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Permit D19-0191 - SINGH RESIDENCE - NEW SINGLE FAMILY RESIDENCE
SINGH RESIDENCE 4660 S 146TH ST FINALED 11/30/2020 D19-0191 Parcel No: Address: Project Name: ��^�x» m,� Tukwila v~U~n �vn " K�m^m�Una Department of Community Development 6]0VSouthcenterBoulevard, Suite #1O0 Tukwila, Washington 98188 Phone:3O6-Q1'367V Inspection Request Line: 2O6'438'9350 Web site: http://www.TukwilaWA.gov 0040000570 SINGH RESIDENCE COMBOSFR PERMIT Permit Number: D19'0191 Issue Date: 7/29/20I9 Permit Expires On: 1/25/2020 Owner: Name: Contact Person: Name: Contractor: Name: License No: Lender: STAR NURSERY 32STHUNDERBIRD AVE PALMER DANQEXEC, IVIQ\UE�WA, 78504 8DHUHOMES INC 46425148ST,TUKVV|U\WA, 98168 8DMUM|D8DF Phone: (206)244-1900 Phone: (206)244I900 Expiration Date: 3/22/2020 DESCRIPTION OFWORK; CONSTRUCT ANEW 509ISQUARE FOOT SINGLE FAMILY RESIDENCE WITH A 6lUSQUARE FOOT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE mY|NF|LTRATOm TRENCHES, PRIVATE ACCESS ROAD, PAVING AND PAVEMENT CUTTING, TRAFFIC CONTROL, STREET USE, UNDERGROUND|NGUFPOWER & OTHER UTILITIES. WATER DISTRICT 125 & VALLEY VIEW SEWER DISTRICT. Project Valuation: $717,882.41 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: \-8 Electrical Service Provided by: TUKVV|b4 Fees Collected: $19,368/0 Occupancy per IBC: R-3 Water District: 123 Sewer District: TUKVV|LA Current Codes adopted bythe City ofTukwila: International Building Code Edition: international Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: National Electrical Code: VVACities Electrical Code: YVACZ90-468: Code: � Public Works Activities: [hanneUzatinn/Striping: Curb [u |k: Fire Loop Hydrant: Flood Control Zone: Hau|ing/OveoizeLnad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter, Volumes: Cut: 400 Fill: 400 Number: O l l No Permit Center Authorized Signature:/,�* I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction orthe performance ofwork. |amauthorized tnsign and obtain this development permit and agree tpthe conditions attached tothis permit. Signature: M Print Name: Date: / I 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 nrabandoned for operiod o/l8Odays from the last inspection, PERMIT CONDITIONS: l: 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. 2: 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. 3: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 4: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 5: 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, 6: Preparation before concrete placement: Water shall beremoved from place ofdeposit before concrete is placed unless atremieismbeused orunless otherwise permitted bythe building official. All debris and ice shall beremoved from spaces tnheoccupied byconcrete. 7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 8: ***PUBLIC WORKS PERMIT CONDITIONS*** 9: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 10: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance, 11: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 12: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 13: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 14: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 15: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 16: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 17: Any material spilled onto any street shall be cleaned up immediately. 18: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 19: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection, 20: The Land Altering Permit Fee is based upon an estimated 400 cubic yards of cut and 400 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 21: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days, Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 22: 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, 23: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 24: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 25: Project shall comply with the Geotechnical Engineering Report by Bruce S. MacVeigh, P.E., dated May 30, 2019 and subsequent Geotechnical Engineering Reports/Evaluations. 26: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft, x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 27: The property owner is responsible for the maintenance ofany new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on -site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual &TN1[ I4.30.080, 28: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out tothe City ofTukwila for possible property damages caused byactivites. 29: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 30: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $600.00 under PW permit C19-0011. Fee based on one single family residence, ]l: Prior toissuance ofthis permit, Transportation Impact Fee shall bepaid inthe amount nf$1,O13.8& 33: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public hght-of-way. 33: Please revise your maximum building footprint calculation. In your application for a Short plat, you state that Lot 4square footage is1(\732sqft,but inthis building permit you state that the square footage for Lot 4isl0,74Osqftand lO.744sqft. The maximum building footprint for a10,73Zsqf lot is 3,188sqft. 34: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains aVYA State Department ofHealth approved Double Check Valve Assembly (D[VA).ThisshaUbedonephortofina|insperbon.RefertnattachpdPub|ic VVnrksDetai|sforl"F|RE/DO[MEST|[SERV|[Eand/or1''FiOVV-TMROUGMSYSTE[W.BacW0owdevioeis optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 35: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #Z436) 36: 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 to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436) 38: New and existing buildings shall have approved address numbers, building numbers orapproved building identification placed in a position that is plainly legible and visible from the street orroad fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers uralphabet letters. Numbers shall beaminimum of4inches (lOZmm) high with aminimum stroke width ofO.5 inch (12.7mm). (|F[505]) 39: Adequate ground |adderaccesstnesouewindowsshaUbepmvided, Landscape aflat, 12'deep by4'wide area below each required rescue window. (City Ordinance #Z435) 48: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 37: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #243hand #2437) 41: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ufsuch condition orviolation. 42: These plans were reviewed byInspector 51l. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(205)575'44O7. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (ZV6)4s8-BsO 5180 8A[KFLOVV FIRE 1700 HU|LD|NGRNAL~~ 1700 DU|LD|NGF|NAL~~ 0 0 5000 CURB, ACCESS, SOW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 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 5230 PAVING AND RESTORE 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 5090 STORM DRAINAGE 5100 STREET USE CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 0 Combination Permit No. hig0 Project No.: Date Application Accepted: (0*- 1-11 q Date Application Expires: 9-- (For office use only) COMBINATION PERMIT APPLICATION NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: King Co Assessor's Tax No.: Do 01)- oS "4-- 0 )cL)UPi PROPERTY OWNER Name: Address: gni .5.., pi/ City: Ili ic to 1 LA State: State:1_04 Zip: /OA' CONTACT PERSON - person receiving all project communication Name: 1 if1/4 Address: Ls. 1 .kc=2. s %feat City: ---rociu 1 uk State: is Zip: 9,Esi 42 Phone: 2.tit„,Fax: Email: si,,,g, GENERAL CONTRACTOR INFORMATION Company Name: Address: ikvi t s , yo City: "- _AL p1/4 State: 1,0110 Zip: Phone: 2).A2-1.,Lk i F : Contr Reg No.: d a fa gal ziF Exp Date: Tukwila Business License No.: 64s.,.. 0 ARCHITECT OF RECORD Company Name: mkkk.01, 'be Architect Name: Address: tai 1 0 -2_‘ s pi_. 02 City: &11,14‘ ivait4:14 State: (.4) k Zip: 17S Phone: t 2.c. 802,_33a Fax: — Email: g i mike ze eemi Ca'Al..— ENGINEER OF RECORD Company Name: C 1ALV, PC Engineer Name: c,i‘A ce V ' ' Address: 'Lit y... y. 5 01 it aye, sajt (-NW City: -1-0...L. J1 L.N State: L3 ik Zip: Phone: -..)1 87n Fax: Email: AR-N L ktit 2_0- 0 i LENDER/BOND ISSUED (required for projects 5,000 or greaterperRCW 19.27.095) Name: Address: i 0 /9 i /Y City: --Taf,tbai L, State: A Zip: 7ggeff H:kApplications \Forms -Applications On Line \ 201 I ApplicutionskCombination Permit Application Revised 8-9-I !Apex Revised: August 2011 bh Page 1 of 4 Pga EC ':JNFU MATI.f)N- 'dO/000- � Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): DETAILED BUILbING INFO9t.MTION,- PROJECT. F' . OOR AREAS Basement PROPOSED.SQUARE FOOTAGE oor 2nd floor ✓ Garage carport ❑ Deck — covered ❑ uncovered ❑ 26p 1 616 NI& 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 at 206-575-4407. El JU MENT AN» F+INTUJ INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ J OS 00 4> furnace <100k btu thermostat emergency generator fuel type: ❑ electric IA gas appliance vent ventilation fan connected to single duct tj wood/gas stove � water heater (electric) � other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ ' D ? DO bathtub (or bath/shower combo) Z dishwasher 5 lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system clothes washer shower b water closet Lf gas piping outlets H:\Applications\Forms»Applications On Line12011 ApplicationslCumbination Permit Application Revised 0-9-11 Aocx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS-PERMIT:INFORMATION ;7 Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Publk Works Bulletin #1 f•or fees and estimate sheet. WATER DISTRICT Ej ...Tukwila I.Water District #125 0 ...Letter of water availability provided SEWER DISTRICT 0 ...Tulcwila 0 ...Sewer use certificate 0 Highline 1...Valley View 0.. Renton 0 ...Letter of sewer availability provided .. Renton 0 .. Seattle SEPTIC SYSTEM: .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): Plans (Maximum Paper Size — 22" X 34") ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance 0 Easement(s) [2(.. Geotechnical Report 0 ...Hold Harmless — (SAO) 0 .. Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLYJ: 0 ...Right -Of -Way Use - Potential disturbance 0.. Construction/Excavation/Fill - Right -of -Way... 21 -or- Non Right -of -Way.. O..Total Cut 0 ...Total Fill Cubic Yards Cubic Yards O ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements ...Traffic Control 0 .. Work In Flood Zone S.. Storm Drainage .. • Abandon Septic Tank Z .. Trench Excavation .. ▪ Curb Cut 0.. Utility Undergrounding .. Pavement Cut Backflow Prevention - Fire Protection 0 .. Looped Fire Line Irrigation Domestic Water 0 ...Permanent Water Meter Size " WO # O ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private 0 0 ...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line 0 ...water 0. MONTHLY SERVICE BILLING TO: Name: Mailing Address: number of public fire hydrant(s) 0 ...sewage treatment WATER METER REFUND/BILLING: Name: Mailing Address: \11'../_ /1 Ql\tr Day Telephone: 0\ Tt*.lii \\JP\ City State Zip V) 64- AIL XDay Telephone: City State Zip \ApplicationsTorms-Applications On Line \2011 ApplicationsTombination Permit Application Revised 8-9-11,docx Revised: August 2011 Page 3 of 4 PER;l1T AP'LICATI N. NO APP. ICA' 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: Date: I► Z I.2611 Print Name: AL A-►Ztp StN)ai` 1 Day Telephone: 240 `LTA 1100 Mailing Address: 512-` S ^ ‘Li‘ 4A `LI City state Zip H:\ApplicationsWorms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-I1.docx Revised: August 2011 bh Page 4 of 4 4. TOTAL PLAN REVIEW FEE (B+C+D) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Z--0 /4/-57-5,- /4 S, 464k Oi If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. # 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access 257, 42e, 0 A. Total Improvements 5i° F-fizru-9" $49700- Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. —Gree (4) $250 (1) 0°0 % 0 0 0 "ci5 5. Enter total excavation volume Ile 6) cubic yards cubic yards Enter total fill volume r7e-744 2ree es,) Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free — $23. cl.Q.1_71 $37.0 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 3 7 -4?--° (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 62 (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 19 ONI RECEIVE!) CITY OF TUKWILA JUN 13 2019 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee <->) (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1s1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for Pt 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee 5 of 6+8) Approved 09.25.02 Last Revised 02121117 (8) (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation $ /0 / I. Other Fees Total A through I $ /013 — e.00 (10) 02-Go- DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11)/ $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) allation Cascade Water Alliance RCFC oi.m.2017-1231.7,0 7 Total Fee 0.75$625'---------s $6095" $6630 1 2 154450 $16,137.50 1.5 $2425 $30,025---------__ $32,450 2 $2825 $48,040 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 ( Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 Last Revised 02/21/17 6:)14-Th Clear Form Cash Register Receipt City of Tukwila Receipt Number R18206 , DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK .- PAID .., $15,453.86 C19-0011 Address: 4652 5 146TH ST Apn: 0040000570 $600.00 PUBLIC WORKS $600.00 TRAFFIC CONCURRENCY R104.367.121.00.00 0.00 $600.00 D19-0191 Address: 4652 S 146TH ST Apn: 0040000570 $14,853.86 DEVELOPMENT $8,317.45 PERMIT FEE R000.322.100.00.00 0.00 $6,560.95 WASHINGTON STATE SURCHARGE 8640.237.114 0,00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00,00 0.00 $875,00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $875.00 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 ' $1,683.00 PARK R104.345.851.00.00 0.00 52859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100,00.00 0.00 $260.00 PUBLIC WORKS $1,140.38 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 GRADING PLAN REVIEW 8000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE 8000.342.400.00.00 0.00 $89.50 TECHNOLOGY FEE $399.03 TECHNOLOGY FEE R000.32 .900.04.00 0.00 $399.03 TOTAL FEES PAID BY RECEIPT: R18206 $15,453.86 Date Paid: Monday, July 29, 2019 Paid By: SIDHU HOMES INC Pay Method: CHECK 5458 Printed: Monday, July 29, 2019 1:44 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $4,514.62 D19-0191 Address: 4652 S 146TH ST Apn: 0040000570 $4,514.62 DEVELOPMENT $4,264.62 PLAN CHECK FEE R000. 45.8 0.00.00 0.00 $4,264.62 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 ProjectTRAK $4,389.00 L19-0063 Address: Apn: 0040000570 $4,389.00 LAND DIVISION $4,180.0O SHORT PLAT R000.345.810.00.00 0.00 $4,180.00 TECHNOLOGY FEE $209.00 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R17883 0.00 $209.00 $8,903.62 Date Paid: Thursday, June 13, 2019 Paid By: SIDHU HOMES Pay Method: CHECK 5450 Printed: Thursday, June 13, 2019 10:07 AM 1 of 1 SYSTEMS ,ZZION ASZEWAIII ..eaRaigaVra T E Engineering Re: J1032423 Gary Singh FILE Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on -the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: 112770810 thru112770857 My license renewal date for the state of Washington is August 20, 2020. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION May 7,2019 RECEWEt) CITY OF TUKWILA JUN 13 2019 PERMIT CENTER Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TP1 1. 19--01q1 5-08-00 20-00-00 16-00-00 8Z = IN(103 NO018 1V101 laquinN pa Drawing Type: Roof Trusses Loading TC/LL = 25.0 lb TC/DL= 8.0 lb BC/DL= 7.0 Ib WIND — 110 mph '13' Customer: 10-Phone Quote - PPTK100 Job Name: Kalwaran Singh Job Number: J1032423 Plan: DD19-7984 Sales Rep: Todd Kittelson Estimate By: William Donohoe Finalized By: Roxann Watson Date: 5/6/2019 theTRUSSco. & BUILDING SUPPLY INC. Job J1032423 Truss Co, Sumner, WA -1-4-0 14-0 ..ig ilirterterarderAMIWW ,aTidsW „AM MFAMPAY WNW .410FAITAWAWAWAISPAY IrAvAATILA. A, 6.00 112 2 T1 Truss Type Common Supported Gable 8-0-0 8-0-0 T 21 22 Qty Ply 1 Gary Singh ob Reference (optional) 112776810 8 240 s Dec 6 2018 MiTek Indasines, Inc. Mon May 6 13:11:21 2019 Page 1 ID:M01bE50SX9KgaBKX?rARJzNUmt-R105_vr4Gu?eWpdFLJ2ojysEGZZJY0vephOgIgzJCug 16-0-0 17-4-0 8-0-0 1-4-0 4x4 = 6 T4 23 24 T 25 -17 26 3x4 = 27 18 28 17 29 16 15 31 14 32 13 33 12 34 3x4 = 16-0-0 16-0-0 10 Scale = 1:29.9 1 16 — — LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina: YES Code IRC2015/TPI2014 CS!. TC 0.21 BC 0.19 WB 0.10 Matrix-SH DEFL. in (loc) I/defl LJd Vert(LL) 0.00 10 n/r 120 -Vert(CT) -0.00 11 air 90 Horz(CT) 0,00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 60 lb FT = 2 0Q/0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRAC ING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. All bearings 16-0-0. (Ib) - Max Horz 2=56(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 Ib or less at joint(s) except 2.355(LC 32), 10=355(LC 40), 15=354(LC 52), 16=362(LC 51), 17=360(LC 50), 18=357(LC 49), 14=362(LC 53), 13=360(LC 54), 12=357(LC 55) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 6-15=-289/0, 5-16=-325/52, 4-17=-325/51, 3-18=-327/47, 7-14=-325/52, 8-13=-325/51, 9-12=-327/46 NOTES- (13) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical lefl and -right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the -plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 23.0ps1 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 12) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads, 13) All dimensions given in feet-inches-sixleenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 a WARNING Verify desipo parameters and READ NOTES ON THIS AND INCLUDED PATTEN REFERENCE PAGE Mfl-7473 HEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building componeM. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRP11 Quality Criteria, D513-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 CrOnottio Drive, Madison, 091 53719. Job Truss Truss Type Qty Ply Gary Singh 112770811 J1032423 S A02 Truss Co, Sumner, WA -1-4-0 + 1-4-0 1 1 iktuReference(optional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 5 13:11:22 2019 Page 1 ID:mo1bE50SX9KqzZ810(7rARJzNUmt-vEyTCFsi1C7V8zCSv0Z1F9OFizm0HRNn2L8N17zJCup 8-0-0 16-0-0 I- 17-4-0 I 8-0-0 8-0-0 1-4-0 4x6 = 8-0-0 16-0-0 8-0-0 8-0-0 Plate Offsets (X Y)- [2:0-3-11 0-1-141_[3:0-3-0 0-2-4] [4:0-3-11 0-1-141 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0,0 * B.C.01— _LP SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code, IRC2015/TP12014 CSI TC .0.87 BC 0.80 WB 0.15 Matrix-MSH DEFL. in (loc) 1/dell L/d Vert(LL) -0.25 6-12 >776 360 Vert(CT) -0.36 6-12 >528 240 Horz(CT) 0.01 4 n/a n/a Scale = 1:30.7 PLATES GRIP MT20 185/148 Weight: 55 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Mr BOT CHORD_ 2x4 DF No.1&Btr WEBS 2x4 HF Stud REACTIONS. (Ib/slze) 2=728/0-5-8 (min. 0-1-8), 4=728/0-5-8 (min. 0-1-8) Max Hors 2=-56(LC 11) Max Uplift 2=-67(LC 10), 4=-67(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-918/42, 13-14=-808/55, 3-14=-788/71, 3-15=-788/71, 15-16=-808/55, 4-16=-918/42 BOT CHORD 2-17=-8/726, 6-17=-8/726, 6-18=-8/726, 4-18=-8/726 WEBS 3-6=0/442 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp,; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) This truss has been designed for a moving concentrated load of 250.01b live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIth7473 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, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing or the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consutt ANSUTP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 593 D'Onoltio Drive, Madison, Vhfl 53719. JO6" 2423 TTrUSS A03 Truss Type Common a ty Ply Gary Singh 112770812 Truss CO, SUmner, WA 5. -1-4-0 1-4-0 3x8 8-0-0 6-0-0 8-0-0 Plate Offsets (X Yl— [2:0-8-4 0-0-6] [3:0-3-0 0-2-4], [410-8-4.0-0-61 LOADING (psf) TCLL 25.0 (Roof Snovr=25.0) TCDL 8.0 BCLL 0,0 * B_CD L Z,_0 LUMBER - TOP CHORD 2x4 DF No.188tr BOT CHORD 2x4 DF No.18.131r WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TPl2014 CS1. TC 0.88 BC 0.81 WB 0,15 Matrix-MSH REACTIONS. (lb/size) 4=636/Mechanical, 2=732/0-5-8 (min. 0-1-8) 'Max Horz 2=64(LC 10) Max Uplift 4=-47(LC 11), 2=-67(LC 10) ReferencBJPRODAD____ 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:11:23 2019 Page 1 ID:rno1bE50SX9Kqz2BKX?rARJzNUmt-NQVVrPbtKoVFMm7neTj4GoNxONM5BOudxH?brq7_zJCuo 16-0-0 FORCES. (lb) - Max, Comp./Max, Ten, - All forces 250 (Ib) or less except when shown, TOP CHORD 2-12=-929/45, 12-13=-819/58, 3-13=-786/74, 3-14=-797/71, 14-15=-817/55, 4-15=-927/55 BOT CHORD 2-16=-16/736, 5-16=-1-6/736, 5-17=-16/736, 4-17=-16/736 WEBS 3-5=0/443 4x6 = 8-0-0 16-0-0 8-0-0 DEFL. in (loc) 1/dell L/d Vert(a) -0.25 5-8 >776 360 Vert(CT) -0,37 5-8 >522 240 Horz(CT) 0.01 4 n/a n/a BRAC INC. TOP CHORD BOT CHORD Scale = 1:30.3 3x8 = PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiT_ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. NOTES- (10) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp Ei; Partially Exp,; Ct=1,10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) AU dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 A. WARNING Verify design prrameters and READ NOTES ON THIS AND INCLUDED PAITEli REFERENCE PAGE ItitI-7473 EEFORE USE. Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabgty of design parameniers and proper Incorporation of component is responsibility of building designer. rmt truss designer. Bracing shown is tor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility al the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSWIPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety information available from Truss Plate Institute, 583 ErOnotrio Drive. Madison, WI 53719. theTRUSSco. Job Truss J1032423 IA04 Truss Co, Sumner, WA 21 4x10 Special Truss Type COMMON GIRDER 4-5-4 4-5-4 6.00 112 Oty IPIy 1 Gary Singh 3_,Iob Ref€rencg(optio_nai) 112770813 8.240 s Dec 6 2018 MTek Industries, Inc. Mon May 6 13:11:32 2019 Page 1 ID:molbE50SX9KgzZBKX7rARJzNUmt-c9ZFIg_zgGN4LWzNV6kNiGp2C?CJdnPFLvZveYzJCuf 8-0.0.........__,. 1 __._-.,-..........111r12 _..._...-.........I 16-0-0 3-6-12 4-5-4 3-6-12 22 23 24 8 25 26 3x8 11 Special Special 4-5-4 --1- 4-5-4 3 6-12 8-0-0 5x6 11 27 7 Special8x8 = PlafeOffsets (X y)— 11:0-0-11,Edge] [2:0-1-12 0-1-12]. 14:0-1-12 0-1-121. [5:0-0-11 Edge], 16:0-4-8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • _@COL 7,0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud SPACING- 2-0-0 CSL Plate Grip DOL 1.15 TC 0.49 Lumber DOL 1.15 BC 0.68 Rep Stress Ina YES WB 0.95 Code IRC2015/TP12014 Matrix-MSH REACTIONS. (lb/size) 1=7365/0-5-8 (min. 0-4-1), 5=7245/Mechanical Max Horz 1=48(LC 51) Max Uplift 1=-536(LC 10), 5=-557(LC 11) 18 4x5 Z 5 20 28 29 Special 6 3x8 11 Special 30 Special 3-6-12 4-5-4 8] [7:0-4-0 0-4-41,18:0-4-8 0-1-81 DEFL, in (loc) 1/defl Lid Vert(LL) -0,14 7-8 >999 360 Vert(CT) -0.21 7-8 >931 240 Horz(CT) 0.05 5 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=13354/941, 1-14=-13253/970, 2-14=-13211/979, 2-15=8805/659, 15-16=-8770/661, 3-16=-8763/670, 3-17=-8763/671, 17-18=-8771/663, 4-18=-8805/660, 4-19=-12064/924, 5-19=-12106/915,5-20=-9858/719 BOT CHORD 1-21=-878/11777, 1-22=-885/11850, 22.23-885/11850; 23-24=-885/11850, 8-24=-885/11850, 8-25=-885/11850, 25-26=-885/11850, 26-27=-885/11850, 7-27=-885/11850, 7-28=787/10816, 28-29=-787/10816, 6-29=-787/10816, 6-30=787/10816, 5-30=-787/10816, 5-31=-617/8475 WEBS 3-7=-548/7577, 4-7-3508/340, 4-6=-22013017, 2-7=-4719/397, 2-8=-273/4145 Scale = 1:30.0 PLATES GRIP MT20 185/148 Weight: 217 lb FT = 20% Structural wood sheathing directly applied or 5-2-9 oc purlins. Rigid ceiling directly applied -or 10-0-0 oc bracing. NOTES- (12) 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected•as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only bads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8pst; BCDL=4.2psf; 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 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=536, 5=557. 10) This truss has been designed for a moving concentrated load of 250.01b live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Continued on page 2 May 7,2019 WARNING - Verify deslim parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10111.7473 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, Applicablley of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsitaatty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Dnofrio Drive, Madison, WI 53719. Job Truss Qty Ply Gary Singh 112770813 J1032423 s Truss Type COMMON GIRDER 3 Job Reference (optional) Truss Co, Sumner, WA B 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13;11:32 2019 Page 2 ID:mo1bE50SX9KgzZBKX?rARJzNUmt-c9ZFIg zgGN4LWzNV6kNIGp2C?CJdnPFLvZveYzJGu1 NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1690 Ib down and 116 Ib up at 1-4-12, 1878 Ib down and 151 Ib up at 3-4-12, 2015 Ib down and 150 Ib up al 5-4-12, 2051 Ib down and 145 Ib up at 7-4-12, 1424 Ib down and 121 Ib up at 9-4-12, 1424 Ib down and 121 Ib up at 11-4-12, and 1424 lb down and 121 Ib up at 13-4-12, and 1428 Ib clown and 117 Ib up at 15-4-12 on bottom chord, The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format, A04 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3 —66, 3-5=-66, 1-5=-14 Concentrated Loads (Ib) Vert: 6=-1424(B) 12=-1428(B) 22=1690(B) 24=-1878(B) 25=-2015(B) 27—2051(B) 28=-1424(E3) 30=-1424(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIb7477 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. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection arrd bracing, consult ANSIiTPI1 Duality Criteria, DSB-89 and BC511 Budding Component Safety Information available from Truss Plale Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1032423 Truss Co, Sumner, WA 0 i Truss B01 jTruss Type GABLE 8 6-5-8 e-5-8 Plate_Offsets (x,Y)- (2:0 4-0 Q 2-1j,j3:O-4MQ 0.1-0j,[4:0-4-0,0-2-1) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BC9J. 7 0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 2x4 DF No.18Btr 2x4 DF No.18Btr 2x4 HF Stud 2x4 HF-Stud CSI. TC 0.27 BC 0.72 WB 0.14 Matrix-P REACTIONS, (Ib/size) 2=603/0-3-8 (min. 0-1-8), 4=603/0-3-8 (min. 0-1-8) Max Horz 2=-05(LC 11) Max Uplift 2=-60(LC 10), 4=60(LC 11) Ply Gary Singh 112770814 Job Re rence�op(ional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May5 13:11:33 2019 Page 1 ID:molbE50SX9KgzZBKX?rARJzNUmt-4L7dV??bRaWxyfYZ2gGcCULGMXzMQIPaZITB_zJCue 12-11-0_..,...�.,..,.................. ....„,.....14.3-0.-.-1 6-5-8 1.4-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-667/18, 15-16=-572/18, 3-16=-569/29, 3-17=-570/28, 17-18=-573/18, 4-18=-667/17 BOT CHORD 2-19=0/513, 6-19=0/513, 6-20=0/514, 4-20=0/514 WEBS 3-6=0/408 4x8 = DEFL. Vert(LL) Vert(CT) Horz(CT) BRACING - TOP CHORD BOT CHORD 12-11-0 Scale = 126.1 6-5-8 in (loc) -0.17 4-6 -0.23 4-6 0.01 4 I/defl >876 >650 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 68 Ib FT = 20% Structural wood sheathing directly -applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross.bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) 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 ANSIfTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) AD plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 9) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 11) This truss has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 A/NO - Vur4Jydes3g r parlltt)e/we attd READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mtt-7477 BEFORE U8E. n valid fw use arty with MiTek donneolors, T is design is based only upon parameters shown, and is for an individual building aomp0000l. menters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown al suppan of indvidual web members only. Additional temporary bracing to Insure stability during construction is the responsibiilily of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITTP11 Quality Criteria, D5B-89 and BCSit Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719, 'fob- J1032423 Truss B02 Truss Type Common Ply Gary Singh Job Reference (optional) 112770815 Truss Co, Sumner, WA L-1-4-0 1-4-0 6-5-8 6-5-8 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:11:34 2019 Page 1 ID:mo1bE50SX9KozZBKX?rARJzNUmt-YXh?jL?DCueoap7IcXnrkhuG4orl5tVYpD20jCzJeud 12-11-0 14-3-0 I -1 6-5-8 1-4-0 4x4 = 6-5-8 12-11-0 6-5-8 4x5 = Scale = 1:25.7 Plate Offsets (X Y)— [2:0-0-12 Edge114:0-0- 2 Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' _BCDL 7 0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 VVEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.98 BC 0.87 WB 0,14 Matrix -MP REACTIONS. (Ib/size) 2=605/0-3-8 (min. 0-1-8), 4=605/0-3-8 (min. 0-1-8) Max Horz 2=47(LC 14) Max Uplift 2=-58(LC 10), 4=-58(LC 11) DEFL. in (loc) I/defl 1../d Vert(LL) -0.18 6-12 >861 360 Vert(CT) -0,26 6-12 >594 240 Horz(CT) 0.01 4 n/a n/a BRACING. TOP CHORD _BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or -less except when shown. TOP CHORD 2-13=-702/38, 13-14=-605/39, 3-14=-603/48, 3-15=-603/48, 15-16=-605/39, 4-16=-702/37- BOT CHORD 2-17=0/541, 6-17=0/541, 6-18=0/541, 4-18=0/541 WEBS 3-6=0/417 PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceihng directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vutt=110rriph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE N111,747.3 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. Applicability of 'design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiddy of the erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSV7P11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plata Institute, 583 D'Onotrio Drive, Madison, VIA 53719. [Job .. - 'Truss rTruss Type J1032423 C01 Common Supported Gable Qty Ply Gary Singh Job_RefereacedoptionalL 112770816 Truss Co, S4 F -1-4-0 1-4-0 A 6,240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13-11:35 2019 Page 1 I D:mo 1 bE50SX9KgzZBKX7rARJzN Umt-1 kE 0wh0szBmfCziyAF I4 HvRcgCKD gLni 1 tnZFtzJ Cuc 6-5-0 12-10-0 14-2-0 6-5-0 6-5-0 1-4-0 4x4 = 20 21 Scale = 1:24.8 22 23 14 24 13 25 12 26 11 27 10 28 3x4 _. 3x4 — LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!. TC 0.28 BC 0.28 WB 0.08 Matrix-P 12-1Q-0 12-10-0 DEFL. In (loc) 1/defl LJd Vert(LL) 0.00 8 n/r 120 Vert(CT) -0.00 9 n/r 90 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 46 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required -cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-10-0. (Ib) - Max Horz 2=-46(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) except 2=359(LC 30), 8=359(LC 36), 12=353(LC 45), 13=362(LC 44), 14=367(LC 43), 11=362(LC 46), 10=367(LC 47) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 5-12=-290/0, 4-13=331/55, 3-14=328/52, 6-11=331/55, 7-10=-328/52 NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.6psf; BCOL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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) TCLL: ASCE 7-10, Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 13) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format, LOAD CASE(S) Standard May 7,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED W TEK REFERENCE PAGE MI1-7473 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 Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall stmcture Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSVTPII Quality Criteria, D5B-99 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, theTRUSSco. INC. -1-4-0 1-4-0 3x8 = Plate Offsets (X Y)— [2:0-8-8,0-0-6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0,0 BC% 7,0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud —Truss Type 'Common SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc( YES Code IRC2015/TPI2014 6-5-0 6-5-0 CS1, TC 0.97 BC 0.87 VVB 0.14 Matrix -MP REACTIONS. (Ib/size) 4=509/0-5-8 (min. 0-1-8), 2=606/0-5-8 (min. 0-1-8) Max Horz 2.541LC 14) Max Uplift 4=-38(LC 11), 2=-58(LC10) P Gary Singh „ Job Reference (optional) 112770817 8 240 s Dec 6 2010 MiTelc Industries, Inc, Mon May 6 13: 1:30 2019 Page 1 ID:rnolbE50SX9Kqz2BKx?rARJzNUmt-Vwom811 UkVuWp7G8kyp.1q6zalcVVEZn_rGXX7nJzJC ub 12-10-o 6-5-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-710/41, 12-13=-613/44, 3-13=-597/51, 3-14=-610/48, 14-15=-613/40, 4-15=-709/38 BOT CHORD 2-16=-4/549, 5-16=-.-4/549, 5-17=-4/549, 4-17=-4/549 WEBS 3-5=0/418 4x4 = 1.5x4 11 DEFL. in (loc) l/defl Vert(LL) -0.18 5-8 >873 Vert(CT) -0.26 5-8 >594 Horz(CT) 0.01 4 n/a BRACING - TOP CHORD BOT CHORD L/d 360 240 n/a Scale = 1:24.6 3x8 = PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling_directly applied or 10-0-0 oc bracing. MtTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8pst BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical eft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 13; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load -of 16,0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in al/ areas where a -rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 WARNING Verity design paranielers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1,7471 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. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 15 the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, slorage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VVI 53719. Job ;Truss J1032423 • CO3 Truss Type Common Girder I QV Ply Gary Singh 2_, job Reference (optimal) 112770818 Truss Co, A 21 Special 5x10 8.240 s Dec 6 2018 MiTek Industrie¢, Inc. Mon MayY 6 13:11:38 2019 Page 1 I D:mo 1 b E50SX9KgzZB KX?rARJzNUmt-RJwWZj3kG68D3R0 WrNmvX32KPEwObt8jr0EsBzJCuZ 12-10-0 3-7-12.�.,.,__.....,.. 65-0 1 9-2-4 _.,...—t.._ V-...._._. I 3-7-12 2-9-4 2-9-4 3-7-12 22 23 Special 5x6 I I Scale = 1:25.5 4x4 % 4x4 4 8 3x6 II 24 7 25 26 27 6 28 Special 8x8 = Special _Plate Offsets (X,Y)- )1:0-3-7,0-3-0) [2:D-1-4,0-1-8) f4:0 1-4,0 1-8], [5:0 3 7,0 3 pj, [f:0 4-8,0-1-8j, f7;00-4-0,0-4-81.'. LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * TCDL 7 0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Ina NO Code IRC2015/TP12014 3x6 II Special CSI. Dtl-L. in (loc) 1/defl Lid TC 0.58 Vert(LL) -0.11 7-8 >999 360 BC 0.73 Vert(CT) -0,17 7-8 >897 240 WB 0.57 Horz(CT) 0.05 5 n/a n/a Matrix -MP REACTIONS. (Ib/size) 1=5495/0-5-8 (min.-0-4-8), 5=4603/0-5-8 -(min. 0-3-13) Max Horz 1=-3B(LC 52) Max Uplift 1=-453(LC 10), 5=-367(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-9104/716, 1-14=-8975/728, 2-14=8937/736, 2-15=6284/512, 15-16=-6252/515, 3-15=-6252/520, 3-17=-6248/520, 17-18=6252/515, 4-18=-6281/512, 4-19=87251705, 5-19=-8758/697, 5-20=-8842/679 BOT CHORD 1-21=-658/7956, 1-22=-665/8027, 22-23=-665/8027, 8-23=-665/8027, 8-24=-665/8027, 7-24=-665/8027, 7-25=-597/7825, 25-26=597/7825, 26-27=-597/7825, 6-27=-597f7825, 6-28=-597/7825, 5-28=-597f7825, 5-29=-593/7790 WEBS 3-7=-430/5401, 4-7=-2670/255, 4-6=163/2323, 2-7=-2910/289, 2-8=-192/2514 Special 29 5x10 PLATES GRIP MT20 185/148 Weight: 115 Ib FT = 20% Structural woodsheathing directly applied or 3-5-9 oc purlins. Rigid ceiling directly applied -or 10-0-0 oc-bracing,, NOTES- (11) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row a1 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-8-0 oc, Except member 7-4 2x4 - 1 row at 0-9-0 oc, member 4-6 2x4 - 1 row at 0-9-0 oc, member 7-2 2x4 - 1 row at 0-9-0 oc, member 2-8 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFf0S (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp,; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle. 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=453, 5=367. 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Continued on page 2 May 7,2019 WARNING - Verity design pad0nrniers and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE 4111.7473 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, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary brecing to insure stability during construction Is the responobillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTP11 quality Criteria, D58-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D`Onofrio Drive, Madison, WI 53719. Job Truss J1032423 CO3 Truss Type Common Girder Qty IPIy Gary Singh 1 2 Job Reference (optional) 112770818 Truss Co, Sumner, WA 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:11:38 2019 Page 2 ID:mo l bE50SX9KgzZBKX?rARJzNUmt-RJwWZj3kG68D3RQWrNmvX32KPEw0bt8jr0EsBzJCuZ NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1516 Ib down and 134 Ib up at 0-9-4, 1511 Ib down and 134 Ib up at 2-9-4, 1511 Ib down and 131 Ib up at 4-9-4, 1511 Ib down and 129 Ib up at 6-9-4, and 1511 Ib down and 127 Ib up at 8-9-4, and 1511 Ib down and 123 Ib up at 10-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (off) Vert: 1-3=-66, 3-5=-66, 1-5=-14 Concentrated Loads (Ib) Vert: 10=-1516(B) 23=1511(B) 24=-1511(B) 25=1511(B) 27=-1511(B) 28=-1511(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11,74T3.BEFORE USE. Design valid for use ony with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job J1032423 'Truss DOI Truss Type Common Supported Gable Qty 1Ply Gary Singh Job Referenceamtional) 112770819 Truss Co, Sumner, WA -1-4-0 6-1-0 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:1139 2019 Page 1 ID:rno 1 bE50SX9KqzZBKX?rARJzNUmt-vVUum33M1QG4ga?jP5NORthJ9piql9sHyVInOezJCuY 12-2-0 1-4-0 6,00 14 4x4 6-1-0 Scale = 1:22.5 6-1-0 15 16 7 21 13 22 12 23 11 24 10 25 9 26 3x4 = 3x4 = 1- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1_15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.25 BC 0.24 WB 0.07 Matrix-P 12-2-0 12-2-0 DEFL. in (loc) 1/defl L/d Vert(LL) 0.00 1 n/r 120 Vert(CT) -0.00 1 n/r 90 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required -cross bracing be installed during truss erection, in accordance with Stabilizer Installation QUide. REACTIONS. All bearings 12-2-0. (Ib) - Max Horz 2=52(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 13, 10, 9 Max Grav All reactions 250 Ib or less at joint(s) except 8=326(LC 36), 2=356(LC 30); 11=352(LC 45), 12=364(LC 44), 13=358(LC 43), 10=361(LC 46), 9=369(LC 47) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 5-11=-290/0, 4-12=-333/57, 3-13=-323/45, 6-10=-330/54, 7-9=-334/58 NOTES- (13) 1) VVind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf, BCD1=-4.2psf; h=-25f1; Cat, II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs 'exposed to wind (normal to the face), see Standard Industry Gable End Details as_applicable, or consult qualified building designer as per ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has.been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a five load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 13, 10, 9. 12) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) All dimensions given in feet -inches -sixteenths (FFItSS) format. LOAD CASE(S) Standard May 7,2019 a WARNING - Verify design parameters and READ NOTES ON 1741S AND INCLUDED MITEK REFERENCE PAGE11411-7473 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. Apphcabiltly of design paramerners and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPIl Quality Creerla, 058-89 and BCS11 Building Component Safety Information eve Ilaele from Truss Plate Institute, 583 VOnofrio Drive, Madison, WI 53719. Job Truss-1Truss Type Gary Singh 112770820 J1032423 ` D02 i:Common Truss Co, Sumner, WA -1-4-0 1-0-0 4x5 i Plate Offsets (X Y)— j2:0-4-3 0-1-101, [4:0-4-3 0-1-t0) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7P LUMBER - TOP CHORD 2x4 HE No.2 BOT CHORD 2x4 HE No.2 WEBS 2x4 HE Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc( YES Code 1RC2015/TPI2014 6-1-0 6-1-0 6-1 16 CSI. TC 0.90 BC 0.82 VVB 0.14 Matrix -MP REACTIONS. (Ib/size) 4=482/0-5-8 (min. 0-1-6), 2=579/0-5-8 (min. 0-1-8) Max Harz 2=52(LC 14) Max Uplift 4=-36(LC 11), 2=-56(LC 10) Job Referenceal 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:11:40 2019 Page 1 ID:mo1 b E50SX9KgzZBKX?rARJzNU mt-Nh2HzP4_nkOxlkavzou F_y8JnDv3Ub0RB9VKw4zJCuX 12-2-0 6-1-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-12=671/39, 12-13=-580/42, 3-13=-564/49, 3-14=-577/45, 14-15=-580/37, 4-15=-669/36 BOT CHORD 2.16=-4/518, 5-16=-4/518, 5-17=-4/518, 4-17=41518 WEBS 3-5<)/411 4x4 = 5 1,5x4 II 14 17 DEFL. in (loc) Udefl Lid Vert(LL) -0.15 5-8 >972 360 Vert(CT) -0.22 5-8 >666 240 Horz(CT) 0.01 4 n/a n/a BRACING - TOP CHORD BOT CHORD 15 T 12-2-0 6-1-0 Scale = 1:23.7 4 4x5 PLATES GRIP MT20 185/148 Weight: 35 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; M WFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf 25.0 psf-(flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This -truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable_of withstanding 100 Ib uplift at joint(s) 4, 2. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiuity of the erector. Additional permanent bracing of the overall structure is the responsibility of me building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSITTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Male Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSc©. INC. Job J1032423 7TrUSS 003 Truss Type Common Gary Singh ob Reference.(optioThan 112770821 Truss Co, Sumner, WA -14-0 1-4-0 4x5 82405 Dec 6 2018 MiTek Industries Inc. Mon May 6 1311:41 2019 Page 1 ID:mo1bE50SX9KqzZBKX?rARJzNUmt-ructBk5cYlWowu95WVPUXAhVddFLD1laGpEuTVVzJCuW 6-1-0 12-0-0 6-1-0 5-11-0 4x4 = Plate Offsets (X Y)— R:0-4-3.0-1-101 (4:0-2-0 2-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8,0 BCLL 0.0 * _f3C41. 70 LUMBER- TOP CHORD BOT CHORD VVEBS 2x4 1-IF No.2 2x4 HF No.2 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSL TC 0.89 BC 0.81 VVB 0.14 Matrix -MP REACTIONS. (lb/size) 4=475/0-3-8 (min. 0-1-8), 2=573/0-5-8 (min. 0-1-8) Max Harz 2=53(LC 10) Max Uplift 4=-35(LC 11), 2=-56(LC 10) Max Grav 4=479(LC 32), 2=573(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-652/36, 12-13=-561/40, 3-137,-543/47, 3-14=-561/45, 14-15=-561/37, 4-15=-653/36 BOT CHORD 2-16=-5/502, 5-16=-5/502, 5-17=-5/502, 4-17=-5/502 WEBS 3-5=0/403 DEFL. in (loc) 1/dell Vert(LL) -0.15 5-11 >950 Vert(CT) -0.22 5-11 >662 Horz(CT) 0.01 4 n/a BRACING. TOP CHORD BOT CHORD _12-0-0 5-11-0 L/d 360 240 n/a Scale = 1:23.7 4x5 PLATES GRIP MT20 185/148 Weight: 35Jb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0=0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, inaccordance with Stabilizer Installation guide. NOTES- (9) 1) VVind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCOL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; M(NFRS (envelope) gable end zone; cantilever leftand right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf-bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 8) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 All WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8411-7473 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. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility Witte building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VV153719. theTRUSSca !Jab Truss 1J1032423 ` ;E01 'Truss Type Roof Special Gary Singh 112770822 Job Reference (optional) Truss Co, Sumner, WA a 1 -1-4-0 1-4-0 5-5-4 5-5-4 4x4 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13.11.42 2019 Page 1 ID:molbE50SX9KgzZBKX?rARJzNUmt-J4A1O46FJLefX2kl4Dwj3NDIV1XIy keT R?zzJCuV 10-13 8-7-12 12-0-0 0-5-11 2-8-13 3-4-4 Scale = 1:22.6 3x4 II 6.00 12 4x5 = 3x4 5-5-4 5-5-4 Plate Offsets__(Y Y)— 12:0-1-8.Edge!. [6:0-1-12,0-1-8) 12-0-0 6-6-12 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCOL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.76 BC 0.99 WB 0.29 -Matrix-MP REACTIONS. (lb/size) 2=567/0-5-8 (min, 0-1-8), 6=469/Mechanical Max Horz 2=85(LC 9) Max Uplift 2=-52(LC 10), 6 —52(LC 7) Max Gray 2=766(LC 26), 6=645(LC 25) DEFL. in (loc) I/defl- L/d Vert(LL) -0,24 6-7 >599 360 Vert(CT) -0.33 6-7 >437 240 Horz(CT) 0.01 6 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=740/6, 11-12=653/8, 3-12=649/16, 3-13=581/38, 4-13=-583/37, 5-6=320/22 BOT CHORD 2-15=54/581, 7-15=-54/581, 7-16=-77/555, 6-160-77/555 WEBS 4-6=-728/81, 4-7=-38/295 PLATES GRIP MT20 185/148 Weight: 46 Ib FT = 20% Structural wood sheathing directly applied or 4-4-14 oc purlins, except end verticals, and 2 0 0 oc purlins (6-0-0 max.): 3-5. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and requiredcrossbracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Aft dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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. Applicability of design paramemers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability Outing construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrTPIl Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Qty Ply Gary Singh 112770823 J1032423 L Truss Co, er, WA Truss 802 1-4-0 Truss Type Roof Special 6.00 12 3x10= 7.5 7 7-5-4 10 Job Reference (gotiopa ) 8 240 s Dec 6 2018 MTek Industries, Inc. Mon May 6 1311:43 2019 Page 1 ID:mo1 bE50SX9KgzZBKX?rARJzNUmt-oGjPcQ6t4fmW9CJUewRycbm14Qw0htRtt7j_XPzJCuU 700.15 12-0-0 0-5-11 4-1-1 11 4x8 3 Scale = 1:27.7 3x4 11 12 Plate OffsetsjX Y)-- [2:0-10-4 0-0-10] [3;0-4-0 0-1-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * _RCDL 7 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/7PI2014 LUMBER. TOP CHORD 2x4 DF 2400F 2.0E *Except* T2: 2x4 HF No.2 BOT CHORD 2x4 DF No.18Btr WEBS 2x4 HF Stud 7-5-4 CST. TC 0.77 BC 0,80 WB 0.42 Matrix -MP REACTIONS. (Ib/size) 2=567/0-5-8 (min. 0-1-8), 5=469/Mechanical Max Horz 2=114(LC 9) Max Uplift 2=-70(LC 10), 5-59(LC 7) Max Gray 2=849(LC 26), 5=543(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-722/35, 10-11=-530/37, 3-11=-448/46, 4-5=-333/37 BOT CHORD 2-13=-57/478, 6-13=-57/478, 6-14=-60/462, 5-14=-60/462 WEBS 3-6=0/412, 3-5=622/68 4-5-12 DEFL. in (loc) I/defl L/d Vert(LL) -0.19 6-9 >737 360 Vert(CT) -0,29 6-9 >493 240 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 50 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vutt=110mph (3-second-gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end.verlical left and right exposed; Lumber DOL=1.60plate- grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25-0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof bad of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent.with any other live loads. 7) * This truss has been designed for a live load.of 23.0psf on the bottom chord -in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 10) This truss has been designed for a moving concentrated load of 250.01b live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live Toads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 Ib down and 62 Ib up at 7-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 May 7,2019 :ARMING -Verity desigtr pararrrelars and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7477 BEFORE USE use only wdh MTek con ors. This design is based only upon parameters shown, and is for an Individual building component. of design paremerders and proper incorporation of component Is responsibility of building designer - not Truss designer. Bracing shown support of individual web members only, Additional temporary bracing to insure slabiltty during construction is the responsibilliy of the or. Adddional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSt1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, via 53719. FJob 1032423 • TrVss Co, ITIUSS ,802 Sumner, WA Truss Type Roof Special 1 rIPty LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptt) Vert: 1-3=-66, 3-4=-66, 5-7=-14 Gary ifi h Job Reterenge Joptin.all 112770823 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:11:43 2019 Page 2 ID:molbE50SX9KqzZBKXWARJzNUmt-oGjPc(l)6t4fmVV9CJUewRycbmt4Qw0htRtt7LAPzJCuU A WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AltI-7473 BEFORE ISE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer not truss designer. Bracing shown is for lateral support of indivklual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality coMrol, storage, delivery, erection and bracing, consult ANSIfTP11 Quality Criteria, IDSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 563 D'Onefrio Drive, Madison, WI 53719. Truss Qty Ply 1 Gary Singh Truss Co, umner, WA 603 Taiss Type Roof Special -1-4-0 1-4-0 3x8 Plate Offsets (X Y)- (2:0-2-9 0-1-8] f5:0-1-12,0-1-84, 4-11-12 4-11-12 6 00 I-1Y 1.5x4 2 1 lOtiReterence_fapti 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:11i44 2019 Page 1 ID:molbE50SX9KqzZBKX?rARJzNUmt-GTHnpm7ViyuNnMugCeyB8oJ3AFJQKC16mTY3rzJCuT 9-5-4 9110-1,5 12-0-0 4-5-8 01-5-11 2-1-1 9-5-4 9-5-4 112770824 4x4 Scale = 1:33.1 3x4 5 3x10 = 3x4 I, 12-0-0 2-6-12 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0,0 • 7,0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1.&Btr WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!, TC 0.63 BC 0.86 VVB 0.39 Matrix -MP REACTIONS. (lb/size) 6=570/Mechanical, 2=586/0-5-8 (min. 0-1-8) Max Horz 2=141(LC 9) Max Uplift 6=-76(LC 10), 2=-67(LC 10) Max Grav 6=676(LC 26), 2=908(LC 26) DEFL. in (loc) l/defl L/d Vert(LL) -0.30 7-10 >479 360 Vert(CT) -0.45 7-10 >313 240 Horz(CT) 0.01 6 n/a n/a FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-1094/83, 3-11=-922/100, 3-12=-503/33, 4-12=-360/41, 4-13=-321/57, 13-14=-322/57, 5-14=-323/57, 5-6=-701/65 BOT CHORD 2-15=-110/927, 7-15=-110/927 WEBS 3-7=-685/133, 4-7=-308/81, 5-7=-55/708 PLATES GRIP MTN 185/148 Weight: 56 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purtins, except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) VVind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4,2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 Ib down and 64 Ib up at 9-11-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 May 7,2019 A WARNING - Verity design parameters and READ NOTES ON 17110 AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and gracing, consutl ANSUTP11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, Job Truss Truss Type PIy I Gary Singh 112770824 J1032423 • 803 Truss Co. Sumner, WA Roof Special LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert; 1-4-66, 4-5=-66, 6-8=-14 Concentrated Loads (lb) Vert: 13=-119 1 Job Reference jopfonall 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:11:44 2019 Page 2 ID:molbE50SX9KgzZBKX?rARJzNUmt-GTHnpm7VryuNnMugCeyBBoJ3_gFJQKC16mTY3rzJCuT A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil 7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction Is the responsibility or the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Duality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. [Job 1.11032423 • Truss E04 Truss Type Roof Special Girder Q 1 Ply Gary Singh 112770825 Job Reference (optional) Truss Co, Sumner, WA -1-4.0 1-4-0 3x8 4.1-5 4-1-5 6,00 F2 12 1.5x4 8 240 s Dec 6 2016 MiTek Industries, Inc. Mon Ma_y 6 13:11:45 2019 Page 1 ID:mo1 bE50SX9KgzZBKX7rARJzNUmt-kfr91687cG0E0VStILTQh0rBREcn91xAKQC5cHzJCuS 7-1-4 7-10.15 12-0-0 2-11-15 0-9-11 4-1-1 5x6 4 17 18 19 7 20 JUS24 JUS24 JU524 JUS24 4x8 Plate Offsets (X.Y)— 12;0-2-9,0-1-81,[5:0-2-0 0-2-0j,(7:0-1-8,0-2-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' __BCQL _ 7 0 LUMBER - TOP CHORD 2x4 HF No.2 *Except' T2: 2x6 DF SS BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Cade IRC2015/TP12014 7-1-4 CSI. TC 0.78 BC 0.78 WB 0.55 Matrix -MP REACTIONS. (lb/size) 6=1241/Mechanical, 2=942/0-5-8 (min. 0-2-0) Max Horz 2=112(LC 5B) Max Uplift 6=-164(LC 10), 2=-80(LC 10) Max Gray 6=1296(LC 26), 2=1232(LC 26) 21 22 JUS24 4x5 = Scale = 1:26.9 5 6 3x4 11 12-0-0 4-10-12 DEFL. in (loc) Udell L/d Vert(LL) -0.13 7-10 >999 360 Vert(CT) -0.31 7-10 >462 240 Horz(CT) 0.01 6 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11-1785/149, 3-11=1716/162, 3-12=-1388/129, 4.12=1289/135, 4-13=1151/139, 13-14=-1153/136, 14-15=-1152/137, 15-16=-1149/136, 5-1.6=-1149/136, 5-6=-1213/192 BOT CHORD 2-17=-152/1552, 17-18=-152/1552, 18-19=-152/1552, 7-19=-152/1552 WEBS 3-7=-476/76, 4-7=-290/239, 5-7=142/1453 PLATES GRIP MT20 185/148 Weight 57 Ib FT = 20% Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc-bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (16) 1) Wind; ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=42psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered tor this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 7) ' This truss has been designed for a live load of 23,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=lb) 6=164. 10) This truss has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use USP JUS24 (With 4-10d nails into Girder & 4-10d 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) J802 (1 pty 2x6 OF), J804B (1 ply 2x6 DF), J8068 (1 ply 2x6 DF), J8086 (1 ply 2x6 DF), J810B (1 ply 2x6 DF) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Continued on page 2 May 7,2019 WARMNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillly of the erector. Additional permanent bracing of the overaa structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Duality Criteria, DSB-89 and BCSI1 Building Component Safety Information availabte from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job J1032423 ' Truss Go, Sumner, WA Truss E04 iTruss Type Roof Special Girder Qty ry Singh 112770825 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 131145 2019 Page 2 I amo1bE50SX9KozZ13100rARJzNUmt-kfr91687cGOEOVStILTQh0rBREcn9IYAKQC5cHzJC uS NOTES- (16) 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 656 Ib down and 274 Ib up at 7-11-10, and 246 Ib down and 110 Ib up at 10-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 16) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate increase=1.15 Uniform Loads (pif) Vert: 1-4=-66, 4-5=-66, 6-8=-14 Concentrated Loads (Ib) Vert: 13=-580 15=-179 17=-41(F) 18=-53(F) 19=-77(F) 20=-107(F) 22=-109(F) WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 66I-747.7 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. Applicability of design pararrienters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overaN structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Truss Type aidomia Girder Gary Singh 112770826 Job Truss J1032423 • F01 Truss Co, Sumner, WA • 4-1-5 4-1-5 26 JUS24 4x8 600l 7-1-4 7-10-18 2-11-15 0-9-11' 5x8 3 19 1.5x4 27 28 929 30 JUS24 JUS24 3x8 = JUS24 JP.b Reference (op_ti_gnal) 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:11:47 2019 Page 1 ID:mo1bE50SX9KqzZBKX?rARJzNUmt-g 1zwRoAN8tGyepcFtmW.imRwXo2HWdk9TokhCgP'zJCuQ 12-1-1 12-10-13 15-10-11 20-0-0 I I 21-4-0 4-2-2 8-9-11 2-11-15 4-1-5 1-4-0 21 31 JUS24 5x8 32 33 8 JUS24 3x9 JUS24 1 5x4 5 35 JUS24 25 as JUS24 7-1-4 Plate Offsets (X Y)— [1:0-0-5 Edge) 13:0-3-8,0-2-81,14:0-3-4,0-2-81 6:0-3-7,0-3-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0,0 * _.E3C0L 7,0 LUMBER - TOP CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber-DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 2x4 HF No.2 *Except T2: 2x6-DF SS BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud WEDGE Right: 2x4 SP No.3 CSI. TC 0.78 BC 0.89 VVB 0.24 Matrix-MSH 9-8 8;0-1-12,0-1-8J DEFL. in (loc) Udefl Vert(LL) -0.18 8-9 >999 Vert(CT) -0.37 8-15 >650 Horz(CT) 0.07 6 n/a REACTIONS. (Ib/size) 1=1787/Mechanical, 6=1881/0-5-8 (min. 0-3-11) Max Horz 1=-59(LC 75) Max Uplift 1=-209(LC 10), 6=-231(LC 11) Max Grav 1=2094(LC 29), 6.2252(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-4039/474, 16-17=-3978/476, 2-17=-3971/486, 2-18=-3692/466, 3-18=-3550/475, 3-19=-3250/450, 19-20=-3249/450, 20-21=-3242/448, 21-22=-3239/447, 22-23=-3239/447, 4-23=-3232/445, 4-24=-3584/484, 5-24=-3733/475, 5-25=-3949/487, 6-25=-4032/475 BOT CHORD 1-26=-426/3558, 26-27=-426/3558, 27-28=426/3558, 9-28=-426/3558, 9-29=-388/3275, 29-30=-388/3275, 30-31=-388/3275, 31-32=-388/3275, 32-33=-388/3275, 8-33=-388/3275, 8-34=-376/3533, 34-35=376/3533, 35-36=-376/3533, 6-36=-376/3533 WEBS 2-9=404/92, 3-9=0/675, 4-8=0/707, 5-8=-361/127 L/d 360 240 n/a PLATES MT20 1 GRIP 185/148 Scale = 1:36.0 Weight: 86 Ib FT = 20% Structural wood sheathing directly applied or 2-5-3 oc purlins, except 2-0-0 oc purlins (3-11-10 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. (16) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered Tor this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 61 between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (0=lb) 1=209, 6=231. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 50,01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 May 7,2019 a WARNING - Verify design parameters and READ NOTES ow THi3 AND INCLUDED MITE'S REFERENCE PAGE 15111-7477 BEFORE USE Design valid for use only with MiTelc connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters end proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility ol the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/Wit Quality Ciiteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, VVI 53719. [Job J1032423 Truss FD1 Truss Type California Girder OfY Piy Gary Singh 112770826 Job Reference_Loptional) 1 Truss Co, Sumner, WA 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13 11:48 2019 Page 2 ID:mol bE50SX9KqzZ8KX?rARJzNUmt-8EXIf8A?vB0pFzBRRU17JeTiVRcIMBOc1ORICczJCuP NOTES- (16) 12) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 2-0-12 from the left end to 17-11-4 to connect truss(es) J802 (1 ply 2x6 DF), J804 (1 ply 2x6 DF), J806 (1 ply 2x6 DF), J808 (1 ply 2x6 DF), J810A (1 ply 2x6 DF), J808 (1 ply 2x6 DF), J806 (1 ply 2x6 OF), J804 (1 ply 2x6 DF), J802 (1 ply 2x6 DF) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 717 Ib down and 294 Ib up at 7-11-10, and 259 Ib down and 110 Ib up at 10-0-0, and 717 Ib down and 294 Ib up at 12-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) All dimensions given in feet-incties-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 4-7=-66, 10-13=-14 Concentrated Loads (Ib) Vert: 20=-618 21=-194 23=-618 26=-41(F) 27=-40(F) 28=-40(F) 30--102(F) 31=-103(F) 32=-102(F) 34=-40(F) 35=-40(F) 36=-41(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 95I.7473 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, Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSITTP11 Quality Criteria, D51349 and BCS11 Building Component Safety Information available from Truss Plate tnstilute, 563 D'Onofrio Drive, Madison, WI 53719. Job J1032423 • Truss F02 Truss Type 1O1y Common 2 Ply Gary Singh -fl 112770827 Truss Co, Sumner, WA 4x6 5-3-4 5-3-4 _6-10-3 6-10-3 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc, Mon May 6 111148 2019 Page 1 ID:mo1bE50SX9KqzZBKX7rARJzNUmt-8EX1f8A?vB0pFzBRRU17JeTkIRbtMCGc1ORICczJCuP 10-0-0 14-8-12 20-0-0 21-4-0 I --I 4-8-12 4-8-12 5-3-4 1-4-0 3x4 = 4x4 = 13-1-13 6-3-11 3x4 = 20-0-0 6-10-3 4x6 =- 1 Scale = 1:36.6 6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina- YES Code IRC2015/TP12014 CSI. TC 0.67 BC 0.95 VVB 0.19 Matrix-MSH REACTIONS. (Ib/size) 1=797/Mechanical, 5=891/0-5-8 (min. 0-1-8) Max Horz 1=-76(LC 11) Max Uplift 1=-59(LC 10), 5=-79(LC 11) DEFL. in (loc) I/deft L/d Vert(LL) -0.20 7-8 >999 360 Vert(CT) -0.29 8-11 >822 240 Horz(CT) 0.03 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 71 Ib FT = 20% BRACING - TOP CHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1396/101, 2-15=-1341/113, 2-16=-1240/103, 16-17=-1169/111, 3-17=-1161/121, 3-18=-1150/117, 18-19=-1158/107, 4-19=-1229/98, 4-20=-1329/108, 5-20=-1398/97 BOT CHORD 1-21=-107/1213, 8-21=-107/1213, 8-22=-11/798, 7-22=-11/798, 7-23=-34/1199, 5-23=-34/1199 WEBS 3-7=-56/541, 4-7=-354/117, 3-8=61/545, 2-8=-373/120 Structural -wood sheathing directly applied or 4-1-3 oc ptirlins Rigid ceiling -directly applied or 2-2-0 oc bracing. rMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pt=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50,0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format LOAD CASE(S) Standard May 7,2019 WARNING - Verily design parameters and READ NOTES ON THIS ANO INCLUDED MITER REFERENCE PAGE M11,7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indWidual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANS4/TP11 Quality Criteria. DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio DriVR, Madison, VVI 53719. rja 1J1032423 • Truss Co, umner, WA r1-4-0 1-4-0 Truss G01 Truss Type CAL HIP 4-1-5 4-1-5 7-5-4 7- 5 11.7-14 3-3-15 6.00 112 1.5x4 28 3 26 27 6x10 = E 15-10-8 3-8-15 4-2-10 4x4 45 46 47 48 21 20 49 5051 52 53 5x8 JUS24 JUS24 JUS24 JUS24 4x4 = 4x6 = JUS24 JUS24 JUS24 ;Ply Gary Singh 2 Jotz_Bele_reamloptionall 8 240 s Dec 6 2018 Mask Industries, Inc. Mon May 6 13 11:56 2019 Page 1 I D:mol bE50SX9KqzZBKX?rARJzNUrrit-vmOKK1H10ePgDCo_v9A?dKo2fgPOEh9oseNAV9zJCoH 20-1-8 24-4-2 28-1-1 28/6-112 31-10-11 1 36-0-0 37-4-0, 4-3-0 4-2-10 3-8-15 0-5-11 3-3-15 4-1-5 1-4-0 112770828 1.5x4 1 4x4 = 7 7x8 3x8 0 10 39 40 6x8 41 1.5x4 12 42 43 Scale = 1:65.1 13 44 14 ir,3 18 54 55 5657 19 17 16 15 = 7x8 VVB 4x10 4x5 = THD26-2 4x6 = 4x4 = 11-7-14 15-10-8 20-1-8 24-4-2 28-8-12 4-3-0 4-2-10 7-5-4 36-°-° 4-2-10 4x6 = Plate Offsets. (X,Y)- [4:0-7-4,Edge], [5:0-1-12,0-1-12], [7:0-1-12,0-1-12], [9:0-3-8,0-1-12], [10:0-3-0,Edge], [11:0-2-12,0-2-41,113:0-2-12,0-1-1], [16:0-2-4,0-2-0] .117:0-1-12,0-2-01 [20:0-2-0,0-2-01 LOADING (psf) TCLL 25.0 (ROW Snow=25.0) TCOL 8.0 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 OF SS WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina NO Code IRC2015/TPI2014 CSI, TC 0.90 BC 0.59 WB 0.71 Matrix-MSH REACTIONS. (lb/size) 2=4133/0-5-8 (min. 0-3-9), 13=3073/0-5-8 (min. 0-2-9) Max Harz 2=68(LC 124) Max Uplift 2=-493(1C 10), 13=-317(LC 11) Max Grav-2=4322(LC 32), 13=3106(LC 18) DEFL. in (loc) 1/dell LLd Vert(LL) -0.50 17-19 >862 360 Vert(CT) -0.75 17-19 >573 240 Horz(CT) 0:11: 13 n/a n/a PLATES GRIP MT20 165/148 Weight: 388 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins, except 2-0-0 oc purlins (2-6-3 max.): 4-11, 9-10. 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 2-26=-8647/1034, 2-27=-8722/1091, 3-27=-8661/1103, 3-28=8699/1091, 4-28=-8679/1099, 4-29=-10651/1326, 29-30=-10651/1326, 5-30=-10651/1326, 5-31=-12362/1483, 31-32=-12362/1483, 6-32=-12362/1483, 6-33=-12362/1483, 33-34=-12362/1483, 7-34=-12362/1483, 7-8=-10702/1239, 8-9=-10702/1239, 9-35=-8161/933, 35-36=-8161/933, 36-37=-8161/933, 37-38=-8161/933, 11-38=-8161/933, 11-40=-264/23. 11-41=-6236/676, 12-41=-6264/668, 12-42=-6361/660, 42-43=-6384/657, 13-43=-6420/649, 13-44=-6364/623 BOT CHORD 2-45=-991/7726, 2-46=-995/7754, 46-47=-995/7754, 47-48=-995/7754, 21-48=-995/7754, 21-49=-977/7894, 49-50=-9 I/894, 50-51=-977/7894, 20-51=-977/7894, 20-52=-1276/10651, 52-53=-1276/10651, 19-53=-1276/10651, 18-19=-1189/10702, 17-18=1189/10702, 17-54=-881/8275, 16-54=-881/8275, 16-55=-561/5672, 15-55=-56115672, 15-56=-557/5714, 13-56=-557/5714, 13-57=-555/5696 WEBS 3-21=-353/333, 4-21=0/696, 4-20=-429/3752, 5-20=-2163/364, 5-19=-222/2261, 6-19=-464/113, 7-19=-466/2456, 7-17=-1951/285, 9-17=-407/3208, 9-16=-2367/327, 11-16=-437/3543, 11-15=-15/367 NOTES- (18) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-19 2x4 - 1 row at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vutl=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 5) Unbalanced snow loads have been considered for this design. Continued on page 2 May 7,2019 AIMING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTV( REFERENCE PAGE MI1..7477 BEFORE USE, Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer - nal truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the ereclor. Additional permanent bracing of the overall structure is the responsibidly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSINP11 Quality Crteria, D5E3-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 51(3 D'Onofrio Drive, Madison, WI 53719, Job Truss Truss Type 101Y J1032423 ' IG01 'CAL HIP 1 rence(o_pkional) Truss Co, Sumner, WA 8,240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13 1156 2019 Page 2 ID:mo1bE50SX9KqzZBKX?rARJzNUmt-vrnOKKtH10ePgDCo_v9A?dKo2fgPOEh9oseNAV9zJCLIN 'NOTES- (18) 6) This truss has been designed for greater of min roof live load of 16,0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) The Fabrication Tolerance at joint 4 =- 12% 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=493, 13=317. 12) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 14-0-12 to connect truss(es) J802 (1 ply 2x6 DF), J804 (1 ply 2x6 DF), J806 (1 ply 2x6 DF), J808 (1 ply 2x6 DF), J810 (1 ply 2x6 DF), J812 (1 ply 2x6 DF), J814 (1 ply 2x6 DF) to front face of bottom chord. 15) Use USP THD26-2 (With 18-16d nails into Girder &12-1Gd nails into Truss) or equivalent at 15-10-8 from the left end to connect truss(es) L01 (2 ply 2x6 DF) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 687 lb down and 293 Ib up at 7-8-8, 261 Ib down and 111 Ib up at 10-0-12, 243 Ib down and 114 Ib up at 12-0-12, and 211 Ib down and 114 lb up at 14-0-12, and 64 lb down and 213 lb up at 15-10-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pd) Vert: 1-4=-66, 4-9=-66, 10-11=-66, 11-14=-66, 2-13=-14, 9-10=-66 Concentrated Loads (Ib) Vert: 4=-588 19=-2519(F) 30=-196 31=-174 32=-142 46-41(F) 47=-40(F) 48=-40(F) 49=-102(F) 51=-104(F) 52=102(F) 53=-102(F) WARNING Verity dasigr, parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 810.7473 BEFORE USE,. Design valid for use only wtth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramerders and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIl Building Component Safety Information available from Truss Plate Institute, 583 D'Onefrio Drive, Madison, WI 53719. 112770828 eTRUSSco. rob - - J1032423 • Truss Co, Sumner, WA 0-44) 1-4-0 5x6 = Truss G02 4-11-12 4-11-12 3x4 = _aate Olf.P.PIS._(X.Y)- 12: ,Ec19ftl,„ 0-2-0,1,13:0-3-12,0-2-01,19; LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 2x4 HF No.2 *Except` T2: 2x4 OF No.l&Btr 2x4. DF 2400F 2.0E 2x4 HF Stud 2x4 HF No.2 Truss Type !California 9-5-4 9-10-15 15-1-12 4-5-8 0-5-11 5-2-13 5x8 3x4 = 1-QtY Ply Gary Singh 0 Refe io_aaii 112770829 8.240 s Dec 5 2018 MiTek Industries, Inc. Mon May 6 13:11:58 2019 Page 1 ID:rno1b650SX9Kqz2BKX7rARJzNUmt-s9741Z1HYGfOSVyM0aCljluQ6T391934KysHZ1zJCuF 20-10-4 26-1-1 266-02 31-0-4 36-0-0 5-8-8 5-2-13 0-5-11 4-5-8 4-11-12 1.5x4 II 34 12 14 13 11 5x8 WB = 4x4 = 4x8 5x8 3/16"=1* 0 3x4 = 4x8 = 20-10-4 26-12 5-58 9-5-4 4 Edge], 11:0-2-0,0-2-01.11,39-1-12 0-1-12j CSI. TC 0.78 BC 0.76 WB 0.42 Matrix-MSH REACTIONS. (Ib/size) 9=1481/Mechanical, 2=1610/0-5-8 (min. 0-3-3) Max Horz 2=72(LC 10) Max Uplift 9=-102(LC 11), 2=-155(LC 10) Max Grav 9=1704(LC 29), 2=1938(LC 29) DEFL. Vert(LL) Vert(CT) Horz(CT) BRACING - TOP CHORD BOT CI-1ORD F in (loc) Vciefl LJd PLATES GRIP -0.31 10-17 >999 360 MT20 185/148 -0.53 14-20 >809 240 0.11 9 n/a n/a FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-3368/274, 3-21=-3260/291, 3-22=-2933/232, 4-22=-2875/243, 4-23=-3476/294, 23-24=-3476/294, 24-25=-3476/294, 25-26=-3476/294, 5-26=-3476/294, 5-27=-3474/279, 27-28=-3474/279, 6-28=-3474/279, 6-29=-3474/279, 29-30=-3474/279, 7-30=-3474/279, 7-31=-2880/205, 8-31=-2937/195, 8-32=-3034/223, 9-32=-3205/207 BOT CHORD 2-33=-269/2932, 14-33=-269/2932, 14-34=-196/2625, 13-34=-196/2625, 12-13=-256/3476, 11-12=-256/3476, 11-35=-121/2629, 10-35=-121/2629, 10-36=-154/2814, 9-36=-154/2814 WEBS 3-14=-578/139, 4-14=0/428, 4-13=-121/1127, 5-13=-668/120, 5-11=-314/161, 6-11=-666/107, 7-11=-147/1120, 7-10=0/436, 8-10=-597/137 Weight: 158 Ib FT = 20% Structural wood sheathing directly applied or 2-4-8 oc purlins, except 2-0-0 oc purtins (2-11-8 max.): 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance.with Stabilizer installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vutt=110mpti (3-second gust) Vasd=87mph; TCOL=4.8psf; BCOL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever eft and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (j1=1b) 9=102, 2=155, 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at an mid panels and at all panel Points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads, datpR16805 representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 7,2019 WARNING - Verity design parantefera and READ NOTES ON THIS AND INCLUDED PRTEX REFERENCE PACE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is 61 lateral support of individual web members only. Additional temporary bracing to insure stabiloy during construction is Ole responsibility of the eredor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSU1'P11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719, ; theTRUSSco. INC. 423 Truss Go2 Truss Type alifomia 0 Ply Gary Singh 112770829 Job Reference (optional) Truss Co, Sumner, WA 9 240 s Dec 6 2018 MTTek Industries, Inc. Mon May 6 13:11:59 2019 Page 2 ID:motbE50SX9KgzZBKX?rARJzNUmt-KLhSzuJvJZnF4fXZaHjiFzObrtPOR6JEYrbr5TzJCuE NOTES- (13) 12) Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated load(s) 118 Ib down and 71 Ib up at 9-8-8, 118 Ib down and 50 Ib up at 12-0-12, and 120 Ib down and 53 Ib up at 14-0-12, and 64 Ib down and 213 Ib up al 15-10-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4= 66, 4-7=-66, 7-9=-66, 15.18 —14 Concentrated Loads (Ib) Vert: 4=-19 23=-52 25=-51 lrRNiNG - Yarlty dnnl4n 1 Puamclers and READ NOTES 011 THIS AND INCLUDED MITEK REFERENCE PAGE MN-7473 BEFORE USE. n valid for use only wilts MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicabiilly of design paramemers and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respon5ibillily of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'onolnio Drive, Madison, WI 53719. INC. fJob J1032423 • Truss Co, Su 40I 1-4-0 4x6 = Truss G03 WA 5-11-5 5-11-5 20 6.00 12 21 Truss Type California 3x4 !- 11-5-4 5-5-15 5x8 18-0-0 6-1-1 2324„2 32 13 33 12 34 35 1.5x4 II 3x4 Qy IPIy 1 I 1 Gary Singh Jgb_Befereflcelopti on aI I12770830 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:02 2019 Page 1 ID:mo1 bE50SX9KgzZBKX?rARJzNUmt-kwNbbwLocU9px7G8FOHPtb22i5QKePK9FagVozJCuB 24-1-1 2412 30-0-11 36-0-0 6-1-1 0-5-11 5-5-15 5-11-5 1.5x4 Ii 11 5x8 5x8 28 29 3x4 7 36 37 39 10 38 9 3x4 1.5x4 II Scale: 3/16"=1' 4x8 = 5-11-5 11-5-4 18-0-0 24-6-12 { 30-0-11 364L _1 5-11-5 5-5-15 6-6-12 612 5-5-15 5-11-5 Plate Offsets (X Y)- 12:0-0-4,0-0-01, (3:0-1-12 0-1-81, 14:0-4-0.0-2-4] 16:0-4-0,0-2-41,17:0-1-12,0-1-81J8:0-0-4,0-0-91410:0-1-12.0-1-81 111:0-4-0,0-3-01 112:0-1-12.0-1-8) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL Z,9 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CST. TC 1.00 BC 0.74 WB 0.66 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (lot) -0.25 11 -0,36 11-12 0.13 8 I/defl >999 >999 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 158 Ib FT = 20% 2x4 HF No.2 'Except' T2: 2x4 DF No.1&6tr 2x4 DF No.1&Btr 2x4 HF Stud 'Except" W4,W6: 2x4 HF No.2 -REACTIONS. (Ib/size) 8=1509/Mechanical, 2=1643/0-5-8 (min. 0-3-8) Max Herz 2=84(LC 14) Max Uplift 8=-137(LC 11), 2=-171(LC 10) Max Gray 8=1892(LC 29), 2=2113(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-20=-3720/287, 20-21=-3599/288, 3-21=-3584/301, 3-22=-2957/266, 4-22=2807/277, 4-23=-2718/250, 23-24=-2718/250, 24-25=-2718/250, 25-26=2718/250, 5-26=2718/250, 5-27=-2718/250, 27-28=2718/250, 6-28=2718/250, 6-29=-2653/245, 7-29=-2810/233, 7-30=-3366/276, 30-31=3496/263, 8-31=3610/261 BOT CHORD 2-32=-284/3219, 13-32=-284/3219, 13-33=-284/3219, 12-33=-284/3219, 12-34=-186/2517, 34-35=-186/2517, 11-35=-186/2517, 11-36=111/2377, 36-37=-111/2377, 10-37=-111/2377, 10-38=-195/3127, 9-38=-195/3127, 9-39=-195/3127, 8-39=-195/3127 WEBS 3-13=0/370, 3-12=-776/135, 4-12=-13/467, 4-11=-86/668, 5-11-827/151, 6-11=-105/694, 6-10=-11/481, 7-10=829/135, 7-9=0/372 Structural -wood sheathing directly applied, except 2-0-0 oc purlins (2-2-0.max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance -with Stabilizer I Installation guide. NOTES- (13) 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water pending, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live Toad of 23.0psf 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 = 7.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 8=137, 2=171. 10) This truss has been designed for a moving concentrated load of 250.olb live and 50.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live Toads. GtdAltigNeivibaoig representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 7,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE MI67473 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. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the rasponsibllllly of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIFTPI7 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Ononio Drive, Madison, WI 53719. Job ltruss Truss Type Qty Ply Gary Singh 112770830 IJ1032423 • Truss Co, G03 Califomia 1 Job Reference (optional) Sumner, WA 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:02 2019 Page 2 I D:mo1 bE50SX9KgzZBKX?rARJzNUmt-kwNbbwLocU9px7G8FQHPtb22i5QKePKgFagViozJCuB NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 Ib down and 72 Ib up at 11-8-8, 126 Ib down and 51 Ib up at 14-0-12, and 128 Ib down and 54 Ib up at 15-10-8, and 99 Ib down and 66 Ib up at 24-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-6=-66, 6-8=-66, 14-17=-14 Concentrated Loads (Ib) Vert:4=-66 23=-59 25=-58 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onoirio Drive, Madison, WI 53719. theTRUSSco. INC. `Truss Truss Type GO4 California Qty Ply Gary Singh 112770831 Job IJ1032423 • Truss Co, Sumner, WA I-1-4-0 I 1-0.0 3x10 11 Job Refere_nc.(pptiopa1) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:04 2019 Page 1 I D:mo 1 b E50SX9KgzZBKX?rARJzNUmt-gJVL0cN285QXAQ P WNrJty08REu2m6LiziuJcn hzJCu9 7-0-6 13-5-4 7-0-6 6-4-14 10 -/15 14-1--10 4-1-11 0--i11 28-11-102 6-4-14 7�0-60 32 13 1,5x4 I I 33 5 12 3x10 = 3x4 = 24 27 2c6 34 11 35 4x12 1.1T18HS _ Plate Offsets, Y)— j2:0-104.0-0-14L f4'0-2-0.0-2 4j, j6:0-2-0 0-2-41 f8:0-10-4 0-0-14] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • 6CDL 7. LUMBER - TOP CHORD 2x4 DF No.18:Btr *Except* T2: 2x4 HF No.2 BOT CHORE) 2x4 DF No.18:Btr WEBS 2x4 HF Stud *Except— W4,W5-2x4f-IF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc( YES Code IRC2015TTPI2014 CSI. TC 0.80 BC 1.00 WB 0.54 Matrix-MSH 5x6 10 3x10 = 29 36 DEFL. in (loc) I/deft Ud Vert(LL) -0.36 10-12 >999 360 Vert(CT) -0.62 10-12 >697 240 Horz(C-T) 0.13 8 n/a n/a 4x4 7 9 1,5x4 I I 37 Scale = 1:62.9 3x10 = PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 161 Ib FT = 20% BRACING - TOP CHORD 'Structural -wood sheathing directly applied or-2-2-0 oc puffins, except 2-0-0 oc purlins (3-0-12 max.): 4-6. BOT CHORD Rigid ceiling directly applied or-10-0-0 oc bracing, Except: 1-4-12 oc bracing: 10-12. WEBS 1 Row at midpt 3-12, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instajlation guide. REACTIONS. (Ib/size) 8=1512/Mechanical, 2=1632/0b8 (min. 0-3-9) Max Harz 2=96(LC 10) Max Uplift 8=-136(LC 11), 2=-161(LC 10) Max Grav 8=2029(LC 29), 2=2157(LC 29) FORCES. (it) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-20=-3888/261, 20-21=-3725/262, 3-21=3594/276, 3-22=-2925/226, 4-22=-2742/239, 4-23=-2451/241, 23-24=-2452/241, 24-25=-2453/242, 5-25=-2453/242, 5-26=-2376/231, 26-27=-2376/231, 27-28=-2375/231, 6-28=-2375/231, 6-29=-2656/228, 7-29=-2843/215, 7-30=-3530/270, 30;31=-3660/256, 8-31=-3823/254 BOT CHORD 2-32=-265/3351, 13-32-265/3351, 13-33=-265/3351, 12-33=-265/3351, 12-34=-127/2491, 11-34=-127/2491, 11-35=-127/2491, 10-35=-127/2491, 10-36=-180/3296, 9-36=-180/3296, 9-37=-180/3296, 8-37=-180/3296 WEBS 3-13=0/386, 3-12=-1028/155, 4-12=0/665, 5-12=-350/93, 5-10=-432/103, 6-10=-14/789, 7-10=-1053/158, 7-9=0/387 NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater o1 min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 23.0psf 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 = 7.0psf. 9) Refer 10 girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=lb) Contkin6o441' 2 ® WARNING - Vnnfy design parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual building component ApplicaNllry of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during conshuction is the rerponsibilllly of Me erector. Additional permanent orating of me overall structure is the responsibility of the building designer. For general guidance regarding replication, quality control, storage, delivery, erection and bracing, consult ANSIITPII ouathy Criteria, D5B-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. May 7,2019 Job [Truss J1032423 • Truss Type California Ply Gary Singh 112770831 IG04 L Job Referen o.tjonal) Truss Co, Sumner, 5 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:05 2019 Page 2 ID:rnolbE50SX9KgzZBKX?rARJzNUmt-8V2jDyNgvPYOoajwYg6VEgc_10?roy6xY29J7zJGu6 NOTES- (14) 11) This truss has been designed for a moving concentrated load of 250.0lb live and 50.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 Ib down and 72 Ib up at 13-11-10, and 119 Ib down and 47 Ib up at 15-10-8, and 108 Ib down and 66 Ib up at 22-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. WA LOAD CASE(S) Standard 1) Dead + S.now (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=66, 4-6=-66, 6-8=-66, 14.17=-14 Concentrated Loads (Ib) Vert: 23=-110 24w_57 28=-9 ® WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only wah MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is Me responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPI1 Quality Criteria, OSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onobio Drive, Madison. WI 53719. . INC. Job Truss Truss Type Gary Singh 112770832 J1032423 • IG05 Truss Co, Sumner, WA California Job Reference (optional) 8 240 s Dec 6 2018 MiTak Industries, Inc. Mon May 6 1312:07 2019 Page 1 ID:molbE50SIX9KgzZBKX?rARJzNUmt-5uAUedPwR0o61u852ztaaflxd66RJbgPOrXGNOzJCu6 5-5-12 10-4-5 1� 0 5-5-12 4-10-10 5-0-15 10 115 4-2-2 4�111 2 25�15 4-10-10 5- 2 4x8 Plate Offsets (X Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL_ 7 0 5 5 7 14 36 13 12 3x4 = 4x8 3x8 7-11-5 { 15-5-4 206-12 7-11-5 7-6 15_ 5-1-8 5x8 11 4x4 = 3x4 37 10 38 28-0-11 7-5-15 3x4 36-0-0 7-11-5 [2:0-3-11,0-1-14]. [4:0-1-12,0-1-8], [5:0-2-0 0-2-8] [7:0-1-12,0-1-8]. [9:0-0-11 Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc YES Code IRC2015/TP12014 CSI. TC 0_86 BC 0.88 WB 0.97 Matrix-MSH DEFL, in (loc) l/defl Ltd Vert(LL) -0.30 11 >999 360 Vert(CT) -0.42 10-11 >999 240 Horz(CT) 0.14 9 n/a n/a Scale = 1:62.6 4x10 PLATES GRIP MT20 185/ 148 Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing dbrectly-applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr 2-0-0 oc puffins (2-9-3 max.): 5-6. WEBS 2x4 HF Stud `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W4,W5,W6: 2x4 HF No.2 WEBS 1 Row at midpt 4-13, 6-13 WEDGE Left: 2x4 SF No.3 REACTIONS. (Ib/size) 9=1510/Mechanical, 2=1607/0-5-8 (min. 0-3-9) Max Horz 2=108(LC 82) Max Uplift 9=-131(LC 11), 2=-151(LC 10) Max Gray 9=2065(LC 29), 2=2172(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-4126/246, 21-22=-4038/254, 3-22=-4032/265, 3-23=-3762/241, 23-24=-3642/242, 4-24=-3536/254, 4-25=-2803/208, 25-26=-2661/210, 5-26=-2639/219, 5-27=-2379/218, 27-28=-2380/218, 6-28=-2380/218, 6-29=-2650/220, 29-30=-2661/210, 7-30=-2804/209, 7-31=-3533/258, 31-32=-3641/247, 8-32=-3759/239, 8-33=-4028/270, 33-34=-4035/259, 9-34=-4117/256 BOT CHORD 2-35=-279/3612, 14-35=-279/3612, 14-36=194/3029, 13-36=-194/3029, 12-13=-70/2384, 11-12=70/2384, 11-37=-105/3026, 10-37=-105/3026, 10-38=-192/3609, 9-38=192/3609 WEBS 3-14=-516/113, 4-14=-19/544, 4-13=930/143, 5-13=-20/761, 6-11=-52/718, 7-11=-885/145, 7-10=-23/549, 8-10=-513/115 MTelc recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vuit=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7.10; Pt=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of '16.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other five loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23,0psf 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 = 7.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 9=131, 2=151. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all ContRIA BRi13 9ng the Top Chord and Bottom Chord, nonconcurrent with any other live loads. WARNING - Verily design paranrelers and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MIF7473 BEFORE USE, Design valid for use only with Mack connectors. This design is based only upon parameters shown, end is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector: Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSUTPI1 Duality Criteria, DSB-89 and BCSI1 Bullding Component Safety Information available from Truss Plale Institute, 583 D'Onofrio Drive, Madison, WI 53719. May 7,2019 the INC. Job J1032423 Truss 'Truss Type G05 Califomia Qty Ply Gary Singh Job Reference (optional) 112770832 Truss Co, Sumner, WA NOTES- (13) 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger;s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 Ib down and 69 Ib up at 15-11-10, and 146 Ib down and 63 Ib up at 20-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced):. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-6=-66, 6-9=-66, 15-18=-14 Concentrated Loads (Ib) Vert:6=-47 27=-102 8 240 s Dec 6 2018 MiTek Industries, Inc, Mon May 6 13:'2:07 2019 Page 2 ID:mo1bE50SX9KgzZBKX?rARJzNUmt-5uAUedPwR0o61u852ztaaflxd66RJbgPOrXGNOzJGu6 A, WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7472 EIEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibi liry of the erector. Additional permanent bracing of the overat structure is the responsibility of the building designer. For general guidance regarding tabricalion, quality control, storage, delivery, erection and bracing, consua ANSITTP11 Quality Criteria, D56439 and BC511 Building Component Safety Information available from Truss Plate Institute, 563 D'Onahio Drive, Madison, WI 53719. 'Job J1032423 Truss Co, Sumner, WA F1-4-01 714 d 1-4-0 2 4x8 = Truss G06 6-4-5 6-4-5 0 Truss T City 4 Ply Gary Singh Job Reference (optional 112770833 1.5x4 \" 3 12-2-3 5-9-13 4x10 W1 4 8 240 s Dec 6 2018 MiTek Industries, Inc, Mon May 6 13:12:08 2019 Page 1 I D:mo 1 b E50SX9KgzZB KX?rARJzNU mt-Z4ksszQYB Kwzf2jHcgOp7s15YV Pg2DjZdVHpwSzJC u5 18-0-0 23-9-13 29-7-11 36-0-0 5-9-13 5-9-13 5-9-13 6-4-5 5x6 = Scale = 1:64.9 6.00 !1P 6 22 3x4 5 21 26 13 27 28 29 3x4 = 12 5x8 = 30 31 8-11-13 18-0-0 I 27--0 8-11-13 9-0-3 9-0-3 3x4 24 32 11 3x4 = Plate Offsets (X Y)- [2:0-0-4 0-0-01.[5:0-1-12.0-1-8.) [7:0-1-12 0-1-81 J10:0-0-4,0-0-01 12:0-4-0.0-3-0L LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* W4,W5,W3: 2x4 HF No.2 CSI- TC 0.91 BC 0.99 WB 0.28 Matrix-MSH REACTIONS. (lb/size) 2=1530/0-5-8 (min. 0-2-8), 10=1438/Mechanical Max Horz 2=123(LC 10) Max Uplift 2=-126(LC 10), 10=-107(LC 11) DEFL. in (loc) t/defl L/d Vert(LL) -0.40 11-12 >999 360 Vert(CT) -0.62 12-13 >697 240 Horz(CT) 0.09 10 n/a n/a 1.5x4 // 33 0 4x8 = PLATES GRIP MT20 185/148 Weight: 152 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12, 5-12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-20=-2735/196, 3-20=-2651/208, 3-4=2475/188, 4-5=-2318/201 5-21-1716/144, 21-22=-1630/154, 6-22-1623/167, 6-23=-1623/166, 23-24=-1705/143, 7-24=-1716/141, 7-8-2328/205, 8-9=-2485/182, 9-25=-2663/213, 10-25=-2730/200 BOT CHORD 2-26=-237/2380,13.26=-237/2380,13-27=-134/1914,27-28=-134/1914,28-29=-134/1914, 12-29=-134/1914, 12-30=-40/1918, 30-31=-40/1918, 31-32=-40/1918, 11-32=-4071918, 11-33=-134/2393, 10-33=-134/2393 WEBS 6-12=-69/1108, 7-12=-764/170, 7-11=-36/570, 9-11=-381/136, 5-12=766/168, 5-13=-33/567, 3-13=374/134 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL ASCE 7-10; Pf=25.0 psf (flat roof snow); Category I; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf-or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf 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 = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=126, 10=107. 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other five loads. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1 l ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMEK REFERENCE PAGE MR4473 BEFORE USE, I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of componem is responsibility of building designer - not truss designer. Bracing shown I is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent tracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPIl Quality Crlterla, D59-89 and BC511 Building Component Safety Information available from Truss Plate InstIUde. 583 D'Onofrio Drive, Madison, WI 53719. May 7,2019 Ply Gary Singh 112770634 Job .__. _..... _ ITruss Truss Type J1032423 HO1 4 77�Califomia Girder irit Truss Co, Sumner, WA 4x5 = 8-1-5 8-1-5 b Reference (optional)_ 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13.12:13 2019 Page 1 I D:mo l bE50SX9Kgz2BKX?rARJzN Umt-v2XlvhUhOsYGI pbFOE_gw? 1 sW7TjN pl n n_abgzJCuO 15-5-4 1 18-0-0 19-111 22-3-1 2212 30-0-11 I 3fr2-4 138-2-0 7-3-152-6-12 �•1-0 3-2-1 Q-5- 1 7-3-15 6-1.9 1-11-12 18-0-0 6.00 12 3x6 = 40 17 41 16 42 15 43 44 2 x 4 II 4x8 = 4x8 8-1-5 8-1-5 Plate Offsets (XY� f2:0 -12 0-1-8 LOADING (psf) TCLL 25.0 (RoofSnow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 { 15-5-4 7-3-15 0 Edl. (7:0-2-1 0-3-01, f9:0-1-12 0-2-0], [10:0-5-8,0-1-81, SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'nor NO Code IRC2015/TPI2014 CSI, TC 0.62 BC 0,96 WB 0.74 Matrix-MSH LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF No.2 *Except" W1,W8,W9: 2x4 HF Stud, W10: 2x12 DF SS 4x8 = 34 4x4 9 14 45 13 46 12 47 48 5x10 6x8MT16HS li 5x6 = Special 22=8r17 -f 30-0-11 _362-4 7-3-8 7-3-15 6-1-9 7,0-3-01. 112:0- -12,0- DEFL. in (loc) I/deft Ud Vert(LL) -0.19 12-13 >999 360 Vert(CT) -0.29 12-13 >999 240 Horz(CT) 0.07 11 Na n/a 0-2-0.0.2-0 2 Scale = 1:74.8 PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 632 lb FT = 20% REACTIONS. (lb/size) 11=9036/0-5-8 (min, 0-4-15), 1=1937/0-5-8 (min. 0-1-8) Max Horz 1=-108(LC 15) Max Uplift 11=-715(LC 11), 1=-156(LC 10) Max Gray 11=9036(LC 1), 1=2342(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, except 2-0-0 oc purlins (6-0-0 max,): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Pb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-4480/181, 1-23= 4744/297, 2-23=-4638/314, 2-3=-3728/243, 3-24=3674/245, 24-25=-3544/256,4-25=-3538/271,4-26=381/29,26-27=372/34, 5-27=-368/39, 4-28=-2979/295, 28-29=-2979/295, 29-30=-2979/295, 6-30=-2979/295, 6-31=-3058/299, 7-31=-3058/299, 7-32=-3243/299, 32-33=-3242/299, 8-33=-3240/299, 8-34=-3624/299, 34-35=-3626/285, 9-35=-3685/283, 9-36=-6254/508, 10-36=-6327/492, 10-37=-16559/1299, 11-37=-16576/1295, 11-38=-16614/1313, 5-49=-361/63, 49-50=-363/55, 7-50=-369/51 SOT CHORD 1-39=-305/4111, 1-40=-315/4148, 17-40=-315/4148, 17-41=-315/4148, 16-41=-315/4148, 16-42=-164/3255, 15-42=-164/3255, 15-43=-164/3255, 43-44=164/3255, 14-44=-164/3255, 14-45=-380/5637, 13-45=-380/5637, 13-46=-1157/14811, 12-06=-1157/14811, 12.47=1157/14811, 11.47=1157/14811, 11-48=1153/14746 WEBS 2-17=0/431, 2-16=-1121/167, 4-16=-51/967, 6-16=-701/277, 6-14=-394/537, 8-14=49/1264, 9-14=-2971/335, 9-13=-112/2125, 10-13=-9304/786, 10-12=-462/5959 NOTES- (18) 1) Add (12) USP "WS45" (or equiv.) wood screws at joint 12. Place screws in 2 staggered rows and space 3" oc using 5/32" dia pre -bored holes. Avoid placing screws at truss plates. 2) n/a 3) 3-ply trust; to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6. 3 rows staggered at 0-4-0 oc, Except member 15-11 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x12 - 6 rows staggered at 0-4-0 oc. 4) All bads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 5) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 6) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 7) Unbalanced snow loads have been considered for this design. 8) Provide adequate drainage to prevent water ponding. Continued on page 2 ARMNG - Verity design parameters end READ NOTES ON THIS AND INCLUDED MMTEK REFERENCE PAGE MII-7473 HEFORE U sign- valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ptcablily of design paramenters and proper Incorporation of component is responslbirdy of building designer - not truss designer. Bracing shown deral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of me erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consud ANSIRPII Quality Criteria, 0SB89 and BCSI1 Building Component Safety Information available from Truss Place Institute, 583 D'Onofrio Drive, Madison, WI 53719. May 7,2019 `Job Truss Qty Ply Gary Singh ) J1032423 • 3 Job Reference (optional) Truss Co, Sumner, WA 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:13 2019 Page 2 I D:mo 1 b E50SX9KgzZBKX?rARJz N Umt-v2Xlvh UhOsYGIpbFOE_gw? 1 sW7TjNpI nn_abgzJ CuO NOTES- (18) 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 11) 'This truss has been designed for a live load of 23.0psf 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 = 7.0psf, 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 11=715, 1=156. 13) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use USP JUS26 (Wrth 4-10d nails into Girder & 4-10d nails into Truss) or equivalent at 37-7-4 from the left end to connect truss(es) A03 (1 ply 2x4 DF) to front face of bottom -fiord, skewed 0.0 deg.to the right, sloping 0,0 deg. down. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163 Ib down and 66 Ib up at 22-2-6 on top chord, and 7231 Ib down and 571 Ib up at 36-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet -inches -sixteenths (FFIISS) format. H01 Truss Type California Girder LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-66, 7-8=-66, 8-11=-66, 1-11=-14, 5-7=-66 Concentrated Loads (Ib) Vert: 12=-7231(F) 33=-64 48=-625(F) 112770834 ' 1 WARNING • Verity design parameter and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mrl•7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. !Job 1.11032423 • Truss Co, Truss H02 Sumner, WA _5-8-1 1-4-0 5-8-1 411 2 Truss Type Califomia 2 7 Qty 1 1 Job Reference (optioLLa1) _ 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12;15 2019 Page 1 ID:mo1bE50SX9KqzZBKX?rARJzNUrnt-sONKNVxYL/oz?61eWe0SvL5IsKpCBG3bE5ThgYzJCu_ - "'_26-11-3 I -_32.5-15 I 38-2-0 -I 2 2-11-1 1 5-6-7 5-6-12 5-8-1 Gary Singh 112770835 3x6 = 5x6 5x8 18-0-0 5x6 45 30 9 32 3x8 24 1.5x4 38 3x4 3x8 2 17 39 40 15 41 16 3x4 = 3x6 = 3x8 = 14 4x4 = 3x4 10 1 5x4 11 42 43 13 44 3x4 = 36 7 5x6 8c7-5 Plate Offsets (X,Y)- [2:0-2-9,0-1-8j, [5:0-1-12_ 1 17:0-3-0.Edge :0-1-12,0-1,81,1,12:0-1-11,Edgel LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BODL 7,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF No.2 *Except' W1,W2,W8,W9: 2x4 HF Stud -15 4-7-8 8-1-15 CSI. TC 0.90 BC 0.95 WB 0.82 Matrix-MSH REACTIONS. (lb/size) 12=1557/D-5-8 (min. 0-3-1), 2=1642/0-5-8 (min. 0-2-11) Max Horz 2=123(LC 14) Max Uplift 12=-125(LC 11), 2=-142(LC 10) Max Grav 12=1866(LC 31), 2=1642(LC 1) DEFL. in (loc) Udefl Vert(LL) -0.29 13-20 >999 360 Vert(CT) -0.50 13-14 >917 240 Horz(CT) 0.11 12 n/a n/a BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-3017/238, 3-24=-2943/250, 3-25=-2743/216, 4-25=-2659/217, 4-5=-2638/229, 5-26=-2068/174, 26-27=-1986/183, 6-27=-19E34/195, 6-28=-424/106, 7-28=-419/113, 6-29=-1740/228, 29-30=-1740/228, 30-31=-1740/228, 8-31=-1740/228, 8-32=-1774/208, 9-32=-1774/208, 9-33=-2136/200, 33-34=-2147/190, 10-34=-2302/188, 10-35=-3074/238, 11-35=-3331/225, 11-36=-3552/259, 36-37=-3644/248, 12-37=-3718/248, 7-45=-385/166, 8-45=-390/158 BOT CHORD 2-38=-280/2640, 17-38=-280/2640, 17-39=-179/2209, 39-40=-179/2209, 16-40=-179/2209, 15-16=-49/1916, 15-41=-49/1916, 14-41=-49/1916, 14-42=-80/2625, 42-43=-80/2625, 13-43=-80/2625, 13-44=-181/3266, 12-44=-181/3266 WEBS 3-17=-375/128, 5-17=-16/533, 5-16=-692/148, 6-16=-37/682, 9-16=-396/222, 9-14=58/780, 10-14=-978/153, 10-13=-18/559, 11-13=-552/128 PLATES GRIP MT20 Scale = 1:73.3 185/148 Weight: 177 Ib FT = 20% Structural wood sheathing directly applied or 1-11-14 oc purlins, except 2-0-0 oc purlins (4-0-10 max.): 6-9. Rigid ceiling directly applied:or 2-2-0 oc bracing. 1 Row at midpt 9=16, 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during lruss erection, in accordance with Stabilizer liation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.1) psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jMb) Co&iopWe 2 May 7,2019 WARNING - Verify design parenielers and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MI1-7473 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. Applicasility of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibality Wine erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71211 Quality Crfteria, DSB-a9 and SCSI1 Building; Component Safety IMormation available from Truss Plate Institute, 583 LYOrtofrio Drive, Madison, 1091 53719. IJob Truss Truss Type Qty Ply Gary Singh 1J1032423 • Truss Co, Sumner, WA NOTES. (12) 9) This trus$ has been designed for a moving concentrated load of 250.0lb live and 50.0110 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 Ib down and 50 Ib up at 21-1-8 on top chord. The desqn/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. It+02 Califomia LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-7=-66, 8-9=-66, 9-12=-66, 18-21=-14, 7-8=-66 Concentrated Loads (Ib) Vert: 9=-58 112770835 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:1 5 2019 Page 2 ID:molbE50SX9KqzZeKX?rARJzNUrnt-sQfVKNVxYLloz?6leWe0SvI5IsKpCBG3bE5ThgYzJCu_ A, WARNING Verify design paramulerm and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mit-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for sin individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stolidity during construction is the responsibillity of the erector. Additional penranent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 010nofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job L11032423 Truss H03 Truss Type Common Qty 2 Ply 1 Gary Singh 112770836 Truss Co • r$ Sumner, WA r1-4-0 1-4-0 6-8-11 6-8-11 21 6.00 112 3x4 24 1.5x4 JO Refelence_OP11.9110._ 8 240 s Dec 8 2018 MiTek Incluse-les, Inc. Mon May 6 13:1217 2010 Page 1 I DrrrtolbE50SX9KgzaKX?rARJzNUrnt-opnGk2XC452hEQvOd32w_maXnfG6thPyojRzJCly 12-10-13 19-1-0 25-3-3 31-5-5 38-2-0 6-2-3 6-2-3 6-2-3 6-2-3 6-8-11 3x10 29 14 30 31 32 9-9-.12 9-9-12 Plate Offsets fX,Y)— (2:0-2-9 0-1-8], (4:0-5-0 0-0-12 LOADING 1psf) TCLL 25.0 (Roof Snow=25,0) TCDL 8.0 BCLL 0.0 * 7.0 LUMBER - TOP CHORD BOT CHORD WEBS 3x4 5x6 = 6 13 12 4>6 = 3x8 = 5:0-1-12 0-1-8 -8 10:0-0-8 Ed SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 2x4 DF No.1 &Btr *Except* T1: 2x4 HF No.2 2x4 DF 2400F 2.0E 2x4 HF Stud *Except* W4,W5,VV3: 2x4 HF No.2 CS!, TC 0,95 BC 0.81 WB 0.34 Matrix-MSH 3x4 26 DEFL. in (loc) I/deft Vert(LL) -0,40 14-17 >999 Vert(CT) -0,64 14-17 >713 Horz(CT) 0,09 10 n/a 3x8 8 27 3x4 = L/d 360 240 n/a REACTIONS. (Ib/size) 2=1616/0-5-8 (min. 0-2-11), 10=1525/0-5-8 (min. 0-2-8) Max Horz 2=130(LC 14) Max Uplift 2=-132(LC 10), 10=-113(LC 11) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-2992/210, 3-21=-2812/224, 3-22=-2604/194, 4-22=-2511/195, 4-5=2437/208, -5-23=-1820/154, 23-24=-1728/164, 6-24=1721/178, 6-25=-1721/177, 25-26=-1804/153, 7-26=-1819/150, 7-8=-2446/212, 8-27=-2519/199, 9-27=-2613/198, 9-28=-2826/228, 10-28=-2897/215 BOT CHORD 2-29=-253/2525, 14-29=-253/2525, 14-30=-142/2035, 30-31=-142/2035, 31-32=-142/2035, 13-32=-142/2035, 12-13=142/2035, 12-33=-41/2037, 33-34=-41/2037, 34-35=-41/2037, 11-35=-41/2037, 11-36=144/2542, 10-36=-144/2542 WEBS 6-12=-74/1187, 7-12=-835/178, 7-11=-32/574, 9-11=-417/146, 5-12=-818/177, 5-14=29/571, 3-14=-404/143 Scale = 1:71.6 1.5x4 !2 4x6 9-9-12 PLATES GRIP MT20 185/148 Weight: 167 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-12, 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) VVind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCOL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) * This truss has been designed for a live load of 23.0psf 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 = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=132, 10=113, 8) This truss has been designed for a moving concentrated load ol 250.0Ib live and 50,0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 7,2019 A WARNING - Verily design parameters and READ NOTES ON rns AND INCLUDED AffTEK REFERENCE PAGE 9411-7473 BEFORE USE Design valid for use only with Mask connectors, This design is based only upon parameters shown, and is for an individual building component. Applica Witty of design parameMers and proper incorporation of component Is responsIbility of building designer - not truss designer. Bracing shown Is •ar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIFTP11 Queitty Criteria, D5B-89 and BCSI1 Building Component Safety Information available from Truss Plate Insetule, 583 D'Onofrio Drive, Madison, WI 53719. Job J1032423 Truss I-104 Truss Type California City Ply Gary Singh 1 Job Reference (optional) 112776837 Truss Co, Sumner. WA a1 6-11-12 6.11.12 3x10 = 24 32 1.5x4 \\ 4x6 11a7 - I 4-6-12 6.00 P2 3x4 i 5 2 16 33 3x4 = 1 27 6 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:19 2019 Page 1 ID:mo1bE50SX9KgzZBKX?rARJzNUmt-kBv09kYScdIPUk3PIU4O3BF_YxEH7AAA9jRuoJzJClw 20-2-8 Ls 2i e:12_ 1 2-3 1 0 12 5x8 i 15 14 35 4x6 = 4x4 = 5x6 7 13 z@3•9 i 31.24 . ... _I 36 -0 5-10-13 4-6-12 6-11-12 3x8 = 29 0 3x4' 4x6 36 37 12 3x4 208-12- + —11,- 91_.15 8- •5 38 8-2-5 Plate Offs_,813-(XA')- [2:ato 4,0 D-1aj �5�( 1-_2. o-1-61 (7:0 z_a a2_QJ,[8:a1.12,Q-1_Bj_L1:a1-11yEdgej,112 0-t.z,o-1-s1,�13:0 z-oat LOADING (psf) TCLL 25.0 (Roof Snaw==25.0.) TCDL 8.0 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD BOT CHORE) WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 2x4 DF No.1&Btr *Except* T3: 2x4 HP No.2 2x4 DF 2400F 2.0E 2x4 HF No.2 *Except* VN1,W2,W8,W9: 2x4 HF Stud CSI. TC 0,86 BC 0.75 WB 0.37 Matrix-MSH REACTIONS. (Ib/size) 2=1698/0-5-8 (min. 0-3-12), 11=1596/0-5-8 (min,'a3-9) Max Horz 2=120(LC 86) Max Uplift 2=-145(LC 10), 11=128(LC 11) Max Gray 2=2272(LC 29), 11=2178(LC 29) DEFL. Vert(LL) Vert(CT) Horz(CT) BRACING - TOP CHORD BOT CHORD WEBS in (loc) -0.31 12-22 -0.51 12-22 0,14 11 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-23= 4307/227, 23-24=-4210/227, 3-24=-4201/241, 3-4=3996/227, 4-25=-3885/237, 5-25=-3786/245, 5-26=-2973/184, 26-27=-2825/188, 6-27=-2810/201, 6-28=-2481/206, 7-28=-2480/206, 7-29=-2773/201, 29-30=2786/188, 8-30=-2935/178, 8-9=-3776/254, 9-10=-3986/236, 10-31=-4208/250, 11-31=4307/236 BOT CHORD 2-32=-255/3765, 16-32=-255/3765, 16-33=-175/3250, 33-34=-175/3250, 15-34=-175/3250, 14-15=-64/2516,14-35=-64/2516,13-35=64/2516,13-36=-77/3227,36-37=-77/3227, 12-37=77/3227, 12-38=-161/3766, 11-38=161/3766 WEBS 3-16=-515/122, 5-16=-33/618, 5-15=997/156, 6-15=-62/767, 6-13=-361/177, 7-13=-58/916, 8-13=1048/158, 8-12=38/643, 10-12=540/126 I/defl >999 >892 n/a L/d 360 240 n/a 1.5x4 10 38 38,2,0 9-2-15 Scale = 1:69.3 5x6 = PLATES GRIP MT20 185/148 Weight: 184 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-3-8 max.): 6-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-15, 6-13, 8-13 Mi fekrecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a five load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=145, 11=128. 9) This truss has been designed for a moving concentrated load of 250.OI13 live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. da\tlS ppostuoig representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. y das9grx parameters arnf READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE Mlr-747J EEFORE USE, or use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbilliry of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIJTPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719. May 7,2019 theTRUSSca. INC. Job 'J1032423 , Truss Co, Sumner, WA NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 ib down and 69 Ib up at 17-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. Truss H04 Truss Type California Qty Ply Gary S 1 1 slob Reference (optional) gh LOAD CASES) Standard 1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=66, 6-7=-66, 7-11=-66, 17-20=-14 Concentrated Loads (Ib) Vert: 6=-152 112770837 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:19 2019 Page 2 ID:molbE50SX9KgzZBKX?rARJzNUmt-kBv09kYSciIPUk3PIU4O3BF_YxEH7AAA9jRuoJzJCtw WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ArITEK REFERENCE PAGE MU-7479 F-EFORE USE. Design valid for use only watt MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appllcabdity of design parementers and proper Incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, Sea D'Onotrio Drive, Madison, WI 53719, Job - Truss J1032423 H05 Truss Type AL HIP Qty Ply Gary Singh 112770838 Truss Co, Sumner, WA iJob Referenceloptionafl_ 6240 s Dec 6 2018 MiTek Industries, Inc. Mon May, 6 13:12:22 2019 Page 1 10:mo1bE50SX9KqzZBKX7rARJzNUmt-9ma9ombKudh_LBn_Qde5hptXt9DzKOicrtigZ0ezJCtt T.1 -444 5-5-12 10-4-5 15-5-4 15-10r15 19-1-0 22-3-1 22-6-_,12 27-9-11 32-84 38-2-0 14-0 5-5-12 4-10-10 5-0-15 0-5-11 3-2-1 3-2-1 0-5-11 5-0-15 4-10-10 5-5-12 _PlateQf_sf ets Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BOLL 0,0 BCDL 7 0 3x6 6.00 FiT 5x6 6 3x6 = 5x6 = 5x6 52 53 -37 -38 51 T 19 45 46 17 47 48 18 3x4 = 4x8 = 3x8 16 3x8 = 10-1-0 3x4 11 3x6 12 40 41 49 15 50 3x4 = 7-11-5 15-5-4 22-8-12 _30-2-11 I 38-2-0 7-11-5 7-5-15 7-3-8 7-5-15 7-11-5 12:0-2-9 0-1-8] [5:0-1-12 0-1-8] [6:0-2-4,0-2-81, [7:0-3-15.0-3-01.19:0-3-0.Edoe1.110:0-2-8 0-2-8], [11:0-1-12,0-1-8] [14;0- -11,Edgel SPACING- 2-0-0 Plate Grip DOL 1.15 LumberDOL 1.15 Rep Stress Ina' YES Code IRC2015/TPI2014 CSI. TC 0.74 BC 0.87 VVB 0.96 Matrix-MSH DEFL. in (loc) 1/dell L/d Vert(LL) -0.28 16-18 >999 360 Vert(CT) -0.43- 18-19 >999 240 Horz(CT) 0,13 14 nia n/a Scale = 1:71.3 5x8 = PLATES GRIP MT20 185/148 VVeight: 184 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc purlins, BOT CHORD 2x4 DF No.1&Btr except WEBS 2x4 HF Stud *Except* 2-0-0 oc purlins (3-2-9 max.): 6-10, 7-9. Except: W4,W5,VV6,W7: 2x4 HF No.2 1 Row at midpt 7-10 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-18, 8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ,_Mstallation_guide. REACTIONS. (lb/size) 2=1664/0-5-8 (min. 0-2-12), 14=1560/0-5-8 (min. 0-3-4) Max Horz 2=124(LC 97) Max Uplift 2=-140(LC 10), 14=-123(LC 11) Max Grav 2=1664(LC 1), 14=1967(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2,26=-3071/232, 3-26=-3000/243, 3-27=-2838/220, 4-27=-2764/221, 4-28=-2712/229, 5-28=-2705/232, 5-29=-2421/184, 6-29=-2357/195, 6-30=-2133/197, 30-31=-2135/197, 7-31=-2136/196, 7-32=-1875/191, 32-33=-1875/191, 8-33=-1875/191, 8-34=-2101/206, 34-35=-2101/206, 35-36=-2101/206, 10-36=-2101/206, 9-37=-262/44, 37-38=-315/39, 10-38=-382/34, 10-39=-2641/200. 11-39=-2774/189, 11-40=-3446/240, 12-40=-3447/237, 12-41=-3546/229, 13-41=-3671/229, 13-42=-3828/252, 42-43=-3892/242, 14-43=-3963/241, 7-51=-341/26, 51-52=293/28, 52-53=-287/28, 9-53=-269/34 BOT CHORD 2-44=-275/2688, 19-44=-275/2688, 19-45=-189/2341, 1845=-189/2341, 18-46=-72/2308, 1746=-72/2308, 17-47=-72/2308, 47-48=--72/2308, 16-48=-72/2308, 16-49=-86/2973, 15-49=-86/2973, 15-50=-176/3491, 14-50=-176/3491 WEBS 3-19=-357/113, 5-19=-21/512, 5-18=-654/141, 6-18=-35/678, 8-18=-401/148, 8-16=-309/233, 10-16=-31/616, 11-16=-876/138, 11-15=-26/515, 13-15=-455/117 NOTES- (12) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide CorWiRSPOlvt3g841r bottom chord and any other members, with BCDL = 7.0psf. May 7,2019 WARNING - Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE 11111-7473 BEFORE USE, sign valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component, Applicability of deslon paramenters and proper incorporation of componere is responsibility of building designer not tnuss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stabiley luring construction is the responsitallity of the erector, Additional permanent bracing of the overall slructure is the responsIbilay of Me building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPIt Quality Criteria, OSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719. Job 1032423 . Truss H05 Truss Type CAL HIP Gary Singh Job Reference (optional) 112770838 Truss Co, Sumner, WA 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:22 2019 Page 2 ID:mo1bE50SX9KgzZBKX?rARJzNUmt-9ma9ombKudh_LB,n Dde5hptXj9DzKOicrhgZOezJCtt `NOTES- (12) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=lb) 2=140, 14=123. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 Ib down and 57 Ib up at 15-11-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-6= 66, 6-7=-66, 9-10 —66, 10-14=-66, 20-23=-14, 7-9=-66 Concentrated Loads (Ib) Vert:30=-82 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI147473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indlvdual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPI1 Qualdy Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. ',Job J1032423 Truss , H06 Truss Type ( ,California QtY !Ply Gary Singh Job Reference (optional) 112776539 Truss Co, Sumner, WA +�-�-1- 7-0-6 1-4-0 7.0-8 3x8 = 13-5-4 6-4-14 15-4-3 13- 0-75 20-1-0 0.[1 4-8-13 1-5-4 5x8 4 5x6 = 32 16 33 15 34 14 4x4 = 3x4 = 1.5x4 II —. 7-0-6 7-0-6 6-4-14 Plate Offsets (X.Y)= [2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8,0 BCLL 0.0 �CDL 70 :0-8-8.0-0-141,[3:0-1-12,0-1-8U :0-2- SPACING- 2-0-0 Plate -Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015JTP12014 LUMBER - TOP CHORD 2x4 HP No.2 `Except* Ti: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud 'Except' W6,W7,W8: 2x4 HF No.2 OTHERS 2x4 HF No.2 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:24 2019 Page 1 I D:mo 1 bE50SX9KgzZBKX?rARJzNUmt-59ivCRcbQFxiaVxMY 1 gZmEzg8ytYoQYvI?9fTXzJ Ctr 5x6 = 6 13 35 12 4x6 = 4x8 = 0-15 4-8-13 12t.r7:0-1-12,0-1-8] CSI. TC 0,93 BC 1.00 WB 0.42 Matrix-MSH REACTIONS. (lb/size) 2=1678/D-5-8 (min. 0-3-8), 10=1560/0-5-8 (min. 0-2-9) Max Horz 2=124(LC 14) Max Uplift 2=-146(LC 10), 10=124(LC 11) Max Gray 2=2133(LC 31), 10=1560(LC 1) 25-11-3 5-10-3 29 3x4 7 31.9.5 5-10-3 5x10 WB 1.5e4 // 36 37 38 11 39 3x4 = 38-2-0 6-4-11 31 Scale = 1:70.7 4x6 = 791-0 ( 38-2-0 9-1-0 DEFL. in (loc) 1/defl Vert(LL) -0.37 11-12 >999 Vert(CT) -0.61 11-12 >746 Horz(CT) 0.12 10 n/a BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max, Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-23=-3845/226, 23-24=-3682/228, 3-24=-3552/242, 3-25=-2886/197, 4-25=-2703/211, 4-26=-2446/213, 26-27=-2446/213, 5-27=2446/213, 5-28=-2062/194, 6-28=-1944/206, 6-204-1914/191, 29-30=-19461180, 7-30=-1986/178, 7-8=-2596/243, 8-9=-2754/220, 9-31=-2930/250, 10-31=-3015/237 BOT CHORD 2-32=-263/3315, 16-32=-263/3315, 16-33=-263/3315, 15-33=-263/3315, 15-34=-140/2419, 1434=-140/2419, 14-35=-135/2448, 13-35=-135/2448, 12-13=-135/2448, 12-36=-63/2154,36-37=-63/2154,37-38=63/2154,38-39=-63/2154,11-39=-63/2154, 11-40=-167/2631, 10-40=-167/2631 WEBS 3-16=0/397, 3-15=999/143, 4-15=-21/562, 4-14=-137/357, 5-14=331/104, 5-12=-1227/167, 6-12=103/1372, 7.12=-807/170, 7-11=-35/570, 9-11=-380/137 Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 185 Ib FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-3-6 max.): 4-5. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 3-15, 5-12, 7-12 1 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 = 7.opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=146, 10=124. 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.01b dead located at all mid panels and at all CorifilF4880tWIN the Top Chord and Bottom Chord, nonconcurrent with any other live loads. May 7,2019 v® WARNING - Verity design paramelers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M71.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regard"mg fabrication, quality control, storage, delivery, erection and bracing, consu8 ANSVTPII Quality Criteria, DS13-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI53719, theTRUSSco. INC. Job Truss Truss Type Qty Ply Gary Singh !J1032423 • Truss Co, Sumner, WA H06 Califomia NOTES- (12) 10) Graphical purlin representation does not depict the size or the orientation of the purlin along 11) Harger(s) or other connection device(s) shall be provided sufficient to support concentrated design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-4= 66, 4-5=-66, 5-6=-66, 6-10=-66, 17-20=-14 Concentrated Loads (Ib) Vert: 4=-97 1 112770839 Job Reference (optional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:24 2019 Page 2 ID:mol bE50SX9KgzZBKX?rARJzNUmt-59ivCRcbQFxiaVxMY 1 gZmEzg8ytYoQYvI?9fTXzJCtr the top and/or bottom chord. load(s) 196 Ib down and 66 Ib up at 13-8-8 on top chord. The A WARNING - Verity design parameters and READ NOTES .ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-747J BEFORE USE. Design valid for use ony with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the nrsponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofio Drive, Madison, WI 53719. theTRUSSco. INC. Job J1032423 • _ Truss Ca, vl 0 Truss H07 Sumner, WA r_1,4.0t 5-11-5 -1.4-0 5-11-5 Sx6 = 23 6.00112 24 5-11-5 3x4 1.5x4 Truss Tvoe alifomia 13-4-3 11-5-4 11-10-15 I 20-1-0 5-5-15 0- -1 6r8-13 1-5-4 5,03 6x6 = 4 36 16 35 15 14 3x4 = 3x4 = 27 Oty ;Ply Gary Singh 112776840 1 1' Job Reference (optional) 8.240 s Dec 6 2018 MTek Industries, Inc. Mon May 6 13:12:27 2019 Page 1 ID:mol bE50SX9KgzZBKX?rARJzNUmt-VkO2rTfTjAJGRygxDAEGOtbLNAu7?k_M?zNJ4szJCto 5x6 = 29 6 37 38 13 12 4x6 = 4x8 = 25-11-3 5-10-3 30 31 3x4 7 31-9-5 5-10-3 32 38-2.0 6-4-11 1.5x4 3x6 8 39 40 41 11 42 3x4 = H Scale = 1:70.7 4x6 = Plate Offsets (X,Y- [2:0-1-11 Et LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • _QL 70 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 2x4 HF No.2 'Except' T3: 2x4 DF 2400F 2.0E 2x4 DF No.1&Btr 2x4 HF Stud 'Except" W6,W7,W8: 2x4 HF No.2 CSL TC 0.93 BC 1.00 WB 0.63 Matrix-MSH REACTIONS. (Ib/size) 2=1624/0-5-8 (min. 0-3-8), 10=1529/Mechanical Max Horz 2=124(LC 14) Max Uplift 2=-146(LC 10), 10=122(LC 11) Max Grav 2=2135(LC 31), 10=1529(LC 1) DEFL, in (loc) 1/defl L/d Vert(LL) -0.39 11-12 >999 360 Vert(CT) -0.64 11-12 >720 240 Horz(CT) 0.12 10 n/a- n/a BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-23=-3773/230, 23-24=-3654/233, 3-24=-3529/246, 3-25=-3000/211, 4-25=-2846/223, 4-26=-2684/225, 5-'26=2684/225, 5-27=-2070/176, 27-28=1901/183, 28-29=-1898/196, 6-29=-1733/198, 6-30=-1860/188, 30-31=1892/176, 7-31=-1933[173, 7-32=-2596/238, 8-32=-2597/225, 8-9=-2685/215, 9-33=-2861/246, 10-33=-2946/233 BOT CHORD 2-34=-276/3268, 16-34=-276/3268, 16-35=-276/3268, 15-35=276/3268, 15-36=-174/2553, 14-36-174/2553, 14-37=-177/2696, 37-38=-177/2696, 13-38=177/2696, 12-13=-177/2696, 12-39=-58/2091, 39-40=58/2091, 40-41=-58/2091, 11-41=-58/2091, 11-42=-163/2570,10-42=-163/2570 WEBS 3-16=0/376, 3-15=-792/118, 4-15=-37/482, 4-14=62/568, 5-14=-504/94, 5-12=-1308/181, 6-12=-90/1214, 7-12=-802/169,7-11=-36/573, 9-11-383/137 PLATES GRIP MT20 185/148 Weight: 177 Ib FT = 20% Structural wood sheathing directly -applied, except 2-0-0 ocpurlins (2-11-13 max.): 4-5. Rigid ceiling directly applied or 1-4-12 oc bracing. 1 Row at midpt 5-12, 7'-12 MiTek recommends that Stabilizers and required_cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0psf 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 = 7.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=146, 10=122. Continued on page 2 a. WARNING - Verify design pararnelers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 114I1.7473 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. Applicability of design paramemers and proper incorporation of component Is responsibility of buildng designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatxicalion, qualay control, storage, delivery, erection and bracing, consult ANSITTPI1 Quality Criteria, D5B-89 and BCSI1 Building Component Safety Information available horn Truss Plate Institute, 583 D'Onohio Drive, Madison, wl 53719. May 7,2019 Job ',Truss Truss Type Qty Ply Gary Singh J1032423 Ii107 Truss Co, Sumner, WA 'NOTES,. (13) 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Botom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ib down and 66 Ib up at 11-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) forrnat. California LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-4=-66, 4-5=-66, 5-6=-66, 6-10=-66, 17-20=-14 Concentrated Loads (lb) Vert: 4=-12 112770840 Jo_b_RefargaggloglisPab 6240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 1312:27 2019 Page 2 ID:mo1bE50SX9KqzZBKX?rARJzNUmt-Vk02rTfT)AJGRygxDAEGOtbLNAu7?k_M?zNJ4szJCto WARNING- Verily design parameters end READ NOTES ON Tkra AND INCLUDED Af/TEK REFERENCE PAGE frIII-7473 BEFORE USE, Design valid for use only with MiTek connectors, This design Is based only upon parameters shown, and in for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stabile,/ during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTP111 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, Job `Truss Truss Type Ply Gary Singh 112770841 J1032423 Truss Co, -H08 ner, WA 5x6 = California 11-4-3 --1- 4-11-12 4�58 P 11 2.10-1D Plate Offsets (X.,Y)— [2:0-1-11.E' LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCOL_ 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF Na.1&Btr *Except* 82: 2x4 DF 2400F 2.0E -WEBS 2x4 HF Stud `Except* W6,W7,W8: 2x4 HF No.2 1-5-4 16 35 15 3x8 = 4x4 20-1-0 5-10-3 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:29 2019 Page 1 ID:molbE50SX9KgzZBKX?rARJzNUmt-R7VoG9gjFnZ_gGgKKbGkTIghlza8Tg3eSHsQ8kzJCtm 5x6 = 25-11-3 5-10-3 31 3L-9,5 5-10-3 32 1.5x4 4, 3x6 9 3738 14 13 39 40 41 12 42 3x6 = 4x8 = 3x4 11-4-3H 20->331 i 2420 1-1Ih15 8-8-131-0 14 8 2-8] 15_Q-243,0- v12],[6:0-1-8.4.2-01. [8:0-1-12.0-1-8]. [15:0_1-12,0-2-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.94 BC 0.97 WB 0,47 Matrix-MSH DEFL, in (loc) I/defl L/d Vert(LL) -0.37 12-13 >999 360 Vert(CT) -0.60 12-13 >764 240 Horz(CT) 0.11 11 n/a n/a 38.2.0 54.11 Scale = 1:66.9 4x6 PLATES GRIP MT20 185/148 Weight: 175 Ib FT = 20% BRACING - TOP CHORD .Structural woodsheathing directly applied, except 2-0-0 oc purlins (3-3-5 max.): 4-5. BOT CHORD Rigid ceiling directly -applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-16. WEBS 1 Row at midpt 6-13, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1616/0-5-8 (min. 0-3-8), 11=1525/Mechanical Max Horz 2=124(LC 14) Max Uplift 2=-147(LC 10), 11=120(LC 11) Max Gray 2=2120(LC 31), 11=1525(LC 1) FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-24=-3762/256, 3-24=-3655/272, 3-25=-3191/212, 4-25=3064/221, 4-26=-2739/219, 26-27=-2740/219, 5-27=-2740/219, 5-28=3323/254, 6-28=-3207/264, 6-29=-2067/172, 29-30=1928/181,7-30=-1905/195,7-31=1869/186,8-31=-1942/167,8-32=2517/234, 9-32=-2587/221, 9-10=-2675/211, 10-33=2851/242, 11-33=-2936/229 BOT CHORD 2-34=-304/3283, 16-34=-304/3283, 16-35=-204/3005, 15-35=-204/3005, 15-36=-167/2584, 36-37=-167/2584, 37-38=-167/2584, 14-38=-167/2584, 13-14=-167/2584, 13-39=-57/2086, 39-40=-57/2086, 40-41=57/2086, 12-41=-57/2086, 12-42=159/2561, 11-42=159/2561 WEBS 3-16=-613/123, 4-16=-20/1046, 5-16=754/54, 5-15=842/111, 6-15= 83/972, 6-13=1277/190, 7-13=-92/1311, 8-13=806/171, 8-12=38/569, 10-12=-380/136 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category If; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fn between the bottom chord and any other members, with BCDL = 7.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) Cor?t1( d 6A1314ii 2 May 7,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M!TEK REFERENCE PAGE Mil-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon paramelers shown, and is for an individual building component. Applicability of design paramenlers and proper incorpw anion of component is responsibility of building designer- not truss designer. Bracing shown is for Ialeral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall stno tore is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPI1 Quality Criteria, DSB-89 and BCstl Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 'Truss Qty Gary Singh 112770841 J1032423 j Truss Co, Sumner, WA HOB Truss Type California Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:29 2019 Page 2 ID:mo1bE50SX9KgzZBKX?rARJzNUmt-R7VoG9gjFnZ_gGgKKbGkTIghlza8Tg3eSHsQ8kzJCtm 'NOTES- (13) 10) This truss has been designed for a moving concentrated bad of 250.olb live and 50.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads, 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top arid/or bottom chord, 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 66 lb up at 9-11-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-4=66, 4-5=-66, 5-7=-66, 7-11=66, 17-20=-14 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIh7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of componem is responsibility of building designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DMB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onefrio Drive, Madison, lit 53719. Job Truss H09 Truss Type California Ply Gary Singh 112770842 1J1032423 Truss Co, Sumner, WA 0 5x8 = Job Reference (optional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:32 2019 Page 1 ID:mot bE50SX9KgzZB KX?rARJzNUmt-siBxuBicYixZXkYv0jpS5wl BOBc1Mg 1 e58E 5413zJCtj 9-4-3 7.5-4 7-t0-15 14.2.13 2¢10 25-11.3 3.5-15 0• 11 4-10-10 5-10-3 5-10.3 1-5-4 5x6 3x4 31-9-5 5-10-3 4x10 1.5x4 '2 33 17 34 16 35 15 36 37 36 14 13 39 40 41 12 42 3x4 = 4x4 = 4x4 = 3x6 4x8 = 3x4 = Z _.._. f_%43._111 0H .. _ I 22z,o __.�. _ 35-2-0 ............� „„...,... 7.5 4 1.10-15 1-7-17_ Plate OffsP s.Q Y)— [2_0-1,11,EdgejJ4_Q-5w0 000,2 4j, j5:0-2-8,03-0].16:0-1-4A-2.0), [8:O-1-12.0-1-8j415;0-1-12AZ Oj,j16:0-1-12 0.2-0j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • _act?L 7 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr `Except* B2: 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud *Except— W7,W8;W9: 2x4.HF No.2 CSI. TC 0.94 BC 0.93 WB 0.48 Matrix-MSH DEFL. in (loc) I/deft L/d Vert(LL) -0.37 12-13 >999 360 Vert(CT) -0.60 12-13 >758 240 Horz(CT) 0.11 11 n/a nla 3 D 6-4-11 32 4x6 i Scale = 1:70.7 PLATES GRIP -MT20 185/148 Weight: 175 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-11-1 max.): 4-5. BOT CHORD Rigid ceiling directly applied or10-0-0 oc bracing; Except: 2-2-0 oc bracing: 13-15. WEBS 1 Row at midpt 6-13, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 2=1616/0-5-8 (min. 0-3-8), 11=1525/Mechanical Max Horz 2=124(LC 14) Max Uplift 2-147(LC 10), 11=-117(LC 11) Max Gray 2=2113(LC 31), 11=1525(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-24=-3824/258, 3-24=-3743/270, 3-25=3469/227, 4-25=-3373/235, 4-26=-3402/257, 5-26=-3402/257, 5-27=-3523/246, 6-27=-3328/259, 6-28=-2085/166, 28-29=-1938/177, 7-29=1919/189, 7-30=-1884/184, 30-31=1919/172, 8-31=-1957/162, 8-9=-2517/229, 9-10=2675/216, 10-32=-2851/236, 11.32=-2936/223 BOT CHORD 2-33=312/3352, 17-33=-31273352, 17.34=-239/3048, 1.6-34=-239/3048, 16-35=263/3440, 15-35=-263/3440, 15-36=-166/2616, 36-37=-166/2616, 37-38=-166/2616, 14-38=-166/2616, 13-14=-166/2616, 13-39=-56/2086, 39-40=-56/2086, 40-41=56/2086, 12-41=-56/2086, 12-42-154/2561, 11-42=-154/2561 WEBS 3-17=-349/91, 4-17=0/496, 4-16=-79/955, 5-16=-986/27, 5-15=-853/156, 6-15=-72/1030, 6-13=-1305/192, 7-13=-88/1332, 8-13=-806/171, 8-12=-38/569, 10-12=-380/136 NOTES- (13) 1) VVrnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25f1; Cat. