BLOCK OVERHANG PLAN OVERHANG PER PLAN --- -_ -_ -___-- 4" O.G. RISER SHALL NOT VARY MORE THAN 3/8" (PER IRO Rail. B R311.?.5.2) SHEAR WALL PER PLAN FINISH PER ELEVATION OVER OR HEADERLa. BATT INSULATION PER PLAN FINISH PER ELEVATION OVER B/8' G.W.B. \ 1/ BUILDING, PAPER IS LB. BUILDING PAPER 8" (3) 5d TOE NAIL STRINGER TO THRUST BLOCK OVER OVER SHEATHING PER PLAN BATE INSULATION PER PLAN OVER SHEATHING PER PLAN SHEAR WALL PER PLAN NOT TO SCALE JOIST OR BLOCKING o FLOOR BELOW NOT TO SCALE SCALE : I" = 1'-0" SCALE: P = 1'-0" SCALE: I" = I'-O" �3J me II CONCRETE 5TAIRS 12 INTERIOR 5TAIR I3 FLAN CEILING EA�VE I4 SLOPED CEILING SAVE I5 SKYLIGHT O VARIES 2x STUD WALL PER PLAN I —�" NOTE: MINIMUM KICKER SLOPE - 15 DEG MAXIMUM KICKER SLOPE = 60 DEG 2X4 LADDER (TYPICAL) RAMiNG Ck 24" OC ' \ v r 2x6 STUD HALL, BATT INSULATION a 51DINS PER PLAN HOUSE WRAP _\`'' m i BEAM PER PLAN I ; , ;- !REVIEWED Y�' O.D.X.PLYWOOD SHEATHING (2) LAYERS OF GRADE 'D' ODE COMPL TP4 0 24" OC 1/2" PLYWOOD OR 10d (� 6"-0 HEATHING ANCE X4 BLOCKING ADD 2X4 BLK DESIGNED BY: DATE: TO a/02 OVER FLASHING I b: BUILDING PAPER, WEATHER RESISTANT BARRIER APPROVED KICKERS DRAWN By FLANGE: j -515TANT JRA 3/15/03 YO PROJECT MANAGER: MARGUS JENKINS Z' FLASHING PER \\ MANUF. SPECS. 4x WINDOW HEADER "Z" HING i I i i I '' h- .' b. BEAM PER PLAN CORROSION R (GALVANIZED) METAL LATH l ADHERED LIGHTWEIGHT STONE MAR Q3 2 1 PER PLAN...... FILL GAVITY.� �( WINDOW PER PLAN d SCHEDULE 1 I ,,.• ; ,%. •, i \ �p ~ 2x6 FULL HEIGHT CRIPPLE EACH SIDE w/ (2) Rows I6d VENEER, STYLE PER PLAN TYPE "N" MORTAR JOINT ' 1 C1 of Tu �Y WILDING DI la ISION REVISED BY: DATE BLH 8/I/O-I DH 8/4/I5 HEADER w/ RIGID VARIES �' 'n TYPE "N" MORTAR SEATING BEV j 2x FAsci ECEEVEt} AO INSULATION TRIM PER ( ' t - - !! SHIM AS NEEDED o 1 - SINKERS 4' O.G. STAGGERED 2" FROM EDGE . 26 GA. GALVANIZED ci OF I UI��ti�Ii-A 5/50/le BPS I I/S/Iq ELEVATIONS �) I I Ix TRIM J -� ,_' /-`%�% Ix TRIM, EX'I'ENiiEv SEALANT I"BEYOND WALL �l�O TO 24" BELOW BEAM CORROSION �v z RESISTANT WEEP DEC 1 $ 2019 J){J, - �T FINI5H �a nS - H2.5 ®24" 0 SEALANT -<;� � TRIM, EXTENDED o I"SEYOND MALL FINISH TRIM PER �, L ELEVATIONS \ - .k :: �' OPTIONAL �� �''- b SCREENED II'. :. I I a 8d 0 6" 0 pp /1 ENTER PERMIT CEP! i E1l LATERAL BY: DAiE: P4A 6/2i/IS Ix4 HOUSE WRAP • o 4" MINIMUM . - I I ATERAL JOB NUMBER: iS'13q SHIM A5 NEEDED <� HOOD TRIM OVER NINDOIN (SCREENED TO GRADE) 4' ' '4 1/2" PLYWOOD SHEATHIN A VARIES NINDOW PER PLAN FLASHING FLANGE �� P05T PER PLAN BEYOND 24", USE 2" MINIMUM (SCREENED TO PAVEMENT) - is '��_7 GABLE END TRUSS W A35024"OC OTE: PROVIDE 3X6 s SCHEDULE ( a6 O'G. NAILS FOUNDATION TO DBL TOP PLA O DIAGONAL KICKERS CAD 8'-0" OC MAX W/ G2X61 STUD ATT INSULATION ® WALL PER PLAN /� j/��j/ .d 8d 6" OCREMANUFACTURED TO BOT CHOR DOUBLE PLAT SCISSOR"OTRUSSES 02_g35 TO WALL PLATE SIDING PER PLAN\� \ a RTOP AKE WAL OMMA /A�l 19-- ANW WOODINNLLE OfFlCE 16 TYP I CAL w I NDOw HEADER =1-77YPICAL w I NDOw 51 LL I8 BEAM DETAIL U.:q ADHERED L I GHTwE I GHT VENEER 20 TYPICAL &ArBLE END - 50155OR M55E5 JOB NUMBER: 150155 ~s SIMPSON DBL J5T _ N DEL J5T N Q Q' 18"x24" MIN. GRWLSP. ACCESS. IN5UL 4 161.5. N N Q Q V��/Jl 2 CANT'L CANTILEVERED FLOOR. 142" R.S. PLYWD. SOFFIT w/2' CONT. SCREEN VENT a EDGE w/ MIN. P AIR SPACE BELOW R-30 BATT INSUL. TYP. FLOOR FRAMING NOTE5: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS TO BE 2xIO HF#2 a Ib" ON CENTER UNLESS NOTED OTHERWISE (U N.O.) J015T HANGERS TO BE SIMPSON J13210A U.N.O. 3. ALL BEAMS 4 HEADERS TO BE 4x10 1:>F#2 U.N.O. 4. PROVIDE SOLID BLOCKING OVER SUPPORTS. 5. PROVDE FIRE BLOCKING a ALL PLUMBING PENETRATIONS. b. BEARING WALL5 ARE SHADED, T. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. a. a INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. q. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRE55URE TREATED. 10. SEE SHEET Al FOR ADDITIONAL NOTES. MAIN FLOOR FRAM I NO FLAN SCALE: 1/4" = 1'-0" 3 WOOD -. NERVA5TRAL OR ' . .. .