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0psf 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 = 7,0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) Cor?liii ed dA plaVe 2 May 7,2019 ,® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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. Applicability of design peramemers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719. theTRUSSco. INC. Job IJ1032423 Truss H09 Truss Type California Qty Ply Gary Singh Job Reterencelop_t(enal)—_ 112770842 Truss Co, Sumner, WA 6 240 s Dec 6 2016 MiTek Industries, Inc. Mon May 6 13:12:32 2019 Page 2 ID:molbE50SX9KgzZBKX?rARJzNUmt-siBxuBicYxZXkYv0jpS5wIB0BdMg1e58E5413zJCti `NOTES- (13) 10) This truss has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down and 66 Ib up at 7-8-8 on top chord, The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=66, 4-5=-66, 5-7=-66, 7-11=66, 18-21=-14 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. Oesgn valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paranremers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is tyre responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSIITPII Quality Criteria, D5B-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Job J1032423 . Truss Co, Truss H10 Sumner, WA a 7-4-3 0-541 1.5-4 Truss Type Califomia 14-2-13 8-10-10 5-5-4 7-4-3 11-0-0 241,0 5-5-4 1-1k15 3-7-13 914 City 'Ply Gary Singh 1 Job eferencetoplional) 8.240 s Dec 62018 MiTek Industries, Inc. Mon May 613:12:342019 Pape 1 ID:molbE50SX9KgzZBKX?rARJzNUm1-O4JhJsks4JBHn1iH7BswALNXQ.HP8WUOcYaBpyzJCth 112770843 20.1-0 25-11.3 31- _ 38-2-0 5-10-3 5-103 5-10-3 6-4-11 5x6 = Plate9ffsets (X Y)— [3:0-5-8 Edgej.j43-0 4-3-41 [5:0-1-8,0-2-0] j7;0-1-12.0-1-B1 114:0-2-0D-1-1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8,0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc: YES Code IRC2015/TP12014 2x4 HF No.2 *Except* T1: 2x4 DF Na.18Btr, 73: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.18Btr *Except* B2: 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* W6,W7,W8: 2x4 HF No.2 CSL TC 0.92 BC 0,96 WB 0.56 Matrix-MSH REACTIONS. (Ib/size) 2=1616/0-5-8 (min. 0-3-7), 10=1525/Mechanical Max Harz 2=124(LC 10) Max Uplift 2=-148(LC 10), 10=-115(LC 11) Max Gray 2=2107(LC 31), 10=1525(LC 1) DEFL. Vert(LL) Vert(CT) -Horz(CT) BRACtNG- TOP CHORD BOT CHORE) WEBS 29-2-0 in (loc) -0.37 11-12 -0.62 12-14 0.12 10 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-23=-3843/240, 3-23=-3711/250, 3-24=-3982/287, 4-24=-3982/287, 4-25=-3612/220, 25-26=-3440/222, 5-26=-34112/237, 5-27=2110/162, 27-28=-2078/163, 6-28=-1931/185, 6-29=-1930/183, 29-30=-1931/170, 7-30=-1971/160, 7-8-2517/224, 8-9=-2675/211, 9-31=-2851/231, 10-31=2936/218 BOT CHORD 2-32=-282/3360, 16-32=282/3360, 16-33=285/3346, 15-33=-285/3346, 15-34=325/4048, 14-34=-325/4048, 14-35=-170/2666, 35-36=-170/2666, 36-37=-170/2666, 13-37=-170/2666, 12-13=-170/2666, 12-38=-55/2086, 38-39=-55/2086, 39-40=-55/2086, 11-40=55/2086, 11-41=150/2560, 10-41=-150/2560 WEBS 3-16=-17/367, 3-15=-82/1325, 4-15=1223/83, 4-14=-1182/168, 5-14=-42/934, 5-12=-1363/200, 6-12=90/1378, 7-12=-804/171, 7-11=-38/569, 9-11=-379/136 I/deft >999 >743 n/a L/d 360 240 nla Scale = 1:70.7 3825} PLA I ES GRIP MT20 185/148 Weight: 172 Ib FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-6-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-14. 1 Row at midpt 5-12, 7-12- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- (13) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=42psf; h=25ft; Cat, II; Exp B; Enclosed; M WFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL; ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 = 7.opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) Cor?ni l bR Pta 2 ARNING - Verity design parameters and READ' NOTES ON THIS AND INCLUDED MJTEK REFERENCE PAGE Mil-7473 BEFORE USE, ny with MiTek conneclors. This design Is based only upon parameters shown, and is for an individual building component, bAity of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown aterel support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbilliy of the or. Additional permanent bracing of the overall structure is the responsibility of Inc building designer. For general guidance regarding fabrication, quatity control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719, May 7,2019 Pob Truss J1032423 I H10 Truss Type California Qty Ply Gary Singh 112770843 Truss Co, Sjmner, WA ,JeReference 8.240 s Dec 6 2018 MiTek Industries, inc. Mon May 6 13:1234 2019 Page 2 I Dmo1bE50SX91(qzZBKX?rARJ2NUrnt-r34JhJsks4JBHn 1 iH78swALNXq_HP8YduOcYaBpyzJCth NOTES- (13) 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down and 66 Ib up at 5-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (IA) Vert: 1-3=-66, 3-4=-66, 4-6=-66, 6-10=-66, 17-20=-14 WARNING Vwfly desIpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only win MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicabilky of design paramenters and proper Incorporation of component is responsibility of building designer not truss designer. Bracing Vlowni is for lateral support of individual web members only. Additional temporary bracing to insure stability during conslruclron is the responsibillity of the erector. Additional permanent bracing 011ie overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSUP11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, w 53719. Truss Type California Qty 5-4-3 3-5-4 3-15-115 { 9-4-11 { 14-2-13 3-5-4 0• 11 3-0-8 1.5-4 6.00 12 24 4x8 6x8 MT18HS = 4x5 6x10 = 5 2 5x6 = 30 7 25-11-3 5-10-3 5-10-2 4x4 27 6 2 Gary Singh Job Reference loptiona 112770844 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:37 2019 Page 1 I D:mo 1 b E50SX9KgzZBKX?rARJzN U mt-Cf_gxumlMEaseVR soGPdo_?2oCJRLE_gl WorQ HzJCte 20-1-0 5-10-3 29 2 3x4 31_9-5 t 38-2-0 5-10-2 ' 6-4.11 4x10 1.5x4 // 10 17 16 36 15 37 38 39 14 13 40 41 42 12 43 1.Sx4 II 4x4 = 3x6 = 4x8 = 4x10 = Play Offsets_(x Y)- [2:0-3-11.0-1-14 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCD% 7.0 1 5-7-13 d e [4:0-3 4,Edg J,[5:0-2 4 0 2 0], [6:0-1-4,0:27001. 3x4 = 2939 { Scale = 1:70.7 4x6 = SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF-No.2 BOT CHORD 2x4 DF 2400F 2.0E *Except* B2: 2x4 DF No.1&Btr WEBS 2x4 HF Stud 'Except W7,W8,W9: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 CST, TC 0.94 BC 1.00 WB 0.66 Matrix-MSH REACTJONS. (Ib/size) 2=1616/0-5-8 (min. 0-3-7), 11=1525/Mechanical Max Horz 2=124(LC 94) Max Uplift 2=-148(LC 10), 11=-113(LC 11) Max Gray 2=2073(LC 31), 11=1525(LC 1) 9-1-0 9-0 3 L12 Q 1-8],[15:0-1-12,0-1-12],116:0-5-0.0-1-81 DEFL. in (loc) 1/deft L/d Vert(LL) -0.41 12-13 >999 360 Vert(CT) -0.67 12-13 >682 240 Horz(CT) 0,12 11 n/a n/a 0 PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 170 Ib FT = 20%4 BRACING - TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-4-5 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 6-13, 8-13 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-24=-3956/256, 3-24=-3872/263, 3-25=-4684/306, 4-25= 4684/306, 4-26=-5460/368, 5-26=-5343/378, 5-27=-3627/235, 6-27=-3358/249, 6-28=2051/157, 28-29=1904/167, 29-30=1886/167, 7-30=-1816/179, 7-31=1851/182, 31-32=-1886/170, 8-32=-1924/160,. 8-9-2518/219, 9-10=-2676/196, 10-33=-2852/226, 11-33=-2937/213 BOT CHORD 2-34=-313/3533, 17-34=-313/3533, 17-35=-315/3532, 16-35=-315/3532, 16-36=-296/3826; 15-36=-296/3826, 15-37=-164/2612, 37-38=-164/2612,-36-39=164/2612, 14-39=164/2612, 13-14=164/2612, 13-40=-54/2086, 40-41=-54/2086, 41-42=54/2086, 12-42-54/2086, 12-43=145/2562, 11-43=145/2562 WEBS 3-17=152/289, 3-16=-86/1762, 4-16=2430/183, 5-16=-123/1525, 5-15=-1092/159, 6-15=-63/1089, 6-13=-1343/191, 7-13=83/1358, 8-13=-807/171, 8-12=37/570, 10-12=-381/136 -I/IiTek recommends that Stabilizersand_required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (14) 1) Wnd: ASCE 7-10; Vutt=l lomph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times flat roof Toad of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will I/O between the bottom chord and any other members, with BCDL = 7.opsf. 9) Refer to girder(s) for truss to truss connections, Continued on page 2 May 7,2019 AG-Vurtty design paramclera art d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 EEFORE USE. n valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. plicabiiily of design paramenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown r lateral support of individual web members only, Additional temporary bracing 10 Insure stability during construction is the responsibility of the erector. Additional permanefrt bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSUTPI1 Quality Criteria, DSB-89 and BCSN Building Component Safety Information available from Truss Plate Institute, 583 D`Onofrio Drive, Madison, WI 53719. Job — `Truss J1032423 H11 Truss Type 'Qty California Ply Gary Singh 112770844 Truss Co, Sumner, WA ce4.gotional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:37 2019 Page 2 ID:mo1bE50SX9KgzZBKX?rARJzNUmt-Cf gxumlMEaseVRsoGPdo_?2oCJRLE_gIWorQHzJCte b R_efere NOTES- (14) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=148, 11=113. 11) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down and 66 Ib up at 3-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-3=-66, 3-4=-66, 4-7=-66, 7-11=-66, 18-21=-14 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl•7473 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. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onobio Drive, Madison, WI 53719. Job .11032423 • Truss H12 russ Type California ty Gary Si Job Reference loptional) 112770645 Truss Co, Sumner, WA 1-10-15 r1-4-0 1-54 1_5=4-3 '1-4-0 1-5-4 1-5-4 0-5-11 12x16 MT18HS = 6.00 112 10x12 2 35 36 18 17 4x10 8-4-11 5-0-8 2 5-10-2 14-2-13 4X8 4x8 4x4 37 16 38 I 11-0-0 1-5-4 1-1 0-15 7-7-13 4x4 = Plate Offsets (X Y)- [2:0-4-3 0-1-10 3'0-3- -14 4:0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7 0 LUMBER - TOP CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 2x4 HP-No.2 *Except* T2: 2x4 DF No.l&Btr, T3: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.l&Btr *Except` B1: 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* VV2,W4,W7,W8,14/9: 2x4 HF No.2 WEDGE Left: 2x4-SP No.3 7 30 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:39 2019 Page 1 ID:mo1bE50SX9Kqz.Z8KX?rARJzNUmt-926aMao?usqZtobFwhR5tP4OD?_xp6g71qHyV9zJCIc 20-1-0 i 25-11-3 5-103 5-10-3 5x6 = 39 40 15 14 3x6 = 4X8 = 20-1-0 -0 Ed 01. 14:0-0-0 0-1-12 CSI. TC 0.94 BC 1.00 WE 0.78 Matrix-MSH REACTIONS. (Ib/size) 2=1616/0-5-8 (min. 0-3-5), 12=1525/Mechanical Max Horz 2=124(LC 90) Max Uplift 2=-140(LC 10), 12=-109(LC 11) Max Grav 2=2015(LC 31), 12=1525(LC 1) 32 3x4 31-9-5 5-10-3 4x10 1.5x4 38-2-0 6-4-11 Scale = 1:66.9 12, 41 42 43 13 44 3x4 = 38-2-0 4x6 5:0-3-4 ], [7:0-1-4 0- -121, [ 6:0-1-12,0-1-12] [18:0-1- 2,0-0-0] DEFL, in (loc) Vert(LL) -0.52 16-17 Vert(CT) -0.78 16-17 Horz(CT) 0.11 12 BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-25=-4048/249, 3-25=-4026/252, 3-26=-7282/430, 26-27=-7282/430, 4-27=-7282/430, 4-28=-7428/452, 28-29=-7364/453, 5-29=-7330/465, 5-6=-3580/232, 6-7=-3425/245, 7-30=-1946/149, 30-31=-1822/158, 8-31=-1808/171, 8-32=-1808/180, 32-33=-1815/168, 9-33=-1901/158, 9-10=-2519/211, 10-11=-2677/188, 11-34=-2853/218, 12-34=-2938/205 BOT CHORD _2-35=-328/3775, 18-35=-328/3775, 18-36=-331/3852, 17-36=-331/3852, 17-37=-295/37-94, 16-37=-295/3794, 16-38=-159/2520, 38-39=-159/2520, 39-40=-159/2520, 15-40=-159/2520, 14-15=-159/2520, 14-41=-52/2085, 41-42=-52/2085, 42-43=-52/2085, 13-43=-52/2085, 13-44=-138/2563, 12-44-138/2563 VVEBS 3-18=-344/158, 3-17=-207/3706, 4-17=-3428/259, 5-17=-207/3380, 5-16=-1124/164, 7-16=-63/1169, 7-14=-1321/187, 8-14=-80/1334, 9-14=-808/171, 9-13=-37/572, 11-13=-381/1-36 I/defl >888 >586 nla L/d 360 240 n/a PLATES MT20 MT18HS GRIP 185/148 185/148 Weight: 171 Ib FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-2-0 max.): 3-4. Rigid ceiling directly applied or 1-4-12 oc bracing. 1 Row at_midpt 7-14, 9-14 iTek recommends that Stabilizers and required cross bracing se installed -during truss erection, in accordance with Stabilizer nstallation-guide. NOTES- (14) 1) Wind: ASCE 7-10; Vu6=110mph (3-second gust) Vasd=87mph; TCD1.,=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 23.0psf 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 = 7.0psf. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE, Design valid for use only with PAM* connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additionalpermanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTP11 Quality Crfteria, 058-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, 911 53719. May 7,2019 the a Job )Truss J1032423 H12 Truss Type California Qty h Job Referenceloplional) 112770845 Truss Co, Sumner, WA 8 240 s Dec 6 2018 MiTek Industries, Inc, Mon May 6 13:12:40 2019 Page 2 ID:mo1bE50SX9KgzZBKX?rARJzNUmt-dEgyZwpdf9yQVyARUOzKQcdZzPKAYZwG__U1W1bzJCtb • NOTES- (14) 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (j1=1b) 2=140, 12=109. 11) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 44 Ib down and 36 Ib up at 1-8-8 on top chord, The design/selection of such connection device(s) is the responsibility of others, 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=66, 3-4=66, 4-8=66, 8-12=-66, 19-22=-14 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11411.7473 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, Applicability or design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction i5 the responsibiloy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institale, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSc©. INC. Job J1032423 • Truss Co, Sumner, WA 4x6 = H Truss K01 6-4-11 2 Truss Type California 12-2-13 5-10-3 010 1,5x4 \\ 2 { Ga Job Reference (optional) 112770846 8 240 s Dec 6 2018 MiTek Industries, Inc, Mon May 6 13:12:42 2019 Page 1 I D:mol bE50SX9KgzZB KX?rARJzNU mt-Zdoj_bgtBnC8kGJgbp?oV 1 iwVDOz0Q8ZRoWc6UzJCtZ 26-5-4 18-1-0 24-5-5 5-11.9 31-2-7 36-2-0 5-10-3 0-4-5 1-6-4 4-9-3 4-11-9 5x6 = 6.00 112 5 27 3x4 i 35 19 36 3x4 = 4 2 37 38 28 18 17 39 40 3x8 = 3x6 18-1.0 24-5-5 9-1-0 6-4-5 0-5-11 29 5x6 = 5x8 307 16 41 15 4x4 = 4x4 = 42 4x6 8 32 Scale = 1:66.0 1.5x4 II 4x5 J 3310 14 1312 1 43 4x8 = 3x6 II 25-5-4 I 34-1-0 r E 1-11-15 7-7-12 2 Plate Offsets (X J- [4:0-1-12 0-1-8] [6:0-3-0 0-3-41,[7:0 4-0 0-2-01 [8:0-2-8,0-1-12] [13:0-2-12 0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 70 LUMBER - TOP CHORD 2x4 HF No.2 *Except' T3: 2x4 DF No.18Btr BOT CHORD 2x4 HF No.2 'Except' B1: 2x4 DF No.988tr WEBS 2x4 HF Stud "Except' W3,W4,W5: 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TPI2014 CSI. TC 0.88 BC 0.98 WB 0.99 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 2-4-8 except (jt=length) 1=0-5-8. (Ib) - Max Horz 1=110(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-111(LC 10), 11—794.(LC 1), 13=-161(LC 11) Max Gray All reactions 250 Ib or less at joint(s) 11 except 1=1304(LC 1), 13=2690(LC 30), 13=2372(LC 1) in (loc) -0.38 18-19 -0.58 18-19 0.07 13 FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-23=-2434/209, 2-23=-2366/222, 2.3=-2188/202, 3-4=-2099/215, 4-24=-1409/139, 24-25=-1323/149, 25-26=-1318/151, 5-26=-1296/162, 5-27=-1253/175, 27-28=1314/161, 28-29=-1317/160, 6-29=1459/153, 6-30=-1502/153, 7-30=-15021153, 7-31=-1433/134, 8-31=1566/123, 8-32=-49/925, 9-32=-59/859, 9-33=-72/904, 33-34=-73/859, 10-34=-77/856, 10-11=-73/758 BOT CHORD 1-35=-252/2128, 19-35=-252/2128, 19-36=-147/1650, 36-37=-147/1650, 37-38=-147/1650, 18-38=-147/1650, 17-18=-51/1519, 17-39=-51/1519, 39-40=-51/1519, 16-40=-51/1519, 16-41=-34/1314, 15-41=-34/1314, 15-42=-46/691, 14-42=-46/691, 13-14=-46/691 WEBS 2-19=386/137, 4-19=-36/575, 4-18=-771/169, 5-18=-71/789, 6-18=-488/129, 6-16=-689/93, 7.16=78/743, 7-15=-390/101, 8-15=-34/809, 10-13=-852/95, 9-13--345/50, 8-13=-2406/172 I/defl >999 >703 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 175 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-11 max,): 6-7. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-18, 6-18 MiTek recommends that Stabilizers and required cross bracing_ be installed during truss erection, in accordance with -Stabilizer Installation guide. NOTES- (12) 1) 2x4 HF No.2 bearing block 12" long at jt. 13 attached to front face wtth 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be HF No.2. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=67mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cal. 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 23.0psf 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 = 7.0psf. Continued on page 2 May 7,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and braving, consult ANSIITPI1 Quality Criteria, DS&89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Job J1032423 • Truss KO1 Truss Type California Qty Ply Gary Singh Job Reference (oplignal) 112770846 Truss Co, Sumner, WA 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:42 2019 Page 2 ID:mot bE50SX9KqzZBKX?rARJzNUmt-ZdoLbetBnC8kGJqbp?oV1iviNDOzOQ8ZRoWc6UzJCtZ NOTES- (12) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 tb uplift at joint 1, 794 Ib uplift at joint 11 and 161 Ib uplift at joint 13. 9) This truss has been designed for a moving concentrated load of 250003 live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 Ib down and 65 Ib up at 26-2-0 on top chord. The design/selection of such connection device(s) is the responsibility of others, 12) All dimensions given in feel -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-5w-66, 5-6=-66, 6-7=-66, 7-10=-66, 11-20=-14 WARNING Verity design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11411-7473 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. Appficatailly of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, 591 53719. theTRUSSco. nvc. "Job 'Truss ,J1032423 IK02 Truss Co, Sumner, WA 4x5 _.....5-?,11 6-4-11 Truss Type California 2- I 6.00 112 18-1-0 5-10-3 O Ply } Gary Singh 112770847 Job Reference (optional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:44 2019 Page 1 I D:mo 1 bE50SX9KgzZBKX?rARJzNUmt-V?vTPHs8jOSszaTCjE 1 GasoFNOiTUL 1 sv6?jANzJC0( 25.7-4 { 23-7-5 _,125-1.9.�..}............. 31-8-7 I 38-3-0 __...... 9.7:9i 5-8-5 1-6-4 6-1-3 66-9 1-4•0 0-5-11 5x8 = 35 18 36 37 38 17 16 39 40 3x4 = 3x6 = 3x8 = —_.._ 9 041. 3x4 = 3x4 = 4 3x6 16-1_-0 23-7-5 25.7-4I _39-_0A ., 3.8.3-0 �3 0 4-7r17 14:0-1-12 ai-BJ-_ ...__ Plate Offsgis ,)- [2:0-2-1 —4-2-6L.[5 -1 1Z 0-1-81 17:0-2-12 0 0 LOADING (psi.) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ` BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPi2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.188tr WEBS 2x4 HF Stud *Except` W3,W4,W5: 2x4 HF No.2 CSI. TC 0,92 BC 0.98 WB 0.90 Matrix-MSH DEFL. in (loc) Udell L/d Vert(LL) -0.37 17-18 >999 360 Vert(CT) -0.57 17-18 >712 240 Horz(CT) 0.06 13 n/a n/a Scale = 1:72.5 PLATES GRIP MT20 185/148 Weight: 183 1b FT = 20% BRACING - TOP CHORD "Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-1-2 max.): 7-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ftb/size) 2=1421/0-5-8 (min. 0-2-6), 13=1815/0-5-8 (min. 0-3-14) Max Horz 2=116(LC 10) Max Uplift 2=-136(LC 10), 13=163(LC 11) Max Gray 2=1460(LC 17), 13=2355(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-25=-2575/216, 3-25=-2490/229, 3-4=-2320/209, 4-5=-2162/222, 5-26=-1528/161, 26-27=-1377/162, 6-27=-1343/173, 6-28=1369/187, 7.28=-1451/174, 7-29=-1507/164, 8-29=-1507/164, 8-30=-1516/149, 9-30=-1681/136, 9-31=60/863, 10-31=-69/802, 10-32=-95/850, 32-33=-99/793, 11.33=-107/782 BOT CHORD 2-35=-248/2234, 18-35=-248/2234, 18-36=-146/1785, 36-37=-146/1785, 37-38=-146/1785, 17-38=-146/1785,16-17=-58/1519,16-39=-58/1519,39-40=58/1519,15-40=-58/1519, 15-41=-42/1380, 14-41=42/1380, 14-42=71/740, 13-42=71/740, 13-43=-700/137, 11-43=-700/137 WEBS 3-18=-377/135, 5-18=-32/573, 5-17=-804/168, 6-17=-85/(369, 7-17=-523/125, 7-15=-565/82, 8-15=83/583, 8-14=245/271, 9-14=-9/716, 10-13=-335/86, 9-13=-2412/204 NOTES- (12) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 23.0psf 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 = 7.0psf. 8) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 136 Ib uplift at joint 2 and 163 Ib uplift at joint 13, Continued on page 2 May 7,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only wlth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the erector. Additional permanent bracing of the overal structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. :Job 032423 Truss Truss Type K02 California IQty rPly Gary Singh 112770847 ,lob Reference(opp114t11.. Truss Co, Sumner, WA 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:45 2019 Pa e 2 I D:mo 1 bE50SX9KgzZBKX?rARJzNUmt-zCTrddsmUiajbj2 PGyYV7fKQ7Q2iDoG?7 mkGi pzJCI W NOTES- (12) 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 Ib down and 65 Ib up at 25-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-6=-66, 6-7=-66, 7-8=-66, 8-12=-66, 19-22=-14 §� WARNING - Verity design paramelers and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE M1l-7473 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. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available Irom Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job J1032423 • Truss CO, Sumner Truss K03 1 A a-4-0 1 6-4-11 '1-4-0 6-4-11 4x5 Truss Type 'California 12-2-13 5-10-3 4x10 1.5x4 \\ 6.00 12 5-10-3 Ply Gary Singh 112770848 1 Job Reference (optional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:47 2019 Page 1' ID:mo1bE50SX9KgzZBKX?rARJzNUmt-wabclJu00JgRg1CnONbzC4Qn7EjBhIDIb4DNnhzJCUU 23-7-4 21-7-5 123-1-81 I 26-1613 I 34.1� i 38-3-0 3-6-5 1{r4 53-9 5-2-7 4-1-12 5x6 = 29 6 City 1 0-5.11 Scale = 1:72.5 h 37 20 38 39 40 19 18 17 41 16 3x4 = 3x8 = 3x8 3x4 = 3x4 = i- -9 a-0-0 Plate Offsets, X Y]— [2:0-2-11.0-2-6] j5:0-1-12.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD BOT CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TP12014 2x4 HF No.2 2x4 HF No.2 *Except* B1: 2x4 DF Nc.1&Btr WEBS 2x4 HF No.2 *Except' W1,W2,WE;W10,W11,W12: 2x4 HF Stud :0-4-0.0-2-4 42 15 4x5 = 3x4 '1 3x6 1&L0 i 21-7-5 23-7,4H 28-10-13 _34-04 3-0 91•L 31r5 1.1L15 5-3-9 5-1-7 0. -0 4-1-12 CSI- TC 0,88 BC 0.98 WB 0,74 Matrix-MSH REACTIONS. (Ib/size) 2=1434/0-5-8 (min. 0-2-7), 14=1841/0-5-8 (min. 0-3-12) Max Horz 2=116(LC 10) Max Uplift 2=-138(LC 10), 14=-163(LC 11) Max Gray 2=1479(LC 17), 14=2291(LC 31) -81 11:0-3-0,0-1-81,115 0-1-12 0-1-81 [17:0-1-12 0-1.81 DEFL. in (ioc) Vert(LL) -0.35 19-20 Vert(CT) -0.56 19-20 Horz(CT) 0.07 14 BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces-250 (Ib) or less except when shown. TOP CHORD 2-27=-2616/222, 3-27=2532/234, 3-4=-2362/214, 4-5=-2204/228, 5-28=-1569/166, 28-29=1418/168, 6-29=-1339/179, 6-30-1383/195, 7-30=-1425/184, 7-31=-1450/177, 8-31=-1445/178, 8-32=-1536/172, 9-32=-1692/160, 9-10=1402/114, 10-33-1507/103, 33-34=-1515/102, 11-34=-1637/99, 11-35=-69/813, 35-36=-77/793, 12-36=-83/793 BOT CHORD 2-37=-252/2272, 20-37=-252/2272, 20-38=-151/1822, 38-39=-151/1822, 39-40=-151/1822, 19-40=-151/1822, 18-19=-55/1453,-17-18=-55/1453, 17-41=-4011371, 16-41=-40/1371, 16-42=-32/1355, 15-42=-32/1355, 15-43=709/112, 14-43=-709/112, 14-44=-709/112, 12-44=709/112 WEBS 3-20=-376/135, 5-20=-31/573, 5-19=-804/168, 6-19=-95/928, 7-19=-580/126, 7-17=-584/82, 8-17=84/579, 8-16=-95/322, 9-16=-98/261, 9-15=-686/86, 11-15=-99/1972, 11-14=-2180/196 I/deft >999 >731 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 • Weight: 190 Ib FT '= 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (4-5-1 max.): 7-8, Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- (12) • 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 23.0psf 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 = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 Ib uplift at joint 2 and 163 Ib uplift at joint 14. Continued on page 2 May 7,2019 ® WARNING - Verily design paramelers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI67473 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. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Adddional temporary bracing to insure stability during construction is the responsibillay of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSOTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VVI 53719. • `Job ,J1032423 Truss Ko3 Truss Type California Qty 1 Ply Gary Singh Job Refeience_(optional) 112770848 Truss Go, Sumner, WA NOTES- (12) 9) This truss has been designed for a moving concentrated load of 250,0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 Ib down and 65 Ib up at 23-4-0 on top chord. The design(selection of such connection device(s) is the responsibility of others. 12) Al dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (Of) Vert: 1-6=46, 6-7=-66, 7-6=-66, 6-13=-66, 21-24=-14 Concentrated Loads (lb) Vert: 8=-38 ft 240 s Dec 8 2018 MiTek Industries, Inc. Mon May 6 13:1247 2019 Page 2 I D:rno1bE5OSX9KazZBKX7rARJz NUmt-wabc1Ju00JqRq1CnONbzC4Qn7EjBh1D1b4DNnhzJCtU A WARNING Verity design Nominators and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MII.7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. ApplIc.abillly of design paramenters and proper Incorporation of component Is responsibility of building designer: - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility ot the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, 58 53719. theTRUSSco. IJ J1032423 l _ Truss Co, Sumner, WA Truss ,Truss Type 01y Ply Gary Singh K04 CAL HIP 1 1 ____.--__„ Job Reference (optional) 6 240 s Dec 6 2018 MiTek Industries, inc. Mon May 6 13:12:50 2019 Page 1 ID:mo1bE50SX9Kgz2BKX?rARJzNUmt-K9GkgKwulEC0iVwM3V8ggj1HxRIvu5VkH2S100zJC1R 11-0-0, 6-4-11 I 12-2-13 16-7-12 18-1-01 21-1-9 2t-7 26-0-3 1 31-10-5 -1-38-3-0 39-7-0I 1-4-0` 6-4-11 5-10-2 4-4-15 1-5-4 3-0-9 0--'11 4-4-15 5-10-2 6-4-11 1-4-0 r, . 2 <1 4x5 28 3x6 5x6 30 7 5x8 4x10 1.5x4 \\ 6.00 1-1-2 3x4 i 2 5x6 = 50 8 35 3x4 10 x 4x6 12 37 1.5x4 II 13 40 21 41 42 43 20 44 19 18 45 46 47 17 48 16 49 3x4 = 3x8 = 3x6= 3x4 = 3x4 = 4x5 = 9-0:.0 18-Z 12 1 21.-7-4 I 29-3-0 __ ....34--33-0 I .3.8=3-0 9-0.0 7-7.12. 4-11-8 71.12 5-0-0 4-0-0 Plate QfLse(s_( Y)- 12:0-2_1j 0-2-6J,,15 Q;1r12 0;1-81. [7:0-3-0,Edge], [8;0-2-1,0-3-01 [10'0.1. 12,0-1-8J,.1,12:0-2-0 0-2-0 [16'0-2_0 0,1_1,2),.117:0-1-12,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDDl 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc: YES Code IRC2015/TP12014 CS!. TC 0.85 BC 0.98 WB 0.77 Matrix-MSH DEFL. in (loc) I/defl L/d Vert(LL) -0.33 21-24 >999 360 Vert(CT) -0.52 21-24 >781 240 Horz(CT) 0.07 16 n/a n/a 112770849 i I Scale = 1:76.5 3x6 = PLATES GRIP MT20 185/148 Weight: 187 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr 2-0-0 oc purlins (4-6-4 max.): 6-9, 7-8. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. W3,W4,W5,W6,W7: 2x4 HF No.2 WEBS 1 Rowatmidpt 9-20, 9-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1456/0-5-8 (min. 0-2-8), 16=1672/0-5-8 (min. 0-3-11) Max Horz 2=-116(LC 100) Max Uplift 2=-142(LC 1A), 16=-165(LC 11) Max Grav 2=1512(LC 17), 16=2226(LC 31) FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-28=-2695/233, 3-28=-2610/246, 3-4=-2434/226, 4-5=-2345/238, 5-29=-1760/184, 6-29=-1649/201, 6-30=-426/45, 7-30=-420/53, 6-3101-1399/199, 31-32=-1399/199, 32-33=-1399/199, 8-3351-1399/199, 8-34=1475/207, 9-34=-1475/207, 9-3551-1510/189, 10-35=-1642/172, 10-36=-1424/121, 11-36=-1430/108, 11-12=-1574/104, 12-37=-42/806, 13-37=-50/792, 13-3851-76/821, 38-39=-80/815, 14-39=-88/802, 7-50-392/90, 8.50=-397/80 BOT CHORD 2-40=-263/2345, 21-40=-26342345, 21-41-154/1873, 41-42=-154/1873, 42-43=-154/1873, 20-43=-154/1873, 20-44=-41/1359, 19-44=-41/1359, 18-19=-41/1359, 18-05=-46/1517, 45-46=-46/1517, 4647=-46/1517, 17-07=46/1517, 17-48=116/828, 16-48=116/828, 16-09=-717/121, 14-49=-717/121 WEBS 3-21=-391/140, 5-21=-41/566, 5.20=683/147, 6-2001-24/489, 9-20=-133/348, 9-18=-38/383, 10-18=-254/143, 10-17=-524/63, 12-17=0/715, 12-16=-2312/161, 13-16=-349/66 NOTES- (12) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) a This truss has been designed for a live load of 23.0psf 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 = 7,0psf. Continued on page 2 May 7,2019 ARMING - Verify desrpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 549.7473 BEFORE USE. lid for use only with MiTek connectors. This design i5 based only upon parameters shown, and is for an individual building component. plicabil4y of design paramenters and proper incorporation of component is responslbillty of building designer - nol truss designer, &acing shown r lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respobsibillity of the erector. Adddional peunera:nl bracing o11he overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS6TPI1 Quality Criteria, DSB-69 and BCBN Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type City Ply Gary Singh 112770849 1J1032423 . Truss Co, Sumner, WA NOTES- (12) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 Ib uplift at joint 2 and 165 Ib uplift at joint 16, 9) This truss has been designed for a moving concentrated Toad of 250.0Ib live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 Ib down and 70 Ib up at 21-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. K04 CAL HIP LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-6=-66, 6-7=-66, 8-9=-66, 9-15=-66, 22-25=-14, 7-8=-66 Concentrated Loads (Ib) Vert: 9=-92 1 Job Reference (option j) 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:50 2019 Page 2 D:molbE50SX9KgzZBKX?rARJzNUmt-K9GkgKwulECOiVwM3V8ggj1HxRIvu5VkH2S100zJCtR WARNING - uerrry dasfgo parameter, and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and f5 for an individual building componenL Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of mdividual web members only. Addrtional temporary bracing Io insure stability during construction is the responsibillity of the erector. Additional permanent bracing °Title overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. Job Truss Qty Ply Gary Singh 112770850 J1032423 • K05 Truss Co, Sumner, WA 0 4x8 26 27 5x6 5x8 4x10 1.5x4 \" Truss Type California Job Referenceloptional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:52 2019 Page 1 D;mo 1 bE50SX9KgzZBKX?rARJzNUmt-GYOV50y9grTjxo4IBwA8v87dxF OFMye1 kMx8SvzJCtP 20-4-1 12-2-13 i 17-5-4 17-16115 201942 26.0- ) 31-10-5 34-1-4 I 39-3.0 5-10-2 5-2-7 0-5-11 2-5-2 0-5-11 5-2-7 5-10-2 2-2-15 4.1.12 6.00 Ff• 3x4 36 19 37 38 39 40 17 16 Plate Offsets (X,Y)- (2:0-3-3 0_2_2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud 'Except' W3,W4,W5,W6,W7: 2x4-HF No.2 3x4 = 2 0-1-8116:0-2-8.0-2 WEDGE Left: 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'nor YES Code IRC2015/TP12014 18 3x8 = 21 4x6 = 3x4 = 41 42 43 15 44 0 4x4 35 3x6 Scale = 1:70.4 ._ 8c3-D 0-•'-0 4-1-12 0-1-81 (19:0-1-12.0-1:81,,___ CSI. DEFL. in (loc) I/deft LJd PLATES GRIP TC 0.88 Vert(LL) -0.34 19-22 >999 360 MT20 185/148 BC 0.99 Vert(CT) -0.53 19-22 >776 240 WB 0.99 Horz(CT) 0.10 14 n/a n/a Matrix-MSH REACTIONS. (Ibisize) 2=1540/0-5-8 (min. 0-3-6), 14=1965/0-5-8 (min. 0-4-5) Max Horz 2=112(LC 86) Max Uplift 2=-153(LC 10), 14-180(LC 11) Max Gray 2=2057(LC 29), 14=2613(LC 29) BRACING - TOP CHORD Weight: 187 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0-oc purlins, except 2-0-0 oc purlins (3-9-10 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-18, 7-18, 7-16 FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-26=3888/255,26-27=-3803/255, 3-27=-3790/267, 3-4=3527/247, 4-5=-3380/260, 5-28=-2448/198, 28-29=-2317/206, 6-29=2297/218, 6-30=-2053/216, 30-31=-2054/216, 7-31=-2055/216, 7-32=-2181/205, 32-33=2202193, 8.33=-2333/184, 8-9=-1944/137, 9-10=-2080/123, 10-34=-37/806, 11-34=-46/792, 11-35=-79/822, 12-35=-87/802 BOT CHORD 2-36=-278/3407, 19-36=-278/3407, 19-37=-174/2714, 37-38=-174/2714, 38-39=-174/2714, 18-39=-174/2714, 18.40=-80(1967, 17-40=-50/1967, 16-17=-50/1967, 16-41=-55/2080, 41-42=-55/2080, 42-43=-55/2080, 15-43=55/2080, 15-44=-70/1149, 14-44=-70/1149, 14-45=-718/120, 12-45=-718/120 WEBS 3-19=-591/137, 5-19=-35/664, 5-18=1023/160, 6-18=27/609, 7-18=-116/374, 7-16=61/343, 8-15=730/72, 10-15=0/941, 10-14=-2810/171, 11-14=-354/60 MiTek-recommends that Stabilizers andrequired cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 7) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweefl the bottom chord and any other members, with BCDL = 7.0psf, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 2 and 180 Ib uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all mid panels and at all corit§fignOti949n the Top Chord and Bottom Chord, nonconcurrent with any other live loads. May 7,2019 A'on parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111I1-7473 BEFORE USE. use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. bOty of design paramenlers and proper incorporation of component is responsibility of building designer- not Truss designer. Bracing shown ateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consul ANSITTPII Quality Criteria, DSB-89 and BCSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Gary Singh 112770850 J1032423 • iK05 California 1 1 Jotieference (o_ptional) Truss CO, Sumner, WA 8.240 s Dec 6 2018 MiTek Industries, Inc, Mon May 6 1312:52 2019 Page 2 ID:rno1bE50SX9KozZBIOQrARJzNUmt-GYOV50y9qrTjxo418wA8v87dxFQFMye1kMx8SvzJCIP NOTES- (12) 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 Ib down and 58 Ib up at 17-11-10, arid 162 Ib down and 58 Ib up at 20-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced); Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-7=-66, 7-13=-66, 20-23=-14 Concentrated Loads (Ib) Vert: 7=-113 30=-157 a WARNING Verily design parameters and READ NOTES ON TN'S AND INCLUDED MITEK REFERENCE PAGE 681.7473 BEFORE USE Design valid for use only with Mire* connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualily control, storage, delivery, erection and bracing, consult ANSIfTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information avalLable from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job J1032423 Truss K05 !Truss Type California Ply Gary Singh Joti Referenceloptional) 112770851 Truss Co, Sumner, WA 1-4-0 2 441 5x6 = 6-4-11 6-4-11 4x8 1.5x4 ';‘,"• 12-2-13 5-10-2 6.00 15-5-4 1 10-15 3-2-7 3x4 29 38 19 39 40 41 9-0-0 9-0-0 3x4 = 5x6 18 3x8 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 131255 2019 Page 1 ID:mo1bE50SX9KqzZBKX7rARJzNUmt-h74dj2_17mrloGpKs2krXml84SSoZK2TRJ9o3ELJCIM 22-4-1 22/9112 26-0-3 31-10-5 +.34-1-4 38-3-0 65-2 0-5-11 3-2-7 5-10-2 2-2-15 4-1-12 1-4-0 4x8 = 6-5-4 7-4-8 5x8 43 44 45 15 46 47 16 3x4 3x4 14 4x6 = Scale = 1:68.9 3x6 29-3-0 34-04 3411-4 38-3-0 6-5.-4 4-9-4 0-1-0_ 4-1-12 PlateOffsets (X,Y)- [2:0-1-11 EdgeL [5:0-1-8,0-1-81,16:0-2-0.0-3-41. [80-1-1.2-0-1-81,110:0-2-4,0-1-121.114:0-3-0.0-1-81. [19:0-1-12.0-1-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 *Except* T3: 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 "Except* Bl: 2x4 DF No.1&Btr VVEBS 2x4 HF Stud -*Except* W4,W5,W6: 2x4-HF No.2 CSI. TC 0.88 BC 1.00 WB 0.88 Matrix-MSH REACTIONS. (lb/size) 2=1541/0-5-8 (min. 0-3-.6), 14=1940/0-5-8 (min. 0-4-3) Max Horz 2=100(LC 14) Max Uplift 2=-167(LC 10), 14=-191(LC 11) Max Grav 2=2039(LC 29), 14=2553(LC 29) DEFL. Vert(a) Vert(CT) Horz(CT) BRACING - TOP CHORD BOT CHORD in (loc) I/defl Lid -0.32 19-22 >999 360 -0,53 19-22 >770 240 0.11 14 n/a n/a -FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less_except when shown. TOP CHORD 2-26=-3776/282, 26-27=-3677/291, 3-27=-3659/304, 3-4=-3356/282, 4-28=-3207/283, 5-28=-3196/296, 5-29=-2462/254, 6-29=-2317/266, 6-30-2119/251, 30-31=-2120/252, 31-32=-2121/252, 7-32=-2122/252, 7-33=-1963/208, 8,33=-2108/195, 8-34=-1722/154, 9-34=-1723/141, 9-35=-1843/140, 10-35--1871/129, 10-36=-45/805, 11-36=-53/792, 11-37=-83/820, 12-37=-91/800 BOT CHORD 2-38=-299/3288, 19-38=-299/3288, 19-39=-184/2525, 39-40=-184/2525, 40-41=-184/2525, 18-41=-184/2525, 18-42-69/1824, 17-42=-69/1824, 16-17=-69/1824, 16-43=-66/1852, 43-44=-66/1852, 44-45=-66/1852, 15-45=66/1852, 15-46=-68/986, 14-46=-68/986, 14-47=-716/123, 1247=-716/123 WEBS 3-19=-664/141, 5-19=-52/716, 5-18=-876/147, 6-18=-39/657, 7-18=-80/503, 7-16=-113/357, 8-16=-122/258, 8-15=-669/64, 10-15=-9/857, 10-14=-2636/199, 11-14=-349/62 PLATES GRIP MT20 185/148 Weight: 179 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-9-12 max.): 6-7, Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 'NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0psf 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 = 7.0psf. .8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 2 and 191 Ib uplift at joint 14. Continued on page 2 May 7,2019 WARNING Verity design paramaIera and READ NOTES ON 77.115 AND INCLUDED MITER REFERENCE PAGE M11-7473 5EFORE USE,. Design valid for use only with MiTek connec1ors. This design is based only upon parameters shown, and is for an indisidual building component Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. mammal temporary bracing to insure stability during construction is the rosponsibilllly ot the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 DCnofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job (Truss Truss Type J1032423 • K06 California City Ply Gary Singh Job Reference (optional) 112770851 Trios Co, Sumner, WA 'NOTES- (12) 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 Ib down and 69 Ib up at 15-11-10, and 179 Ib down and 61 Ib up at 17-2-4, and 134 Ib down and 63 Ib up at 22-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) formal. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-7=-66, 7-13=-66, 20-23=-14 Concentrated Loads (Ib) Vert: 7=-35 30=-102 31=109 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:55 2019 Page 2 I D:mo l bE50SX9KgzZBKX?rARJzNUmt-h74dj2 17mrl oGpKs2krXml84SSoZK2TRJ9o3EzJGtM RRNtNG -Verity desiprr parameters end READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE N111,7473 BEFORE USE. n valid for use oniy with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. bil'dy of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown eral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillay of the erector. Additional permanent tracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and 13CS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Job (Truss J1032423 • . K07 Truss Type Califomia Qty Gary Singh 112770852 Truss Co, Sumner, WA F-0-0 7-0-6 1-0-0 7-0-6 3x8 = 1 6.00 112 7-0-6 7-0-6 3x4 13-5-4 6-4-14 24 5x8 l ob Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:57 2019 Page 1 ID:molbE50SX9KgzZBKX?rARJzNUmt-dVCN8k0Hf0501azizTmJcBgVrG9h1DImudev86zJCtK 15 19-1-8 24-4-1 24/9 12 31-0-15 I 38-3-0 139-7-0I 1 5-2-9 5-2-9 0-5-11 6-3-3 7-2-1 1-0-0 3x6 = 24- 5x8 Scale = 1:67.7 3x6 Plate Offsets (X.Y)— [2:0-8-4 0-0-10][3;0-1-12,0-1-8],[6:0-4-0,0-2-4j,[7:0-1-4 o-2-0].[8:0-2-9,0-1-8].j13s0-2-0,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TPt2014 LUMBER - TOP CHORD 2x4 DF No,l&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud 'Except' W4,W6:-2x4 HF No.2, W9: 2x4 DF No.1&Btr CSI. TC 0.80 BC 0.90 WB 0.90 Matrix-MSH DEFL. in (loc) I/deft Vert(LL) -0.33 10-11 >999 Vert(CT) -0.50 10-11 >825 Horz(CT) 0,09 10 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 182 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing -directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-11-13 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS" 1 Row at midpt 3-14, 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1542/0-5-8 (min. 0-3-5), 10=1907/0-5-8 (min. 0-4-1) Max Horz 2=88(LC 10) Max Uplift 2=-164(LC 10), 10=-172(LC 11) Max Gray 2=2007(LC 29), 10=2474(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-22=-3566/267, 22-23=-3403/268, 3-23=3273/282, 3-24=-2607/238, 4-24=-2426/252, 4-25=-2035/217, 25-26=-2035/217, 26-27=-2035/217, 27-28=2035/217, 5-28=2035/217, 5-20=-2035/217, 29-30=-2035/217, 6-30=-2035/217, 6-31=-1769/155, 7-31=-1953/ 131. 7-32=-106/1005, 32-33=-118/839, 8-33=-132/819 BOT CHORD 2-34=263/3065, 15-34=-263/3065, 15-35=-263/3065, 14-35=-263/3065, 14-36=-142/2168, 36-37=-142/2168, 13-37=-142/2168, 12-13=-40/1604, 12-38=-40/1604, 38-39=-40/1604, 11-39=-40/1604, 11-40=-43/1155, 10-40=43/1155, 10-41=-733/170, 8-41=-733/170 WEBS 3-15=0/395, 3-14=-1000/154, 4-14=-20/562, 4-13=-239/275, 5-13=703/124, 6-13=107/763, 7-11=-44/656, 7-10=-2919/283 NOTES- (12) 1) Wmd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flatroof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 7) ' This truss has been designed for a live load of 23.0psf 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 = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 2 and 172 Ib uplift at joint 10. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.01b dead located al all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Ltaltagnintbaugig representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 7,2019 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MJTEK REFERENCE PAGE MJI.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based aMy upon parameters shown, and is for an individual building component Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional pem anem bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and Bcsl1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply I Gary Singh J1032423 + EE K07 California 1 1 .fobRoference(Loptiondll__ 8 Truss Co, Sumner, WA 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:12:57 2019 Page 2 I D:rnol bE50SX9KgzZ0KX?rARJzNUmt-0VCN8k0Hf0501 azizTmJc8gVrG9h 1 DImudev86zJC(K NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 Ib down and 72 Ib up at 13-8-8, 131 Ib down and 51 Ib up at 16-0-12, and 113 fb down and 45 Ib up at 17-2-4, and 59 Ib down and 44 Ib up at 24-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. 112770852 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert; 1-4 —66, 4-6=-66, 6-9=-66, 16-19=-14 Concentrated Loads (Ib) Vert: 4=105 25=-65 27=-43 ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.747.1 BEFORE USE. n valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for en individual budding component licebillty of design paramemers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r lateral support of individual web members only, Additional temporary bracing to insure stability during construction is Me responsibilliy of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, W1 53719. theTRUSSc©. INC. Job J1032423. Truss 608 Truss Type California Dry Ply 1 Gary Singh Job Reference (OotiOA) 112770853 Truss Co, Sorrvrer, WA • 5-10-3 1-4-0 5-10-3 3x8 = 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:13:00 2019 Page 1 ID:mo1bE50SX9KqzZBKX?rARJzNUm1-14tWm12AyJTbu 1 hl-i1bK0DqSz5TB5Ec8CablZkRzJC1H 11-5-4 11-10 15 19-1-8 26-4-1 9-12 32-3-2 38-3-0 ?9-7-01 5-7-1 7-2-9 7-2-9 0-5-11 5-5-6 5-11-14 1-4.0 5)(8 % 36 37 38 15 14 1.5x4 11 3x4 1.5x4 5x8 4x4 = 518 4x4 Scale = 1:67.7 5-7-1 Plate Offsets(X,Y)— (210-8 0-0-14J43:0-1-12 LOADING (psf) TCLL 25.0 (Roof Snow=25,0) TCDL 8.0 BCLL 0.0 BCDL 7 0 LUMBER - TOP CHORD BOT CHORD WEBS 6: -0 0- SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TPI2014 2x4 HF No.2 *Except' T2: 2x4 DF 2400F 2.0E 2x4 DF No.18..Btr 2x4 HF Stud *Except* W4,VV6: 2x4 HF No.2 7-5-4 7,28 - 8:0-2-9,0111D-1-12,0-2-01,113:0-2-0,0-2-011140-1-12,0-1-8j CSI, TC 0.99 BC 0.86 WB 0.83 Matrix-MSH REACTIONS, (lb/size) 2=1559/0-5-8 (min. 0-3-4), 10=1983/0-5-8 (min. 0-4-1) Max Horz 2=-76(LC 11) Max Uplift 2=-191(LC 10), 10-217(LC 11) Max Grav 2=-1977(LC 29), 10=2.470(LC 29) DEFL. in (loc) 1/dell Vert(LL) -0.24 1143 >999 Vert(CT) -0,43 13-14 >959 Horz(CT) 0.08 10 n/a BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less -except when shown, TOP CHORD 2-22=-3430/328, 22-23=-3312/332, 3-23=-3190/344, 3-24=-2660/309, 4-24=-2512/321, 4-25=-2632/297, 25-26=-2632/297, 26-27=-2632/297, 27-28=-2632/297, 28-29=-2632/297, 5-29=-2632/297, 5-30=-2632/297, 30-31=-2632/297, 6-31=-2632/297, 6-32=-1830/219, 7-32=-1898/198, 7-33=-88/1079, 33-34=-99/924, 8-34=-109/876 BOT CHORD 2-35=-316/2963, 15-35=-316/2963, 15=36=-316/2963, 14-36=-316/2963, 14-37=-220/2250, 37-38=-220/2250, 13-38=-220/2250, 12-13=-T26/1707, 12-39=-126/1707, 39-40=-126/1-707, 11-40=-126/1707, 11-41=-83/736, 10-41=-83/736, 10-42=-826/145, 8-42=-826/145 WEBS 3-15=0/368, 3-14=-782/141, 4-14=-7/490, 4-13=-156/613, 5-13=-981/186, 6-13=-141/1168, 6-11=-429/122, 7-11=-114/1088, 7-10=-2681/294 LJd 360 240 n/a 4-2-12 PLATES" GRIP MT20 185/148 Weight 169 lb FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-2-0 max.): 4-6. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-13 MiTek racommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8pst; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWF RS (envelope) gable -end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 23.0psf 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 = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 Ib uplift at joint 2 and 217 Ib uplift at joint 10. 9) This truss has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all mid panels and at all CorRINF400(348nS the Top Chord and Bottom Chord, nonconcurrent with any other live loads. May 7,2019 WARNING • Verify design paranonors and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE M0,7473 BEFORE USE, Design volict for use only with Milek connectors. This design is based only upon parameters shown, and Is for an Individual building component, Applicability of design parameMers and proper incorporation of component is responsibikty of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing lo insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTP11 Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, 81 53719. Lb Truss Truss Type I Qty Ply Gary Singh J1032423 1 K08 California 11 1 _ - .1.-- I Job Reference (optional) Truss Co, Sumner, WA 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:13:00 2019 Page 2 I D:mo 1 b E50SX9KgzZB KX?rARJzNUm1-14tWm12AyJTbu 1 h HfbKODgSz5TB6Ec8Ca btZk RzJCIH NOTES- (12) 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 Ib down and 72 Ib up at 11-8-8, 126 Ib down and 51 Ib up at 14-0-12, 134 Ib down and 54 Ib up at 16-0-12, and 104 Ib down and 54 Ib up al 17-2-4, and 204 Ib down and 105 Ib up at 26-6-8 on top chord, The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=66, 4-6=-66, 6-9=-66, 16-19=-14 Concentrated Loads (Ib) Vert: 4-43 6=-105 25=-59 27=-64 28=34 112770853 YVARNJNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED a4TEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid far use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramemers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addtional temporary bracing to insure stability during construction is the responslbillgy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1032423 , Tru3s Co, Su Truss K09 A 0-4.0 ♦-- _ 4-11-12 1-0-0 4-11-12 5x6 Truss Type 'California 9-5-4 9-10115 15-9-13 4-5-8 0-5-11 5-10-14 5x8 3x4 = Ply 1 Gary Singh 112770854 Job Reference opfional) 8.240 s Dec 6 2018 MiTek Industries, Inc- Mon May 6 13:13:02 2019 Page 1 ID:mol bE50SX9KgzZBKX?rARJzNUml-_T?GBR4QUwjJBLrgrnOMUJFXKgHsppmV2vMgpKzJCIF 22-5-3 28-3-0 28 �9-12 .._ 33;3-4{ 38-3-0 �29-7-0{ 6-7-6 5-9-13 0 - 2 4-5-8 4-11-12 1-4-0 1.5x4 II 37 38 39 14 16 15 13 3x4 = 15-9-13 Plate Qffyets.(,,YJ- !2:0-1-11 EdgeJ,_j4;¢--0 0-2-0J 17:0-4-0.0-1-15148'C LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 70 LUMBER - TOP -CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Inca: YES Code IRC2015rTPI2014 4x4 = 4x8 = 4x8 72-5-3 7 6-7-5 0.0-2-4], 112:0-1-12.0-1-81. 11.3:0-_1 CSI. TC 0.92 BC 0.91 WB 0.88 Matrix-MSH 5x8 = 4x5 = 3x4 11 Scale = 1:67.7 3x6 T. 388r3_O 4-2-12� DEFL. in (loc) Vert(LL) -0.32 16-19 Vert(CT) -0.53 16-19 Horz(CT) 0.08 11 I/deft >999 >774 n/a L/d 360 240 n/a PLATES -GRIP MT20 185/148 Weight: 166 Ib FT = 20% 2x4 HF No.2 *Except T2: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 *Except* B1: 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud `Except' W3,W5,W7: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=1473/0-5-8 (min. 0-2-15), 11=2153/0-5-8 (min. 0-4-0), 9=-253/0-3-8 (min. 0-1-8) Max Horz 2=64(LC 14) Max Uplift 2=-174(LC 10), 11-154(LC 6), 9= 492(LC 28) Max Gray 2=1803(LC 29), 11=2426(LC 28), 9=136(LC 79) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-24=-3071/316, 3-24=-2964/332, 3-25=-2655/276, 4-25=-2597/286, 4-26=-3128/330, 26-27=-3128/330, 27-28=-3128/330, 28-29=-3128/330, 5-29=-3128/330, 5-30=2760/263, 30-31=-2760/263, 6-31=-2760/263, 6-32=2760/263, 32-33=2760/263, 7-33=-2760/263, 7-34=-1356/135, 8-34=-1413/117, 8.35=-101/1372, 9-35-117/1335 BOT CHORD 2.37=-298/2668, 16-37=-298/2668, 16-38=-207/2374, 15-38=207/2374, 15-39=-280/3128, 14-39=-280/3128, 13-14=-280/3128, 13-40=-58/1305, 12-40=58/1305, 12-41-600/82, 11-41=-600/82, 11-42=-1194/121, 9-42=-1194/121 WEBS 3-16=553/140, 4-16=0/433, 4-15=-128/953, 5-15-503/127, 5-13=-717/156, 6-13=-768/126,7-13=-190/1840, 7-12=-913/121, 8-12=-151/2097, 8-11=-2392/194 Structural wood sheathing directly applied or 2-7-4 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-7. Rigid ceiling directly applied or 5-0-14 oc bracing. MiTek recommends that Stabilizers and -required cross bracing be installed during -truss erection, in accordance with Stabilizer Installation guide. NOTES- '(12) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25,0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 2, 154 Ib uplift at joint 11 and 492 Ib uplift at joint 9. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.oIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads, 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 May 7,2019 WARNING - Verily design paraneters and READ NOTES ON TNIS AND INCLUDED MfTEK REFERENCE PAGE T+/11-747313E>0RE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramemers and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stab10y during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Duality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. :Job Truss Q Ply Gary Singh 11032423 Truss Co, Sumner, WA NOTES- (12) K09 Truss Type California Job Reference (optional) 112770854 8.240 s Dec 62018 MiTek Industries, Inc. Mon May 6 13:13:02 2019 Page 2 I D:mo l bE50SX9KgZZ6KX?rARJzN U mt-_T?GBR4Q UwjJ8 Lrg mOMUJFXKgHspiVmV2vMgpKzJGIF 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 71 Ib up at 9-8-8, 118 Ib down and 50 Ib up at 12-0-12, 120 Ib down and 53 Ib up at 14-0-12, and 82 Ib down and 53 Ib up at 16-0-12, and 52 Ib down and 44 Ib up at 17-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vera: 1-4-66, 4-7=-66, 7.10.-66, 17-20=14 Concentrated Loads (Ib) Vert: 4=-19 5=-13 26=-52 28=-51 ® WARNING • Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shorn, and is for an individual building component. Applicability of design paramenters and proper incorporalion of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. rob J7032423' Truss Co, 411 Sumner, WA 1-0-01 1-4-0 3-11-5 3-11-5 6.00 12 Truss K10 Truss Type California Girder 7-5-4 7-10-15 12-3-12 3-5-15 0-5-11 4-4-13 1.5x4 24 6x10 = 17-2-4 4-10-8 Qty Ply Gary Sigh 2 Job Reference(ptianal) 112770855 8 240 s Dec 6 2018 MiTei; Industries, Inc. Mon May 6 13:13:09 2019 Page 1 I D:mo 1 b E50SX9KgzZBKX7rARJzN Umt-Gpwwfg9pg4cJTQt0g_75jKVp5Kere2XtVYYZQzJ C18 20-9-13 24-7-3 27-9-031-0-10 i 34-3-0 3-7-9 3-9-53-1-13 3-3-10 3-2-7 4x4 = 1,5x4 II 38 39 40 41 42 43 44 45 46 t9 18 17 5x8 %JUS24 JUS24 JUS24 3x4 = JUS24 JUS24 4x5 JUS24 JUS24 3x10 = JUS24 JUS26 16 47 7x8 WB= 5x6 II 4x4 15 46 49 14 50 515;3 51 4x4 = 8x8 = MUS26 JUS26 JUS26 JUS26 JUS26 54 5 12 4x6 = 3x12 MT2OHS I Scale = 1:63.3 7-5-4 i 12-3-12 17-2-4 24-7-3 27-9-0 7-5-4 - 4-10-8 4-10-8 7-4-15 3-1-13 3-3-10 3-2-7 _Plate Offsets (X Y)- [2:0-2-7.Edge] [4 0-7-4.EdgeJ [11:Edge,0-1-12] j13:0-2-0 0-1-8j j14:0-2-8,0-4-01 [15:0-1-8 0-2-0) [18:0-1-12 0-1-121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 70 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI- TC 1.00 BC 0.64 WB 0.97 Matrix-MSH DEFL. in (loc) I/defl Ltd Vert(LL) -0.44 17 >924 360 Vert(CT) -0.66 17 >624 240 Horz(CT) 0.10 12 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 377 lb FT = 20% WMBER BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, BOT CHORD 2x6 DF SS except end verticals, and 2-0-0 oc purlins (2-9-5 max.): 4-8. WEBS 2x4 HF Stud *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W11: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=3860/0-5-8 (min. 0-3-7), 12=5466/0-5-8 (min.0-4-8) Max Horz 2=94(LC 89) Max Uplift 2=-455(LC 10), 12=-603(LC 10) Max Gray 2=4140(LC 32), 12=5503(LC 18) FORCES- (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-22=8269/953, 2-23=8336/1008, 3-23=8278/1019, 3-24=-8146/1004, 4-24=8054/1013, 4-25=-9980/1235, 25-26=-9980/1235, 5-26=-9980/1235, 5-27=-11351/1337, 27-28=-11351/1337, 28-29=-11351/1337, 6-29=-11351/1337, 6-30=-11351/1337, 30-31=-11351/1337, 7-31=-11351/1337, 7-32=-9964/1178, 8-32=-9964/1178, 8-33=6300/763,33-34=-6288/764,9-34=6265/771,9-35=-6273/782,35-36=-6292/780, 10-36=-6310/773, 10-37=-4928/584, 11-37=-4992/578, 11-12=-52311590 BOT CHORD 2-38=-934/7386, 2-39=-938/7412, 39-40=-938/7412, 40-41=-938/7412, 19-41=-938/7412, 19-42=916/7295, 42-43=-916/7295, 18-43=-916/7295, 18- 4=1201/9980, 44-05=-1201/9980, 45-46=-1201/9980, 17-46=-1201/9980, 16-17=1251/10887, 16-47=-1251/10887, 15-47=-1251/10887, 15-48=-1136/9887, 48-49=1136/9887, 49-50=-1136/9887, 14-50=-1136/9887, 14-51=480/4408, 51-52=-480/4408, 52-53=-480/4408, 13-53=-480/4408 WEBS 3-19=-375/316, 4-19=0/720, 4-18=380/3483, 5-18=-1817/341, 5-17=-137/1712, 6-17=495/155, 7-17=-156/899, 7-15=-1308/153, 8-15=-187/1926, 8-14=-6492/773, 9-14=-641/5452, 10-14=-226/1873, 10-13=-2064/267, 11-13=-577/5180 NOTES- (19) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2psf; 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 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. Continued on page 2 May 7,2019 ® WARNING - Verily design parameters and READ NOTES ON 71i15 AND INCLUDED M1TEK REFERENCE PAGE PA11.7473 BEFORE USE, Design valid for use only with MiTeli connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary orating to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delWery, erection and bracing, commit ANSIITPI1 Quality Criteria, D5B-09 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job !J1032423 Truss K10 Truss Type ,California Girder Qty Ply Gary Singh E1 2 Job Reference (optional) 112770855 TrJss Co, Sumner, WA NOTES- (19) 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage 10 prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 10) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 Ib uplift at joint 2 and 603 Ib uplift at joint 12. 12) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 16-0-12 to connect truss(es) J802 (1 ply 2x6 DF), J804 (1 ply 2x6 DF), J806 (1 ply 2x6 DF), J808 (1 ply 2x6 DF), J810 (1 ply 2x6 DF), J812 (1-ply 2x6 DF), J814 (1 ply 2x6 DF), J816 (1 ply 2x6 DF) to back face of bottom chord. 15) Use USP JUS26 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 10-1-8 oc max. starting at 17-2-4 from the left end to 32-2-4 to conned truss(es) L02 (1 ply 2x4 HF), E03 (1 ply 2x4 DF), E02 (1 ply 2x4 DF), E01 (1 ply 2x4 HF) to back face of bottom chord. 16) Use USP MU526 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 25-3-12 from the left end to connect truss(es) E04 (1 ply 2x4 DF) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 687 Ib down and 2931b up at 7-8.8, 261 Ib down and 111 Ib up at 10-0-12, 243 Ib down and 114 Ib up at 12-0-12, 211 Ib down and 114 Ib up at 14-0-12, and 205 Ib down and 114 Ib up at 16-0-12, and 52 Ib down and 44 Ib up at 17-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 19) All dimensions given in feet -inches -sixteenths (FFIISS) format. 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:13:09 2019 Page 2 I D:mo 1 bE50SX9KgzZBKX?rARJzNUmt-Gpwwfg9pg4cJTQtOg_75j KVp5Kere2Xf VYYZQzJC18 LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (p11) Vert: 1-4=-66, 4-8=-66, 8-9=-66, 9-11=-66, 2-12=14 Concentrated Loads (Ib) Vert: 4=-588 18=102(B) 17-876(B) 25=-196 26=-174 27=-142 29=-136 39=-41(B) 40=-40(8) 41=40(B) 42=-102(B) 43=-104(B) 44=-102(B) 46=-102(B) 48=-1282(B) 50=662(B) 51=662(B) 53=529(5) 54=631(B) ® WARNfNG - Verify design parameters and READ NOTES ON THIS AND INCIUOE0 MITEK REFERENCE PAGE Mlb7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .w� Safety Information aillablertrom Truss PlaleInInsiitute, 5&3 DnOn fno consult Madison, bM 5371194w1ity Criteria, DSB-89 and BC511 Building Component the i RUSSc©- INC. Job 2423* Truss Type Jack -Open Girder On, Ply Gary Singh 112770856 Truss ILD1 lob Ref eance_topt ono. Truss Go, Sumner, WA 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:13:10 2019 Page 1 L ID:rno1 bE50SX9KgzZBKX7rARJzNUmt-I?UI sAARbNkA5ZSC EiVMdxsrKVg_a9Uht9155szJCt7 3-0-12 ( 8-0-0 ) 10-1-8 1 12-1-6 I 14-1-8 115-7-15-i 3-0-12 4-11-4 2-1.8 2-0-0 2-0-0 1-6-7 19 4x5 = JUS24 9 3x6 I I Special MUS26 3-0-12 8-0-0 3-0-12 4-11-4 6.00 12 4x6 = MUS26 Plate Offsets (X Y�— j1 0-1-0 0-0-412;0-2-8,0-2-41, I8:0-2-4,0-1-8), [9:0-4-12,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF-No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015(TP12014 csi, TC 0.31 BC 0.63 WB 0.71 Matrix -MP 2 DEFL. in (Ioc) I/defl Lid Vert(LL) -0.06 8-9 >999 360 Vert(CT) -0.09 8-9 >999 240 Horz(CT) -0.01 4 nla n/a BRACING - TOP CHORD BOT CHORD Scale = 1:49.1 PLATES GRIP MT20 185/148 Weight: 97 lb FT=20% Structural wood sheathing directly applied or 5-9-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=lengtP4 1=0-5-8, 7=Mechanical, 8=Mechanical. (Ib) - Max Horz 1=216(LC 49) Max Uplift All uplift 100 Ib or less at joint(s) 7, 4, 5, 6 except 1=-143(LC 10), 8=-311(LC 10) Max Gray All reactions 250 Ib or less at joint(s) except 1=2092(LC 1), 7=312(LC 38), 8=2533(LC 1), 4=305(LC 35), 5=332(LC-36), 6=328(LC 37) FORCES. (Ib) - Max. Comp./Max. Ten- - All forces 250 (Ib) or less except when shown, TOP CHORD 1-12=-4342/271, 1-13=-4344/277, 2.13= 4318/282 BOT CHORD 1-19=-431/3856, 1.20=-432/3866, 9-20=-432/3866, 9-21=-432/3866, 21.22=-432/3866, 22-23=-432/3866, 8-23=-432/3866 WEBS 3-8=402/111, 2-9=-248/2936, 2-8=-4047/452 NOTES- (17) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at (3-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 2-9 2x4 - 2 rows staggeredat0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 4, 5, 6 except (jt=1b) 1=143, 8=311. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6. 12) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent at 1-0-12 from the left end to connect truss(es) J26A (1 ply 2x4 HF) to front face of bottom chord. Continued on page 2 WARNING - Verify -design paramelars and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE MA-747 J EJEFORE USE, n valid for use only wart MiTek connectors. This design is based only upon parameters shown, and is for an individual building component ity of design pararneMers and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown cal support of individual web members only, Additional temporary bracing 10 insure stability during construction is the responsibiaity of the erector, Additional permanent bracing of the overall structure is the responsibisly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIl Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719, May 7,2019 Job Truss J1032423 L.01 Truss Type Jack -Open Girder Qty Gary Singh h_Refeseriegjectonal) 112770856 Trto S Co, Sumner, WA NOTES- (17) 14) Use USP MUS26 (Wrth 6-10d nails into Girder & 6-1a1 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 5-0-12 from the left end to 7-0-12 to connect truss(es) F02 (1 ply 2x4 HF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2080 Ib down and 223 Ib up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-66. 1-8=-14 Concentrated Loads (Ib) Vert: 9=-2080(F) 11=-196(F) 21=-783(F) 23=-785(F) 8 240 s Dec 6 2018 MiTek Industries, Inc, Mon May 6 15:13:11 2019 Page 2 ID:rno1bE50SX9KqzZBKX7rARJzNUmt-DC2g4WB4Mhs1jj10oP0bA8PO4v7DJciq6p1e IzJC16 WARNING - Vert?), design parameter* and READ NOTES ONTHIS AND INCLUDED MITEN REFERENCE PACE N1B-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web Members only. Additional temporary bracing to insure stability during construction is the responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 'J1032423 • Tn..is Co, net. WA Truss L02 ry Truss Type ;Jack -Open Girder 4-1-8 4-1-8 ( 8-0-0 3-10-8 { 4- Plate Offset(a, ,Y)— 12:0-1-12,0-2-4 [9: 12 0-1-8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Na.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr NO Code IRC2015/TP12014 Qty !Ply Gary Singh Job Reference o tionatl 112770857 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:13:12 2019 Page 1 I D:mo 1 bE50SX9KgzZBKX?rARJzNUmt-h0c2Hs8i7?_uKtcbM7XgjMy7FIGH27GzLTn C9IzJCt5 10-1-8 { 12-1-8 14-1-8 16-1-8 17-1-15 2-1-8 2-0-0 2-0-0 2-0-0 1-0-7 Scale = 1:53.5 CST. TC 0,53 BC 0.90 WB 0,43 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.05 9-10 >999 360 Vert(CT) -0.10 9-10 >989 240 Horz(CT) 0.01 9 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 43 Ib FT = 20% Structural wood sheathing directly applied or 5-1-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing-- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except (jt=length) 1=0-5-8, 9=Mechanical. (Ib) - Max Horz 1=235(LC 10) Max Uplift All uplift 100-ib or less at joint(s) 9, 4, 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) except1=704(LC 1), 9=890(LC 1), 4=325(LC 35), 5=332(LC 36), 6=327(LC 37), 7=338(LC 38) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1088/0, 2-14=-1046/0 BOT CHORD 1-20=-61/952, 10-20=-61/952, 10-21=-61/952, 9-21=-61/952 WEBS 3-9=-351/78, 2-10=0/724, 2-9=-1092/70 NOTES- (15) 1) Wind: ASCE 7-10; VuII=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psi or 1,00 times flat roof bad of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 4, 5, 6, 7. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7. 11) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live Toads. 12) Use USP JUS24 (VYlh 4-10d nails into Girder 8 4-10d 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) J806B (1 ply 2x6 DF), J808B (1 ply 2x6 DF), J810B (1 ply 2x6 DF) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15))t�All edimensions given in feet -inches -sixteenths (FFIISS) format. c LgOA�u8igliffeSlandard May 7,2019 ARNING-Vertry dasiyn parametus and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE, use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component esign paranlenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown lateral supporl of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the or, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding brication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Duality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply Gary Singh 112770857 J10324234 TnIss Co, Sumner, WA L02 Jack -open Girder 1 1 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-66, 9-11=-14 Concentrated Loads (Ib) Vert: 10=-306(B) 20=-248(B) 21=-307(B) Jeb_Reference_LupbonalL_ 8 240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:13:12 2019 Page 2 ID:rno1bE5DSX9Kqz.ZWOMARJMUmt-hOc2HsBi7?„.uKtcbM7XqjMy7FIGH27GaTnC912JC1.5 A WARNING - Verify design paramelers end READ NOTES ON THIS AND INCLUDED NUTEK REFERENCE PAGE 86I,7473 BEFORE LISE Design valid for use only with MiTels connectors. This design is based only upon parameters shown, and Is for en individual building component.. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing lo insure stability during construction isthe responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, D5B-$9 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, '0153719. r—r Symbols PLATE LOCATION AND ORIENTATION 1 4a' 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- 1/16" 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 andlor by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSIITPI I: National Design Specification for Metal Plate Connected Wood Truss Construction. I DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 8 dimensions shown In ft-in-Sixteenths (Drawings not to scale) 3 TOP CHORDS BOTTOM CHARDS 7 6 5 0 2 U a 0 1— JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JQINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96.31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A 0 2006 MITeke All Rights Reserved theTRUSSco. INC. General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g, diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or ahemative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane al joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that spechied. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise, 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use, Reviewing pictures alone is not sufficient, 20. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria. ••• July 30, 2019 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Ce11 Ph: (206) 571-8794 City of Tukwila Attn: Building Official/Field Inspector Subject: Foundation Detail - Residential Pemit.#D19-019)6XX S. 146th Street, Tukwila, WA 98168 Dear Sir: The standard footing detail for the above new residence was inadvertently omitted on the recent construction plans. It is provided here. It is fairly conventional, and has no basement walls or other unusual features. The footings are the same in all parts of the budding. We apologize for the inconvenience. Thank you for your assistance. Sincerely yours, ruce S. MacVeigh, P.E. Civil Engineer - #18657 garysrearlot4ftgdetaill46thspitr01/1936 [-EXPIRES: 4 24g( 72'L Y9 RECEIVED CITY OF TUKWILA AUG 0 7 2019 PERMIT CENTER FOUNDATION FOOTING Subject: Technical Information Report (TIR) for Four New Single Family Residences and Short Plat Private Access Road 46XX S. 146th Street Tukwila, WA 98168 PN: 004000-0570 May 28, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 garys146threarlottir01/1936 RECEIVED JUN 1 7 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN 13 2019 PERA111 a CENTER 0.4e.4or cef 1°1 01q1 Table of Contents: Project Overview Conditions and Requirements Summery Off Site Analysis Flow Control and Water Quality Facility Analysis and Design Conveyance System Analysis and Design Special Reports and Studies Other Permits ESC Analysis and Design Bond Quantities, Facility Summaries and Declarations of Covenant Operations Manual Core Requirements Project Overview: The existing parcel is 39,260 square feet and at one time had an older landscape nursery farm located on it, since removed. The lot was created with the plat of Adams Home Tracts. The parcel is presently being re -subdivided into four lots by short plat. The site is located on the north side of S. 146th Street in the 4600 block in Tukwila, Washington. The following will describe the purpose and scope of this drainage evaluation. The proposed project will construct four new single-family residences, to be located on the lots created by the short plat. The first new residence proposed for construction will be that constructed at the rear, or north, future new Lot 4 of the proposed short plat. Concurrent with the construction of the new residence on Lot 4 will be the construction of the common access private road from S. 146th Street. The access road will serve all four short plat residences. The constructed access road will serve the other three future lots upon short plat approval, however the residential permit for the future Lot 4 is submitted as permitted for the existing single parcel. A stomiwater infiltration trench will be installed in the access road easement, sized for the runoff from all four future new residences as well as the access road itself. A breakdown of new site impervious areas is given below. An accurate footprint area for the residence on the future Lot 4 is available. Lots 1 through 3 are smaller and are all of approximately the same size. The building area information for the Lot 4 residence is considered to be a reasonable and conservative projection for impervious building areas for Lots 1, 2 and 3. Parking pad areas for Lots 1, 2 and 3 are conservatively estimated to be 600 square feet each. The existing site is relatively level, with a general downslope to the east of about 5 percent. The proposed construction of the new residences and their driveways will not significantly alter the site topography. The new private access road will be along the east side of the property and a minor concrete retaining wall along the property line will be needed to level the access road location. Soil investigation on the site confirms on -site stormwater infiltration feasibility. The soils are a silty loam, soil logs and soil investigation attached. The storm drainage system for the site will consist of a major infiltration trench located under the private road, sized to dispose of runoff from the private road itself, as well as projected runoff from the currently proposed residence, and the future three additional residences. Stubs from the private road trench will be installed to serve the roof areas of each new residence, with their parking pad runoff sheet flowing onto the access road pavement, and into its infiltration trench via the access road catch basins. As noted, the residential runoff will include the parking pad areas. The construction specifications of the drainage system will be per the current King County Stormwater Manual, Appendix C, Simplified Site Drainage, with formal trench sizing based on infiltration testing and use of computer modeling. The site is currently light brush and rough earth. Future pervious areas will consist of lawn with typical landscaping. The site has no significant trees. The site is served by public water and sewer. Conditions and Requirements Summary: The site drainage qualifies for Full or Directed Drainage Review (same review requirements) due to significant impervious areas served by the system. The design specifications of the infiltration system will be per Appendix C. The use of on -site infiltration qualifies as an accepted LID stormwater management measure. The nine Core Requirements (for Full or Directed Drainage Review) will be addressed in this report. Off -Site Analysis: At present practically no runoff from the site flows beyond its borders due to existing surface vegetation and porous surface soils. The proposed collection and routing of the site's runoff into the conservatively designed infiltration system will prevent an increase in post -construction runoff. There will be a net decrease in runoff from the site. The entire neighborhood adjacent to and below the site has similar soils and density of residential development, and appears to have no adverse runoff caused conditions. No known conditions of erosion, drainage system under capacity or water caused property damage are known below the site. The site has little or no offsite runoff entering the site. No pavement runoff from S. 146th Street is possible due to existing road drainage system. Flow Control and Water Quality Facility Analysis and Design: As referenced above, the flows from the impervious surfaces will be retained and infiltrated on site in an underground trench designed per Appendix C specifications, and using infiltration testing and computer model sizing. The site's identified Silty Loam, as tested, allows Full Infiltration. Trench sizing calculations are attached. Used is the current version of the MGS Flood program. Attached are impervious area tabulations and summary used for the trench sizing program. Areas tabulated include access road area, all roof areas, including overhang estimates, and parking pads. Note: The minor site walkways and rear patio will simply sheet flow to adjacent lawn area. The area of these features is very small and do not contribute significantly to the sizing of the access road infiltration trench. Soil amendment will allow sheet flow infiltration/ dispersion from these small areas. (Note that front walkway areas are included in the infiltration trench sizing, which is conservative.) Primary water quality measures consist of catch basins and yard drain sumps with tee or downtumed elbow to remove silt and floating debris. Note that currently proposed and future residential parking pads will sheet flow to the private access road pavement directly. The use of that measure is per Appendix C guidelines and is considered appropriate for residential system design. During construction of the new residence and private road, a perimeter Silt Fence will be installed for the entire parcel, and a Stabilized Construction Entrance will be located at the site's construction entrance. Conveyance System Analysis and Design: Four -inch and 6-inch PVC pipe will be used. Typical slopes are 2.0% minimum. By inspection, this is adequate for all parts of the system. Special Reports and Studies: None. Other Permits: Normal residential construction related permits will be required. ESC Analysis and Design: As noted above, the site is small and warrants only the normal placement of standard perimeter Silt Fence and Stabilized Construction Entrance. The Silt Fence will denote site Clearing Limits. Bond Quantities, Facility Summaries and Declaration of Covenant: A Declaration of Covenant for the site drainage system is provided. It has recommended maintenance measures for the drainage system. Operations and Maintenance Manual: Drainage facility operation/maintenance guidance is provided in the Declaration of Covenant. Bruce S. MacVeigh, P.E. Civil Engineer garys146threariottin01/1936 IMPERVIOUS AREA TABULATION FOR TRENCH SIZING: LOT 1 - (Conservative est.) BLDG FOOT PRINT 3,168 sf ROOF OVERHANG 300 sf PARKING PAD 600 sf TOTAL 4,068 sf LOT 2 - (Conservative est.) BLDG FOOT PRINT 3,168 sf ROOF OVERHANG 300 sf PARKING PAD 600 sf TOTAL 4,068 sf LOT 3 - (Conservative est.) BLDG FOOT PRINT 3,168 sf ROOF OVERHANG 300 sf PARKING PAD 600 sf TOTAL 4,068 sf LOT 4 - (Per architect's plan) BLDG FOOT PRINT 3,168 sf ROOF OVERHANG 300 sf PARKING PAD 1,420 sf TOTAL 4,888 sf ACCESS ROAD AREA 20' X 300' TOTAL IMPERVIOUS 6,000 sf 23,092 sf est./16" assumed incl. walk to driveway est./16" assumed incl. walk to driveway est./16" assumed incl. walk to driveway est./16" assumed incl. walk to driveway incl. 65' turnaround and radii 0.53 ac if' ;ill SOIL LOGS 22 APR 19 SOIL LOG 1 0 60"+ SOIL LOG 2 0 - 60"+ Silty LOAM W/TRACE OF CLAY (Note, the trace clay material is not predominant and is only noted as providing some adhesion where soil is damp. It was only noted by the slight binding of the damp soil when hand compressed.) Silty LOAM W/TRACE OF CLAY (Note, the trace clay material is not predominant and is only noted as providing some adhesion where soil is damp. It was only noted by the slight binding of the damp soil when hand compressed.) NO WATER INDICATORS ENCOUNTERED IN LOGS. PER SIMPLIFIED INFILTRATION TEST AT SOIL LOG 2: I-meas. = 4 inches per hour Acceptable TRENCH WILL BE SIZED USING MGS FLOOD PROGRAM (OUTPUT PRINTOUT ATTACHED TO REPORT) MEASURED INFILTRATION RATE ADJUSTMENT I -des = 1-meas x F-testing x F-geometry x F-plugging I-meas = 4 min/in F-testing = 0.50 F-geometry = 4 x D/W + 0.05 D = 2' W = 10' (est) = 0.85 F-plugging = 0.8 Therefore: I -des = 4 x 0.5 x 0.85 x 8 = 1.36 in/hr RESULTING TRENCH PER MGS FLOOD (RATED AS "LID COMPLIANT") TRENCH: L = 190' W = 4' D = 2.5' MGS FLOOD PROJECT REPORT Program Version: MGSFIood 4.46 Program License Number: 201710009 Project Simulation Performed on: 05/27/2019 4:13 PM Report Generation Date: 05/27/2019 4:27 PM Input File Name: sidhu146thsptrench.fld Project Name: sidhu146thsptrench Analysis Title: Comments: PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 1 ***WARNING ***FULL PERIOD OF RECORD NOT USED FOR ROUTING Available Precipitation and Evaporation Data: 10/01/1939-10/01/2097 Used in Analysis: 10/01/1939-10/01/2019 Precipitation Station : Evaporation Station : Evaporation Scale Factor : 95003205 Puget West 32 in_5min 10/01/1939-10/01/2019 951032 Puget West 32 in MAP 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********" Default HSPF Parameters Used (Not Modified by User) *************** WATERSHED DEFINITION Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.530 0.530 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.530 0.530 ----SCENARIO: PREDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 --- --Area (Acres) Till Grass 0.530 Subbasin Total 0.530 ------- -SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 ---Area (Acres) — Impervious 0.530 Subbasin Total 0.530 ************************* LINK DATA ******************************* -------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ------------SCENARIO: POSTDEVELOPED Number of Links: 1 Link Name: New Infilt Trench Lnk1 Link Type: Infiltration Trench Downstream Link: None Trench Type Trench Length (ft) Trench Width (ft) Trench Depth (ft) Trench Bottom Elev (ft) Trench Rockfill Porosity (%) : Trench on Embankment Sidesiope : 190.00 : 4.00 : 2,50 : 100.00 : 30.00 Massmann Infiltration Option Used Hydraulic Conductivity (in/hr) : 1.36 Infilt Rate at 0 head (in/hr) : 0.00 Depth to Water Table (ft) : 100.00 Bio-Fouling Potential : Low Maintenance : Average or Better **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* -------------- -SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 --SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 26.866 Total: 26.866 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 0.000 Link: New Infilt Trench Ln 91.318 Total: 91.318 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 80) Predeveloped: 0.336 ac-ftlyear, Post Developed: 1.141 ac-ftlyear ***********Water Quality Facility Data ************* an.