` .. .. r 4" -ONO. OVER �` ITS, TYP. FLASHING POR - 4" GRANULAR FILL — I' I WATER PROOFING Q., D.S. .; ..:. . t ... .y . . _.; �v 2 STUB OUT #4 BAR 4 24" a 15" O.G. 111P 'V'x14" 5GREENED FOUNDATION VENTS - (10) REQUIRED N � N QI - IL I T 3r_O11 3r_0' 4r_0" 4r_0" 4'_01r 4'-0" 4r_b" L =03 Q 7 2xb F04 A 8 2x Aq O 2'-0" A3 s <t N xx 3'_v. 3'-O" 4'-O" N N 4'-O" 4'-0" 4'-O" 2'-O" 4'-6 O : dJ ? ry o D.S.Q rv_ 6 MIL (BLACK) VAPOR- FOa BARRIER 5.-0" 3'-O" 4--0" 4'-0rr 2'-4'r 5r_ar FOOT) NG5: FOI 24x42x10 FOOTING #4 a all O.G. (3) MIN. LONG *4 a 5A" O.G. (T) MIN. SHORT F02 2bx2(Wo FOOTING #4 a q" O.G. (5) MIN. FF-5-5-1 26x26xl0 FOOTING #4 a 10" O.G.(3) MIN. F04 2ax2aAo FOOTING #4 a 10" O.G. (9) MIN. F05 2bx2bxl0 FOOTING #4 a q" O.G. (5) MIN. POb 3ax3axIO FOOTING #4 a 10" O.G. (4) MIN. F0'7 32x32x10 FOOTING d #4 a a" O.G. (4) MIN. FOS 3bx3bxl0 FOOTING #4 a q" O.G. (4) MIN. FI—=Oq-1 35x3axl2 FOOTING #4 a 't" O.G. (5) MIN. FIO 34x34xIO FOOTING #4 a 01" O.G. (4) MIN. FII 25x2axIO POOTIN6 #4 a 10" O.C.(5) MIN. BEAM 50HEDULE PLAN VIEW DESCRIPTION - - DROPPED BEAM DESIGNATED ON FLOOR PLANS. ------- DROPPED BEAM DESIGNATED ON FRAMING PLANS. FLUSH AND TOP FLUSH BEAM PM16NATM ON FRAMING PLANS. ® UPSET BEAM DESIGNATED ON FRAMING PLANS. ® 4,_b�r � gr_brr O 2r_2rr � ) I- '_ I SLAB ON 6R,4DE I FOI � F02 4" CONCRETE OVER � I � FLR A$V (GOBLEPIELD) 20"x20"GONG. PIER ON 8" DEEP FTC. TYP P05T ABOVE TYP � 12'-O" NOTE: SEE 'S' SHEETS FOR LATERAL INFORMATION 4 ENGINEERING DETAILS .4" GONG. OVER O 4" GRANULAR FILL I I ar_Orr f k� J b MIL. ($LACK) Y.B. OVER .. 4" GRANULAR FILL, I. SLOPE 4" TO O.H. DOOR Ic ( � CONTINUE FOOTING I ' � BENEATH O.H. I I � DOOR FIO A3 THICKENED SLAB OF SLAB q FII � � FACE OF D.S. FACE Of arr Ibr_3r R.O. I'-10J5r' 20'-0° 40'-0" OVERALL FOOTPRINT1. s: FOUNDATION NOTES OTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FOOTINGS TO REST ON UNDISTURBED SOIL. 3. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED.S. STEP CONDITIONS. �I � � � I ®� PLAN- 4. SOFFIT PENT 4 INSULATE CANTILEVERED AREAS. �J ( Y }� }� I � b. 1,500 P 5F�A55UMED SOIL BEA dJ REVIEWED FOR CODE COMPLIANCE' APPROVED BAR 03 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF Tlii:1'VILA DEC 19 2019 PERMIT CENTER oo�np wUwwaaaNyUNS FZJp>� Nw� 20aom ��¢4w �UNUp w4'NRpO a�waUSWS w�W ZZ�a �N�wzO FI((-CCZQW �UKF603N��� ppw��Z��$zz wo�a'nrc��o¢w Ir"am��a�zw"� OZ�aN Jw Ot- _ Sp�O z �s"r�i�a�poaf-`'oa az wm>wa:,.a N 0 rn W 3R J h J � z N _ r ate. Ox �w 08 H H LO ce Zv j W Zv OJU DRAWN BY: DATE: JRA 3/I5 /03 PROJECT MANAGER: MAP GUS JENKINS REWSED BY: DATE: FA LATERAL BY: DATE P4A b/2-i/IE LATERAL JOB NUMBER: la-I3q ANW WOODINl1LLE OFFICE JOB NUMBER: 150155 AKI1T]I CANTILEVEREI V" R.5. PLYWD CONT. SCREEN w/ MIN. I" AIR R-50 BATT IN: B Ag unrz sN1 FLOOR 'FR,AMING=NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 8 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS TO BE 2xIO HF#2 ® Ib" ON CENTER UNLESS NOTED OTHERWISE 5. ALL BEAMS- 6 HEADER5 TO BE 4x10 DF#2 U.N.O. 4. PROVIDE SOLID BLOCKING OVER SUPPORTS. 5. PROVDE FIRE BLOCKING ® ALL PLUMBIN6 PENETRATIONS. 6. WINDOW HEADERS g ?'-6" ABOVE FINISHED FLOOR (§ MAIN FLOOR U.N.O. WINDOW HEADERS o 6-6" ABOVE FINISHED FLOOR (p UPPER FLOOR U.N.O. ?. BEARING wALL5 ARE SHADED. 5. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. q. ® INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. I0. ALL WDOD IN CONTACT WITH CONCRETE TO BE PRE55URE TREATED. I. SEE SHEET Al FOR ADDITIONAL NOTES. UFFER FLOOR FRA1vIINO PLAN SCALE. 1/4" = 1'-0" 1'-6" 6'-O" <! x x x N N o 1 °i 12'x4' GONG. DN. 5 R. LANDING 4 0 : 265°GAS 565°PIG 265°GAS (5)2B6°F.DR/S6 6°5°5LDR 5/2" I q ,---1-- ---, ME WALLS AT FBALLOON AMILY I I ( I B STAIR W/(2) 2x6 I '1 10" W. HALF 1 ® 12" D.G. m I 1 WALL ( +4� K 77 OPEN TO ABY V° I c. H. O I ( DEN FAMILY °I NOOK I OFT IO"xl0' BUILT- p CARPET iL I HDWD UP POSTS I12" 56" WIDE DIRECT VENT JI O B 6A5 FIREPLACE. g'-1' GL6 INSTALLATION 4 1 <t °ip0 I ;� L — —1— — — — — — - LOCATION OF VENTING J mu V-6V' GLG: PER MANUF. SPECS. / 2xb 2x4 -- I'-b"3'_0" 4'-O" 2'_0' uT (xx (xx O <t BM ABV 2x41 RISE c 1.44" qqUP o� A TREAD = 10" 16 R. O 5A �!,a{ �� B a0 O A9 I14" I4P HANDRAIL ® 12 V LJ Q-I- 1 Q +54" ABV. NOSING ;� A3 `.I o KITCHEN ' S 0 1 a `, " s F - `� ° 0 u HARDWOOD (°O lIL X 5TOR �; 2eba p m 5'-b" 4'-b" n (0F O zH.B. 8-bh" GL6 586° DVEN5 (r — q'-I ° GL6 — — 1 f { G.O. N ( BM ABV °O 2xb AALL 113 I IS"x24" MIN. ( C ,i //�\ 45 i TOP OF PLATFORM ACCESS c H 1(\\ //11 +IS" ABOVE SLAB N ( INSUL 8 w.5. I OP O �DR A !� 2616A. 54RAP AROUND Q (�f , w.H. ro WALL ®roP ° °i ou b" °ip HDWD +�i✓ F BOTTOM O °i COFFER 4,_0" 4: 0° „ lryryif' 4'-O" I lo'-O" ,q m m I ININ 10" WIDE E3E,4M OO UFFER FLOOR BEAMS: 4 UOI bx12 DF#2 DROP 502 VL6X12 6LB 24F-V4 DROP U05 4x12 DF#2 HEADER VENEER U04 a%XIS 6LB 24F-V4 DROP -1 U05 4x12 DF#2 HEADER S 506 54gx15 GLB 24F-V4 FLUSH BOTT. p UO1 54gx104� 6LB 24F-V4 HEADER UOS 54gx15 6LB 24F-V4 FLUSH 5OTT. UOg 5V2x-0 P5L 2.OE FLUSH ADHERED L yEIGHTT STONE T UIO 0 54bxl2 6LB 24F-V4 DROP `/SNEER IEL (GOBLEFIELD) UII -IXCI 4 P5L P.OE FLUSH UI2 5Y4xgV4 P5L 2.OE FLUSH U15 5V4xg44 F5L 2.OE FLUSH UI4 6�x2245 GLB 24F-V4 DROP UI5 54bx164g GLB 24F-V4 HEADER UI6 34gxq 6LB 24F-V4 DROP SCHEDULE EW DESCRIPTION PLAN VI - DROPPED BEAM DESIGNATED ON FLOOR PLANS. DROPPED BEAM DESIGNATED ON FRAMING PLANS. FLUSH AND TOP FLUSH BEAM DEV(SNATED ON FRAMING PLANS. ® UPSET BEAM DESIGNATED ON FRAMING PLANS. ® CARPET SOFFIT DN TO 28685.G FURNACE WITH FRESH AIR BM ABV 10"xl0" BUILT- 6'-O" A.M. , ° I - DUCT PER WHOLE HOUSE ( U —UP POSTS 1YP — J {{ N' DN VENTILATION' ON SHEET A2 — — — 4" VIA STEEL BOLLARD ( °- '146°GO se iv TIGHT FITTING ft" MIN. S.G. I Q DOOR W! SELF CLOSER 4 I t I ---- - WEATHER 5TP. u i- — — — — -i P11 GARAGE NOTE: 1'_4' 2'-4"4'_p". — — -4'-0" _ _ INSTALL" G.N.B. ® c N. COFFER WALL5 E POSTS. fie" I O I I I FOYER I TYPE 'C9 4 BE 12" j 1 CEILINGS S BEAMS. ° 3-GAR TANDEM GARAGE LIVII COFFE�,R' HDWD J 1 I � CARPET T& I I•, I m CONCRETE J J x j r -�- — — — — LINE OF WALL ABV. - — (12" r oin N I 1 I H.B. 165°PIG 1�5°PIG O o o SG 5G ( ! I6 8 O.H. DOOR L — — g_I" GLG — — J -�CLLGI cLr, SOFFIT DN. GONG al I 1 �o TO BEAM ry� U a I O C ( Ib" WIDE I Q SOFFIT I ARCHITECTURAL S 506 PIG L — — _ ARCH — J COLUMNS, i'-6" H. EL DN. 5 R. 2 LOCATIONS FACE OF POST 12_ TRDS _ _ _ PAGE OF GONG BALCONY ABV. IM 2'-0" 2'-0" 2'-0" 2'-O" 12" 4'-0" 4'-0" [12", IV-0" 2'-0° I2--0" 6'-D" 20--0" 40'-O" OVERALL FOOTPRINT RAILING TO WITHSTAND FLOOR FLAN NOTES: 50# PLF AND 2OO# 1. CONTRACTOR. SHALL VERIFY ALL NOTES, DIMENSIONS 6 CONCENTRATED LOAD. CONDITIONS PRIOR TO CONSTRUCTION. PICKETS SPACED TO 2. WINDOWS B DOOR-5 ARE SHOWN d NOTED AS NOMINAL SIZES. NOT ALLOW A 4' d1a. 5• EXTERIOR WALL5 TO BE 2x6 STUDS ® 16" O.G. U.N.O. SPHERE TO PASS 4. SOFFIT DOWN AREAS ARE SHADED. THROUGH 5 m INDIGATES`POIN L AD 5U T O PPORTED BY (2) STUDS, U.N.O. NOTE: SEE 5' SHEETS FOR 6. PROVIDE A VENTED WINDOW IN EACH HABITABLE ROOM. THE LATERAL INFORMATION FOLLOWING ARE NOT CONSIDERED HABITABLE ROOM5: L ENGINEERING DETAILS BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORAGE OR UTILITY 5FA0E5 AND SIMILAR. i. SEE SHEET Al FOR ADDITIONAL NOTES. 5. SEE SHEET A2 8 A5 FOR VENTILATION AND ALARM SCHEDULES. MAIN FLOOR LAN SCALE: 1/4" = 1'-0" 7)/9 K VIEWED FOR O E COMPLIANCE PPROVED MAR 03 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF -1Ul(%VILA DEC 19 2019 PERMIT CENTER ,AREA SUMMARY MAIN FLOOR: 13gi S.F. UPPER FLOOR: 1802 S.F. TOTAL HEATED AREA- ' 26gq S.F. GARAGE AREA: 545 S.F. COVERED AREA: g1 S.F. IN-ONUZOO}W VwZ24 N�:/!S Ton..8.5¢ Zw c�Fwc°izaa,n Q,Nw 0. aV WQFNZ" N2 O N,Z�2F2 QLzia ow ZEOOOw �W2 m'r,`-' ooQ?Qz wa Wo�aoz�w�� N�o:�Fowrxw w Uz < T Nw2 OF�¢2.{K4. =wOw FAOf/1 F-41�J�OZ¢FZZ1- zDx'maw FQ-oaf <0<-W¢OO2Wti a ozw��r�>�a�<¢ NO U Q�Z, VW322 ui Z,CL T o�� _ 3U 3 oom U� �o,MN z Z�X U. 2�� W. c DRAWN BY: DATE: .IRA 5/13/03 PROJECT MANAGER: HARGU5 JENKINS REIASED BY: DATE: BLH 5/1/0'7 PH 8/4/I5 AO 5/50/15 BP5A II/8/m LATERAL BY: DATE: P8A 6/27/I5 LATERAL JOB NUMBER: IS-I3q ANW WOODINVILLE OMCE JOB NUMBER: 150155 Q � a a GIRDER 12 EQ g GIRDER ND JACK END JACK o 12 PL ®Ib'-O" PL ®Ib'-O" PL Ia'-O" A.M.F. A.M.F. A.M.F. 10'-O" 5G 155OR TRU55 'A'A'���III"` STUB TRU55 'B' HIP MA5TBR 'G' SCALE: I/W - I'-O" SCALE: 1/5" = I'l SCALE: 1/4" - I'-O" PL ® 15'-0" A.M.F. I/2" G.D.X. OR OS B. 5HEATHING, STAGGER JOINTS, TYPICAL ° ' ' SCISSOR TRUSS A � I ® SCISSOR TRUSS 'A'' 1 T"i AF50 ATTIC ROOF JACKS z -- 50I95OR TRUSS 'A' 1 = SCISSOR TRUSS 'A' LJ C`J F I t 50155OR TRU55 'A' > -- z 5015SOR TRUSS 'A' O I 1 Z N z� 50155OR TRUSS 'A' 5:12 0 50155OR TRUSS 'A' I —I ILI 8:12 _ 5:12 Q 4 ♦ GIRDER TRUSS 13 \ / X W/ LAM GLA55 \/ /\ 15 ra rM I / L''J GIRDER TRUSS (3)2°2° SKYLIGHT �� W/LAM GLASS x LJ COMMON TRU55 / TYP 15 _ I _ - COMMON 7RU55 22"x50" MIN. ATTIC FLAT -TOP TRU55 Z�4 ACCE55 IN5UL. 8 W.S. Nsi O FURNACE 4 4W55 W.H. FLUES FLAT -TOP I FLAT -TOP TRUSS X 7 8:12 � w l v 2°2° 5KYLIGHT W/ LAM 6LA55 44 1::;.:-::. �F ....,.;<. N �� FLAT -TOP TRU55 t,� � HIP MASTER 6T02 LA Q ...... RIDGE STUB COMMON TRU55 'B' iz \Q ti�A rs f U v v N, U -7 OIT 2xb ®E24 O.G STJB FLAT -TOP TRU55 'B'9I p wGT05F STUB HIP MASTER 'B' Il HDRS ®+5'-8" - R02 i L`j , G.T. 'G' y�A END JACKb O8:12 a 8:12 v4SF I HIP MASTER END JACKT- V � =y E.J.id- 111 0I I I N y HEADER '7'-a" A.U.F. END JACKS ®24" O.G. --- --- -- - -- 1 - bx10 DF#2 END JACKS W ,24 HEEL ! ii iI i, . ® PL ® Oil TYP EAVES A.M.F. Emd \ PL 151-0" A.M.F. ROOP FRAMING NOTE-5: I. CONTRACTOR SHALL VERIFY: ALL NOTES, DIMENSIONS A CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS 8 HEADERS TO BE 4x10 DF#2 U.N.O. 3. PROVIDE VENTED BLOCKING OVER SUPPORTS. 4. BEARING -WALLS ARE SHADED. 5. WINDOW:HEADERS t# ?'-a" ABOVE FINISHED FLOOR ® MAIN FLOOR U.N.O. WINDOW -HEADERS ® b'-b" ABOVE FINISHED FLOOR ® UPPER FLOOR U.N.O. b. ALL TRU55E5: * SHALL CARRY MANUFACTURER'S STAMP. * SHALL BE. INSTALLED 4. BRACED TO MANUFACTURERS SPECIFICATIONS. * SHALL HAVE DESIGN DETAILS 6 DRAWINGS ON SITE FOR FRAMING INSPECTION. * SHALL NOT BEFIELDALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERS CALCULATIONS. * TRUSS HANGER5 SHALL BE SPECIFIED BY THE TRUSS ENGINEER. "I. ® INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. a. INSTALL SHEAR WALLS 4/OR BLOCKING IN ROOF STRUCTURE BEFORE INSTALLING FINISH ROOFING. Q. SEE SHEET Al FOR ADDITIONAL NOTES. 10. SEE SHEET A2 d A3 FOR ROOF VENTILATION CALGULATION(5). ROOF F A1sI I NO FLAN SCALE: 1/4" = I'-O" ,PL a 9'i A.M.F. —END JACKS (p 24" O.G. -PL ® 9'-II" A.M.F. Z'-O" O.H. s, 4:12 ROOF BE,hMS: ROI 4x10 DF#2 HEADER R02 4XIO DF#2 HEADER R03 4xIO DF#2 HEADER SEE UPPER FLR FRMIS BEAM 50HEDULE PLAN VIEW DESCRIPTION DROPPED BEAM DESIGNATED ON FLOOR PLANS. DROPPED BEAM DESIGNATED ON FRAMING PLANS. FLUSH AND TOP FLU5H BEAM DESIGNATED ON FRAMING PLANS. ® UPSET BEAM DESIGNATED ON FRAMING PLANS. ® BALLOON FRAME WALL5 AT FAMILY STAIR WW(2) 2xb 0 12" O.G. is yc J (0 (4)2626PIG BELOW (4)2626PIG 4TWY -O" I I SOFFIT I BOX BEAM — — i I I I I OPEN I TO BELOW —I t__iiJ —1 — —1 I— — 56"I HIGH RAILING\ISO WJ I"lug" PICKETS. I W/ LAM G5KYLIA55 Q O - I FALSE BEAMS SOFFIT DOWN all \4'-0" 4'1 m \ SA G 10, W. HALF O WALL / \ U w t- a R. B S. _, N1 WIG O cl NI GPT 4'-0" 4'-0" SLOPE I SLOPE %4d2 4,12 I VAULT M BDRM CARPET i RRT NICHE 0 3( " A.F.F. b'-O° 45* W V.Do. UTIL i ry� A VINYL v. c. p -1 2ol5KYLIGHT 2868 -- R.45. -- Al LAM 6LA5(5(/�)) o A ty OS O �O tt- iX 5A VINYL HALL 8 268.F46246 N 2m66 R. B S. GPT2 ------------- 5 5HELVE5 N47p-�, 6°BI-FOLD �0 BONUS/BDRM 3 CARPET or i0 SLOPE BALCONY at TO u4" PER 1'-0" Q ., 4'-3" - LX-j M BA TILE _ O X� O Ll 4'1 A i i _I I J : L I I' L ) J L iI �I wI a {3)2°2° SKYLIGHT W/ LAM GLASS LL /2x4 KNEE O I WALL BELOW w zI 4'1 4'-O" 51-10WER-„+4I ory pry/ NO � b°BI-FOLD 1 FURNACE 4 W.H. FLUES Q 'a m BDRM 2_ CARPET w ry I S1 2°2°PIG 2°2°PIG I 2°2°PIG o I in I O in \ i I CSfiLWIVT SOFFIT DOWN TO ry WATB2R200F BOTT.IOF BEAM 3b" HIGH RAILING W/ 1/2"11/2" PICKETS 0 5" O.G. 3'-0.. 4,1 4,1 4'-O° 21'1 sm FLOOR PLAN NOTES: TO WITHSTAND 50# PLF AND 200# I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS S CONCENTRATED LOAD. CONDITIONS PRIOR TO CONSTRUCTION. 15PMIRAILING PICKETS SPACED TO 2. WINDOWS 4 DOORS ARE SHOWN +i NOTED AS NOMINAL SIZES. NOT ALLOW A 4" dia. TO PASSle 5. EXTERIOR WALLS TO BE 2xb STUDS a 16" O.G. U.N.O. 4. SOFFIT DOWN AREAS ARE SHADED. 