—.. A rtnsa. n ,.rstrt sr■ sanr sa Number of Links: 0 --SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Infilt Trench Lnkl ********** Infiltration/Filtration Statistics Inflow Volume (ac-ft): 93.62 Inflow Volume Including PPT-Evap (ac-ft): 93.62 Total Runoff Infiltrated (ac-ft): 91.32, 97.54% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 2.16 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 97.54% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Infilt Trench Lnkl *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 3.849E-02 2-Year 8.572E-02 5-Year 6.857E-02 5-Year 0.167 10-Year 9.464E-02 10-Year 0.198 25-Year 0.133 25-Year 0.274 50-Year 0.167 50-Year 0.375 100-Year 0.169 100-Year 0.423 200-Year ** 200-Year ** ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -98.5% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -34.0% PASS MEETS ALL LID DURATION DESIGN CRITERIA: PASS Subbasin 1 \„., / Iew Infilt Trench Lnkl CORE REQUIREMENTS FOR PROJECT: The following sections address the project as relates to the nine Core Requirements and the five Special Requirements. Core Requirement #1 - Discharge at the Natural Location The use of the full 100 percent infiltration for all impervious areas, combined with soil amendment of all pervious areas, provides a discharge from the site complying with the "Natural Location" requirement. Core Requirement #2 - Off -Site Analysis At present practically no runoff from the site flows beyond its borders due to existing surface vegetation and porous surface soils. The proposed collection and routing of the site's runoff into the conservatively designed infiltration system will prevent an increase in post -construction runoff. There will be a net decrease in runoff from the site. The entire neighborhood adjacent to and below the site has similar soils and density of residential development, and appears to have no adverse runoff caused conditions. No known conditions of erosion, drainage system under capacity or water caused property damage are known below the site. The site has little or no offsite runoff entering the site. No pavement runoff from S. 146th Street is possible due to existing road drainage system. Core Requirement #3 - Flow Control As referenced above, the flows from the impervious surfaces will be retained and infiltrated on site in an underground trench designed per Appendix C specifications, and using infiltration testing and computer model sizing. The site's identified Silty Loam, as tested, allows Full Infiltration. Trench sizing calculations are attached. Used is the current version of the MGS Flood program. Attached are impervious area tabulations and summary used for the trench sizing program. Areas tabulated include access road area, all roof areas, including overhang estimates, and parking pads. Note: The minor site walkways and rear patio will simply sheet flow to adjacent lawn area. The area of these features is very small and do not contribute significantly to the sizing of the access road infiltration trench. Soil amendment will allow sheet flow infiltration/ dispersion from these small areas. (Note that front walkway areas are included in the infiltration trench sizing, which is conservative.) Primary water quality measures consist of catch basins and yard drain sumps with tee or downturned elbow to remove silt and floating debris. Note that currently proposed and future residential parking pads will sheet flow to the private access road pavement directly. The use of that measure is per Appendix C guidelines and is considered appropriate for residential system design. Core Requirement #4 - Conveyance System Four -inch and 6-inch PVC pipe will be used. Typical slopes are 2.0% minimum. By inspection, this is adequate for all parts of the system. Core Requirement #5 - Construction Stormwater Pollution Prevention A TESCP Plan is provided. The site is small and warrants only the normal placement of a downslope silt fence BMP. A standard stabilized construction entrance BMP will be used at the developed site entrance. Core Requirement #6 - Maintenance and Operations An Operations and Maintenance Manual is provided with the Declaration of Covenant. Core Requirement #7 - Financial Guarantees and Liability No identified requirements for this project. Core Requirement #8 - Water Quality Primary water quality measures consist of catch basins and yard drain sumps with tee or downturned elbow to remove silt and floating debris. Note that currently proposed and future residential parking pads will sheet flow to the private access road pavement directly. The use of that measure is per Appendix C guidelines and is considered appropriate for residential system design. Due to the tee outlets in the catch basins and in the yard drain, there is no need or requirement for a "pre -settling" facility or appurtenance. Core Requirement #9 - Flow Control BMP's See Core Requirement #3 - Flow Control (above) Special Requirements for Full Drainage Review: Special Requirement #1 - Other Adopted Requirements None Special Requirement #2 - Flood Hazard Area None Special Requirement #3 - Flood Protection None Special Requirement #4 - Source Control None Lot 4 Area Subject: Lot 4 Soil Amendment Calculation for Single Family Residence and Short Plat Private Access Road 46XX S. 146th Street Tukwila, WA 98168 PN: 004000-0570 May 28, 2019 = 10,732 square feet Impervious Area = 4,888 square feet Net Pervious Area = 10,732 — 4,888 = 5,844 square feet Per attached King County Soil Amendment Calculator Option 3 - Import topsoil mix 8" thick Import 144.1 cubic yards of topsoil mix (Note: Private access road requires no soil amendment) Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 garys146threatiottir01/1936 t)19 Oiql REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION RECEIVED JUN 1 7 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN 13 2019 PM-1MT CENTER Zea#4y Ifci King County Achieving the Post -construction Soil Standard esults You have selected the Pre -approved Topsoil Import Rate, which is 8 inches. Stockpile these quantities of site soil: 0.0 cubic yards of stockpiled site soil. Order these quantities of compost and/or topsoil: 0.0 cubic yards of compost. 144.1 cubic yards of topsoil. Option 1: Leave native soil undisturbed Option 2: Amend existing soil in -place Areas: Square footage in thousands = Option 3: Import topsoil mix Areas: , A Square footage in thousands = 5844 Option 4: Disturbed Soil - stockpile, reapply and amend Areas: Square footage in thousands = Totals Amount Stockpiled Amount Compost Amount Topsoil Soil Needed Needed Needed N/A Print.] Return N/A N/A King County News I Services I Contact I Search Links to external sites do not constitute endorsements by King County. By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. 144.1 cubic yards 144.1 cubic yards Subject: Geotechnical Report for Four New Single Family Residences and Short Plat Private Access Road 46XX S. 146th Street Tukwila, WA 98168 PN: 004000-0570 Note that this version of the report provides basic soil bearing (structural) evaluation and guidance for on -site infiltration of site stormwater. May 30, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 garys146threarlotgeotech01/1936 RECEIVED JUN 1 7 2019 TUKWILA PUBLIC WORKS I1ECEIVED CITY OF TUKWILA JUN 13 2019 PERMIT CENTER EXPIRES: 4/24/2/ 747 ,-/XY Overview: The existing parcel is 39,260 square feet and at one time had an older landscape nursery farm located on it, since removed. The lot was created with the plat of Adams Home Tracts. The parcel is presently being re -subdivided into four lots by short plat. The site is located on the north side of S. 146th Street in the 4600 block in Tukwila, Washington. The following will describe the purpose and scope of this geotechnical evaluation. The proposed project will construct four new single-family residences, to be located on the lots created by the short plat. The first new residence proposed for construction will be that constructed at the rear, or north, future new Lot 4 of the proposed short plat. Concurrent with the construction of the new residence on Lot 4 will be the construction of the common access private road from S. 146th Street. The access road will serve all four short plat residences. The constructed access road will serve the other three future lots upon short plat approval, however the residential permit for the future Lot 4 is submitted as permitted for the existing single parcel. A stormwater infiltration trench will be installed in the access road easement, sized for the runoff from all four future new residences as well as the access road itself. A breakdown of new site impervious areas is given below. An accurate footprint area for the residence on the future Lot 4 is available. Lots 1 through 3 are smaller and are all of approximately the same size. The building area information for the Lot 4 residence is considered to be a reasonable and conservative projection for impervious building areas for Lots 1, 2 and 3. Parking pad areas for Lots 1, 2 and 3 are conservatively estimated to be 600 square feet each. The existing site is relatively level, with a general downslope to the east of about 5 percent. The proposed construction of the new residences and their driveways will not significantly alter the site topography. The new private access road will be along the east side of the property and a minor concrete retaining wall along the property line will be needed to level the access road location. Soil investigation on the site confirms on -site stormwater infiltration feasibility. The soils are a silty loam, soil logs and soil investigation attached. The storm drainage system for the site will consist of a major infiltration trench located under the private road, sized to dispose of runoff from the private road itsetf, as well as projected runoff from the currently proposed residence, and the future three additional residences. Stubs from the private road trench will be installed to serve the roof areas of each new residence, with their parking pad runoff sheet flowing onto the access road pavement, and into its infiltration trench via the access road catch basins. As noted, the residential runoff will include the parking pad areas. The construction specifications of the drainage system will be per the current King County Stormwater Manual, Appendix C, Simplified Site Drainage, with formal trench sizing based on infiltration testing and use of computer modeling. The site is currently light brush and rough earth. Future pervious areas will consist of lawn with typical landscaping. The site has no significant trees. The site is served by public water and sewer. Site Soils Investigation: The soils on the property were investigated on April 22, 2019 via two soil Togs. A simplified infiltration test was performed at the northern log. The following information is from the soil investigation: SOIL LOGS 22 APR 19 SOIL LOG 1 0-60"+ SOIL LOG 2 0 - 60"+ Silty LOAM W/TRACE OF CLAY (Note, the trace clay material is not predominant and is only noted as providing some adhesion where soil is damp. It was only noted by the slight binding of the damp soil when hand compressed.) Silty LOAM W/TRACE OF CLAY (Note, the trace clay material is not predominant and is only noted as providing some adhesion where soil is damp. It was only noted by the slight binding of the damp soil when hand compressed.) NO WATER INDICATORS ENCOUNTERED IN LOGS. PER SIMPLIFIED INFILTRATION TEST AT SOIL LOG 2: 1-meas. = 4 inches per hour Acceptable Soil Description: The soils to a depth of 60 inches plus were a typical silty loam. Soils on site were original and undisturbed. They represent the typical upper loam layer overlying a clay -based layer (not encountered) typical of Alderwood Association soils. The type of soil pattern is very common in western King County upland areas. Soil Characteristics and Uses: As noted above, soils are suitable for on -site infiltration of stormwater. Soil are also suitable for structural fill if mechanically compacted in 6" to 12" lifts. Soils are suitable for a design foundation soil bearing pressure of 1,500 psf. Bruce S. MacVeigh, P.E. Civil Engineer f EXPIRE$: •4/2.4/e/ I 76) '141 p ,S'Z Q It M Y.'WJ', 'X171i1// STRUCTURAL CALCULATIONS New Single -Family Residence (Lot 4) Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 garys146threarlotstructr01/1936 46XX S. 146th Street Tukwila, WA 98168 PN: 004000-0570 May 30, 2019 RECEIVED CITY OF TUKWILA JUN 13 2019 PERT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION :!Is: 4/24/Z1 .:7171 BEAMS, JOISTS AND HEADERS , BEAM CALCULATIONS DATE: 2 y 9' PROJECT: L-4, .94eL57 BEAM LOCATION: ,CZ 4/2 -7(1) I C SPAN = L = FEET /g5-- /,, BY: Bruce S MacVeigh,. P.E. 14245 59' Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = PSF 40 PSF THEREFORE TL PSF = TL x width contrib. area = 6 7 PLF 5-0 /, MDES. (UNIF. LOAD) = w x L2/8 2 966 MDES. (POINT LOAD) = ((L BEAM OR JOIST TYPE: rff GRADE: //0 Sbxd2/6 IN3 THEREFORE: Mow.= S Fb MCAP. = GREATER THAN MDES. THEREFORE OKAY FT # FT # FT # IN # x P) x X FT # FT # FT #' )N # Fb PSI (Min. S Req'd = IN3) IN3 IN # 2/ 8 # REQUIRED BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: To f 1 BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98169 Cell: (206) 571-8794 SPAN = L = /9 FEET DL = /62 PSF LL 4© PSF THEREFORE TL = PSF TL x width contrib. area = 7 PLF MDES. (UNIF. LOAD) = w x L2/8 FT # 7./fV0 FT # 3 3 FT # :>7-3 IN # MDES. (POINT LOAD) X) / L x P) x X FT # FT # FT # IN# BEAM OR JOIST TYPE: /1 X,0GRADE: Fb= PSI 731 Z /0 S = b x d2/6 IN3 = THEREFORE: Fb GREATER THAN MDES. THEREFORE OKAY (Min. S Req'd = IN3) IN3 IN # 0 3 214 REQUIRED BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPANL lig FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = /0 PSF LL = 4C PSF THEREFORE TL =cp PSF w TL x width contrib. area = 571' ° PLF co /c2 MDES. (UNIF. LOAD) = w x L2/8 .cb V 87/g3 2 4 3) 490 6) BEAM OR JOISTTYPE: Z GRADE: 57b. RHY /Z" — b x d2/6 IN3 = THEREFORE: S • Fb 23, 0 441, FT # FT # FT # IN # — X)/L x P) x X FT# FT # FT # IN# Fb 4(c) ° PSI (Min. S Recfd = /c) IN3) /03, IN3 GREATER THAN MDES. THEREFORE OKA Y rN # 2F5,0042 IN # 4 3j IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: 5471 SPAN = L = j 7 FEET • PZ 2s- P.5 F 72 -= 35-P3f I q e 3 5- 2 S— pz_F BY: Bruce $ MacVeigh,. P.E. 14245 591h Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 A- " DL = /0 PSF LL — 4f:') PSF THEREFORE TL = PSF = TL x width contrib. area = 2 PLF MDES. (UNIF. (UNIF. LOAD) = MDES. (POINT LOAD) = BEAM OR JOIST TYPE : 6 3 5 YR" x b x d2/6 THEREFORE: GRADE: w x L /8 — 7y e FT # FT # FT # IN # — X)/L x P) x X FT# FT # FT # IN # s-7s) Fb = 2,4dP CPsI (Min. S Req'd = /es- = '77,O IN3 Mc = S Fb= IN # IvicAp. Z77,0 # GREATER THAN MDES. = 6(‘4#ffe'zP IN # = 31'4 4-2- IN # REQUIRED v THEREFORE OKAY BEAM CALCULATIONS 4 DATE: PROJECT: BEAM LOCATION: P oP 11" 6E SPAN = L = Ak FEET `5'0 kfeles-r ziA-5E e a P A'14 014 o 4/ BEAM OR JOIST TYPE : 4Jb 6( Xi S = b x d2/6 IN3 = THEREFORE: Mc = S . NicAp. GREA TER THAN MDES. BY: Bruce S MacVeigh,. P.E. 14245 5911, Ave. S. Tukwila, WA 98168 -\,51-- Cell: (206) 571-8794 c; /2 Alesc) alai/ DL = /0 PSF LL = 2 PSF THEREFORE TL = 5 PSF = TL x width contrib. area = 735- PLF x 21 MDES. (UNIF. LOAD) = MDES. (POINT LOAD) = FT # FT # FT # IN # - X)/L x P) x X FT# FT # FT # IN # GRADE: .DF4t2 Fb = 5-- PSI (Min. S Req'd = r 4 IN3) Fb = 7.7, IN # = 64)Ce77 IN # 19e, IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: /` //-/ A- 049 SPAN = L = / 2 FEET BY: Bruce S MacVeigh,. P.E. 14245 59thAve. S. Tukwila, WA 98168 Cell: (206) 571-8794 • DL = /0 PSF LL = 4° PSF THEREFORE TL = S PSF TL x width contrib. area = PLF 5-0 r MDES. (UNIF. LOAD) = MDES. (POINT w x .L2/8 c"cp(ZYg ‘4, ge97' FT # FT # FT # IN # /L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE: 6s-1) GRADE: ›F7L2 Fb = 25'77 PSI 5,f 1( 7,,/?/, (Min. S Req'd IN3) 73, is? 3 i3 S = b x d2/6 IN3 = THEREFORE: S . Fb McAp. =373'J IN # IN # GREATER THAN MDES. = B©a IN # REQUIRED THEREFORE OKAY ece x 4c-/vo 1-1 Mut. Joist • Tlf,Jolat Specifiers Guide 2025 • January 2004 • Design properties IWO% Load Duration) ' '4‘ • ••, (1) Caution: Do not Increase Iola momenidosigo properties bya repetlUve member use factor General Notes 0, Design reaction includes all loads on the joist. Design shear is computed at the tdce of supports including all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with pending ICC ESR-1163 and these kcreases are reflected in span tables. • The following formulas approximate the uniform load deflection' of A (inches): For, For , TJle 110, 2t0, 230, ank860 Joists LP 660 Mgt A = 22.5 wL4 .2.67 w1.2 22.5 wL4 2,29 wt.2 A = El d x 105 + El d x 105 w . uniform load in pounds per linear foot L t. span in feet d = out-to-outdepth of the joist in inches El = v,alUe•trOm table above : • • / - .ARNIING Joists are upstable until braced laterally Bracirghiclude,s: • Bia:;king • 1-4,,,no.us • • Rim B.oa;.•d Sheathing • p,im Joist • Strut Lines . . I ''• `.. -7'; - 'I' t 5,3,'Itii,',Cit?,5 ..'• ,:,, ;A, * • 141 "..' ..- •'..1 '24s46';1.1; 0 :I'. .?:.'Z''g.:'i• :2-;.4-10:1:w. -.1.r•il', 66::'.45`. •-. ,,z,,',„"•• 2.,460. ?.m:e.:Al;',' IS:.q- 7:53;000P .,:. .3.4 .V•:;;;•?;.-: ''..' I.. '5. ,, • 4....,..,:' , 05.0;k; 771® loists.are intended for dry -use applications • .1 Material Weights (Include TJle weights In dead load calculationssee Design Properties table at left for foist weights) Floor Panels Southern Pine 1/24 plywood ........ ..... ...1.7•psf kir plywood ..... . ..... psi 3/4' plywood •• 2.5 psf 114' plywood 1,4" OS8' 3 8 psi 1.8 psf OSB 2.2 be 0' OSB 2.7 psi 74' OSB 3.1 psf 114' OSB ....... 4.1 psf Based on: Southern pine — 40 pci for pOrnott 44 pd for 056 Roofing Asphalt shingles 2 5 psi Wood shingles 2 0 psi Clay the 9.0 to 14.0 psf Slate or thick) 15.0 psf Roll or Batt Insulation (1" thick): Rock wool 2 psf Glass wool . , ......... ...0.1 psf Floor Finishes ._ Hardwoodrnorninal „4.6 psf Sheet vinyl ..... ..... ...0.5 psi Carpet and pad psi 3/4' ceramic or quarry tile 10.0 psi Concrete: Regular (1') 12.0 psi Lightweight (1') .......8.0 to 10.0 psf Gypsum concrete (We) ..... , .6.5 psf Ceilings Acoustical Mier the ..„ • ....1.6 psi IN 6ypsum board kr gypsum gird ....... 2.8 psf Plaster (1' thick) . 8.0 psf SHEAR EVALUATION Woodworks Program Printout (See provided printout copy) Results: Page 1 Design Specifications Page 3 Shear Wall Group Specifications Page 12-13 Flexible Wind Design Results Page 27-28 Rigid Wind Design Results Page 44-45 Flexible Seismic Design Results Page 55-56 Rigid Seismic Design Results IMPORTANT HOLD DOWN DESIGN NOTE: THIS OFFICE DOES NOT USE PROGRAM DESIGNATED HOLD DOWNS BY TYPE OR LOCATION. USED IS THE PLACEMENT OF SUITABLY SIZED HOLD DOWNS AT LOCATIONS WITH A CORNER UPLIFT OF 1,000 LBS OR MORE. THIS ALLOWS A MORE ACCURATE PLACEMENT OF HOLD DOWNS BASED ON BUILDING GEOMETRY THAN POSSIBLE WITH THE PROGRAM EVALUATION. THIS OFFICE ALSO IGNORES DEFLECTION AND STORY DRIFT SINCE THEY HAVE NO VALID CONCERN FOR A RESIDENTIAL -SIZE STRUCTURE. WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN garys148thlot4.wsw Le4l 2 t}f 2 0.0 - 92.8-545,0 05 111,3 - 326,8 WoodWorks® Shearwalls 11,1 --� Factored shearline force (Ibs) !!.l,F Unfactored applied shear load (plf) L Factored holddown force (Ibs) Unfactored dead load (plf,lbs) , C Compression force exists 0 Unfactored uplift wind load (plf,lbs) 35 I Vertical element required ---II Applied point Toad or discontinuous shearline force (Ibs) Loads: DirectionaLtigse-iSYM W4 0,6Vl + OPP; Fjexibl@mistrb+tiomr 35' 40' 45' 50' 55' 60' 65' 70' 75 80' 85' 90' 95' 100' 105 110' 545.0 - 92.8 326.8 -111.3 0.0 May 30, 2019 07:28:19 70' 65' 60' 45' 40' N 25' 20' a 15' N 5' 0' -5' -10' -15 -20' -25' -30' Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN garys146thlot4.wsw L2 Factored shearline force (Ibs) Factored holddown force (Ibs) C Compression force exists 1 Vertical element required 1, I WoodWorka®Shearwalls 11.1 209 4 tth Unfactored applied shear load (plf) } Unfactored dead load (pff,lbs) Unfactored uplift wind load (plf,lbs) 1I Applied point load or discontinuous shearline force (Ibs) May 30, 2019 07:2619 70' 65' 60' 55' 45' 40' 35' 25' 20' 15' 10' 5' 0' -5 -10' -15' -20' -25' -30' .35' Loads: Direction .jy1inIP4nrcal0.6'fir'+01eD;Iigxibl@alistr¢lytio4,0' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90' 95' 100' 105' 110' J.� 5 G-`( WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalis 11.1 garys146thlot4.wsw Project Information DESIGN SETTINGS May. 30, 2019 07:30:57 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F 15% <=19% 10% <=19% Max Shearwall Offset [it] Plan Elevation (within story) (between stories) 0.50 0.83 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Deflection -based stiffness of wall segments Perforated shearwall Co factor: SDPWS Equation 4.3-5 Nonidentical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 130 mph Serviceability Wind Speed 100 mph Exposure Exposure C Enclosure Partly Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II Regular Bearing Wall D D - All others Spectral Response Acceleration Si: 0. 400g SS: 0.750g Topographic Information (ft] Shape Height Length - - - Site Location: - Fundamental Period T Used Approximate Ta Maximum T E-W 0.262s 0.262s 0.366s N-S 0.262s 0.262s 0.366s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis ResponseFactorR 6.50 6.50 Case 2 E-W loads N-S loads Eccentricity (%) 15 15 Loaded at 75% Fa: 1.20 Fv: 1.60 1 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Structural Data STORY INFORMAT ON Ceiling Level 2 Level 1 Foundation Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [fij Depth [in] Height [ft] shrinkage [in] length [in] 21.67 0.0 12.67 10.0 9.00 2.83 10.0 9.00 2.00 13.8 13.8 14.5 14.5 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story N-S Ridge Location X,Y = 0.00 0.00 North Hip 40.0 1.00 Extent X,Y = 83.00 41.00 South Hip 40.0 1.00 Ridge X Location, Offset 41.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 45.63 23.96 West Side 30.0 1.00 2 • WoodWorks® Shearwalls garys146th1ot4.wsw May. 30, 2019 07:30:57 SHEATHING MATERIALS b WALL GROUP Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv Ibs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 2 Ext Ext Struct Sh OSB Struct Sh OSB 24/16 24/16 7/16 7/16 - - 3 3 Horz Horz 83500 83500 8d 8d Nail Nail N N 3 6 6 6 Y Y 2,3 3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf Exterior or interior surface when applied to exterior well Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb/in, of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail— common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail, Roof — roofing nail; Screw — drywall screw Size - Common, box, end casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-518'; 6d = .092" x 1-7/8"; 8d = .113' x 2-3/8", 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4' long. 518" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Fieldspacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32' sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. ' WoodWorks@ Shearwalls garysMthloMwsn/ M8ay.30,201907:30:57 SHEARLNE,WALL and OPENING DIMENSIONS North -South Shewrlims Type Wall Group Location X 111:1 extent [111 Start End Length [ft) Fwx 11111 Aspect Ratio Height Ift] Line Level 2 Line / wazz 1-1 Segment I Opening z Segment o Leve|l Line z nazz 1-1 Segment 1 Opening 1 Segment c Line Lmvw|1 Line u Wall 2-1 Segment z Opening 1 Segment c Line Levm|O Line z Wall 3-1 Segment I opening I Segment c Opening u Segment 3 Opening a Segment 4 Levm|1 Line 3 Wall 3-1 oeg oeu aeo ueq oen aeg u u - - - 1 1 - - - 1 z - - - z z - - - - - - - 1 1 0.00 0.00 - - - 0.00 o.ou - - - o^.no o4.on - - - 83.00 83.00 - - - - - - - 83.00 83.00 0.00 0.00 0.00 20.00 cz'ov 0.00 0.00 0.00 21.00 24.00 0.00 0.00 0.00 15.00 17.50 0.00 0.00 0.00 11.00 13.00 18'00 21.00 27.00 »».00 0.00 0.00 41.00 *1.00 20.00 22.00 41.00 41.00 �z.no 21.00 24.00 ^z.00 41.00 22.00 15.00 17.50 22.00 41.00 41.00 11.00 13.00 1e.00 21.00 zr'oo »o.uo *z.un 41.00 ^z.00 41.00 41.00 20.00 2.00 19.00 41.00 41.00 21.00 3.00 17.00 41.00 22.00 15.00 2.50 4.50 41.00 *z.00 zz'oo 2.00 5.00 3.00 *.on 6.00 8.00 41.00 41.00 39.00 39.00 - - - sn'nn 38.00 - - - 19.50 19.50 - - - 30.00 30.00 - - - - - - - 41.00 «z'on - - 0.45 - 0'47 - - 0.43 - 0.53 - - 0.60 - 2.00 - - 0.82 - 1.80 - 1.50 - 1.13 - 0.22 9.00 - - 7.00 - 9.00 - - 7.00 - 9.00 - - 7.00 - y.no - - 7.00 - 7.00 - 7.00 - 9.00 - East -west Shwmrl|nes Type omwx Group Location y Ift) Ext=mmift] Start End Length Ifti pHS 1111:1 Aspect Ratio Height Iftl Lime A Levei2 Line A Wall x-z Segment z opening z Segment z Opening c Segment a onooino s Segment o Opening o Segment o opening o Segment m Opening a Segment 7 kevw|1 Line x Wall n-z Segment z Opening I Segment c Opening c Segment s opening s Segment o Opening 4 Segment o opening » Segment n UweB Lmve}1 Lino B ueo ao« u z - - - - - - - - - - - - - z 1 - - - - - - - - - - - z , o'oo 0.00 - - - - - - - - - - - - - o'on 0.00 - - - - - - - - - - - 21.50 u'no 0.00 0.00 4,00 zn.no 16.00 27.00 30.00 41.00 45.00 51.00 56.00 69.00 74.00 78,00 0.00 0.00 o'oo 4.00 10.00 16.00 27.00 30.00 41'00 «x.00 51-00 55.00 oz'oo 0.00 ma'vu 83.00 4.00 10.00 16.00 27.00 30.00 41.00 45.00 51.00 56.00 69.00 74.00 78.00 93.00 63.00 83.00 4.00 zo'oo 16.00 z`.on 30,00 41.00 45.00 51.00 55.00 81.00 83.00 83.00 ou'no oa'no 4,00 6.00 6.00 11.00 3.00 11'00 4,00 6.00 5.00 13,00 5.00 4.00 5.00 83.00 83.00 4.00 6.00 6.00 11.00 3.00 11.00 4.00 s'oo 4.00 26.00 2.00 83.00 32.00 ao'nn - - - - - - - - - - - - - 21.00 21.00 - - - - - - - - - - - 21.00 - - 2.25 - 1.50 - 3.00 - z'zo - 1.80 - 1.80 - 1.60 - - e'zo - 1.on - 3.00 - 2,25 - e'25 - 4.50 - p'un - - 7'00 - 7.00 - 7.00 - 7.00 - 7.00 - 7.00 - 9.00 - - 7.00 - 7.00 - 7.00 - 7.00 - 7.00 - 9.00 4 ������ UU� ` �������|����"���=��."�������"~= SHEARLINE,WALL and OPENING DIMENSIONS (continued) Wall a-z Segment z opening z Segment 2 Line Leve|2 Line o Segment I Opening z Segment c opening 2 Segment s opening a Segment o Opening « Segment s Opening u Segment o Levell Line C z Wall c-z aeg z Segment z opening I Segment z opening z Segment s opening 3 Segment o Opening o Segment o opening 5 Segment o Seg z - u - _ - - - - - - - _ _ - - 21.50 54.00 83.00 29.00 21.00 - 54.00 m.on 16.00 70.00 78.on 8.00 - 78,00 83.00 5.00 41'00 n'no 83.00 83.00 41'00 0.00 o».nV 83.00 - 0.00 10.00 10.00 - zo'ov 16.00 o'no - za'oo cc.oV o'oo - 22.00 24.00 2.00 - 24'00 36.00 12'00 - 36.00 ^z.on 6.00 - 42.00 57.00 15.00 - 57.00 59.00 o'no - 59.00 67.00 8.00 - 67.00 73.00 6.00 - 73.00 oa'oo 10.00 - 61.00 61.00 _ - o'5n - 1.eo - - - 0.75 - - - - - - 41,00 0.00 83.00 83,00 «o.00 «z.nu u'no 83.00 83.00 49.00 - - 0.00 11.00 11.00 - u.oz - 11.00 17.00 6.00 - - zron 26.00 9.00 1.00 - 26.00 40.00 14,00 - _ 40.00 46.00 «.00 _ 1.50 - 46.00 52.00 6.00 - - 52.00 60.00 8.00 - 1,13 - *o.00 64.00 4.00 - - - 64.00 72.00 8.00 - 1.13 - 72.00 76.00 4.00 - - - 76.00 83.00 7.00 - 1.29 - - 7.00 _ 7.00 - 7.00 - 9.00 - NSW ~non-s*eerw, Location - Dimension perpendicular to wall RHS'Length of full -height sheathing used to resist shear force. For perforated walls, it is based on the factored segment's Li defined in SDPWS ��4.3 Aspect Ratio Ratio of wall height to segment length ftbs) Nall Group ' Wall design group defined in Sheathing and Framing Materials tables, where ft shows associated Standard Wall 6 • WoodWorks® Shearwalls garys146thlat4.wsw May. 30, 2019 07:30:57 Loads WIND SHEAR LOADS (as entered or generated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnftude [lbs,plf,psf] Start End Trib Ht [ft] Block 1 W L Roof Min W->E Wind Line -0.49 20.50 0.0 98.1 Block 1 W L Roof 1 W->E Wind Line -0.49 20.50 0.0 183.6 Block 1 W Wall Min W->E Wind Line 0.00 41.00 36.0 Block 1 W Wall 1 W->E Wind Line 0.00 41.00 100.8 Block 1 W R Roof 1 W->E Wind Line 20.50 41.49 183.6 0.0 Block 1 W R Roof Min W->E Wind Line 20.50 41.49 98.1 0.0 Block 1 E L Roof Min W->E Lee Line -0.49 20.50 0.0 98.1 Block 1 E L Roof 1 W->E Lee Line -0.49 20.50 0.0 463.1 Block 1 E Wall Min W->E Lee Line 0.00 41.00 36.0 Block 1 E Wall 1 W->E Lee Line 0.00 41.00 42.3 Block 1 E R Roof Min W->E Lee Line 20.50 41.49 98.1 0.0 Block 1 E R Roof 1 W->E Lee Line 20.50 41.49 463.1 0.0 Block 1 W L Roof Min E->W Lee Line -0.49 20.50 0.0 98.1 Block 1 W L Roof 1 E->W Lee Line -0.49 20.50 0.0 463.1 Block 1 W Wall Min E->W Lee Line 0.00 41.00 36.0 Block 1 W Wall 1 E->W Lee Line 0.00 41.00 42.3 Block 1 W R Roof 1 E->W Lee Line 20.50 41.49 463.1 0.0 Block 1 W R Roof Min E->W Lee Line 20.50 41.49 98.1 0.0 Block 1 E L Roof Min E->W Wind Line -0.49 20.50 0.0 98.1 Block 1 E L Roof 1 E->W Wind Line -0.49 20.50 0.0 183.6 Block 1 E Wall 1 E->W Wind Line 0.00 41.00 100.8 Block 1 E Wall Min E->W Wind Line 0.00 41.00 36.0 Block 1 E R Roof 1 E->W Wind Line 20.50 41.49 183.6 0.0 Block 1 E R Roof Min E->W Wind Line 20.50 41.49 98.1 0.0 Block 1 S L Roof Min S->N Wind Line -2.02 41.50 0.0 100.5 Block 1 S L Roof 1 S->N Wind Line -2.02 41.50 0.0 226.0 Block 1 S Wall 1 S->N Wind Line 0.00 83.00 100.8 Block 1 S Wall Min S->N Wind Line 0.00 83.00 36.0 Block 1 S R Roof 1 S->N Wind Line 41.50 85.02 226.0 0.0 Block 1 S R Roof Min S->N Wind Line 41.50 85.02 100.5 0.0 Block 1 N L Roof Min S->N Lee Line -2.02 41.50 0.0 100.5 Block 1 N L Roof 1 S->N Lee Line -2.02 41.50 0.0 474.2 Block 1 N Wall 1 S->N Lee Line 0.00 83.00 70.8 Block 1 N Wall Min S->N Lee Line 0.00 83.00 36.0 Block 1 N R Roof Min S->N Lee Line 41.50 85.02 100.5 0.0 Block 1 N R Roof 1 S->N Lee Line 41.50 85.02 474.2 0.0 Block 1 S L Roof 1 N->S Lee Line -2.02 41.50 0.0 474.2 Block 1 S L Roof Min N->S Lee Line -2.02 41.50 0.0 100.5 Block 1 S Wall Min N->S Lee Line 0.00 83.00 36.0 Block 1 S Wall 1 N->S Lee Line 0.00 83.00 70.8 Block 1 S R Roof Min N->S Lee Line 41.50 85.02 100.5 0.0 Block 1 S R Roof 1 N->S Lee Line 41.50 85.02 474.2 0.0 Block 1 N L Roof 1 N->S Wind Line -2.02 41.50 0.0 226.0 Block 1 N L Roof Min N->S Wind Line -2.02 41.50 0.0 100.5 Block 1 N Wall 1 N->S Wind Line 0.00 83.00 100.8 Block 1 N Wall Min N->S Wind Line 0.00 83.00 36.0 Block 1 N R Roof Min N->S Wind Line 41.50 85.02 100.5 0.0 Block 1 N R Roof 1 N->S Wind Line 41.50 85.02 226.0 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,p1f,psfl Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall Min W->E Wind Line 0.00 41.00 36.0 Block 1 W Wall 1 W->E Wind Line 0.00 41.00 96.2 Block 1 W Wall Min W->E Wind Line 0.00 41.00 42.7 Block 1 W Wall 1 W->E Wind Line 0.00 41.00 113.2 Block 1 E Wall Min W->E Lee Line 0.00 41.00 42.7 Block 1 E Wall 1 W->E Lee Line 0.00 41.00 42.3 Block 1 E Wall Min W->E Lee Line 0.00 41.00 36.0 Block 1 E Wall 1 W->E Lee Line 0.00 41.00 50.1 Block 1 W Wall Min E->W Lee Line 0.00 41.00 42.7 Block 1 W Wall Min E->W Lee Line 0.00 41.00 36.0 Block 1 W Wall 1 E->W Lee Line 0.00 41.00 42.3 Block 1 W Wall 1 E->W Lee Line 0.00 41.00 50.1 Block 1 E Wall Min E->W Wind Line 0.00 41.00 42.7 Block 1 E Wall 1 E->W Wind Line 0.00 41.00 96.2 Block 1 E Wall 1 E->W Wind Line 0.00 41.00 113.2 Block 1 E Wall Min E->W Wind Line 0.00 41.00 36.0 Block 1 S Wall Min S->N Wind Line 0.00 83.00 36.0 6 ' WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 WIND SHEAR Block 1 Block 1 Block 1 Block 1 Block Block Block Block Block Block Block Block Block Block Block 1 1 1 1 1 1 1 1 1 1 1 LOADS (as entered or general(continued) S Wall S Wall S Wall N Wall N N N N N N N Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall 1 S->N Wind Line 0.00 83.00 113.2 Min S->N Wind Line 0.00 83.00 42.7 1 S->N Wind Line 0.00 83.00 96.2 1 S->N Lee Line 0.00 83.00 83.9 Min S->N Lee Line 0.00 83.00 42.7 Min S->N Lee Line 0.00 83.00 36.0 1 S->N Lee Line 0.00 83.00 70.8 Min N->S Lee Line 0.00 83.00 42.7 1 N->S Lee Line 0.00 83.00 83.9 1 N->S Lee Line 0.00 83.00 70.8 Min N->S Lee Line 0.00 83.00 36.0 Min N->S Wind Line 0.00 83.00 42.7 1 N->S Wind Line 0.00 83.00 96.2 1 N->S Wind Line 0.00 83.00 113.2 Min N->S Wind Line 0.00 83.00 36.0 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following! ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof- Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib 1-It- Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. WoodWorkse Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 WIND C&C LOADS Block Building Wind Level Face Direction Magnitude [psi Interior End Zone Block 1 West Windward 2 Block 1 East Leeward 2 Block 1 West Leeward 2 Block 1 East Windward 2 Block 1 South Windward 2 Block 1 North Leeward 2 Block 1 South Leeward 2 Block 1 North Windward 2 Block 1 West Windward 1 Block 1 East Leeward 1 Block 1 West Leeward 1 Block 1 East Windward 1 Block 1 South Windward 1 Block 1 North Leeward 1 Block 1 South Leeward 1 Block 1 North Windward 1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 61.1 72.2 72.2 72.2 72.2 72.2 72.2 72.2 72.2 72.2 72.2 72.2 72.2 72.2 72.2 72.2 72.2 8 WoodWorks® Shearwalls garys146thlat4.wsw May. 30, 2019 07:30:57 BUILDING MASSES Level2 Force Dir Building Element Block Wall Line Profile Location[ft) Start End Magnitude ilbs,p1f,psfl Start End Trib Width iftl E-W Roof Block 1 1 Line -1.00 42.00 425.0 425.0 E-W Roof Block 1 3 Line -1.00 42.00 425.0 425.0 N-S Roof Block 1 A Line -1.00 84.00 215.0 215.0 N-S Roof Block 1 C Line -1.00 84.00 215.0 215.0 Both Wall 1-1 n/a 1 Line 0.00 41.00 45.0 45.0 Both Wall 3-1 n/a 3 Line 0.00 41.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 83.00 45.0 45.0 Both Wall C-1 n/a C Line 0.00 83.00 45.0 45.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location Ift] pbs,plf,psf] Width Dir Element Line Start End Start End VU Both Wall 1-1 n/a 1 Line 0.00 41.00 45.0 45.0 E-W Floor F1 n/a 1 Line 0.00 41.00 415.0 415.0 E-W Floor F1 n/a 3 Line 0.00 41.00 415.0 415.0 Both Wall 3-1 n/a 3 Line 0.00 41.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 83.00 45.0 45.0 N-S Floor Fl n/a A Line 0.00 83.00 205.0 205.0 N-S Floor Fl n/a C Line 0.00 83.00 205.0 205.0 Both Wall C-1 n/a C Line 0.00 83.00 45.0 45.0 Both Wall 1-1 n/a 1 Line 0.00 41.00 45.0 45.0 Both Wall 2-1 n/a 2 Line 0.00 22.00 27.0 27.0 Both Wall 3-1 n/a 3 Line 0.00 41.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 83.00 45.0 45.0 Both Wall B-1 n/a B Line 54.00 83.00 27.0 27.0 Both Wall C-1 n/a C Line 0.00 83.00 45.0 45.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 9 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Magrlbs,p1f,psfj Start End E-W Line -1.00 0.00 106.3 106.3 E-W Point 0.00 0.00 467 467 E-W Line 0.00 41.00 117.5 117.5 E-W Point 41.00 41.00 467 467 E-W Line 41.00 42.00 106.3 106.3 N-S Line -1.00 0.00 53.8 53.8 N-S Point 0.00 0.00 231 231 N-S Line 0.00 83.00 65.0 65.0 N-S Point 83.00 83.00 231 231 N-S Line 83.00 84.00 53.8 53.8 Level 1 Force Profile Location [ft] Mag Ilbs,p1f,psfj Dir Start End Start End E-W Point 0.00 0.00 488 488 E-W Line 0.00 22.00 67.7 67.7 E-W Point 21.50 21.50 51 51 E-W Line 22.00 41.00 65.9 65.9 E-W Point 41.00 41.00 488 488 N-S Point 0.00 0.00 241 24] N-S Line 0.00 54.00 38.5 38.5 N-S Point 54.00 54.00 39 39 N-S Line 54.00 83.00 40.3 40.3 N-S Point 83.00 83.00 241 241 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 10 ' WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm Ali shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: A-1, 1-1, 3-1 Level 2: 3-1 Wind Loads, Rigid Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: 1-1, 3-1 Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm Al! hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 11 • Wood o ks Shearwal s garys146thlot4.wsw May. 30, 2019 07:30:57 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S Shearlines W Gp For Dir ASD Shear Force Iplf] v vmax V Ulm] Asp -Cub Int Ext Int Allowable Shear Wig Ext Co C Cmb V Ilbs) Resp. Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 13415 - - - - - 14196 - Wall 1-1 2 Both - - 13415 1.0 364 - - 14196 - Seg. 1 - Both 347.6 - 6951 1.0 364 364 7280 0.95 Seg. 2 - Both 340.2 6464 1.0 - 364 - 364 6916 0.93 Level 1 Ln1, Levl - Both - 19313 - - - 26068 Wall 1-1 1 Both - - 19313 1.0 - 686 - - 26068 - Seg. 1 - S->N 540.8 - 11357 1.0 - 686 - 686 14406 0.79 N->S 541.4 - 11368 1.0 686 - 686 14406 0.79 Seg. 2 - S->N 468.0 - 7956 1.0 - 686 - 686 11662 0.68 - N->S 467.3 - 7945 1.0 - 686 - 686 11662 0.68 Line 2 Ln2, Levl - Both - 9065 - - - - - 13377 _ Wall 2-1 1 Both - - 9065 1.0 - 686 - - 13377 - Seg. 1 - Both 588.0 - 8820 - 1.0 - 686 - 686 10290 0.86 Seg. 2 - Both 54.4 - 245 1.0 - 686 - 686 3087 0.08 Line 3 Level 2 Ln3, Lev2 - Both - 13415 - - - - 20580 - Wall 3-1 1 Both - 13415 - 1.0 - 686 - - 20580 - Seg. 1 - Both 619.5 6814 1.0 686 - 686 7546 0.90 Seg. 2 - Both 213.9 - 1070 1.0 - 686 - 686 3430 0.31 Seg. 3 - Both 308.8 - 1853 1.0 - 686 - 686 4116 0.45 Seg. 4 Both 459.8 - 3678 1.0 - 686 686 5488 0.67 Level 1 Ln3, Levl 1 Both 404.5 - 16583 1.0 - 686 - 686 28126 0.59 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear CM Resp. Shearlines Gp Dir v vmax V [lbs] Int Ext Int Ext Co C Cmb V [Ws] Ratio Une A Level 2 LnA, Lev2 - Both - 5833 - - - - - 11421 - Wall A-1 2 Both - - 5833 1.0 - 364 - 11421 - Seg. 1 - Both 124.0 496 .97 - 353 353 1411 0.35 Seg. 2 - Both 275.7 1654 1.0 364 364 2164 0.76 Seg. 3 Both 16.2 - 48 .88 - 319 319 956 0.05 Seg. 4 Both 124.0 - 496 .97 - 353 353 1411 0.35 Seg. 5 Both 209.2 - 1046 1.0 - 364 - 364 1820 0.57 Seg. 6 Both 209.2 - 1046 1.0 - 364 - 364 1820 0.57 Seg. 7 Both 209.2 - 1046 1.0 364 - 364 1820 0.57 Level 1 LnA, Levl - Both - - 7780 - - - - - 13892 - Wall A-1 1^ Both - - 7780 1.0 - 686 - - 13892 - Seg. 1 - W->E 330.0 - 1320 .97 - 665 - 665 2658 0.50 - E->W 388.3 - 1553 .97 - 665 - 665 2658 0.58 Seg. 2 W->E 567.5 3405 1.0 - 686 - 686 4116 0.83 - E->W 639.1 3834 - 1.0 -- 686 - 686 4116 0.93 Seg. 3 - W->E 195.2 586 .88 - 600 - 600 1801 0.33 - E->W 242.7 728 .88 600 - 600 1801 0.40 Seg. 4 - W->E 330.0 1320 .97 - 665 - 665 2658 0.50 - E->W 388.3 - 1553 .97 665 - 665 2658 0.58 Seg. 5 - W->E 287.2 - 1149 .97 - 665 - 665 2658 0.43 - E->W 27.8 - 111 .97 - 665 - 665 2658 0.04 Seg. 6 - Both 0.0 - 0 1.0 - 686 - 686 - - Line B LnB, Levl - Both - - 3712 - - - - - 14406 - Wall B-1 1 Both - - 3712 1.0 - 686 - - 14406 - Seg. 1 - Both 232.0 - 3712 - 1.0 - 686 - 686 10976 0.34 Seg. 2 Both 0.0 - 0 1.0 - 686 - 686 3430 0.00 Line C Level 2 LnC, Lev2 - Both - 5833 - - - - 22204 - Wall C-1 2 Both - 5633 - 1.0 - 364 - - 22204 - Seg. 1 - Both 85.4 854 1.0 364 - 364 3640 0.23 12 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 SHEAR RESULTS flexible wind design, continued Seg. 2 Seg. 3 Seg. 4 Seg. 5 Seg. 6 Level 1 LnC, Lev1 Wall C-1 1 Seg. 1 Seg. 2 Seg. 3 Seg. 4 Seg. 5 Seg. 6 Both 0.0 - 0 Both 120.5 1447 Both 158.7 2380 Both 37.4 - 299 Both 85.4 - 854 Both - 7599 Both - - 7599 W->E 251.7 - 2769 E->W 277.5 3052 W->E 201.9 - 1817 E->W 161.6 - 1455 W->E 4.0 - 24 E->W 51.3 - 308 W->E 156.1 - 1249 E->W 156.7 - 1254 W->E 156.1 - 1249 E->W 126.0 1008 W->E 70.1 - 490 E->W 74.6 522 - 1.0 364 - 364 2184 1.0 - 364 364 4368 - 1.0 364 364 5460 - 1.0 - 364 364 2912 - 1.0 364 - 364 3640 - - - - - 33614 - 1.0 - 686 - - 33614 - 1.0 - 686 686 7546 - 1.0 - 686 - 686 7546 - 1.0 - 686 - 686 6174 1.0 686 - 686 6174 - 1.0 686 686 4116 - 1.0 686 - 686 4116 - 1.0 - 686 686 5488 - 1.0 - 686 - 686 5488 - 1.0 - 686 - 686 5488 - 1.0 686 - 686 5488 1.0 - 686 - 686 4802 1.0 686 686 4802 0.00 0.33 0.44 0.10 0.23 0.37 0.40 0.29 0.24 0.01 0.07 0.23 0.23 0.23 0.18 0.10 0.11 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V- Total factored shear capacity ofshearline, wall or segment, Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 13 • Wood o ks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 HOLD-DOWN DESIGN Able wind deslgn Level 1 Line- Wall Posit'n Location[t] X Y Load Case Tensile ASD Holddown Force [Ws] Shear Dead Uplift Cmb'd Cap Hold-down [lbs] Crft Resp. Line 1 1-1 L End 0.00 0.12 1 8094 8094 HDU5-SDS2. 5645 1.43* V Elem 0.00 19.88 1 3168 3168 Refer to upper level 1-1 L Op 1 0.00 20.88 1 2992 2992 HDU5-SDS2. 5645 0.53 1-1 R Op 1 0.00 24.13 1 5439 5439 HDU5-SDS2. 5645 0.96 1-1 R End 0.00 40.88 1 7372 7372 HDU5-SDS2. 5645 1.31* Line 2 2-1 L End 54.00 0.12 1 5382 5382 HDU5-SDS2. 5645 0.95 2-1 L Op 1 54.00 14.88 1 5382 5382 HDU5-SDS2. 5645 0.95 2-1 R Op 1 54.00 17.63 1 518 518 HDU5-SDS2. 5645 0.09 2-1 R End 54.00 21.88 1 518 518 HDU5-SDS2. 5645 0.09 Line 3 - 3-1 L End 83.00 0.12 1 9368 9368 HDU5-SDS2. 5645 1.66* V Elem 83.00 10.88 1 5705 5705 Refer to upper level V Elem 83.00 13.13 1 2027 2027 Refer to upper level V Elem 83.00 17.87 1 2027 2027 Refer to upper level V Elem 83.00 21.13 1 2900 2900 Refer to upper level V Elem 83.00 26.88 1 2900 2900 Refer to upper level V Elem 83.00 33.13 1 4271 4271 Refer to upper level 3-1 R End 83.00 40.88 1 7934 7934 HDU5-SDS2. 5645 1.41* Line A A-1 L End 0.12 0.00 1 4358 4358 HDU5-SDS2. 5645 0.77 A-1 L Op 1 3.88 0.00 1 4917 4917 HDU5-SDS2. 5645 0.87 A-1 R Op 1 10.13 0.00 1 7919 7919 HDU5-SDS2. 5645 1.40* A-1 L Op 2 15.88 0.00 1 8591 8591 HDU5-SDS2. 5645 1.52* A-1 R Op 2 27.13 0.00 1 2075 2075 HDU5-SDS2. 5645 0.37 A-1 L Op 3 29.88 0.00 1 2541 2541 HDU5-SDS2. 5645 0.45 A-1 R Op 3 41.13 0.00 1 4358 4358 HDU5-SDS2. 5645 0.77 A-1 L Op 4 44.88 0.00 1 4917 4917 HDU5-SDS2. 5645 0.87 A-1 R Op 4 51.13 0.00 1 4740 4740 HDU5-SDS2. 5645 0.84 A-1 L Op 5 54.88 0.00 1 1601 1601 HDU5-SDS2. 5645 0.28 V Elem 81.13 0.00 1 1334 1334 Refer to upper level V Elem 82.88 0.00 1 1982 1982 Refer to upper level Line B B-1 L End 54.13 21.50 1 2121 2121 HDU5-SDS2. 5645 0.38 B-1 L Op 1 69.88 21.50 1 2121 2121 HDU5-SDS2. 5645 0.38 Line C C-1 L End 0.12 41.00 1 3106 3106 HDU5-SDS2. 5645 0.55 V Elem 9.87 41.00 1 788 788 Refer to upper level C-1 L Op 1 10.88 41.00 1 2555 2555 HDU5-SDS2. 5645 0.45 C-1 R Op 1 17.13 41.00 1 1869 1869 HDU5-SDS2. 5645 0.33 V Elem 24.13 41.00 1 1108 1108 Refer to upper level C-1 L Op 2 25.88 41.00 1 1823 1823 HDU5-SDS2. 5645 0.32 C-1 R 0p 2 40.12 41.00 1 300 300 HDU5-SDS2. 5645 0.05 V Elem 42.13 41.00 1 1452 1452 Refer to upper level C-1 L Op 3 45.88 41.00 1 482 482 HDU5-SDS2. 5645 0.09 C-1 R Op 3 52.13 41.00 1 1451 1451 HDU5-SDS2. 5645 0.26 V Elem 56.88 41.00 1 1452 1452 Refer to upper level V Elem 59.13 41.00 1 347 347 Refer to upper level C-1 L Op 4 59.88 41.00 1 1456 1456 HDU5-SDS2. 5645 0.26 C-1 R Op 4 64.13 41.00 1 1451 1451 HDU5-SDS2. 5645 0.26 V Elem 66.66 41.00 1 347 347 Refer to upper level C-1 L Op 5 71.86 41.00 1 604 604 HDU5-SDS2. 5645 0.11 C-1 R Op 5 76.13 41.00 1 875 875 HDU5-SDS2. 5645 0.16 C-1 R End 82.88 41.00 1 1484 1484 HDU5-SDS2. 5645 0.26 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force ribs] Cap Crit Wail Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ilbs) Resp. Line 1 1-1 L End 0.00 0.12 1 3168 3168 HDU5-SDS2. 5645 0.56 1-1 L Op 1 0.00 19.88 1 3168 3168 HDU5-SDS2. 5645 0.56 1-1 R Op 1 0.00 22.13 1 3103 3103 HDU5-SDS2. 5645 0.55 1-1 R End 0.00 40.88 1 3103 3103 HDU5-SDS2. 