6. PROVIDE A VENTED WINDOW IN EACH HABITABLE ROOM. THE SFfEET5 FOR FOLLOWING ARE NOT CONSIDERED HABITABLE ROOMS: LATERAELEINF ORMATION BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORAGE OR 8 ENGINEERING DETAILS UTILITY SPACES AND SIMILAR. T. SEE SHEET Al FOR ADDITIONAL NOTES. a. SEE SHEET A2 8 A3 FOR VENTILATION AND ALARM SCHEDULES. UPPER FLOOR :16—A SCALE: 1/4" = I'-O" - O d' O m 01 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 03 2020 City of Tukwila BUILDING DIVISION CITY OF WKWILA DEC 19 2019 PERMIT CENTER 1 mF �9 o n �'o"I��oo}wisp UWZz�d' ��NS� pFwtiZaaNaww �'UNp Ow NJaoO �°-y�Fzo���ezawa W O�OK�31-N7� 7U��a Ny� O pw=W yr Zy �J;�NFF�QKy�z W rcmof_"a�ooF�rn w °wp��ozv2w2i i"iJ�s" �Z�¢N�SwUFy=� LL UNJ4!-� NNZ p DO rWnZQ ww DOd�o O<EEO U w OG¢m0 zF xwn"o MF ,_ wU a pzwzF�s>�a�a¢ V 4 n 3 I W w T fu �0^OH W N °o U- _ 3�3 oom V�° O N r Nvv I.L m n z Z5 j tii j< v¢ :_ ¢o seol m Z X P V 1 � V 7 � �O 0 V DESIGNED BY: DATE: TG 4/02 DRAWN BY: DATE: JRA 3/13/03 PROJECT MANAGER: MARCUS JENKINS REVISED BY: DATE: BLH 8/1/0T DH 8/4/15 AO 5/301 BP50 I I/8/141 ATERAL BY: DATE: P6A bl2i/18 LATERAL JOB NUMBER: IS-Isa cl ANW WODDINVI[ OFFICE JOB NUMBER: 150155 COLUMNS, HIGH, FRONT ELEVATION SCALE: 1/411 = 1'-o" VENEER (COWLEFIELD) ELEVATION NOTE5: I. VERIFY SHEAR WALL NAILING 4 HOLVOANS PER PLAN MOP, To IN5TALLIN6 51DIN6. 2. MASONRY 6 WOOD FRAME CHIMNEYS ARE To BE CONSTRUCTED PER I.P.C. CHAPTER 10. 5. CAULK ALL EXTERIOR JOINTS $ PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHINC, AT EXTERIOR WALL ENVELOPE PER I.R.C. R105.5 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. R-105.2 4 R4105.2,1 (p. PROVIDE HEATHER 5TRIFFINry AT ALL EXTERIOR 4 GARAGE -INTERIOR DOORS. 'I. PROVIDE CONTINUOUS GUI I ER5 4 DOWNSPOUTS 9 ALL EAVES, TYF. 5. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY V1515LE FROM THE STREET FRONTAGE. HUMBER5 TO BE MIN. 4" HIGH AITH)y WIDE STROKE 4 CONTRASTIN& BACKGROUND. cl. PROVIDE STAIRWAY IL LLUMINATION PER I.R.C. R305.6 10. SEE COVERSHEET FOR ADDITIONAL NOTES. --REVIEWED FOR CODE COMPLIANCE APPROVED 0 ,0 M5�21�z.� < OF P 69ZIL Dox.. 1N00� 00, .Ivz� . Ln� - QzKd .zi? ,_0 0�:Dzq,xP 6 tiiNa '051b,NoQp z p<s! :5 3 0 WF§ , 0< �zOM�ffm�2%. Vw 0 U Tc (4/02 DRAWN BY. DATE: PROJECT MANAGER: MARCUS 1ENKIN5 REIASED BY. DATE., MAR 09 2020 City of Tukwila BUILDING DIVISION LATERAL BY: P4A i I LATERAL JOB nECEIVEn CITY OF TUKWILA DEC 19 2019 I[A7 R16HT ELEVATION SCALE, 1/4" = 1'-0" PERMIT CENTER 11 ANW WOODINMLLE OFFICE JOB NUMBER: 180155 �WW � F~ z \ Ix2 RAKE OVER it f 2x6 BARGE BOARD , H TYPICAL ® GABLES 12 'O c~i°zzaoNgms.o o b� k�oa�mz��NNE= cs.�Fwcoizg avmi oo Nallo oN �z="'pci°zzW LINE OF INT. z o� Zap woDo�a r. FF VAULT {4:12) oo�=ww' Zo NFF� oo�"mzd PL UPPER waww�go DO �z�am�Sw lcJ�2F =� W OFWW-¢�2Q6F-�"' NN2 3�1�1a wo Ogm'z FZA - a0¢ a�rcarc� I2 V)0 O 5 i-- Cn w 3 Z 5UBFLOORF0 ME1 UH IEBI� ( l W 3 .'v FL ® MAIN ti�// w W�jZ? 2x4WINOW - / \ / \ ~ �v3 TRIM TrP........ S' ooL" `7 V 1i rn �n SG SG, 5G Z MAIN FLOOR < 2: 2x10 .. TRIM ..w v. �O v m REAR ELEVATION SCALE: I/4" = I'-O" ELEVATION NOTE5: I. VERIFY SHEAR WALL NAILING 8 HOLDOWNS PER PLAN PRIOR TO INSTALLING, SIDING. 2. MASONRY 4 MOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.G. CHAPTER 10. 5. CAULK ALL EXTERIOR JOINTS $ PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.G. Ri05.8 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. R905.2 4 R905.2.I 6. PROVIDE WEATHER STRIPPING, AT ALL EXTERIOR 8 6ARA6E-INTERIOR DOORS. i. PROVIDE CONTINUOUS GUTTERS $ DOWNSPOUTS ® ALL EAVES, TYP. z 5. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY V1515LE FROM O THE STREET FRONTAGE. NUMBERS TO BE MIN. 4" H16H WITHY2" WIDE STROKE $ CONTRASTING BACKGROUND. ® L a. PROVIDE 5TAIRWAY ILLUMINATION PER I.R.G. R5O5.6 Z®.�{� 10. 515E GOVER5HEET FOR ADDITIONAL NOTES. 12 a �, U 404°5KYLI61-1 ■ w/ LAM. 6LA55 ® 0 vq/7-20:205rYL16HTLAM.(9LA r h w/ LAM. GLA55 LU t l V � C� LH V 0QL 56IF MH DESIGNED BY: GATE: TG a/02 DRAWN BY: DATE: JRA 5/15/05 REVIEWED FOR PROJECT MANAGER: CODE COMPLIANCE MARGU5 JENKINS APPROVED REVISED BY: DATE: BLH 5/I/01 — — MAR 03 2020 DH 5/4/15 --- A0 5/50/15 - ESP50 I I/S/Ia City of Tukwila I BUILDING DIVISION - LATERAL BY: DATE: i'#A 6/77/I5 LATERAL JOB NUMBER: Ia-ISa RK OF WiI CITY OF 7l�l:WlLA DEC 19 2019 04 PERMIT CENTER LEFT ELEVATION SGALEs 1/4" = 1'-0" ANW WOODINYd1E OFFlCE a®'r JOB NUMBER: ISOI55 MIN. 46" — HIGH FINIAL VENTED BLOGKIN' CONTINUOUS — 6U11ER OVER 2xa FASCIA HEEL ® TOWER O tY PL m UPPER BEAM PER — PLAN MIN. 56" HIGH - RAILIN6 i9 RIP P.T. F.J.