5645 0.55 Line 3 3-1 L End 83.00 0.12 1 5705 5705 HDU5-SDS2. 5645 1.01* 3-1 L Op 1 83.00 10.88 1 5705 5705 HDU5-SDS2. 5645 1.01* 3-1 R Op 1 83.00 13.13 1 2027 2027 HDU5-SDS2. 5645 0.36 3-1 L Op 2 83.00 17.87 1 2027 2027 HDU5-SDS2. 5645 0.36 3-1 R Op 2 83.00 21.13 1 2900 2900 HDU5-SDS2. 5645 0.51 3-1 L Op 3 83.00 26.88 1 2900 2900 _ HDU5-SDS2. 5645 0.51 14 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 HOLD-DOWN DESIGN (flexible wind des! n, continued 3-1 R Op 3 83.00 3-1 R End 83.00 40.88 Line A A-1 L End 0.12 0.00 1 A-1 L Op 1 3.88 0.00 1 A-1 R Op 1 10.13 0.00 1 A-1 L Op 2 15.88 0.00 1 A-1 R Op 2 27.13 0.00 1 A-1 L Op 3 29.88 0.00 1 A-1 R Op 3 41.13 0.00 1 A-1 L Op 4 44.88 0.00 1 A-1 R Op 4 51.13 0.00 1 A-1 L Op 5 55.88 0.00 1 A-1 R Op 5 69.13 0.00 1 A-1 L Op 6 73.88 0.00 1 A-1 R Op 6 78.13 0.00 1 A-1 R End 82.88 0.00 Line C C-1 L End 0.12 41.00 1 C-1 L Op 1 9.87 41.00 1 C-1 R Op 2 24.13 41.00 1 C-1 L Op 3 35.88 41.00 1 C-1 R Op 3 42.13 41.00 1 C-1 L Op 4 56.88 41.00 1 C-1 R Op 4 59.13 41.00 1 C-1 L Op 5 66.88 41.00 1 C-1 R Op 5 73.13 41.00 1 C-1 R End 82.88 41.00 1 33.13 1 1 4271 4271 1190 1190 2589 2589 159 159 1190 1190 1982 1982 1982 1982 1982 1982 788 788 1108 1108 1452 1452 347 347 788 788 4271 4271 1190 1190 2589 2589 159 159 1190 1190 1982 1982 1982 1982 1982 1982 788 788 1108 1108 1452 1452 347 347 788 788 HDU5-SDS2. 5645 0.76 HDU5-SDS2. 5645 0.76 HDU5-SDS2. 5645 0.21 HDU5-SDS2. 5645 0.21 HDU5-SDS2. 5645 0.46 HDU5-SDS2. 5645 0.46 HDU5-SDS2. 5645 0.03 HDU5-SDS2. 5645 0.03 HDU5-SDS2. 5645 0.21 HDU5-SDS2. 5645 0.21 HDU5-SDS2. 5645 0.35 'HDU5-SDS2. 5645 0.35 HDU5-SDS2. 5645 0.35 HDU5-SDS2. 5645 0.35 HDU5-SDS2. 5645 0.35 HDU5-SDS2. 5645 0.35 HDU5-SDS2. 5645 0.14 HDU5-SDS2. 5645 0.14 HDU5-SDS2. 5645 0.20 HDU5-SDS2. 5645 0.20 HDU5-SDS2. 5645 0.26 HDU5-SDS2. 5645 0.26 HDU5-SDS2. 5645 0.06 HDU5-SDS2. 5645 0.06 HDU5-SDS2. 5645 0.14 HDU5-SDS2. 5645 0.14 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posif'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear - Wind shear overturning component, based on sheadine force, factored for ASD by 0.60. For perforated wafts, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0,60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. 'WARNING - Design capacity has been exceeded. 15 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 DRAG STRUT FORCES flexible wind design) Level 1 Line - Wall Position on Wall or Opening Location [ft] Load X Y Case Drag Strut Force [Ws] -> <- Line 1 1-1 Left Opening 1 0.00 21.00 1 1-1 Right Opening 1 0.00 24.00 1 Line 2 2-1 Left Opening 1 54.00 15.00 1 2-1 Right Opening 1 54.00 17.50 1 2-1 Right Wall End 54.00 22.00 1 Line A A-1 Left Opening 1 4.00 0.00 1 A-1 Right Opening 1 10.00 0.00 1 A-1 Left Opening 2 16.00 0.00 1 A-1 Right Opening 2 27.00 0.00 1 A-1 Left Opening 3 30.00 0.00 1 A-1 Right Opening 3 41.00 0.00 1 A-1 Left Opening 4 45.00 0.00 1 A-1 Right Opening 4 51.00 0.00 1 A-1 Left Opening 5 55.00 0.00 1 Line B B-1 Left Wall End 54.00 21.50 1 B-1 Left Opening 1 70.00 21.50 1 Line C C-1 Left Opening 1 11.00 41.00 1 C-1 Right Opening 1 17.00 41.00 1 C-1 Left Opening 2 26.00 41.00 1 C-1 Right Opening 2 40.00 41.00 1 C-1 Left Opening 3 46.00 41.00 1 C-1 Right Opening 3 52.00 41.00 1 C-1 Left Opening 4 60.00 41.00 1 C-1 Right Opening 4 64.00 41.00 1 C-1 Left Opening 5 72.00 91.00 1 C-1 Right Opening 5 76.00 41.00 1 1465 1476 52 63 5504 5504 4951 4951 4201 4201 945 1178 363 616 3225 3888 2194 2857 2499 3304 1468 2272 2413 3451 1850 2888 2624 2625 2415 2415 581 561 1762 2045 1213 1496 2206 2127 924 845 399 603 150 54 366 575 0 209 517 485 150 119 Level 2 Line - Wall Position on Wall or Opening Location [ft] Load X Y Case Drag Strut Force [lbs) <- Line 1 1-1 Left Opening 1 0.00 20.00 1 1-1 Right Opening 1 0.00 22.00 1 Line 3 3-1 Left Opening 1 83.00 11.00 1 3-1 Right Opening 1 83.00 13.00 1 3-1 Left Opening 2 83.00 18.00 1 3-1 Right Opening 2 83.00 21.00 1 3-1 Left Opening 3 83.00 27.00 1 3-1 Right Opening 3 83.00 33.00 1 Line A A-1 Left Opening 1 4.00 0.00 1 A-1 Right Opening 1 10.00 0.00 1 A-1 Left Opening 2 16.00 0.00 1 A-1 Right Opening 2 27.00 0.00 1 A-1 Left Opening 3 30.00 0.00 1 A-1 Right Opening 3 41.00 0.00 1 A-1 Left Opening 4 45.00 0.00 1 A-1 Right Opening 4 51.00 0.00 1 A-1 Left Opening 5 56.00 0.00 1 A-1 Right Opening 5 69.00 0.00 1 A-1 Left Opening 6 74.00 0.00 1 A-1 Right Opening 6 78.00 0.00 1 Line C C-1 Left Opening 1 10.00 41.00 1 C-1 Right Opening 2 24.00 41.00 1 C-1 Left Opening 3 36.00 41.00 1 C-1 Right Opening 3 42.00 41.00 1 C-1 Left Opening 4 57.00 41.00 1 C-1 Right Opening 4 59.00 41.00 1 C-1 Left Opening 5 67.00 41.00 1 C-1 Right Opening 5 73.00 41.00 1 407 407 247 247 3215 3215 2561 2561 1994 1994 1013 1013 903 903 1061 1061 215 215 207 207 1026 1026 253 253 90 90 683 683 468 468 890 890 195 195 1109 1109 414 414 695 695 151 151 833 833 230 230 651 651 674 674 534 534 271 271 151 151 Legend: Line -Wall - Shearline and wall number 16 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Pbsition...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 17 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 MWFRS DEFLECTION (flexible wind design) tions are used to determine shearwall stiffness for force distribution Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Ga kips/ in Naflshp Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 S->N Ext 540.8 21.00 9.00 16.5 .007 25.2 172 .025 .193 0.15 0.35 N->S Ext 541.4 21.00 9.00 16.5 .007 25.2 172 .025 .193 0.15 0.35 1-1,2 S->N Ext 468.0 17.00 9.00 16.5 .007 25.2 172 .025 .167 0.18 0.35 N->S Ext 467.3 17.00 9.00 16.5 .007 25.2 172 .025 .167 0.18 0.35 Line 2 2-1,1 1 Both 1 588.0 15.00 9.00 16.5 .010 25.2 172 .025 .210 0.18 0.40 2-1,2 Both 1 54.4 4.50 9.00 16.5 .003 25.2 172 .025 .019 0.38 0.40 Line 3 3-1 1 S->N Ext 404.5 41.00 9.00 16.5 .002 25.2 172 .025 .144 0.08 0.23 N->S Ext 404.5 41.00 9.00 16.5 .002 25.2 172 .025 .144 0.08 0.22 Line A A-1,11 W->E Ext 330.0 4.00 9.00 16.5 .021 25.2 172 .025 .118 0.61 0.75 E->W Ext 388.3 4.00 9.00 16.5 .025 25.2 172 .025 .139 0.64 0.80 A-1,2 W->E Ext 567.5 6.00 9.00 16.5 .024 25.2 172 .025 .202 0.52 0.75 E->W Ext 639.1 6.00 9.00 16.5 .027 25.2 172 .025 .228 0.54 0.80 A-1,3 W->E Ext 195.2 3.00 9.00 16.5 .016 25.2 172 .025 .070 0.67 0.75 E->W Ext 242.7 3.00 9.00 16.5 .020 25.2 172 .025 .087 0.70 0.80 A-1,4 W->E Ext 330.0 4.00 9.00 16.5 .021 25.2 172 .025 .118 0.61 0.75 E->W Ext 388.3 4.00 9.00 16.5 .025 25.2 172 .025 .139 0.64 0.80 A-1,5 W->E Ext 287.2 4.00 9.00 16.5 .018 25.2 172 .025 .102 0.63 0.75 E->W Ext 27.8 4.00 9.00 16.5 .002 25.2 172 .025 .010 0.79 0.80 Line B 8-1,1 1 Both 1 232.0 16.00 9.00 16.5 .004 25.2 172 .025 .083 0.13 0.21 B-1,2 Both 1 0.0 5.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line C C-1,1 1 W->E Ext 251.7 11.00 9.00 16.5 .006 25.2 172 .025 .090 0.20 0.30 E->W Ext 277.5 11.00 9.00 16.5 .006 25.2 172 .025 .099 0.19 0.30 C-1,2 W->E Ext 201.9 9.00 9.00 16.5 .006 25.2 172 .025 .072 0.22 0.30 E->W Ext 161.6 9.00 9.00 16.5 .005 25.2 172 .025 .058 0.23 0.30 C-1,3 W->E Ext 4.0 6.00 9.00 16.5 .000 25.2 172 .025 .001 0.30 0.30 E->W Ext 51.3 6.00 9.00 16.5 .002 25.2 172 .025 .018 0.28 0.30 C-1,4 W->E Ext 156.1 8.00 9.00 16.5 .005 25.2 172 .025 .056 0.23 0.30 E->W Ext 156.7 8.00 9.00 16.5 .005 25.2 172 .025 .056 0.23 0.30 C-1,5 W->E Ext 156.1 8.00 9.00 16.5 .005 25.2 172 .025 .056 0.23 0.30 E->W Ext 126.0 8.00 9.00 16.5 .004 25.2 172 .025 .045 0.25 0.30 C-1,6 W->E Ext 70.1 7.00 9.00 16.5 .003 25.2 172 .025 .025 0.27 0.30 E->W Ext 74.6 7.00 9.00 16.5 .003 25.2 172 .025 .027 0.27 0.30 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Deft Total Dell pif ft ft sq.in in in Ibs in in in in Level 2 Line 1 1-1,1 2 Both Ext 347.6 20.00 9.00 16.5 .004 13.4 182 .030 .233 0.11 0.35 1-1,2 Both Ext 340.2 19.00 9.00 16.5 .005 13.4 182 .030 .228 0.12 0.35 Line 3 3-1,1 1 Both Ext 619.5 11.00 9.00 16.5 .014 25.2 172 .025 .221 0.24 0.48 3-1,2 Both Ext 213.9 5.00 9.00 16.5 .011 25.2 172 .025 .076 0.40 0.48 3-1,3 Both Ext 308.8 6.00 9.00 16.5 .013 25.2 172 .025 .110 0.36 0.48 3-1,4 Both Ext 459.8 8.00 9.00 16.5 .015 25.2 172 .025 .164 0.30 0.48 Line A A-1,1 2 Both Ext 124.0 4.00 9.00 16.5 .008 13.4 182 .030 .083 0.46 0.55 A-1,2 Both Ext 275.7 6.00 9.00 16.5 .012 13.4 182 .030 .185 0.35 0.55 A-1,3 Both Ext 16.2 3.00 9.00 16.5 .001 13.4 182 .030 .011 0.54 0.55 A-1,4 Both Ext 124.0 4.00 9.00 16.5 ..008 13.4 182 .030 .083 0.46 0.55 A-1,5 Both Ext 209.2 5.00 9.00 16.5 .011 13.4 182 .030 .140 0.40 0.55 A-1,6 Both Ext 209.2 5.00 9.00 16.5 .011 13.4 182 .030 .140 0.40 0.55 A-1,7 Both Ext 209.2 5.00 1.00 16.5 .011 13.4 182 .030 .140 0.40 0.55 Line C C-1,1 2 Both Ext 85.4 10.00 9.00 16.5 .002 13.4 182 .030 .057 0.17 0.23 C-1,2 Both Ext 0.0 6.00 9.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 C-1,3 Both Ext 120.5 12.00 9.00 16.5 .003 13.4 182 .030 .081 0.15 0.23 C-1,4 Both Ext 158.7 15.00 9.00 16.5 .003 13.4 182 .030 .106 0.13 0.23 C-1,5 Both Ext 37.4 8.00 9.00 16.5 .001 13.4 182 .030 .025 0.21 0.23 C-1,6 Both Ext 85.4 10.00 9.00 16.5 .002 13.4 182 .030 .057 0.17 0.23 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. 18 • Woo orks Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Dir — Force direction Srf — Wall surface, interior or exterior for perimeter wells, 1 or 2 for interior partitions v— ASD shear force per unit distance on well segment. For perforated wells, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b — Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h Wall height Defl — Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A — Cross sectional area of segment end stud(s); E — stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga — vw / (vw / Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw — ASD sheathing capacity Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail along panel edge using vw Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 19 ' WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 SERVICEABILITY DEFLECTION (flexible wind design) These deflections are used to determine story drift Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en Ibs in Shear Defl in Hold Dell in Total Defl in Level 1 Line 1 1-1,1 1 S->N Ext 533.3 21.00 9.00 16.5 .006 25.7 169 .024 .187 0.15 0.34 N->S Ext 533.9 21.00 9.00 16.5 .006 25.7 169 .024 .187 0.15 0.34 1-1,2 S->N Ext 461.6 17.00 9.00 16.5 .007 25.7 169 .024 .161 0.18 0.34 N->S Ext 460.9 17.00 9.00 16.5 .007 25.7 169 .024 .161 0.18 0.34 Line 2 2-1,1 1 Both 1 579.8 15.00 9.00 16.5 .010 25.7 169 .024 .203 0.17 0.39 2-1,2 Both 1 54.0 4.50 9.00 16.5 .003 25.7 169 .024 .019 0.37 0.39 Line 3 3-1 1 Both Ext 398.9 41.00 9.00 16.5 .002 25.7 169 .024 .140 0.08 0.22 Line A A-1,11 W->E Ext 326.6 4.00 9.00 16.5 .021 25.7 169 .024 .114 0.60 0.74 E->W Ext 384.3 4.00 9.00 16.5 .024 25.7 169 .024 .134 0.63 0.79 A-1,2 W->E Ext 554.5 6.00 9.00 16.5 .023 25.7 169 .024 .194 0.52 0.74 E->W Ext 626.9 6.00 9.00 16.5 .026 25.7 169 .024 .219 0.54 0.79 A-1,3 W->E Ext 197.8 3.00 9.00 16.5 .017 25.7 169 .024 .069 0.66 0.74 E->W Ext 242.0 3.00 9.00 16.5 .020 25.7 169 .024 .085 0.69 0.79 A-1,4 W->E Ext 326.6 4.00 9.00 16.5 .021 25.7 169 .024 .114 0.60 0.74 E->W Ext 384.3 4.00 9.00 16.5 .024 25.7 169 .024 .134 0.63 0.79 A-1,5 W->E Ext 284.7 4.00 9.00 16.5 .018 25.7 169 .024 .100 0.62 0.74 E->W Ext 27.6 4.00 9.00 16.5 .002 25.7 169 .024 .010 0.78 0.79 Line B 8-1,1 1 Both 1 228.8 16.00 9.00 16.5 .004 25.7 169 .024 .080 0.12 0.21 8-1,2 Both 1 0.0 5.00 9.00 16.5 .000 25.7 169 .024 .000 0.00 0.00 Line C C-1,1 1 w->E Ext 249.6 11.00 9.00 16.5 .006 25.7 169 .024 .087 0.20 0.29 E->W Ext 277.9 11.00 9.00 16.5 .006 25.7 169 .024 .097 0.19 0.29 C-1,2 W->E Ext 199.6 9.00 9.00 16.5 .006 25.7 169 .024 .070 0.22 0.29 E->W Ext 160.8 9.00 9.00 16.5 .005 25.7 169 .024 .056 0.23 0.29 C-1,3 W->E Ext 3.4 6.00 9.00 16.5 .000 25.7 169 .024 .001 0.29 0.29 E->W Ext 42.2 6.00 9.00 16.5 .002 25.7 169 .024 .015 0.28 0.29 C-1,4 W->E Ext 153.6 8.00 9.00 16.5 .005 25.7 169 .024 .054 0.23 0.29 E->W Ext 155.5 8.00 9.00 16.5 .005 25.7 169 .024 .054 0.23 0.29 C-1,5 W->E Ext 153.6 8.00 9.00 16.5 .005 25.7 169 .024 .054 0.23 0.29 E->W Ext 124.6 8.00 9.00 16.5 .004 25.7 169 .024 .044 0.25 0.29 C-1,6 W->E Ext 67.8 7.00 9.00 16.5 .002 25.7 169 .024 .024 0.27 0.29 E->W Ext 70.9 7.00 9.00 16.5 .003 25.7 169 .024 .025 0.27 0.29 Wall, segment W Gp Dir Srf v b h Bending A Dell Ga kips! Nail slip Vn en Shear Defl Hold Dell Total Defl plf ft ft sq.in in in Ibs in in in in Level 2 Line 1 1-1,1 2 Both Ext 342.8 20.00 9.00 16.5 .004 13.8 179 .029 .224 0.11 0.34 1-1,2 Both Ext 335.5 19.00 9.00 16.5 .004 13.8 179 .029 .219 0.11 0.34 Line 3 3-1,1 1 Both Ext 614.9 11.00 9.00 16.5 .014 25.7 169 .024 .215 0.24 0.47 3-1,2 Both Ext 205.2 5.00 9.00 16.5 .010 25.7 169 .024 .072 0.39 0.47 3-1,3 Both Ext 301.5 6.00 9.00 16.5 .013 25.7 169 .024 .105 0.36 0.47 3-1,4 Both Ext 453.9 8.00 9.00 16.5 .014 25.7 169 .024 .159 0.30 0.47 Line A A-1,1 2 Both Ext 120.6 4.00 9.00 16.5 .008 13.8 179 .029 .079 0.45 0.54 A-1,2 Both Ext 275.0 6.00 9.00 16.5 .012 13.8 179 .029 .180 0.35 0.54 A-1,3 Both Ext 10.7 3.00 9.00 16.5 .001 13.8 179 .029 .007 0.54 0.54 A-1,4 Both Ext 120.6 4.00 9.00 16.5 .008 13.8 179 .029 .079 0.45 0.54 A-1,5 Both Ext 207.1 5.00 9.00 16.5 .010 13.8 179 .029 .135 0.39 0.54 A-1,6 Both Ext 207.1 5.00 9.00 16.5 .010 13.8 179 .029 .135 0.39 0.54 A-1,7 Both Ext 207.1 5.00 9.00 16.5 .010 13.8 179 .029 .135 0.39 0.54 Line C C-1,1 2 Both Ext 84.2 10.00 9.00 16.5 .002 13.8 179 .029 .055 0.17 0.23 C-1,2 Both Ext 0.0 6.00 9.00 16.5 .000 13.8 179 .029 .000 0.00 0.00 C-1,3 Both Ext 118.9 12.00 9.00 16.5 .003 13.8 179 .029 .076 0.15 0.23 C-1,4 Both Ext 156.5 15.00 9.00 16.5 .003 13.8 179 .029 .102 0.12 0.23 C-1,5 Both Ext 36.9 8.00 9.00 16.5 .001 13.8 179 .029 .024 0.21 0.23 C-1,6 Both Ext 84.2 10.00 9.00 16.5 .002 13.8 179 .029 .055 0.17 0.23 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir - Force direction 20 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Srf — Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v — Shear force per unit distance on wall segment using 1.0 Wa = wind load based on serviceability wind speeds from ASCE 7 CC. /.2, Figs. CC1- CC4. For perforated walls, vmax from SDPWS 4.3-9 is used, es per 4.3.2,1 b — Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h — Wall height Defl — Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A— Cross sectional area of segment end stud(s); E — stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga — Factor x vw/ (Factor x vw/ Gf + 0.75 en), adapted from SDPWS Ex. C4.3.2-1; vw — ASD sheathing capacity; Gt— Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail using Factor x vw; Factor = Ps/Prn/0.6 for WSP, 1.0 for other materials; Ps - serviceability wind pressure; Pm - MWFRS wind pressure Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 21 WoodWorks® Shearvval s garys146thlot4.wsw May. 30, 2019 07:30:57 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) cements are used to determine deflections for force distribution WaII, segment Dir Hold- down Uplift force lbs Elong/Disp Manuf Add in in da in Slippage Pf Ibs da In Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S->N HDU5-SDS 8094 .165 .008 0.173 .138 0.04 0.35 0.15 N->S HDU5-SDS 8034 .164 .008 0.171 - - .138 0.04 0.35 0.15 1-1,2 S->N HDU5-SDS 7378 .150 .007 0.157 - - .138 0.04 0.33 0.18 N->S HDU5-SDS 7372 .150 .007 0.157 - - .138 0.04 0.33 0.18 Line 2 2-1,1 Both HDU5-SDS 5392 .110 .005 0.115 - - .138 0.04 0.29 0.18 2-1,2 Both HDU5-SDS 490 .011 .000 0.011 .138 0.04 0.19 0.38 Line 3 3-1 S->N HDU5-SDS 9368 .191 .009 0.200 .138 0.04 0.38 0.08 N->S HDU5-SDS 7934 .162 .008 0.169 .138 0.04 0.35 0.08 Line A A-1,1 W->E HDU5-SDS 4351 .089 .004 0.093 .138 0.04 0.27 0.61 E->W HDU5-SDS 4907 .100 .005 0.105 - .138 0.04 0.28 0.64 A-1,2 W->E HDU5-SDS 7946 .161 .008 0.169 - - .138 0.04 0.35 0.52 E->W HDU5-SDS 8620 .175 .008 0.183 - - .138 0.04 0.36 0.54 A-1,3 W->E HDU5-SDS 2061 .042 .002 0.044 - .138 0.04 0.22 0.67 E->W HDU5-SDS 2524 .052 .002 0.054 - .138 0.04 0.23 0.70 A-1,4 W->E HDU5-SDS 4351 .089 .004 0.093 - - .138 0.04 0.27 0.61 E->W HDU5-SDS 4907 .100 .005 0.105 - .138 0.04 0.28 0.64 A-1,5 W->E HDU5-SDS 4729 .097 .005 0.101 - .138 0.04 0.28 0.63 E->W HDU5-SDS 8129 .167 .008 0.175 - .138 0.04 0.35 0.79 Line B 8-1,1 Both HDU5-SDS 2121 .043 .002 0.045 - - .138 0.04 0.22 0.13 8-1,2 Both HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 Line C C-1,1 W->E HDU5-SDS 3124 .063 .003 0.066 - - .138 0.04 0.24 0.20 E->W HDU5-SDS 2583 .052 .002 0.055 - .136 0.04 0.23 0.19 C-1,2 W->E HDU5-SDS 1872 .038 .002 0.040 - .138 0.04 0.22 0.22 E->W HDU5-SDS 2621 .053 .002 0.056 - .138 0.04, 0.23 0.23 C-1,3 W->E HDU5-SDS 983 .023 .001 0.024 - - .138 0.04 0.20 0.30 E->W HDU5-SDS 429 .010 .000 0.010 - .138 0.04 0.19 0.28 C-1,4 W->E HDU5-SDS 1446 .030 .001 0.031 - - .138 0.04 0.21 0.23 E->W HDU5-SDS 1462 .030 .001 0.031 - - .138 0.04 0.21 0.23 C-1,5 W->E HDU5-SDS 1446 .030 .001 0.031 - - .138 0.04 0.21 0.23 E->W HDU5-SDS 1962 .040 .002 0.042 .138 0.04 0.22 0.25 C-1,6 W->E HDV5-SDS 1422 .029 .001 0.031 - - .138 0.04 0.21 0.27 E->W HDU5-SDS 1444 .030 .001 0.032 - - .138 0._ 0.04 0.21 0.27 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HDU5-SDS 3168 .065 .003 0.068 - .138 0.04 0.25 0.11 1-1,2 Both HDU5-SDS 3103 .063 .003 0.066 - .138 0.04 0.24 0.12 Line 3 3-1,1 Both HDU5-SDS 5740 .116 .005 0.122 - - .138 0.04 0.30 0.24 3-1,2 Both HDU5-SDS 1981 .041 .002 0.043 - - .138 0.04 0.22 0.40 3-1,3 Both HDU5-SDS 2873 .059 .003 0.062 - .138 0.04 0.24 0.36 3-1,4 Both HDU5-SDS 4273 .087 .004 0.091 - .138 0.04 0.27 0.30 Line A A-1,1 Both HDU5-SDS 1174 .024 .001 0.025 - .138 0.04 0.20 0.46 A-1,2 Both HDU5-SDS 2618 .053 .002 0.055 .138 0.04 0.23 0.35 A-1,3 Both HDU5-SDS 107 .003 .000 0.003 - - .138 0.04 0.18 0.54 A-1,4 Both HDU5-SDS 1174 .024 .001 0.025 - - .138 0.04 0.20 0.46 A-1,5 Both HDU5-SDS 1989 .040 .002 0.042 - - .138 0.04 0.22 0.40 A-1,6 Both HDU5-SDS 1989 .040 .002 0.042 - .138 0.04 0.22 0.40 A-1,7 Both HDU5-SDS 1989 .040 .002 0.042 - - .138 0.04 0.22 0.40 Line C C-1,1 Both HDU5-SDS 788 .016 .001 0.017 .138 0.04 0.19 0.17 C-1,2 Both HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 C-1,3 Both HDU5-SDS 1108 .023 .001 0.024 - .138 0.04 0.20 0.15 C-1,4 Both HDU5-SDS 1452 .030 .001 0.031 - - .138 0.04 0.21 0.13 C-1,5 Both HDU5-SDS 347 .007 .000 0.007 - - .138 0.04 0.18 0.21 C-1,6 Both HDU5-SDS 788 .016 .001 0.017 - - .138 0.04 0.19 0.17 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction 22 WoodWorks® Shearwalls garys146th/ot4.wsw May. 30, 2019 07:30:57 Uplift force (P) Accumulated ASD hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da — Vertical displacements due to the following components: Elong/Disp — Elongation when slippage calculated separately displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max ASD elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturers value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab — bolt cross -sectional area; Es = steel modulus = 29000000 psi, L=Lb —Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force PI number of fasteners Bolts: = Pf / (270, 000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.20 using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl— Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 23 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 SERVICEABILITY HOLD-DOWN DISPLACEMENT (flexible wind design) lacements are used to determine deflections for story drift Wall, segment Dir Hold- down Uplift force Ibs Elong/Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl In Level 1 Line 1 1-1,1 S->N HDU5-SDS 7982 .163 .008 0.170 - .138 0.04 0.35 0.15 N->S HDU5-SDS 7923 .161 .008 0.169 - .138 0.04 0.35 0.15 1-1,2 S->N HDU5-SDS 7276 .148 .007 0.155 - .138 0.04 0.33 0.18 N->S HDU5-SDS 7270 .148 .007 0.155 - .138 0.04 0.33 0.18 Line 2 2-1,1 Both HDU5-SDS 5336 .109 .005 0.114 - - .138 0.04 0.29 0.17 2-1,2 Both HDU5-SDS 423 .009 .000 0.009 - - .138 0.04 0.19 0.37 Line 3 3-1 S->N HDU5-SDS 9238 .188 .009 0.197 .138 0.04 0.37 0.08 N->S HDU5-SDS 7824 .159 .007 0.167 - .138 0.04 0.34 0.08 Line A A-1,1 W->E HDU5-SDS 4272 .087 .004 0.091 - - .138 0.04 0.27 0.60 E->W HDU5-SDS 4813 .098 .005 0.103 - .138 0.04 0.28 0.63 A-1,2 W->E HDU5-SDS 7908 .161 .008 0.169 - - .138 0.04 0.35 0.52 E->W HDU5-SDS 8566 .175 .008 0.183 - - .138 0.04 0.36 0.54 A-1,3 W->E HDU5-SDS 1971 .040 .002 0.042 - .138 0.04 0.22 0.66 E->W HDU5-SDS 2440 .050 .002 0.052 - .138 0.04 0.23 0.69 A-1,4 W->E HDU5-SDS 4272 .087 .004 0.091 - .138 0.04 0.27 0.60 E->W HDU5-SDS 4813 .098 .005 0.103 - .138 0.04 0.28 0.63 A-1,5 W->E HDU5-SDS 4640 .095 .004 0.099 - .138 0.04 0.28 0.62 E->W HDU5-SDS 7968 .162 .008 0.170 - .138 0.04 0.35 0.78 Line B B-1,1 Both HDU5-SDS 2092 .043 .002 0.045 - - .138 0.04 0.22 0.12 B-1,2 Both HDU5-SDS 0 .000 .000 0.000 .000 0.00 0.00 0.00 Line C C-1,1 W->E HDU5-SDS 3099 .063 .003 0.066 - - .138 0.04 0.24 0.20 E->W HDU5-SDS 2572 .052 .002 0.055 - - .138 0.04 0.23 0.19 C-1,2 W->E HDU5-SDS 1849 .038 .002 0.039 - .138 0.04 0.22 0.22 E->W HDU5-SDS 2598 .053 .002 0.055 - - .138 0.04 0.23 0.23 C-1,3 W->E HDU5-SDS 856 .017 .001 0.018 - - .138 0.04 0.20 0.29 E->W HDU5-SDS 380 .008 .000 0.008 - .138 0.04 0.19 0.28 C-1,4 W->E HDU5-SDS 1421 .029 .001 0.030 - - .138 0.04 0.21 0.23 E->W HDU5-SDS 1446 .029 .001 0.031 - .138 0.04 0.21 0.23 C-1,5 W->E HDU5-SDS 1421 .029 .001 0.030 - - .138 0.04 0.21 0.23 E->W HDU5-SDS 1937 .039 .002 0.041 - - .138 0.04 0.22 0.25 C-1,6 W->E HDU5-SDS 1387 .028 .001 0.030 - - .138 0.04 0.21 0.27 E->W HDU5-SDS 1391 .028 .001 0.030 - - .138 0.04 0.21 0.27 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HDU5-SDS 3124 .064 .003 0.067 - - .139 0.04 0.24 0.11 1-1,2 Both HDU5-SDS 3060 .062 .003 0.065 - - .138 0.04 0.24 0.11 Line 3 3-1,1 Both HDU5-SDS 5700 .116 .005 0.122 - .138 0.04 0.30 0.24 3-1,2 Both HDU5-SDS 1905 .039 .002 0.041 - .138 0.04 0.22 0.39 3-1,3 Both HDU5-SDS 2802 .057 .003 0.060 - .136 0.04 0.24 0.36 3-1,4 Both HDU5-SDS 4213 .086 .004 0.090 - .138 0.04 0.27 0.30 Line A A-1,1 Both HDU5-SDS 1146 .023 .001 0.024 - .138 0.04 0.20 0.45 A-1,2 Both HDU5-SDS 2602 .053 .002 0.055 .138 0.04 0.23 0.35 A-1,3 Both HDU5-SDS 70 .001 .000 0.001 - .138 0.04 0.18 0.54 A-1,4 Both HDU5-SDS 1146 .023 .001 0.024 - .138 0.04 0.20 0.45 A-1,5 Both HDU5-SDS 1966 .040 .002 0.042 .138 0.04 0.22 0.39 A-1,6 Both HDU5-SDS 1966 .040 .002 0.042 .138 0.04 0.22 0.39 A-1,7 Both HDU5-SDS 1966 .040 .002 0.042 - .138 0.04 0.22 0.39 Line C C-1,1 Both HDU5-SDS 777 .016 .001 0.017 - .138 0.04 0.19 0.17 C-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 C-1,3 Both HDU5-SDS 1093 .022 .001 0.023 - .138 0.04 0.20 0.15 C-1,4 Both HDU5-SDS 1432 .029 .001 0.031 .138 0.04 0.21 0.12 C-1,5 Both HDU5-SDS 343 .007 .000 0.007 - - .138 0.04 0.18 0.21 C-1,6 Both HDU5-SDS 777 .016 .001 0.017 .138 0.04 0.19 0.17 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearfine B Dir - Force direction 24 • WoodWorks® Shearwalls garys146thlo(4.wsw May. 30, 2019 07:30:57 Uplift force (P) —Accumulated hold-down tension force from overturning, dead and wind uplift using load combination 1) + Wa from ASCE 7 CC.1.2. For perforated walls, T from SDPWS 4.3-8 is used for overturning Wa = wind load based on serviceability wind speeds from ASCE 7 CC. 1.2 Figs.CC1 - CC4 da — Vertical displacements due to the following components: Elong/Disp — Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness, Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab — bolt cross -sectional area; Es = steel modulus = 29000000 psi; L = Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270,000 DA1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.20 using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 25 WoodWorks® Shearvvalls garys146thlot4.wsw May. 30, 2019 07:30:57 STORY DRIFT flexible wind design Level Dir Wall height ft Actual Story Drift (in) Max Line deft Allowable Story Drift hs Drift Ratio ft in 1 9.00 9.83 N<->S 0.39 2 0.24 1.67* E<->W 0.79 A 0.24 3.36* 2 9.00 9.00 N<->S 0.47 3 0.22 2.20* E<->W 0.54 A 0.22 2.52* Legend: Max dell — Largest deflection for any shearline on level in this direction; refer to Serviceability Deflections table Line — Shearline with largest deflection on level in this direction hs — Story height = Height of walls plus joist depth between this level and the one above. Drift = Allowable story drift an this level = story height / 500 Ratio - Proportion of allowable story drift experienced, an this level in this direction. Notes: *FAILURE — Story drift on this level is greater than maximum allowed. 26 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S Sheadines W Gp For Dir ASDShearForce[plf) v vmax %fps] Asp -Cub Int Ext Int AllowableShear[plq Ext Co C Cmb V[lbs) Resp. Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 13630 - - - - - 14196 Wall 1-1 2^ Both - 13630 1.0 - 364 - - 14196 - Seg. 1 - Both 353.1 - 7062 - 1.0 364 - 364 7280 0.97 Seg. 2 - Both 345.7 - 6568 - 1.0 - 364 - 364 6916 0.95 Level 1 Ln1, Levl - S->N - 19979 - - - - - 26068 - N->S - - 20005 - - - - - - 26068 - Wall 1-1 1 S->N - - 19979 - 1.0 - 686 - - 26068 - 1 N->S - 20005 - 1.0 - 686 - 26068 - Seg. 1 - S->N 558.7 - 11733 - 1.0 686 686 14406 0.81 - N->S 560.8 11777 - 1.0 - 686 686 14406 0.82 Seg. 2 - S->N 485.1 - 8246 1.0 686 686 11662 0.71 - N->S 484.0 8228 - 1.0 - 686 - 686 11662 0.71 Line 2 Ln2, Levl - S->N - - 6593 - - - - 13377 - - N->S - 6499 - - - - - . - 13377 Wall 2-1 1 S->N - 6592 - 1.0 - 686 - - 13377 - 1 N->S - - 6499 - 1.0 686 - - 13377 - Seg. 1 - S->N 439.5 - 6592 - 1.0 - 686 - 686 10290 0.64 - N->S 433.3 6499 1.0 - 686 686 10290 0.63 Seg. 2 - Both 0.0 0 - 1.0 - 686 686 3087 0.00 Line 3 Level 2 Ln3, Lev2 - Both - - 13201 - - - - - 20580 - Wall 3-1 1 Both - - 13201 - 1.0 686 - - 20580 - Seg. 1 - Both 612.8 6741 - 1.0 686 - 686 7546 0.89 Seg. 2 - Both 204.9 1024 - 1.0 686 - 686 3430 0.30 Seg. 3 - Both 304.2 1825 - 1.0 686 - 686 4116 0.44 Seg. 4 - Both 451.2 - 3610 - 1.0 686 - 686 5488 0.66 Level 1 Ln3, Levl 1 S->N 448.5 18389 - 1.0 - 686 686 28126 0.65 1 N->S 450.2 18456 1.0 686 686 28126 0.66 E-W W For ASD Shear Force [plf) Asp -Cub Allowable Shear [plf) Resp. Shearlines Gp Dir v vmax V [lbs) Int Ext Int Ext Co C Cmb V [Ws) Ratio Line A Level 2 LnA, Lev2 - Both - - 3089 - - - - - 11421 - Wall A-1 2 Both - 3089 - 1.0 364 - - 11421 - Seg. 1 - Both 38.2 - 153 - .97 353 - 353 1411 0.11 Seg. 2 - Both 176.0 - 1056 - 1.0 - 364 - 364 2184 0.48 Seg. 3 - Both 0.0 0 - .88 319 319 956 0.00 Seg. 4 Both 38.2 153 .97 353 353 1411 0.11 Seg. 5 - Both 115.1 - 576 1.0 364 364 1820 0.32 Seg. 6 - Both 115.1 - 576 - 1.0 364 364 1820 0.32 Seg. 7 - Both 115.1 - 576 - 1.0 364 - 364 1820 0.32 Level 1 LnA, Levl - W->E 2878 - - - - 13892 - - E->W - - 2767 - - - - 13892 Wall A-1 1 W->E - 2878 - 1.0 686 - - 13892 - 1 E->W - - 2766 - 1.0 686 - - 13892 - Seg. 1 - W->E 112.2 - 449 - .97 - 665 - 665 2658 0.17 - E->W 123.4 494 .97 665 665 2658 0.19 Seg. 2 - W->E 281.3 1688 1.0 - 686 686 4116 0.41 - E->W 295.3 - 1772 1.0 - 686 686 4116 0.43 Seg. 3 - W->E 0.4 - 1 - .88 600 - 600 1801 0.00 - E->W 2.3 - 7 - .88 600 - 600 1801 0.00 Seg. 4 - W->E 112.2 - 449 - .97 665 - 665 2658 0.17 - E->W 123.4 - 494 - .97 665 - 665 2658 0.19 Seg. 5 - W->E 72.8 291 - .97 665 - 665 2658 0.11 - E->W 0.0 - 0 - .97 665 - 665 2658 0.00 Seg. 6 - Both 0.0 - 0 - 1.0 - 686 - 686 - - Line B LnB, Levl - W->B - - 6486 - 14406 - - E->W - - 6537 - 14406 27 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 • SHEAR RESULTS (rical wind design, continued) Wall B-1 1 1 Seg. 1 Seg. 2 Line C Level 2 LnC, Lev2 Wall C-1 2 Seg. 1 Seg. 2 Seg. 3 Seg. 4 Seg. 5 Seg. 6 Level 1 LnC, Levl Wall C-1 1 1 Seg. 1 Seg. 2 Seg. 3 Seg. 4 Seg. 5 Seg. 6 W->E E->W W->E 905.4 E->W 908.6 Both 0.0 • • 6986 6537 6986 6537 0 Both - - 8577 Both - 8577 Both 133.2 - 1332 Both 9.0 - 54 Both 170.5 2047 Both 210.7 - 3161 Both 81.6 - 653 Both 133.2 - 1332 W->E - 9727 E->W - 9787 W->E - - 9727 E->W - - 9787 W->E 295.1 - 3246 E->W 333.6 - 3670 W->E 253.3 - 2280 E->W 200.1 - 1801 W->E 25.9 - 155 E->W 96.7 - 580 W->E 208.6 - 1669 E->W 209.7 - 1678 W->E 208.6 - 1669 E->W 162.3 - 1299 W->E 101.1 - 707 E->W 108.5 - 759 - 1.0 686 1.0 - 686 - 1.0 - 686 1.0 - 686 1.0 - 686 - _ - 1.0 - 364 1.0 - 364 - 1.0 - 364 1.0 - 364 - 1.0 - 364 1.0 - 364 - 1.0 - 364 • • • • • - 19906 - 14406 686 10976 686 10976 686 3430 - 22204 - 22209 364 3640 364 2184 364 4368 364 5460 364 2912 364 3640 - - - - 33614 - - - - - 33614 1.0 - 686 - - 33614 1.0 - 686 - - 33614 1.0 - 686 - 686 7546 1.0 - 686 - 686 7546 1.0 - 686 - 686 6174 1.0 - 686 - 686 6174 1.0 - 686 - 686 4116 1.0 - 686 - 686 4116 1.0 - 686 - 686 5488 1.0 - 686 - 686 5488 1.0 - 686 - 686 5988 1.0 - 686 - 686 5488 1.0 - 686 - 686 4802 1.0 - 686 - 686 9802 0,59 0.60 0.00 0.37 0.02 0.47 0.58 0.22 0.37 0.43 0.49 0.37 0.29 0.04 0.14 0.30 0.31 0.30 0.24 0.15 0.16 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of inferior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V- Total factored shear capacity of sheariine, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 28 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 • HOLD-DOWN DESIGN rigid wind design Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force Ilbsi Shear Dead Uplift Cmb'd Cap Hold-down [Ibs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 8307 8307 HDUS-SDS2. 5645 1.47* V Elem 0.00 19.88 1 3216 3218 Refer to upper level 1-1 L 0p 1 0.00 20.88 1 3138 3138 HDU5-SDS2. 5645 0.56 1-1 R Op 1 0.00 24.13 1 5613 5613 HDU5-SDS2. 5645 0.99 1-1 R End 0.00 40.88 1 7574 7574 HDU5-SDS2. 5645 1.34* Line 2 2-1 L End 54.00 0.12 1 4022 4022 HDU5-SDS2. 5645 0.71 2-1 L Op 1 54.00 14.88 1 3966 3966 HDU5-SDS2. 5645 0.70 Line 3 3-1 L End 83.00 0.12 1 9705 9705 HDU5-SDS2. 5645 1.72* V Elem 83.00 10.88 1 5644 5644 Refer to upper level V Elem 83.00 13.13 1 1941 1941 Refer to upper level V Elem 83.00 17.87 1 1941 1941 Refer to upper level V Elem 83.00 21.13 1 2857 2857 Refer to upper level V Elem 83.00 26.88 1 2857 2857 Refer to upper level V Elem 83.00 33.13 1 4192 4192 Refer to upper level 3-1 R End 83.00 40.88 1 8268 8268 HDU5-SDS2. 5645 1.46* Line A A-1 L End 0.12 0.00 1 1444 1444 HDU5-SDS2. 5645 0.26 A-1 L Op 1 3.86 0.00 1 1551 1551 HDU5-SDS2. 5645 0.27 A-1 R Op 1 10.13 0.00 1 4294 4294 HDU5-SDS2. 5645 0.76 A-1 L Op 2 15.88 0.00 1 4426 4426 HDU5-SDS2. 5645 0.78 A-1 R Op 2 27.13 0.00 1 4 4 HDU5-SDS2. 5645 0.00 A-1 L Op 3 29.88 0.00 1 23 23 HDU5-SDS2. 5645 0.00 A-1 R Op 3 41.13 0.00 1 1444 1444 HDU5-SDS2. 5645 0.26 A-1 L Op 4 44.88 0.00 1 1551 1551 HDU5-SDS2. 5645 0.27 A-1 R Op 4 51.13 0.00 1 1790 1790 HDU5-SDS2. 5645 0.32 V Elem 54.88 0.00 1 734 734 HDU5-SDS2. 5645 0.13 V Elem 81.13 0.00 1 734 734 Refer to upper level V Elem 82.88 0.00 1 1091 1091 Refer to upper level Line B B-1 L End 54.13 21.50 1 3706 3706 HDU5-SDS2. 5645 0.66 B-1 L Op 1 69.88 21.50 1 3736 3736 HDU5-SDS2. 5645 0.66 Line C C-1 L End 0.12 41.00 1 3947 3947 HDU5-SDS2. 5645 0.70 V Elem 9.87 41.00 1 1229 1229 Refer to upper level C-1 L Op 1 10.88 41.00 1 3060 3060 HDU5-SDS2. 5645 0.54 C-1 R Op 1 17.13 41.00 1 2417 2417 HDU5-SDS2. 5645 0.43 V Elem 21.88 41.00 1 84 84 Refer to upper level V Elem 24.13 41.00 1 1568 1568 Refer to upper level C-1 L Op 2 25.88 41.00 1 2314 2314 HDU5-SDS2. 5645 0.41 C-1 R Op 2 40.12 41.00 1 197 197 HDU5-SDS2. 5645 0.03 V Elem 42.13 41.00 1 1929 1929 Refer to upper level C-1 L Op 3 45.88 41.00 1 908 908 HDU5-SDS2. 5645 0.16 C-1 R Op 3 52.13 41.00 1 1938 1938 HDU5-SDS2. 5645 0.34 V Elem 56.88 41.00 1 1929 1929 Refer to upper level V Elem 59.13 41.00 1 758 758 Refer to upper level C-1 L Op 4 59.88 41.00 1 1948 1948 HDU5-SDS2. 5645 0.35 C-1 R Op 4 64.13 41.00 1 1938 1938 HDU5-SDS2. 5645 0.34 V Elem 66.88 41.00 1 758 758 Refer to upper level C-1 L Op 5 71.88 41.00 1 625 625 HDU5-SDS2. 5645 0.11 C-1 R Op 5 76.13 41.00 1 1289 1289 HDU5-SDS2. 5645 0.23 C-1 R End 62.88 41.00 1 2241 2241 HDU5-SDS2. 5645 0.40 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force Ilbs1 Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1 3218 3218 HDU5-SDS2. 5645 0.57 1-1 L Op 1 0.00 19.08 1 3218 3218 HDU5-SDS2. 5645 0.57 1-1 R Op 1 0.00 22.13 1 3153 3153 HDU5-SDS2. 5645 0.56 1-1 R End 0.00 40.88 1 3153 3153 HDU5-SDS2. 5645 0.56 Line 3 3-1 L End 83.00 0.12 1 5644 5644 HDU5-SDS2. 5645 1.00 3-1 L Op 1 83.00 10.88 1 5644 5644 HDU5-SDS2. 5645 1.00 3-1 R Op 1 83.00 13.13 1 1941 1941 HDU5-SDS2. 5645 0.34 3-1 L Op 2 83.00 17.87 1 1941 1941 HDU5-5D52. 5645 0.34 3-1 R Op 2 83.00 21.13 1 2857 2857 HDU5-SDS2. 5645 0.51 3-1 L Op 3 83.00 26.88 1 2857 2857 HDU5-SDS2. 5645 0.51 3-1 R Op 3 83.00 33.13 1 4192 4192 HDU5-SDS2. 5645 0.74 29 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 1 HOLD-DOWN DESIGN (rigid wind design, continued) 3-1 R End 83.00 40.88 1 Line A A-1 L End 0.12 0.00 1 A-1 L Op 1 3.88 0.00 1 A-1 R Op 1 10.13 0.00 1 A-1 L Op 2 15.88 0.00 1 A-1 R Op 3 41.13 0.00 1 A-1 L Op 4 44.88 0.00 1 A-1 R Op 4 51.13 0.00 1 A-1 L Op 5 55.88 0.00 1 A-1 R Op 5 69.13 0.00 1 A-1 L Op 6 73.88 0.00 1 A-1 R Op 6 78.13 0,00 1 A-1 R End 82.88 0.00 1 Line C C-1 L End 0.12 41.00 1 C-1 L Op 1 9.87 41.00 1 C-1 R Op 1 16.13 41.00 1 C-1 L Op 2 21.88 41.00 1 C-1 R Op 2 24.13 41.00 1 C-1 L Op 3 35.88 41.00 1 C-1 R Op 3 42.13 41.00 1 C-1 L Op 4 56.88 41.00 1 C-1 R Op 4 59.13 41.00 1 C-1 L Op 5 66.88 41.00 1 C-1 R Op 5 73.13 41.00 1 C-1 R End 82.88 41.00 1 4192 367 367 1653 1653 367 367 1091 1091 1091 1091 1091 1091 1229 1229 84 84 1568 1568 1929 1929 758 758 1229 1229 4192 367 367 1653 1653 367 367 1091 1091 1091 1091 1091 1091 1229 1229 84 84 1568 1568 1929 1929 758 758 1229 1229 HDU5-SDS2. 5645 0.74 HDU5-SDS2. 5645 0.07 HDU5-SDS2. 5645 0.07 HDU5-SDS2. 5645 0.29 HDU5-SDS2. 5645 0.29 HDU5-SDS2. 5645 0.07 HDU5-SDS2. 5645 0.07 HDU5-SDS2. 5645 0.19 HDU5-SDS2. 5645 0.19 HDU5-SDS2. 5645 0.19 HDU5-SDS2. 5645 0.19 HDU5-SDS2. 5645 0.19 HDU5-SDS2. 5645 0.19 HDU5-SDS2. 5645 0.22 HDU5-SDS2. 5645 0.22 HDU5-SDS2. 5645 0.01 HDU5-SDS2. 5645 0.01 HDU5-SDS2. 5645 0.28 HDU5-SDS2. 5645 0.28 HDU5-SDS2. 5645 0.34 HDU5-SDS2. 5645 0.34 HDU5-SDS2. 5645 0.13 HDU5-SDS2. 5645 0.13 HDU5-SDS2. 5645 0.22 HDU5-SDS2. 5645 0.22 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overtuming, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. *WARNING - Design capacity has been exceeded. 30 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 DRAG STRUT FORCES (rigid wind design) Level 1 Line - Wall Position on Wall or Opening Location[ft] Load X Y Case Drag Strut Force Ilbs] <_. Line 1 1-1 Left Opening 1 0.00 21.00 1 1-1 Right Opening 1 0.00 24.00 1 Line 2 2-1 Left Opening 1 ' 54.00 15.00 Line A A-1 Left Opening 1 4.00 0.00 1 A-1 Right Opening 1 10.00 0.00 1 A-1 Left Opening 2 16.00 0.00 1 A-1 Right Opening 2 27.00 0.00 1 A-1 Left Opening 3 30.00 0.00 1 A-1 Right Opening 3 41.00 0.00 1 A-1 Left Opening 4 45.00 0.00 1 A-1 Right Opening 4 51.00 0.00 1 A-1 Left Opening 5 55.00 0.00 1 Line B 8-1 Left Wall End 54.00 21.50 1 B-1 Left Opening 1 70.00 21.50 1 Line C C-1 Left Opening 1 11.00 41.00 1 C-1 Right Opening 1 17.00 41.00 1 C-1 Left Opening 2 26.00 41.00 1 C-1 Right Opening 2 40.00 41.00 1 C-1 Left Opening 3 46.00 41.00 1 C-1 Right Opening 3 52.00 41.00 1 C-1 Left Opening 4 60.00 41.00 1 C-1 Right Opening 4 64.00 41.00 1 C-1 Left Opening 5 72.00 41.00 1 C-1 Right Opening 5 76.00 41.00 1 1500 1531 38 67 4180 4121 310 360 102 160 1582 1732 1201 1366 1098 1273 716 906 1026 1266 818 971 4220 4253 1016 1024 1957 2373 1254 1665 2479 2405 838 754 290 627 413 80 319 654 150 182 582 538 113 66 Level 2 Line - Wall Position on Wall or Opening Location[ft] Load X Y Case Drag Strut Force ribs] -> <- Line 1 1-1 Left Opening 1 0.00 20.00 1 1-1 Right Opening 1 0.00 22.00 1 Line 3 3-1 Left Opening 1 83.00 11.00 1 3-1 Right Opening 1 93.00 13.00 1 3-1 Left Opening 2 83.00 18.00 1 3-1 Right Opening 2 83.00 21.00 1 3-1 Left Opening 3 83.00 27.00 1 3-1 Right Opening 3 83.00 33.00 1 Line A A-1 Left Opening 1 4.00 0.00 1 A-1 Right Opening 1 10.00 0.00 1 A-1 Left Opening 2 16.00 0.00 1 A-1 Right Opening 3 41.00 0.00 1 A-1 Left Opening 4 45.00 0.00 1 A-1 Right Opening 4 51.00 0.00 1 A-1 Left Opening 5 56.00 0.00 1 A-1 Right Opening 5 69.00 0.00 1 A-1 Left Opening 6 74.00 0.00 1 A-1 Right Opening 6 78.00 0.00 1 Line C C-1 Left Opening 1 10.00 41.00 1 C-1 Right Opening 1 16.00 41.00 1 C-1 Left Opening 2 22.00 41.00 1 C-1 Right Opening 2 24.00 41.00 1 C-1 Left Opening 3 36.00 41.00 1 C-1 Right Opening 3 42.00 41.00 1 C-1 Left Opening 4 57.00 41.00 1 C-1 Right Opening 4 59.00 41.00 1 C-1 Left Opening 5 67.00 41.00 1 C-1 Right Opening 5 73.00 41.00 1 413 413 252 252 3199 2556 1970 1004 898 1034 3199 2556 1970 1004 898 1034 4 4 219 219 613 613 317 317 313 313 536 536 147 147 630 630 241 241 390 390 298 298 322 322 888 888 1095 1095 288 288 908 908 702 702 496 496 322 322 298 298 Legend: Line -Wall - Sheartine and wall number Posftion.... Side of opening or wall end that dreg strut is attached to Location Co-ordinates in Plan View 31 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer, Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 32 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 MWFRS DEFLECTION (rigid wind design) fions ereused to determine shearwell stiffness for force distribution Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 S->N Ext 558.7 21.00 9.00 16.5 .007 25.2 172 .025 .199 0.15 0.36 N->S Ext 560.8 21.00 9.00 16.5 .007 25.2 172 .025 .200 0.15 0.36 1-1,2 S->N Ext 485.1 17.00 9.00 16.5 .007 25.2 172 .025 .173 0.18 0.36 N->S Ext 484.0 17.00 9.00 16.5 .007 25.2 172 .025 .173 0.18 0.36 Line 2 2-1,1 1 S->N 1 439.5 15.00 9.00 16.5 .007 25.2 172 .025 .157 0.16 0.32 N->S 1 433.3 15.00 9.00 16.5 .007 25.2 172 .025 .155 0.16 0.32 2-1,2 Both 1 0.0 4.50 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line 3 3-1 1 S->N Ext 448.5 41.00 9.00 16.5 .003 25.2 172 .025 .160 0.08 0.25 N->S Ext 450.2 41.00 9.00 16.5 .003 25.2 172 .025 .161 0.08 0.24 Line A A-1,1 1 W->E Ext 112.2 4.00 9.00 16.5 .007 25.2 172 .025 .040 0.47 0.52 E->W Ext 123.4 4.00 9.00 16.5 .008 25.2 172 .025 .044 0.47 0.53 A-1,2 W->E Ext 281.3 6.00 9.00 16.5 .012 25.2 172 .025 .100 0.40 0.52 E->W Ext 295.3 6.00 9.00 16.5 .012 25.2 172 .025 .105 0.41 0.53 A-1,3 W->E Ext 0.4 3.00 9.00 16.5 .000 25.2 172 .025 .000 0.53 0.53 E->W Ext 2.3 3.00 9.00 16.5 .000 25.2 172 .025 .001 0.53 0.53 A-1,4 W->E Ext 112.2 4.00 9.00 16.5 .007 25.2 172 .025 .040 0.47 0.52 E->W Ext 123.4 4.00 9.00 16.5 .008 25.2 172 .025 .044 0.47 0.53 A-1,5 W->E Ext 72.8 4.00 9.00 16.5 .005 25.2 172 .025 .026 0.49 0.52 E->W Ext 0.0 4.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line B 8-1,1 1 W->E 1 405.4 16.00 9.00 16.5 .006 25.2 172 .025 .145 0.14 0.30 E->W 1 408.6 16.00 9.00 16.5 .006 25.2 172 .025 .146 0.14 0.30 8-1,2 Both 1 0.0 5.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 LineC C-1,1 1 W->E Ext 295.1 11.00 9.00 16.5 .007 25.2 172 .025 .105 0.21 0.33 E->W Ext 333.6 11.00 9.00 16.5 .008 25.2 172 .025 .119 0.20 0.33 C-1,2 W->E Ext 253.3 9.00 9.00 16.5 .007 25.2 172 .025 .090 0.23 0.33 E->W Ext 200.1 9.00 9.00 16.5 .006 25.2 172 .025 .071 0.25 0.33 C-1,3 W->E Ext 25.9 6.00 9.00 16.5 .001 25.2 172 .025 .009 0.32 0.33 E->W Ext 96.7 6.00 9.00 16.5 .004 25.2 172 .025 .035 0.30 0.33 C-1,4 W->E Ext 208.6 8.00 9.00 16.5 .007 25.2 172 .025 .074 0.25 0.33 E->W Ext 209.7 8.00 9.00 16.5 .007 25.2 172 .025 .075 0.25 0.33 C-1,5 W->E Ext 208.6 8.00 9.00 16.5 .007 25.2 172 .025 .074 0.25 0.33 E->W Ext 162.3 8.00 9.00 16.5 .005 25.2 172 .025 .058 0.27 0.33 C-1,6 W->E Ext 101.1 7.00 9.00 16.5 .004 25.2 172 .025 .036 0.29 0.33 E->W Ext 108.5 7.00 9.00 16.5 .004 25.2 172 .025 .039 0.29 0.33 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1,1 2 Both Ext 353.1 20.00 9.00 16.5 .004 13.4 182 .030 .236 0.11 0.35 1-1,2 Both Ext 345.7 19.00 9.00 16.5 .005 13.4 162 .030 .231 0.12 0.35 Line 3 3-1,1 1 Both Ext 612.8 11.00 9.00 16.5 .014 25.2 172 .025 .219 0.24 0.48 3-1,2 Both Ext 204.9 5.00 9.00 16.5 .010 25.2 172 .025 .073 0.39 0.48 3-1,3 Both Ext 304.2 6.00 9.00 16.5 .013 25.2 172 .025 .109 0.36 0.48 3-1,4 Both Ext 451.2 8.00 9.00 16.5 .014 25.2 172 .025 .161 0.30 0.48 Line A A-1,1 2 Both Ext 38.2 4.00 9.00 16.5 .002 13.4 182 .030 .026 0.42 0.44 A-1,2 Both Ext 176.0 6.00 9.00 16.5 .007 13.4 182 .030 .118 0.32 0.44 A-1,3 Both Ext 0.0 3.00 9.