— FOR SLOPE e BALCONY O SUBFLOOR PL @ ENTRY SLOPE BALCON TO %a" PER 1'-0" BEAM PER — PLAN t it MAIN FLOOR PL ®UPPER 2020SKYL16HT W/ LAM. GLASS 12 S ATT I G TRUSSES BEYOND R-4a INSULATION COMPOSITION 5HIN6LE5 ON IS# FELT OVER GDX OR O.5.B. ON ROOF FRAMING MEMBERS PER PLAN 49495KYLI&HT W/ LAM. GLASS \ \� INSULATION BAFFLE N TEV BLOCKING G.W.B. ' 2x6 STUDS 16" O.G. vv ���"��-7 ART Typ CONTINUOUS GUTTER R-21 INSULATION TYP. NICHE OVER 2xb FASCIA v a /�. M 7�!'i HALF WALL ' ..o Sr," A.F.F. - STAIR 12 5/ 5/4" T. 8 6. PLYWD OVER 2xi0 F.J. O 5UBFLOOR PL ® MAIN L GARAGE NOTE: INSTALL G.W.B. , IYa° 9 HANDRAIL ��OVER FINISH PER ELEVATION IS# FELT ON GDX OR 0.5,B. WALLS S POSTS. (I)) LAYERS ljEITYPE 'X' 84" ABV. NOS!N6, 1 1 1 1 ff 4" GONG. OVER BEAM . CLINGS d BEAMS. u y, KITGH N 6 MIL (BLACK) V,B. 4' GRANUL OVER NULAR FILL (2)2x6 FULL HT. STUDS 12"O.C. Wf R-21 INSULATION SLOPE 4" TO DOORS CvARA&E 5/4" T. 8 6. PLYWD OVER AT FAMILY # STAIR 2XIO FLOOR JOISTS W/ R-SO INSULATION MAIN FLOOR L z GRRWL SP,hG 6 MIL (BLACK) V,B. POSTS 8 BEAMS PER PLAN (�,)BUI,LE�IN&SCALE= 1/4= 1'-O" COMPOSITION SHINGLES ON IS# FELT OVER GDX OR O.S.B. ON ROOF FRAMING MEMBERS PER PLAN z_ L N POSTS 8 BEAMS PER PLAN P 5UIL�INO SECTIO 5--ALE: 1/4 = P-O" MANUFACTURED TRUSSES ® 24" a�i�i�is�i���i�di44�i! � Jp���p��r�*�a�i�J��i�i�i�i��d >> •L�Ja!��i�i1•_AdJ��i�d��i Ix2 RAKE OVER 2x6 BARGE BOARD TYPICAL e 6ABLE5 00 L ® UPPER �0 5UBFLOOR O PL ® MAIN _t s RECEIVED CITY OF'fti3;WILA DEC 19 2019 PERMIT CENTER v n 1N-O�UZOO}wUp owzz¢ -F'w5 =oaams��zv+� OF W�za,a:n¢LLw <�'Noow maoo ¢�W.(F .YNY Z- a� NFzo. -NdfiL w000=-.a %-W.F Wo�tt�¢�¢o¢wr Iw,.o:mok'o�o o:v, o. V�a"�twilw��X w ww¢�om �tij Q��SK yV,��vsi `SQ/y� Wfµtl��J wNV 3N0.�0 F¢m�¢ n.zwzF��>waw¢¢ � O 1— to 3 V W 3,Du ,Du w J � H W Ztn" T y aX3 3u3 oouo o�lm V�° H W N ^^ei. 0 � 2wx V X Z E >u w ¢p c VN 6 z O Z to U t / 3: —V O X N z R (O� �I O DESIGNED BY: DATE: TC a/02 DRAWN BY: JRA DATE: 5/I5/05 PROJECT MANAGER: MARCUS JENKINS REVISED BY: BLH DATE: 6/I1011 DH 6/4/I5 AO 5/50/15 BPS& 11/6/la LATERAL BN Y; DD1 % Aci Awl ANW WOODINMLLE OMCE JOB NUMBER: 180155 J. WA RIT 4 81 Sn1N A F 12-02-20----� NOS: EXTENDED HEADER OVER SHEARY4ALL. NAIL SHEATHING TO HEADER AI 10d @ 4" O.G. EA. AAY 10 FOUNDATION (NALL5 4 HARDWARE) MAIN FLOOR - 5HEAR NALL5 $ HARDWARE 5 UPPER FLOOR - 5HEAR kNALL5 $ HARDINARE L jje.� . -0�1 -0" 50ALE: Va" = 1'-0" ME 11 SCALE: I/a"= V MAIN FLOOR - FRAMING 4 DETAIL5 4 SCALE: 1/6" = V-0' (Tyfl) (TI(p) UPPER FLOOR - FRAMING 4 DETAIL5 SCALE: 115' = V-0' LATERAL NOTES, SCHEDULES, AND DETAILS FROM ENGINEER ON SHEET 51 ARr.HITEr.TUF,AL DETAILS ON SHEET A5 l) / 9- coz6f ROOF FRAMING 4 DETAILS T 0 rc Z Lj 7c z LU U Tc di/Os DRAWN BY, DATE: PROJECT MANAGER: REVIEWED FOR MARCU5 JENKIN5 CODE COMPLIANCE REMSED By. DATE: APPROVED 5LH VH el/4/15 MAR 03 2020 AO 5/50/l8 5P5 A 11/8/lq City of Tukwila BUILDING DIVISION LA IRAL BY. DA A (5/2*7 P 11 / LATERAL JOB NUMBERR nECEIVED CITY OF TILIKIVILA S 0, Prc 19 2019 i-4WIT CENTER 51 ANW WOODtN\ALLE OMCE JOB NUMBER: 180155 3 ) / 'T1'R'U"`SS' 1MPSON HI 4 TRUSS NAILING EDGE NG SHEAR WALL ABOV A6d BASE PLATE NAILING PER PLAN PER SW ABOVE IGHT FIT /--SDECKING PER VENTED TRUCT. NOTES PANEL EDGE NAILING BLOCKING RIM JOIST--Z PER SW SCHEDULE CONT 2X4 BLKG W/16d 0 6" OC ROOF TO TOP�A�. STAGGERED PLATE CONNECTION PANEL EDGE NAILING- -,,A- - p PER SW SCHEDULE HEARWALL EDGE PANEL EDGE NAILING - BASE PLATE-\ NAILING PER SW SCHEDULE TO RIM CONNECTION ALL COVERING X" EXPANSION - PER PLAN LOOR JOIST PER PLAN JOINT FOUNDATION- PANEL EDGE NAILING PER PLAN A.8. PER SW SCH. PER SW SCHEDULE FLOOR - PLATE CONN 16d PER SW BASE PLATE NAILING 2X10 HF#2 RIM PANEL EDGE NAILING - PER SW SCHEDULE CONT 2X4 BLKG W/16d @ 6" OC STAGGERED PANEL EDGE NAILING - PER SW SCHEDULE N' EXPANSION JOINT PANEL EDGE NAILING PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHEDULE 16d PER SW BASE PLATE NAILING 2X10 HF#2 RIM ( 1 ) FLOOR DIAPHRAGM TO FOUNDATION L2 A) SHEATHING BROKEN AT TOP PLATE L2 13) SHEATHING BROKEN AT MID RIMBOARD I PANEL EDGE NAILING PER SW SCHEDULE BASE PLATE T G N RIM CONNECTION-� 4 2X BLK N' EXPANSION— FLOOR TO SILL--\--- DIAPHRAG JOINT PLATE CONNECTION EDGE NAILING PANEL EDGE NAILING - N' EXPANSION PER SW SCHEDULE SILL PLATE T JOINT 4K CONT 2X4 BLKG- FDN CONNECT! DIAPHRAG W/16d @ 6" OC EDGE NAILING I STAGGERED PANEL EDGE NAILING - PER SW SCHEDULE q. BLK'G REQ'D PANEL EDGE NAILING - — PER SW SCHEDULE SHEATHING BROKEN @ TOP PLATE I CROSS-SECTION I 8" THICK CONCRETE---,_ 1 STEM WALL OP OF SLAB f PER PLAN DIMENS1014 #3 TIES 0 2" O.C. VARIES TOP W/ BALANCE @ 8" O-C. #4 @ EA CORNE 4 W/STANDARD HOOK AS REQ'D INTO FOOTING PER PLAN CONCRETE FOOTING W/---\ (28"MIN) (2)-#4 CONTINUOUS 77"' 1-1/2" CLR TYP 4 a 4 3" CL TYP 16d PER SW BASE PLATE NAILING -2X10 HF#2 RIM 2C) SHEATHING BROKEN AT BASE PLATE FRAMING PEI [(2)-2X M11 MSTC48133 STRAP PEF FLOOR PER PLAN MANUFACTURED TRUSS SIMPSON Hr--N EA TRUSS DIAPHRAGM EDGE--�' GG NAILIN_ TIGHT D VEN4EI BLOCKING SHEARWALL EDGE NAILING 3 ) ROOF DIAPHRAGM TO SW W/H1 (4 SHEAI PEI DIAPHRAGM EDGE PER SW SC A.B. PER SW 5 STEMW PER PI SW TO FOUNDATION ( 5 ) RAISED STEM WALL (section below) (6) MSTC48133 STRAP TO BEAM CONN �7) L8) I 8" CONCRETE STEM WALL CENTERED ON FOOTING #3 TIES 0 2" O.C- TOP W/ BALANCE 0 8" 0. C. 1-1/2" TYP #4 @ EA CORNE W/STANDARD HOOK INTO FOOTING 4, CONCRETE FOOTING W (2)-#4 CONTINUOUS TOP OF SLAB PER PLAN r, SECTION OF RAISED STEM WALL AS iul 9 2019 PERMIT CENTER HOLDOWN SCHEDULE MODEL ANCHOR BOLT THRU BOLTS OR NAILS EMBEDMENT LENGTH MIN. EDGE DISTANCE MSTC40 STRAP �28 16d in BL�STUD CENTER on RIM JOIST MSTC48B3 STRAP (14) 16d in DBL.STUD CENTER on RIM JOIST STHD14 STRAP (38)16d 14" 1 1/2" [ague 111up 1IT129,11001=1 I ;ENERAL.- ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 .DITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. )ESIGN LOADS: ROOF 15 PSF DEAD LOAD 25 PSF LIVE LOAD FLOOR 10 PSF DEAD LOAD C:) n W Lj `4- ::) 8m 40 PSF LIVE LOAD VIND SPEED: 110 MPH Uj Z (U CO Ld Co I VIND EXPOSURE: PER CALCULATION PACKAGE Z > m CU cu ;OILS: 1500 PSF DESIGN BRG < (y) ISPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR '4SPECTIONS L3 pq (U to 'CU REQUIRED BY LOCAL JURISDICTION. _j CO I-- V Z: E3 1,D 'OUNDATIONS: EXTEND FOOTING TO UNDISTURBED SOIL OF 1500 PSF BEARING CAPACITY. BOTTOM L) I- Li W Q )F EXTERIOR FOOTING SHALL BE V-6" MIN BELOW OUTSIDE FINISHED GRADE. (U j H W -0 'OMPACTED FILL: SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF r- :D > z: (U 0 W r) )RGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAX 8" LOOSE LIFTS AND COMPACTED 0 A MIN OF 95PERCENT OF THE MAX DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY < ISTM D-1557 TESTING PROCEDURES. .ONCRETE: fc = 2500 PSI, MIN 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A <>6 4AXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". ;EGREGATION OF MATERIALS TO BE PREVENTED. � ZEINFORCING STEEL: #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 L-Li 3ARS SHALL BE GRADE 40, PER ASTM A-615. WELDED WIRE FABRIC SHALL CONFORM TO ASTM k-185 AND SHALL BE 6X6 - W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. IMBER FRAMING: SEAMS AND POSTS n 4X & GREATER): DF#2 OR BETTER, U.N.O. STUDS: HF#2 / STUD, U.N.O. OTHER LUMBER: HF#2 OR BETTER, U.N.O. !X TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO 'WWPA GRADING RULES FOR J. VESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1, U.N.O. NAILS A .P.I. N SHALL BE COMMON VIRE NAILS, U.N.O. MISCELLANEOUS CONNECTIONS TO BE SIMPSON STRONG-IIE OR APPROVED QUAL ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY TO BE PRESSURE TREATED. OUNDATION SILL PLATES SHALL BE 2x MINIMUM, U.N.O. ANCHOR BOLTS SHALL BE MINIMUM 5/8- 1ND SPACED AT 48"o/c WITH 7" MINIMUM EMBEDMENT INTO CONCRETE. THERE SHALL BE A 40 1 4INIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN SEVEN BOLT DIAMETERS FROM EACH END OF THE PIECE. ALL FASTENERS AND CONNECTORS FOR T IRESSURE N TREATED WOOD TO BE HOT - DIPPED GALVANIZED STEEL. THE COATING WEIGHTS FOR 'INC COATED FASTENERS TO BE IN ACCORDANCE WITH ASTM A-153, 'HEARWALL SHEATHING: APPLY 1/2" COX OR OSS TO 2X STUDS SPACED AT 16"O/C MAX, BLOCK I!J PANEL EDGES, 8d AT 6"O/C AT ALL EDGES, AND Bd AT 12-0/C AT INTERIOR SUPPORTS, U.N.O. =17 DIAPHRAGM: APPLY 1/2" CDX OR OSB PLYWOOD (24/0) ON ROOF, NAIL 8d AT 5-0/C AT SUPPORTED EDGES AND 8d AT 12- O/C AT INTERIOR SUPPORTS, BLKG NOT ZEQ'D. USE DOUBLE 2X6 HF#2 TOP PLATE W/4'-O" OVERLAP W/14-10d NAIL -GUN JAILS EA SIDE OF EA SPLICE. )ND FLOOR DIAPHRAGM: APPLY 3/4" T&G STURD-I-FLOOR OR OSB W/2X FLOOR 7RAMING MEMBERS, GLUE AND 10d AT 4" O/C AT ALL SUPPORTED EDGES, 10d AT 12"O/C AT INTERIOR SUPPORTS, U.N.O. USE DOUBLE 2X6 HF#2 TOP PLATE W/40" )VERLAP W/14-10d NAIL -GUN NAILS EA SIDE OF EA SPLICE. LW AISCELLANEOUS: THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE m 'ONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT U 'ONNECTIONS AND SIIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. CD 'RE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MFTR'S RECOMMENDATIONS. 0j GENERAL STRUCTURAL NOTES LO !77,HEDULF SHEARWALL 1,6.8) MARK SHEATHING- PANEL PANEL BASE PLATE SILL PLATE SIN (2,3) APPLY TO EDGE FIELD CONN. ANCHORS W/3X3XJ" CAP- 2X HF STUDS NAILING NAILING (5),(12),(14) PLATE WASHERS ACITY @ 16" oc (6)(13) (2) (4,10,11) (LB) LD z U Uj 0 x SW-1 1/2" CDX 806"oc 8d@1 2"oc 16 w 2x BTM PL -d- 48" OC 50 W XL pp 242 SW-2 1 CDX 8d@4"oc 8d@1 2"oc ill, %xTM PL 5 OC 'w X 349 SW-3 bk'F%q) 10d@4"oc lOd@12"m 16 @ W X46 PL 5 d' 0), 16 OC W XprVL 428 SW-4g�A&9),1003"oc floxb, WOOD �d* (81 5/1 " 2" oc Pr 558 10d @12"oc ;CREWS@3" OC h, W X a. SW-5 �4j"&CE(q) 1 Od@2"oc 10d@12"oc 2)#1OX6" om" 0 (. 5 @ 19" 0C P L 716 SW-6 �/2 " 1 Od@4"oc d?,1&"oc 2 1OX6"WOO 15/8"dia.@16"oc 856 A F C 9) EA FACE IN A W43x PT PL <r: 0 — �/A� 111@3 oc 1EA �Qdp% c 2)#10XIS"WOO 91V�'dpl. 12" oc 11161 SW-7 C 9) FACE A X SHEA WALL& HOLDOWN NOTES (U.N.O.) 1) ALL STUDS AND BLOCKING SHALL BE HF 2. ALL TOP AND BOTTOM PLATES SHALL BE HF#2. ALL BE BACKED _j SHEATHING EDGES SHALL WIC 2X OR WIDER FRAMING UNO (SEE NOTE 2) EATHING MAY BE INS�ALLED EITHE,� HORIZONTALLY OR VERTICALLY. LOCATE HOLDOWN AT END OF SHEAR WALL ,2 3 CONSTRUCT CRIPPLE WALL SAME AS SHEAR WALL (SW) ABOVE, AND GABLE END SAME AS LLJ EAR WALL �SW � BELOW DEEPEN 01 DATIO1 AS REQ'D FOR HQLD DOWN EMBEDMENT. L-Lj 5 THREADED ROD AND COUPLER AS REQ D. �1� 6 COMMON NAILS 8d=0.131"x2.5", 10d=0.148"x3", 12d=0.148"x3.25", 16d=0.162"x3.5", 30d=0.207"x4.5" <: LWOR INSTALL HVS ON ALL TRUSSES/RAFTERS OR LS90 AT 24- OC ON GABLES AND RIM JOIST �7) SOLID BLKG) TO TOP PLATE (SILL PLATE AT FDN) UNO; TRUSSES/RAFTERS. U NNECTORS PER SIMPSON STRONG —TIE UNO. NAILING CRITERIA IS BASED ON IBC TABLE 2304.10.1 FOR CD PLYWOOD AND HFA,2 FRAMING. SINGLE 3X NOMINAL MEMBER AT SILL PLATE AND AT ALL MEMBERSGE NAILING ry <1 F7 >— ABUTTING PANELS. Lo 4 F— I 1 (4 �ROM 0) ALL MACHINE BOLTS MB) SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS OF THE SAME 11AMETER RY >< " SHOWN ABOVE BE USED IN EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED Q� A MINIMUM OF 5' INTO EXISTING CONCRETE. C:1 (11) PLATE WASHERS SHALL EXTEND TO WITHIN 1/2' OF THE BOTTOM PLATE ON THE SIDE(S) —R NTH SHEATHING FOR SW3 THROUGH SW7. (12) ROWS CONSIST OF 2 NAILS SPACED 2- OC I CODMLCIN E (13) NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2" OC. APPROVED (14) SW4. SW5, SW6. & SW7 REQUIRE DOUBLE RIM JOISTS AND 3X BOTTOM PLATES, SHEAR WALL SCHEDULE MAR 03 2020 SEISMIC DESIGN CRITERIA WIND DESIGN CRITERIA CitY Of Tukwila SIESMIC IMPORTANCE FACTOR: 1.00 BASIC WIND SPEED: 110 MPH IUILDING DIVIsION SEISMIC DESIGN CATEGORY: D WIND EXPOSURE C/ "DRAVIt SHORT PERIOD ACCELERATION: 1.5245 DESIGN METHOD USED: TJP I TJP 1—SECOND ACCELERATION: 0.5728 ENCLOSED SIMPLE DIAPHRAGM � P & A JOB #1 SIESMIC FORCE RESISTING SYSTEM: — LOW RISE BEARING WALL WIND SPEED UP FACTOR: 1.0 18-138 RESPONSE MODIFICATION FACTOR: 6.5 SHEET NO, DEFLECTION AMPLIFICATION FACTOR: 4.0 METHOD USED: EQUIVALENT LATERAL FORCE SYSTEM OVERSTRENGTH FACTOR: 2.5 LATERAL DESIGN CRITERIA /w..- 1z