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 A-1,4 Both Ext 38.2 4.00 9.00 16.5 .002 13.4 182 .030 .026 0.42 0.44 A-1,5 Both Ext 115.1 5.00 9.00 16.5 .006 13.4 182 .030 .077 0.36 0.44 A-1,6 Both Ext 115.1 5.00 9.00 16.5 .006 13.4 182 .030 .077 0.36 0.44 A-1,7 Both Ext 115.1 5.00 9.00 16.5 .006 13.4 182 .030 .077 0.36 0.44 Line C C-1,1 2 Both Ext 133.2 10.00 9.00 16.5 .003 13.4 182 .030 .089 0.18 0.28 C-1,2 Both Ext 9.0 6.00 9.00 16.5 .000 13.4 182 .030 .006 0.27 0.26 C-1,3 Both Ext 170.5 12.00 9.00 16.5 .004 13.4 182 .030 .114 0.16 0.28 C-1,4 Both Ext 210.7 15.00 9.00 16.5 .004 13.4 182 .030 .141 0.13 0.28 C-1,5 Both Ext 81.6 8.00 9.00 16.5 .003 13.4 182 .030 .055 0.22 0.28 C-1,6 Both Ext 133.2 10.00 9.00 16.5 .003 13.4 182 .030 .089 0.18 0.28 Legend: 33 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir — Force direction Srf Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, es per 4.3.2.1 b Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3,2.1 h — Wall height Defl Hotimntal shearwall deflection due to given term: Bending = 8ve3 / EAb; A — Cross sectional area of segment end stud(s); E — stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga — vw / (vwl Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw ASD sheathing capacity Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail along panel edge using vw Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deli = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 WARNING - On shearline(s) A the program was unable to equalize deflections on the shearwall segments. Change design setting to capacity - based rigidity, or turn off the distribution to segments based on rigidity. 34 WoodWorks® Shearwalls garys146th1ot4.wsw May. 30, 2019 07:30:57 SERVICEABILITY DEFLECTION (rigid wind design) rons are used etermine storydrift Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en Ibs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 S->N Ext 551.0 21.00 9.00 16.5 .007 25.7 169 .024 .193 0.15 0.35 N->S Ext 553.1 21.00 9.00 16.5 .007 25.7 169 .024 .194 0.15 0.35 1-1,2 S->N Ext 478.4 17.00 9.00 16.5 .007 25.7 169 .024 .167 0.18 0.35 N->S Ext 477.3 17.00 9.00 16.5 .007 25.7 169 .024 .167 0.18 0.35 Line 2 2-1,1 1 S->N 1 433.4 15.00 9.00 16.5 .007 25.7 169 .024 .152 0.16 0.32 N->S 1 427.3 15.00 9.00 16.5 .007 25.7 169 .024 .150 0.16 0.31 2-1,2 Both 1 0.0 4.50 9.00 16.5 .000 25.7 169 .024 .000 0.00 0.00 Line 3 3-1 1 S->N Ext 442.3 41.00 9.00 16.5 .003 25.7 169 .024 .155 0.08 0.24 N->S Ext 443.9 41.00 9.00 16.5 .003 25.7 169 .024 .155 0.08 0.24 Line A A-1,1 1 W->E Ext 18.7 4.00 9.00 16.5 .001 25.7 169 .024 .007 0.41 0.41 E->W Ext 8.9 4.00 9.00 16.5 .001 25.7 169 .024 .003 0.40 0.41 A-1,2 W->E Ext 109.7 6.00 9.00 16.5 .005 25.7 169 .024 .038 0.36 0.41 E->W Ext 114.6 6.00 9.00 16.5 .005 25.7 169 .024 .040 0.36 0.41 A-1,3 W->E Ext 658.1 3.00 9.00 16.5 .055 25.7 169 .024 .230 0.12 0.41 E->W Ext 656.6 3.00 9.00 16.5 .055 25.7 169 .024 .230 0.12 0.41 A-1,4 W->E Ext 18.7 4.00 9.00 16.5 .001 25.7 169 .024 .007 0.41 0.41 E->W Ext 8.9 4.00 9.00 16.5 .001 25.7 169 .024 .003 0.40 0.41 A-1,5 W->E Ext 14.0 4.00 9.00 16.5 .001 25.7 169 .024 .005 0.41 0.41 E->W Ext 0.0 4.00 9.00 16.5 .000 25.7 169 .024 .000 0.00 0.00 Line B B-1,1 1 W->E 1 399.8 16.00 9.00 16.5 .006 25.7 169 .024 .140 0.14 0.29 E->W 1 402.9 16.00 9.00 16.5 .006 25.7 169 .024 .141 0.14 0.29 8-1,2 Both 1 0.0 5.00 9.00 16.5 .000 25.7 169 .024 .000 0.00 0.00 Line C C-1,1 1 W->E Ext 295.1 11.00 9.00 16.5 .007 25.7 169 .024 .103 0.21 0.32 E->W Ext 333.6 11.00 9.00 16.5 .008 25.7 169 .024 .117 0.20 0.33 C-1,2 W->E Ext 251.6 9.00 9.00 16.5 .007 25.7 169 .024 .088 0.23 0.32 E->W Ext 198.7 9.00 9.00 16.5 .006 25.7 169 .024 .070 0.25 0.33 C-1,3 W->E Ext 16.2 6.00 9.00 16.5 .001 25.7 169 .024 .006 0.32 0.32 E->W Ext 89.9 6.00 9.00 16.5 .004 25.7 169 .024 .031 0.29 0.33 C-1,4 W->E Ext 206.1 8.00 9.00 16.5 .007 25.7 169 .024 .072 0.25 0.32 E->W Ext 207.4 8.00 9.00 16.5 .007 25.7 169 .024 .073 0.25 0.33 C-1,5 W->E Ext 206.1 8.00 9.00 16.5 .007 25.7 169 .024 .072 0.25 0.32 E->W Ext 159.6 8.00 9.00 16.5 .005 25.7 169 .024 .056 0.26 0.33 C-1,6 W->E Ext 98.3 7.00 9.00 16.5 .004 25.7 169 .024 .034 0.29 0.32 E->W Ext 102.6 7.00 9.00 16.5 .004 25.7 169 .024 .036 0.29 0.33 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Deft Hold Dell Total Defl pif ft ft sq.in in in Ibs in in in in Level 2 Line 1 1-1,1 2 Both Ext 348.2 20.00 9.00 16.5 .004 13.8 179 .029 .228 0.11 0.34 1-1,2 Both Ext 340.9 19.00 9.00 16.5 .005 13.8 179 .029 .223 0.12 0.34 Line 3 3-1,1 1 Both Ext 609.0 11.00 9.00 16.5 .014 25.7 169 .024 .213 0.24 0.47 3-1,2 Both Ext 204.0 5.00 9.00 16.5 .010 25.7 169 .024 .071 0.39 0.47 3-1,3 Both Ext 326.6 6.00 9.00 16.5 .014 25.7 169 .024 .114 0.34 0.47 3-1,4 Both Ext 417.5 8.00 9.00 16.5 .013 25.7 169 .024 .146 0.31 0.47 Line A A-1,1 2 Both Ext 42.5 4.00 9.00 16.5 .003 13.8 179 .029 .028 0.41 0.44 A-1,2 Both Ext 170.3 6.00 9.00 16.5 .007 13.8 179 .029 .111 0.32 0.44 A-1,3 Both Ext 0.0 3.00 9.00 16.5 .000 13.8 179 .029 .000 0.00 0.00 A-1,4 Both Ext 42.5 4.00 9.00 16.5 .003 13.8 179 .029 .028 0.41 0.44 A-1,5 Both Ext 112.3 5.00 9.00 16.5 .006 13.8 179 .029 .073 0.36 0.44 A-1,6 Both Ext 112.3 5.00 9.00 16.5 .006 13.8 179 .029 .073 0.36 0.44 A-1,7 Both Ext 112.3 5.00 9.00 16.5 .006 13.8 179 .029 .073 0.36 0.44 Line C C-1,1 2 Both Ext 130.9 10.00 9.00 16.5 .003 13.8 179 .029 .086 0.18 0.27 C-1,2 Both Ext 8.7 6.00 9.00 16.5 .000 13.8 179 .029 .006 0.27 0.27 C-1,3 Both Ext 168.2 12.00 9.00 16.5 .004 13.8 179 .029 .110 0.16 0.27 C-1,4 Both Ext 208.7 15.00 9.00 16.5 .004 13.8 179 .029 .136 0.13 0.27 C-1,5 Both Ext 80.1 8.00 9.00 16.5 .003 13.8 179 .029 .052 0.22 0.27 C-1,6 Both Ext 130.9 10.00 9.00 16.5 .003 13.8 179 .029 .086 0.18 0.27 Legend: 35 ' WoodWorks® Shearwalls gatys146thlot4.wsw May. 30, 2019 07;30:57 Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir— Force direction Srf — Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v — Shear force per unit distance on wall segment using 1.0 We = wind load based on serviceability wind speeds from ASCE 7 CC.1.Z Figs, CC1- CC4. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b — Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h — Wall height Defl — Horizontal shearwall deflection due to given term: Bending = 8v17^3/ EAb; A — Cross sectional area of segment end stud(s); E — stud mod. of elasticity in Framing Materials table Shear = vh /1000 Ga. Ga — Factor x vw/ (Factor x vw/ Gt + 0.75 en), adapted from SDPWS Ex. C4.3.2-1; vw — ASD sheathing capacity; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail using Factor x vw; Factor = Ps/Pm/0.6 for WSP, 1.0 for other materials; Ps - serviceability wind pressure; Pm - MWFRS wind pressure Hold Hold-down = de x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 36 �� ������ UU� ` �°��������"��`���""�����""= MWFRS HOLD-DOWN DISPLACEMENT (rigid wind design) - - Wall, segment Dir Hold- down Uplift force lbs Elpng/Disp ManuY Add in in dm in Slippage Pf |ts da in Shrink da in Crush+ Extra in Total da In Mold Defl in Level 1 Line 1 1-1,2 Line 2-1,1 2-1,2 Line s-z Line n-1,1 n-1,e A-z,s n-1,4 a-1,5 Lime B a-1,1 a-1,2 Line o-1,1 c-1,2 c-z,a C-1,4 o-1,5 o-1,6 o-xm w->o o->x w->a a->w w->o o->m x->o a-xm w->a W->E u-xw w->o o-vw w->o o-xm W->o o-xw w->o E-^w w->o o->w Both a->o o->w n->o u-^w W->o o-,w W-^o o->w w->o o->w w-,o o->w xoos-aoS nous-000 0000-000 xouo-aoa 0000-aoo x000-000 eous-000 xoon-aoo ucw5-000 x000-000 xoo5-000 eomu-aoa H000-000 xouu-ono xouo-000 x000-ooa u000-ooa xcms-auo aoon-ooa xomo-000 xomn-aoo *000-uoS oouo-soo nomu-uoa xous-000 Houu-000 xouo-ooa x000-ooa y000-aoo 000s-ooa xons-aoo xoum-000 aoos-noo xouo-000 xoou-aoy 8307 auaz 7583 7574 4022 3966 z o eros ouao o*n you 3166 3192 -2479 -2124 eou yno 1012 2726 sroa 3736 o 3985 3199 2446 s^ss 172e ass 1941 1954 1941 2733 2159 2201 .zoo .00a .168 .00V .154 .007 .154 .007 .noo .004 .081 .004 .000 .ouo .000 'oon .zoo .uoo .zsu .000 .029 .001 .ozc .001 .087 .nn« .000 .00« .00n .00u .ouo .000 .ocy .noz .osu .001 .os« .ouc .uoo .ouo .nre .004 .ors .004 .uuo .onn .uoo .004 .064 .oua .049 .nou .070 .uo» .037 .00c .019 .001 .oay .00c .040 .00c .oae .00c .nos .uos .0*4 .onc .046 .00u 0.177 0.176 0.162 0.162 0.086 0.085 0.000 0.000 0.207 0'176 o'usz 0'033 0.092 o.oe^ 0.000 0.000 0.031 0.033 o'oso 0.000 0.079 0.080 0.000 n.oe^ 0.067 0.052 0'073 0.039 0'019 o.n«z 0.042 o.o^z 0.056 o.o^s 0.048 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .138 .138 .138 .138 .zsy .138 .000 .000 .138 .zoe .138 '138 .zao .138 .zsn .138 .136 .138 .zao .ono .13e .138 .non .138 .zsa .zsu .138 .138 .zao .zao .138 .138 .zaa .zoV .138 0.04 0.04 n.n^ 0.04 o.n* 0.04 0.00 0.00 o.n« 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.00 0.04 0'04 0.00 0.04 o.n^ 0.04 u.n^ 0.04 0.04 0.04 0.04 0'04 0.04 o.o* 0'04 n'as 0.35 0.34 0.34 0.26 0.26 0.00 0.00 0.38 0.35 0.21 0.21 0.27 0.27 0.18 0.18 0.21 0.21 0'22 0.00 n.u* 0.26 0.00 0.26 0.24 0.23 0.25 0.22 0.20 0.22 0.22 0.22 0.24 0.22 0.23 0.15 0.15 0.18 0.18 0.16 0'16 0.00 0.00 0.08 0.08 n.^r 0.47 0.40 0.41 0.53 0.53 0.47 0.47 n.*y 0.00 0.14 0.14 0.00 0.21 0.20 0.23 0.25 0.32 0.30 0.25 0.25 0.25 0.27 o'uy 0'2* Wall, segment Dir Hold- down WVl\ft force |hs s/mwg/Disp MannY Add in in da in Slippage pY Abs dw In Shrink ma in Crush+ Extra in Total da in Hold rem in Level Line 1-1,1 1-1,2 Line 3 s-z,z 3-1,2 a-z,s 3-1,4 Line A p-1,1 a-1,2 x-z,s v-1,4 A-z,o a-1,6 A-1,7 Line c-1,1 o-1,2 o-1,3 c-I,^ c-1,5 c-1,6 Both Both Both Both Both Both Both Both Both ovtx Both Both Both Both Both Both Both ovtx Both a000-aus eoo5-aDo oon5-000 eoTJs-uoo aono-aou Hnno-ono oono-uoo aoos-aoa oono-ono Hono-aou 0005-uoa aonu-000 nono-000 ocmn-onu oons-uoo HoUo-Soa aoo5-aoo nonn-aoo oono-uou 321e 3153 5647 1919 27e6 4270 359 1e70 u so* 1089 1089 1089 zcuo ua 1567 1937 754 1225 .oao .nos .noo .00s .zzo .000 ,n4o .002 .058 .00s .ono .004 '007 .ono .034 .nvu 'ono .uoo .007 .uvo .022 .001 .occ .unz .nze .00z .oeo .001 .00z .voo .osz .nnz .nay .002 .015 .onz '025 .00z 0.069 0.067 0.120 0,041 0.061 0.089 0.008 0.035 0.000 0.008 0.023 o.oz» u.nz» 0.026 0.002 0.033 0'041 0.016 0.026 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .138 .138 .zau .138 .zaa .zan .zso .136 .00v .138 .136 .zsn .zsn .136 .zao .zan .z»m .zao .138 0.04 o.n« 0.04 o.no o'no n.n^ n.o« 0.04 0.00 0.04 0'04 o.o^ o.n« 0.04 o.no o'n^ 0.04 o.o« 0.04 0.25 0'24 0.30 0.22 n.c« 0.27 0'19 0.21 o.no 0.19 0.20 0.20 0.20 o'zo 0.18 0'21 0'22 0.19 0'20 0'11 0.12 0.24 0.39 0.36 0.30 0,42 o'au 0.00 0,42 0.36 0.36 0.36 0'18 0.e7 0.16 0.13 0.22 0.18 37 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Legend: Wall, segment — Wall and segment between openings, e.g. 83-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) —Accumulated ASD hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da — Vertical displacements due to the following components: Elong/Disp — Elongation when slippage calculated separately- displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with "= (ASD uplift force / ASD hold-down capacity) x max ASO elongation or displacement - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab — bolt cross -sectional area; Es = steel modulus = 29000000 psi, L = Lb — Lh; Lb = Total bolt length shown in .Storey information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf / (270,000 D"1.5) (NOS 11.3.6); D = bolt diameter Nails: = en, from SDPWS Table C4.2.20 using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Deft — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 38 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 SERVICEABILITY HOLD-DOWN DISPLACEMENT rigid wind design) "s.olacements ere usecf to dotermino deflect(onsfor to drift Wall, segment Dir Hold- down Uplift force Ibs Elong I Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S->N HDU5-SDS 8192 .167 .008 0.175 - .138 0.04 0.35 0.15 N->S HDU5-SDS 8147 .166 .008 0.174 - .138 0.04 0.35 0.15 1-1,2 S->N HDU5-SDS 7479 .152 .007 0.159 - .138 0.04 0.34 0.18 N->S HDU5-SDS 7469 .152 .007 0.159 - .138 0.04 0.34 0.18 Line 2 2-1,1 S->N HDU5-SDS 3967 .081 .004 0.085 - .138 0.04 0.26 0.16 N->S HDU5-SDS 3911 .080 .004 0.083 - - .138 0.04 0.26 0.16 2-1,2 Both HDU5-SDS 0 .000 .000 0.000 .000 0.00 0.00 0.00 Line 3 3-1 S->N HDU5-SDS 9571 .195 .009 0.204 - .138 0.04 0.38 0.08 N->S HDU5-SDS 8154 .166 .008 0.174 - .138 0.04 0.35 0.08 Line A A-1,1 W->E HDU5-SDS 138 .003 .000 0.003 - .138 0.04 0.18 0.41 E->W HDU5-SDS 56 .001 .000 0.001 - .138 0.04 0.18 0.40 A-1,2 W->E HDU5-SDS 2993 .061 .003 0.064 - - .138 0.04 0.24 0.36 E->W HDU5-SDS 2933 .060 .003 0.063 - .138 0.04 0.24 0.36 A-1,3 W->E HDU5-SDS -4294 .000 .000 0.000 - .000 0.04 0.04 0.12 E->W HDU5-SDS -3802 .000 .000 0.000 - .000 0.04 0.04 0.12 A-1,4 W->E HDU5-SDS 138 .003 .000 0.003 - .138 0.04 0.18 0.41 E->W HDU5-SDS 56 .001 .000 0.001 - .138 0.04 0.18 0.40 A-1,5 W->E HDU5-SDS 178 .004 .000 0.004 - .138 0.04 0.18 0.41 E->W HDU5-SDS 1572 .000 .000 0.000 - .000 0.00 0.00 0.00 Line B B-1,1 W->E HDU5-SDS 3655 .074 .003 0.078 - - .138 0.04 0.26 0.14 E->W HDU5-SDS 3684 .075 .004 0.079 - .138 0.04 0.26 0.14 B-1,2 Both HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 Line C C-1,1 W->E HDU5-SDS 3956 .081 .004 0.084 - - .138 0.04 0.26 0.21 E->W HDU5-SDS 3184 .065 .003 0.068 - .138 0.04 0.25 0.20 C-1,2 W->E HDU5-SDS 2424 .049 .002 0.052 - .138 0.04 0.23 0.23 E->W HDU5-SDS 3395 .069 .003 0.072 .138 0.04 0.25 0.25 C-1,3 W->E HDU5-SDS 1638 .033 .002 0.035 - - .138 0.04 0.21 0.32 E->W HDU5-SDS 808 .016 .001 0.017 - - .138 0.04 0.19 0.29 C-1,4 W->E HDU5-SDS 1916 .039 .002 0.041 - - .138 0.04 0.22 0.25 E->W HDU5-SDS 1930 .039 .002 0.041 .138 0.04 0.22 0.25 C-1,5 W->E HDU5-SDS 1916 .039 .002 0.041 - - .138 0.04 0.22 0.25 E->W HDU5-SDS 2692 .055 .003 0.057 - .138 0.04 0.23 0.26 C-1,6 W->E HDV5-SDS 2120 .043 .002 0.045 - - .138 0.04 0.22 0.29 E->W HDU5-SDS 2142 .044 .002 0.046 - .138 0.04 0.22 0.29 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HDU5-SDS 3174 .065 .003 0.068 .138 0.04 0.25 0.11 1-1,2 Both HDU5-SDS 3109 .063 .003 0.066 - - .138 0.04 0.24 0.12 Line 3 3-1,1 Both HDU5-SDS 5545 .113 .005 0.118 - .138 0.04 0.30 0.24 3-1,2 Both HDU5-SDS 1836 .037 .002 0.039 - .138 0.04 0.22 0.39 3-1,3 Both HDU5-SDS 2457 .050 .002 0.052 - .138 0.04 0.23 0.34 3-1,4 Both HDU5-SDS 4517 .092 .004 0.096 .138 0.04 0.27 0.31 Line A A-1,1 Both HDU5-SDS 306 .006 .000 0.007 - - .138 0.04 0.18 0.41 A-1,2 Both HDU5-SDS 1698 .035 .002 0.036 - .138 0.04 0.21 0.32 A-1,3 Both HDU5-SDS 0 .000 .000 0.000 .000 0.00 0.00 0.00 A-1,4 Both HDU5-SDS 306 .006 .000 0.007 - .138 0.04 0.18 0.41 A-1,5 Both HDU5-SDS 1080 .022 .001 0.023 - - .138 0.04 0.20 0.36 A-1,6 Both HDU5-SDS 1080 .022 .001 0.023 - .138 0.04 0.20 0.36 A-1,7 Both HDU5-SDS 1080 .022 .001 0.023 - .138 0.04 0.20 0.36 Line C C-1,1 Both HDU5-SDS 1206 .025 .001 0.026 - .138 0.04 0.20 0.18 C-1,2 Both HDU5-SDS 81 .002 .000 0.002 .138 0.04 0.18 0.27 C-1,3 Both HDU5-SDS 1546 .031 .001 0.033 - .138 0.04 0.21 0.16 C-1,4 Both HDU5-SDS 1915 .039 .002 0.041 - - .138 0.04 0.22 0.13 C-1,5 Both HDU5-SDS 741 .015 .001 0.016 .138 0.04 0.19 0.22 C-1,6 Both HDU5-SDS 1206 .025 .001 0.026 - .138 0.04 0.20 0.18 Legend: 39 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Wall, segment — Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearfine 8 Dir - Force direction Uplift force (P) —Accumulated hold-down tension force from overturning, dead and wind uplift using load combination D + Wa from ASCE 7 CC.1.2. For perforated walls, T from SDPWS 4.3-8 is used for overturning Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs.CC1 CC4 da — Vertical displacements due to the following components: Elong/Disp — Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab — bolt cross -sectional area; Es = steel modulus = 29000000 psi, L = Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270,000 D"1.5) (NDS 11.3.6); D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 40 ' WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 STORY DRIFT ri Id wind design Level Dir Wall height ft Actual Story Drift (in) Max Line deft Allowable Story Drift hs Drift Ratio ft in 1 9.00 9.83 N<->S 0.35 1 0.24 1.49* E<->W 0.41 A 0.24 1.72* 2 9.00 9.00 N<->S 0.47 3 0.22 2.19* E<->W 0.44 A 0.22 2.06* Legend: Max defl — Largest deflection for any shearline on level in this direction; refer to Serviceability Deflections table Line — Shearline with largest deflection on level in this direction hs — Story height = Height of walls plus joist depth between this level and the one above. Drift = Allowable story drift on this level = story height/500 Ratio - Proportion of allowable story drift experienced, on this level in this direction. Notes: *FAILURE — Story drift on this level is greater than maximum allowed. 41 WoodWorks Shearwa Is garysl46thlot4.wsw May. 30, 2019 07:30:57 Out -of -plane Wind Design COMPONENTS AND CLADDING b SHEARLINE Line North -South Shearlines Lev Grp Sheathing[psq Force Cap Force/ Cap Force End FastenerWithdrawal[lbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 1 43.3 190.6 0.23 28.9 24.4 105.5 0.27 0.23 1.00 1.00 2 2 43.3 190.6 0.23 28.9 24.4 105.5 0.27 0.23 1.00 1.00 3 1 1 43.3 190.6 0.23 28.9 24.4 105.5 0.27 0.23 1.00 1.00 2 1 43.3 190.6 0.23 28.9 24.4 105.5 0.27 0.23 1.00 1.00 East-West Sheathing [psq Fastener Withdrawal ribs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 43.3 190.6 0.23 28.9 24.4 105.5 0.27 0.23 1.00 1.00 2 2 43.3 190.6 0.23 28.9 24.4 105.5 0.27 0.23 1.00 1.00 C 1 1 43.3 190.6 0.23 28.9 24.4 105.5 0.27 0.23 1.00 1.00 2 2 43.3 190.6 0.23 28.9 24.4 105.5 0.27 0.23 1.00 1.00 Legend: Grp-WallCnignGroup(resultsforalldeskingroupsforrigkf, flexibledesIgnlistedforeach wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, facttiredforlISDandloadduration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NOS 12.2-3 42 ' WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area ribs' Isq.ftl Story Shear Ilbs] E N-S Diaphragm Force Fpx Ilbs1 E-W N-S 2 47710 3403.0 5965 5965 5965 5965 1 57727 3403.0 3768 3768 6927 6927 All 105437 - 9733 9733 - - Legend: 8uildina mass — Sum of all venerated and input buildina masses on level = wx in ASCE 7 eauation 12 8-12_ Storey shear — Total unfactored (strength-leve0 shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. ^ rks@ Shearwalls SHEAR RESULTS (flexible seismic design m-S Shearlines W Gp For Qh ASDShear Force jpIf] x mmau Vybs) Asp -Cub lint Ext hu Allowable Shear[piq Ext Cu C Cmb Vybs] Resp. Ratio Line Level Lol, Levu Wall 1-1 Seg. z Seg. 2 Leve|1 Lol, Levl Wall 1-1 Seg. 1 nen' u Line 2 Lu2, Levz Wall c-z ano. z aeo' u Line Leve|2 Lna, Levu Wall 3-1 Seg. z Seg. u Seg. a Seg. 4 Leve|1 Loa, Levl - c - - - 1 - - - - - 1 - - - z - - - - I Both Both Both Both Both ontu o-/m m->o a->m m->a Both Both Both ontu Both Both Both Both Both Both Both - - uoaa - - uoea 54.4 - zoeo sx.s - 1000 - - 2984 - - 2984 91.4 - 1919 yz.s - 1922 62.6 - 1065 62.5 - 1062 - - 1164 - - 1164 77.6 - 1164 0.0 - u - - cono - - coor 143.3 - 1577 0.0 - u 0.0 - o 63.8 - e11 65.0 - usso - - - 1.0 - 1.0 - 1.0 - - - 1.0 - 1.0 - 1.0 - 1.0 - 1.0 - - - 1'0 - 1.0 - 1.0 - - - 1.0 - 1.0 - 1.0 - 1.0 - 1.0 - 1.0 - - - - - - - - - - - - - - - - - - - - - - - - uoo - - ueo - uoo cso - cao - - - 490 - - :gu - oyn ^oo - ^eo 4e0 - 000 490 - 490 - - - 490 - - 490 - 490 490 - «oo - - - 490 - - 490 - 490 490 - 490 4e0 - 490 490 - ^sv 490 - 4*0 10140 10140 acno 4940 18620 18620 zouyu 10290 esao osao usao yonm '7350 uuos 14700 14700 ssoo 2450 2940 3920 uooyo - - 0.21 0.20 - - 0.19 0.19 0.13 0.13 - - 0'16 0.00 - - 0.29 0.00 0.00 0.13 0'13 E4N Shead|nes wV Gp For Dir ASD Shear Force IpIQ v vmmm Vybs] Asp -Cub /nm Eut Int Allowable Shear 1pm Ext Co C Cmmh VAhwg Rmsp` Ratio \Jme A Leve12 Lox, Lev2 Wall A-z Seg. z oon' u Seg. s Seg. ^ Seg. m Seg. o oan, 7 Leve|1 Lon, LvvI Wall a-z Seg. z ae«' 2 Seg. a Seg. 4 Seg. o Seg. o Line Luo, Levl wazz n-z Seg. 1 Seg. c Line Lwxe12 LoC, Leve Wall o-z oon' z Seg. u aeq' a Seg. 4 oeg, 5 aoo. o - 2 - - - - - - - - 1 - - - - - - - - - - - - z - - - c - - - - - - Both Both Both Both Both Both Both Both Both Both Both w->o E->w w->o E-xw *-»o o-mv W->E E-xw m-,E o->W Both Both Both Both Both aptx Both Both Both Both Both Both Both - - 2088 - - coou 24.4 - 98 zzo.» - 722 0.0 - o 24.e - ve 79.0 - syn 78.0 - oen 78.0 - spo - - 2e38 - - 293e 121.7 - 487 142.6 - 570 253.3 - 1520 279.4 - 1677 22.2 - e7 39.0 - 117 121.7 - 487 1*2.6 - 570 94.7 - yrm 1.1 - 4 0.0 - o - - soo - - yen 62,2 - yso 0.0 - o - - eoou - - cooe 23.0 - 230 0.0 - o 46.3 - oon 71.5 - 1072 0.0 - o 23.0 - zao - - - 1.0 - .e7 - 1.0 - .on - .97 - 1.0 - 1.0 - 1.0 - - - 1.0 - .*7 - .er - 1'0 - 1.0 - .on - .oe - .e7 - .97 - .97 - .97 - 1.0 - - - z^o - 1.0 - 1,0 - - - 1.0 - 1.0 - 1.0 - 1.0 - 1.0 - 1.0 - 1.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - xen - - 252 - 252 260 - zao 228 - uzo 252 - 252 260 - 260 260 - uso e*o - zso - - - uyn - - 475 - 475 475 - 475 490 - 490 490 - 490 429 - 429 429 - 42e 475 - 475 475 - 475 vro - 475 475 - 475 oeu - 490 - - - «yo - - 490 - «yo 490 7 490 - - - zon - - coo - uan zno - eoo 000 - 260 oso - uou uso - con oso - xoo 8158 8158 1008 1560 sna 1008 zxoo 1300 1300 sooa 9e23 zo*y 1899 2940 zeyo 1286 1286 zoyo 1899 zoey 189e - 10290 zozyo 7840 2450 15ee0 zsnno c000 znno 3120 ayuu annv 2600 - - n'zo n'«s 0.00 0.10 0.30 n'ao 0.30 - - 0.26 0.30 0.52 0.57 0.05 0.09 o'co 0.30 0.20 0.00 - - - 0.13 0.00 - - 0.09 0.00 0.18 0,27 0.00 o'no �� ' WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 SHEAR RESULTS (flexible seismic design, continued Level 1 LnC, Levi Wall C-1 Seg. 1 Seg. 2 Seg. 3 Seg. 4 Seg. 5 Seg. 6 Both - - 2879 Both - 2879 W->E 119.6 - 1316 E->W 130.5 - 1436 W->E 78.6 - 707 E->W 66.8 602 Both 0.0 - 0 W->E 49.3 - 395 E->W 52.5 - 420 W->E 49.3 - 395 E->W 44.3 355 Both 9.6 - 67 - - - - - 29010 - 1.0 - 490 - - 29010 - 1.0 - 490 - 490 5390 - 1.0 - 490 - 990 5390 - 1.0 - 490 - 490 4410 - 1.0 - 490 490 4410 - 1.0 - 490 - 490 2940 - 1.0 - 490 - 490 3920 - 1.0 - 490 - 990 3920 1.0 490 990 3920 1.0 490 - 490 3920 1.0 490 - 490 3430 0.24 0.27 0.16 0.14 0.00 0.10 0.11 0.10 0.09 0.02 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co, Full height sheathing (FHS) factored for nen-ow segments as per 4.3.4.3 V - ASD factored shear force. For sheartine: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 45 ' WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 HOLD-DOWN DESIGN flexible seismic des' n Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Cap Hold -clown [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1328 1328 HDU5-SDS2. 5645 0.24 V Elem 0.00 19.88 496 496 Refer to upper level 1-1 L Op 1 0.00 20.88 534 534 HDU5-SDS2. 5645 0.09 1-1 R Op 1 0.00 24.13 752 752 HDU5-SDS2. 5645 0.13 1-1 R End 0.00 40.88 1051 1051 HDU5-SDS2. 5645 0.19 Line 2 2-1 L End 54.00 0.12 710 710 HDU5-SDS2. 5645 0.13 2-1 L Op 1 54.00 14.88 710 710 HDU5-SDS2. 5645 0.13 Line 3 3-1 L End 83.00 0.12 1909 1909 HDU5-SDS2 5645 0.34 V Elem 83.00 10.88 1320 1320 Refer to upper level V Elem 63.00 33.13 593 593 Refer to upper level 3-1 R End 83.00 40.88 1182 1182 HDU5-SDS2. 5645 0.21 Line A A-1 L End 0.12 0.00 1403 1403 HDU5-SDS2. 5645 0.25 A-1 L Op 1 3.88 0.00 1603 1603 HDU5-SDS2. 5645 0.28 A-1 R Op 1 10.13 0.00 3508 3508 HDU5-SDS2. 5645 0.62 A-1 L Op 2 15.88 0.00 3754 3754 HDU5-SDS2. 5645 0.67 A-1 R Op 2 27.13 0.00 218 218 HDU5-SDS2. 5645 0.04 A-1 L Op 3 29.88 0.00 383 383 HDU5-SDS2. 5645 0.07 A-1 R Op 3 41.13 0.00 1403 1403 HDU5-SDS2. 5645 0.25 A-1 L Op 4 44.88 0.00 1603 1603 HDU5-SDS2. 5645 0.28 A-1 R Op 4 51.13 0.00 1648 1648 HDU5-SDS2. 5645 0.29 A-1 L Op 5 54.88 0.00 508 508 HDU5-SDS2. 5645 0.09 V Elem 81.13 0.00 498 498 Refer to upper level V Elem 82.88 0.00 739 739 Refer to upper level Line B B-1 L End 54.13 21.50 569 569 HDU5-SDS2. 5645 0.10 B-1 L Op 1 69.66 21.50 569 569 HDU5-SDS2. 5645 0.10 Line C C-1 L End 0.12 41.00 1314 1314 HDU5-SDS2. 5645 0.23 V Elem 9.87 41.00 212 212 Refer to upper level C-1 L Op 1 10.88 41.00 1202 1202 HDU5-SDS2. 5645 0.21 C-1 R Op 1 17.13 41.00 727 727 HDU5-SDS2. 5645 0.13 V Elem 24.13 41.00 425 425 Refer to upper level C-1 L Op 2 25.68 41.00 744 744 HDU5-SDS2. 5645 0.13 V Elem 40.12 41.00 300 300 Refer to upper level V Elem 42.13 41.00 654 654 Refer to upper level C-1 R Op 3 52.13 41.00 458 458 HDU5-SDS2. 5645 0.08 V Elem 56.88 41.00 654 654 Refer to upper level C-1 L Op 4 59.88 41.00 487 487 HDU5-SDS2. 5645 0.09 C-1 R Op 4 64.13 41.00 458 458 HDU5-SDS2. 5645 0.08 C-1 L Op 5 71.88 41.00 259 259 HDU5-SDS2. 5645 0.05 C-1 R Op 5 76.13 41.00 149 149 HDU5-SDS2. 5645 0.03 C-I R End 82.88 41.00 302 302 HDU5-SDS2. 5645 0.05 Level 2 Tensile ASD Line- Location [ft] Holddown Force pbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cnted Hold-down pbs] Resp. Line1 1-1 L End 0.00 0.12 496 496 HDU5-SDS2. 5645 0.09 1-1 L Op 1 0.00 19.88 496 496 HDU5-SDS2. 5645 0.09 1-1 R Op 1 0.00 22.13 480 480 HDU5-SDS2. 5645 0.09 1-1 R End 0.00 40.88 480 480 HDU5-SDS2. 5645 0.09 Line 3 3-1 L End 83.00 0.12 1320 1320 HDU5-SDS2. 5645 0.23 3-1 L Op 1 83.00 10.88 1320 1320 HDU5-SDS2. 5645 0.23 3-1 R Op 3 83.00 33.13 593 593 HDU5-SDS2. 5645 0.11 3-1 R End 83.00 40.88 593 593 HDU5-SDS2. 5645 0.11 Line A A-1 L End 0.12 0.00 235 235 HDU5-SDS2. 5645 0.04 A-1 L Op 1 3.88 0.00 235 235 HDU5-SDS2. 5645 0.04 A-1 R Op 1 10.13 0.00 1130 1130 HDU5-SDS2. 5645 0.20 A-1 L Op 2 15.88 0.00 1130 1130 HDU5-SDS2. 5645 0.20 A-1 R Op 3 41.13 0.00 235 235 HDU5-SDS2. 5645 0.04 A-1 L Op 4 44.88 0.00 235 235 HDU5-SDS2. 5645 0.04 A-1 R Op 4 51.13 0.00 739 739 HDU5-SDS2. 5645 0.13 A-1 L Op 5 55.88 0.00 739 739 HDU5-SDS2. 5645 0.13 A-1 R Op 5 69.13 0.00 739 739 HDU5-SDS2. 5645 0.13 A-1 L Op 6 73.88 0.00 739 739 HDU5-SDS2. 5645 0.13 46 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 HOLD-DOWN DESIGN (flexible seismic design, continued) A-1 R Op 6 78.13 0.00 A-1 R End 82.88 0.00 Line C C-1 L End 0.12 41.00 C-1 L Op 1 9.87 41.00 C-1 R Op 2 24.13 41.00 C-1 L Op 3 35.88 41.00 C-1 R Op 3 42.13 41.00 C-1 L Op 4 56.88 41.00 C-1 R Op 5 73.13 41.00 C-1 R End 82.88 41.00 739 739 212 212 425 425 654 654 212 212 739 739 212 212 425 425 654 654 212 212 HDU5-SDS2. HDU5-SDS2. 5645 5645 0.13 0.13 HDU5-SDS2. 5645 0.04 HDU5-SDS2. 5645 0.04 HDU5-SDS2. 5645 0.08 HDU5-SDS2. 5645 0.08 HDU5-SDS2. 5645 0.12 HDU5-SDS2. 5645 0.12 HDU5-SDS2. 5645 0.04 HDU5-SDS2. 5645 0.04 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shear!ine Posirn - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear - Seismic shear overturning component, factored for ASD by 0.7. For perforated wells, T from SDPWS 4.3-8 is used Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 = -0,2Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregufarities. 47 • WoodWorks® Shearwalls garys146thlot4,wsw May. 30, 2019 07:30:57 DRAG STRUT FORCES flexible seismic des' n Level 1 Line- Wall Position on Wall orOperdng Locabon[ft] X Y Drag Strut Fonmpbs] -_> <.-.. Line 1 1-1 Left Opening 1 0.00 21.00 391 394 1-1 Right Opening 1 0.00 24.00 173 175 Line 2 2-1 Left Opening 1 54.00 15.00 738 738 Line A A-1 Left Opening 1 4.00 0.00 345 429 A-1 Right Opening 1 10.00 0.00 133 216 A-1 Left Opening 2 16.00 0.00 1440 1680 A-1 Right Opening 2 27.00 0.00 1050 1291 A-1 Left Opening 3 30.00 0.00 1011 1302 A-1 Right Opening 3 41.00 0.00 621 912 A-1 Left Opening 4 45.00 0.00 967 1341 A-1 Right Opening 4 51.00 0.00 754 1129 A-1 Left Opening 5 55.00 0.00 991 991 Line B B-1 Left Wall End 54.00 21.50 648 648 B-1 Left Opening 1 70.00 21.50 156 156 Line C C-1 Left Opening 1 11.00 41.00 934 1054 C-1 Right Opening 1 17.00 41.00 726 846 C-1 Left Opening 2 26.00 41.00 1121 1135 C-1 Right Opening 3 52.00 41.00 219 234 C-1 Left Opening 4 60.00 41.00 336 376 C-1 Right Opening 4 64.00 41.00 198 237 C-1 Left Opening 5 72.00 41.00 315 314 C-1 Right Opening 5 76.00 41.00 176 176 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y -> <- Line 1 1-1 Left Opening 1 0.00 20.00 69 69 1-1 Right Opening 1 0.00 22.00 33 33 Line 3 3-1 Left Opening 1 83.00 11.00 1017 1017 3-1 Right Opening 3 83.00 33.00 104 104 Line A A-1 Left Opening 1 4.00 0.00 3 3 A-1 Right Opening 1 10.00 0.00 154 154 A-1 Left Opening 2 16.00 0.00 417 417 A-1 Right Opening 3 41.00 0.00 212 212 A-1 Left Opening 4 45.00 0.00 215 215 A-1 Right Opening 4 51.00 0.00 366 366 A-1 Left Opening 5 56.00 0.00 101 101 A-1 Right Opening 5 69.00 0.00 428 428 A-1 Left Opening 6 74.00 0.00 164 164 A-1 Right Opening 6 78.00 0.00 264 264 Line C C-1 Left Opening 1 10.00 41.00 21 21 C-1 Right Opening 2 24.00 41.00 374 374 C-1 Left Opening 3 36.00 41.00 120 120 C-1 Right Opening 3 42.00 41.00 271 271 C-1 Left Opening 4 57.00 41.00 424 424 C-1 Right Opening 5 73.00 41.00 21 21 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along sheariine. Based on ASD factored shearline force derived from the greater of. Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearline force in the west-to-eest or south -to -north direction - Due to shearline force in the east -to -west or north -to -south direction 48 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 DEFLECTION (flexible seismic design Wall, segment W Gp Dir Srf v plf b h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en Ibs in Shear Deli in Hold Defl in Total Defl in -Level 1 Line 1 1-1,1 1 S->N Ext 130.6 21.00 9.00 16.5 .002 25.2 172 .025 .047 0.09 0.14 N->S Ext 130.7 21.00 9.00 16.5 .002 25.2 172 .025 .047 0.09 0.14 1-1,2 S->N Ext 89.5 17.00 9.00 16.5 .001 25.2 172 .025 .032 0.11 0.14 N->S Ext 89.3 17.00 9.00 16.5 .001 25.2 172 .025 .032 0.11 0.14 Line 2 2-1,1 1 Both 1 110.8 15.00 9.00 16.5 .002 25.2 172 .025 .040 0.12 0.16 2-1,2 Both 1 0.0 4.50 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line 3 3-1 1 Both Ext 92.9 41.00 9.00 16.5 .001 25.2 172 .025 .033 0.05 0.08 Line A A-1,1 1 W->E Ext 173.8 4.00 9.00 16.5 .011 25.2 172 .025 .062 0.49 .0.57 E->W Ext 203.6 4.00 9.00 16.5 .013 25.2 172 .025 .073 0.51 0.59 A-1,2 W->E Ext 361.8 6.00 9.00 16.5 .015 25.2 172 .025 .129 0.42 0.57 E->W Ext 399.2 6.00 9.00 16.5 .017 25.2 172 .025 .142 0.43 0.59 A-1,3 W->E Ext 31.7 3.00 9.00 16.5 .003 25.2 172 .025 .011 0.55 0.57 E->W Ext 55.7 3.00 9.00 16.5 .005 25.2 172 .025 .020 0.57 0.59 A-1,4 W->E Ext 173.8 4.00 9.00 16.5 .011 25.2 172 .025 .062 0.49 0.57 E->W Ext 203.6 4.00 9.00 16.5 .013 25.2 172 .025 .073 0.51 0.59 A-1,5 W->E Ext 135.2 4.00 9.00 16.5 .009 25.2 172 .025 .048 0.51 0.57 E->W Ext 1.5 4.00 9.00 16.5 .000 25.2 172 .025 .001 0.60 0.60 Line B B-1,1 1 Both 1 88.9 16.00 9.00 16.5 .001 25.2 172 .025 .032 0.11 0.14 8-1,2 Both 1 0.0 5.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line C C-1,1 1 W->E Ext 170.9 11.00 9.00 16.5 .004 25.2 172 .025 .061 0.18 0.24 E->W Ext 186.5 11.00 9.00 16.5 .004 25.2 172 .025 .067 0.17 0.24 C-1,2 W->E Ext 112.2 9.00 9.00 16.5 .003 25.2 172 .025 .040 0.20 0.24 E->W Ext 95.5 9.00 9.00 16.5 .003 25.2 172 .025 .034 0.21 0.24 C-1,3 Both Ext 0.0 6.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 C-1,4 W->E Ext 70.5 8.00 9.00 16.5 .002 25.2 172 .025 .025 0.21 0.24 E->W Ext 75.0 8.00 9.00 16.5 .002 25.2 172 .025 .027 0.22 0.24 C-1,5 W->E Ext 70.5 8.00 9.00 16.5 .002 25.2 172 .025 .025 0.21 0.24 E->W Ext 63.3 8.00 9.00 16.5 .002 25.2 172 .025 .023 0.22 0.24 C-1,6 W->E Ext 13.6 7.00 9.00 16.5 .000 25.2 172 .025 .005 0.24 0.24 E->W Ext 13.7 7.00 9.00 16.5 .000 25.2 172 .025 .005 0.24 0.24 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Dell plf ft ft sq.in in in Ibs in in in in Level 2 Line 1 1-1,1 2 Both Ext 77.7 20.00 9.00 16.5 .001 13.4 182 .030 .052 0.09 0.14 1-1,2 Both Ext 75.2 19.00 9.00 16.5 .001 13.4 182 .030 .050 0.09 0.14 Line 3 3-1,1 1 Both Ext 204.8 11.00 9.00 16.5 .005 25.2 172 .025 .073 0.18 0.25 3-1,2 Both Ext 0.0 5.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 3-1,3 Both Ext 0.0 6.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 3-1,4 Both Ext 91.2 8.00 9.00 16.5 .003 25.2 172 .025 .033 0.22 0.25 Line A A-1,1 2 Both Ext 34.9 4.00 9.00 16.5 .002 13.4 182 .030 .023 0.41 0.44 A-1,2 Both Ext 171.8 6.00 9.00 16.5 .007 13.4 182 .030 .115 0.32 0.44 A-1,3 Both Ext 0.0 3.00 9.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 A-1,4 Both Ext 34.9 4.00 9.00 16.5 .002 13.4 182 .030 .023 0.41 0.44 A-1,5 Both Ext 111.5 5.00 9.00 16.5 ,006 13.4 182 .030 .075 0.36 0.44 A-1,6 Both Ext 111.5 5.00 9.00 16.5 .006 13.4 182 .030 .075 0.36 0.44 A-1,7 Both Ext 111.5 5.00 9.00 16.5 .006 13.4 182 .030 .075 0.36 0.44 Line C C-1,1 2 Both Ext 32.9 10.00 9.00 16.5 .001 13.4 182 .030 .022 0.17 0.19 C-1,2 Both Ext 0.0 6.00 9.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 C-1,3 Both Ext 66.1 12.00 9.00 16.5 .001 13.4 182 .030 .044 0.14 0.19 C-1,4 Both Ext 102.1 15.00 9.00 16.5 .002 13.4 182 .030 .068 0.12 0.19 C-1,5 Both Ext 0.0 8.00 9.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 C-1,6 Both Ext 32.9 10.00 9.00 16.5 .001 13.4 182 .030 .022 0.17 0.19 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v- Unfacfored (strength-leve0 shear force per unit distance on wall segment = ASD force/0.70. For perforated walls, vmax from SDPWS 4.3-9 is 49 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 used, as per 4.3.2.1 b — Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h — Well height Defl — Horizontal shearwall deflection due to given term: Bending = 8vhA3 / EAb; A — Cross sectional area of segment end stud(s); E — stud mod. of elasticity in Framing Materiels table Shear = vh / 1000 Ga. Ga —1,4 vs. / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs — ASD sheathing capacity; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail along panel edge using 1.4 vs Hold — Hold-down = da x h / b; refer to Hold-down Displacement fable for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 50 ` ������ UU� ����K�K�����o����~�""������=.° HOLD-DOWN DISPLACEMENT Iflewbleseismic deslan Wall, segment Dir Hold- down WpUm force |bs Elong/Disp Manuf Add in In ma In Slippage Ff |bs da in Shrink Wa in Crusn+ Extra in Total da in Hold Dmf! in Level I Line 1-1,1 1-1,2 Line .2-1,1 c-z,z Line a-z Line n-z,z A-z,c A-1,3 n-1,4 a-1,5 Line 13-1,1 o-z,u Line o-1,z o-z,z o-1,3 n-1,4 c-1,5 c-1,6 o->w m->a o->w m->o Both Both a->m w->u w->E o-xw n->E o-ve w->o o-,W W->o o-xw w->u E->W antx Both w->E o->W w->o o-xm Both w->o E-xw m->o E-xw uvtx xoou-oou noms-aoa aoms-aoa eouo-soa x000-aoo *000-000 *000-aoo xous-aoo *ouu-ooa 0000-ooa ecmo-000 aous-aos *000-xoo aouo-aou oouo-000 eoos-aoo eoos-aon xouo-aoo a000-000 nnoo-ooa xoos-uoo *uo5-000 xouo-000 xou5-aoa x000-xou 000a-uoo x000-aoo xoos-aoo noov-xoo xouo-000 1897 1877 znnx 1501 1014 o zrcs zsou 2004 uzyo 5011 osoa azx 5*7 coo« cuyo 2354 423* 813 n 1e17 1717 zoao 1492 u aas ans oou noc *31 .037 .00u .037 'uou .029 .001 .ozs .001 .ucn .00z .00n .000 .oaa .uoo .033 .002 .039 .onc .045 .onz .npo .nos 'mo .000 .ous .nuo .ozz .00z .osp .000 .045 .00c .046 .00u .nVu .004 .ozo .001 .00n .uon .037 .uuc .034 .uou .oeo .00z .ouo .00z .00n .000 .013 .001 .uz^ .nnz .uza .001 .017 .onz .nun .non 0.039 0.039 0.031 0.031 0.021 0.000 0.056 0.035 0.041 0.047 0.103 0.110 0.006 0.011 u.n^z 0.047 0.048 0.087 0.017 0.000 0.039 0.035 0.0e1 0'031 0.000 0.013 0.014 0.013 0,018 0.009 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .zoo .138 .zsa .138 .138 .00n .138 .138 .zuo .13e .zso .138 .138 .13u .138 .138 .zao .138 .z»a .noo .138 .138 .zao .138 .nno .138 .zao .138 .138 .138 0.04 o.o« o.n^ 0.04 0.04 0.00 0.04 0'04 o.m 0.04 o.o^ o.o* o'o^ 0.04 o.o^ n.o^ o.o« 0.04 o.o^ 0.00 0.04 0.04 0.04 0.04 0.00 0'04 o.o« 0.04 0.04 0.04 0.22 0.22 0.21 0.21 o.m 0.00 0.23 0.21 0.22 0.22 0.28 o'xp 0.18 0.19 0.22 0.22 0.23 0.26 0.19 0.00 0.22 0.21 0.20 0.21 n'oo 0.19 0.19 0'19 o'cn 0'1e o'no 0.09 0.11 0.11 0.12 0.00 0.05 0.05 0.49 0.51 0.*2 n.^s 0.55 0.57 0.49 0.51 0.51 0.60 0.11 0.00 0.18 0.17 0.20 0.21 0.00 0.21 0.22 0.21 0.22 n.x« nVmw, segment Dir Hold- down Uplift force oma Eoqng/Dimp MmnuY Add in In da in Slippage Py |ms da in Shrink dm in Cmush+ Extra in Total da in Hold 0O in Level Line 1-1,1 z-z,o Line 3-1,1 a-z,z s-z,s 3-1,4 Line n-1,1 a-z,z x-z,» A-1,4 x-z,o n-1,6 a-1,7 Line o-1,1 c-1,e c-1,3 o-1,4 n-1,5 z-1,6 Both Both Both Both Both Both Both Both ontu Both Both Both Both Both Both Both Both Both Both n000-aoa aon5-onn ocms-000 Hono-uoo oono-uoo 000n-000 0005-ooa oono-000 non5-000 000u-oon aon»-oon oono-000 oonu-oos 0000-oos uoon-sou oono-amo oonu-oou annu-000 oono-aos 708 anu z000 o z 847 sao 1614 o sao 1056 1056 zono ao» u ana gs« o 303 .014 .00z .013 .00z .037 .00x .noo .noo .000 '000 .vzr .ouz ,007 .noo .oaz .000 .00u .000 .007 .noo '021 ,noz .ozz .00z 'uoz .nuz .000 .noo .00n .000 .012 .00z ,ozo .001 .00u .00v ,000 .onu 0'015 0.014 0.039 0.000 0.000 0.017 0.007 n.us» 0.000 0.007 0.022 0.022 0.022 0.006 0.000 0.012 0.019 0.000 0.006 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .138 .138 .zao .ono .nno .138 'zsn .138 .000 .138 .lse .138 .z»R .138 .00u .138 .zso .ovo .zan 0.04 0.04 0.04 0.00 0.00 0.04 0.04 0.04 v'oo o.o« 0.04 0.04 0.04 0.04 0.00 0,04 u.o« 0.00 0.04 0.19 0.1* 0.22 0.00 0.00 0.19 0.18 0,21 0.00 0'18 0.20 0.20 0.20 0.18 0.00 0.19 0.20 0.00 0.18 0.09 0.09 0.19 0.00 0.00 0.22 0.41 0.32 0.00 o.«z n'so 0.36 0.36 0.17 0.00 o.z« 0.12 n'no 0.17 Wall, segment - Wall and segment between openings, e.g. B`3 2=second segment on Wall 3onShwadinw8 Dir - Force direction Uplift force -Strength-level force from overturning, dead and wind uplift, For perforated walls, 7ftnSDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: 61 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Elong/Disp — Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with " = (ASD uplift force / ASD hold-down capacity) x max strength -level elongation or displacement • - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab — bolt cross -sectional area; Es = steel modulus = 29000000 psi; L = Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh= Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf / (270,000 D41.5) (NOS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in -sonde° moisture contents) x Ls Ls = Perp.-fo-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 52 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 T fflexble seismic desi n Level Dir Wall height ft _ . Max dxe Line Actual Story Drift (ini Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 9.83 2.95 N<->S 0.16 2 0.64 41.99 0.16 0.63 0.22 0.21 E<->W 0.60 A 2.38 20.42 0.17 0.66 0.81 0.22 2 9.00 9.00 2.70 N<->S 0.25 3 1.02 41.50 0.20 0.79 0.38 0.29 E<->W 0.44 A 1.76 20.50 0.31 1.26 0.65 0.47 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd Ile Deflection amplification factor Cd from Table 12.2-1 = (E-N), 4.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearfine on level in this direction; refer to Deflections table Line - Shearline with largest deflection on level in this direction hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 53 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass pi* Area Esq.ftl Story Shear ribs] E4N N-S Diaphragm Force Fpx [Ws] E-W N-S 2 47710 3403.0 5965 5965 5965 5965 1 57727 3403.0 3768 3768 6927 6927 All 105437 - 9733 9733 - - Legend.. Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. On at least one level and force direction, a torsional irregularity was detected and torsional amplification factor Ax applied according to 12.8.4.3. Refer to the Torsional Analysis section of the Log File output for the values of Ax. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 SHEAR RESULTS frigid seismic design NS Shearlines W Gp For Dir ASD Shear Force [plf] v vmax V [Ibs] Asp -Cub Int Ext Int Allowable Shear [pif] Ext Co C Cmb V [Ibs] Resp. Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 2379 - - - - - - 10140 - Wall 1-1 2 Both - - 2379 - 1.0 - 260 - - 10140 - Seg. 1 - Both 63.0 - 1260 - 1.0 - 260 - 260 5200 0.24 Seg. 2 - Both 58.9 - 1119 - 1.0 - 260 - 260 4940 0.23 Level 1 Ln1, Levl - S->N - - 3421 - - - - - - 18620 - - N->S - - 3426 - - - - - - 18620 - Wall 1-1 1 S->N - - 3421 - 1.0 - 490 - - 18620 - 1 N->S - - 3426 - 1.0 - 490 - - 18620 - Seg. 1 - S->N 104.9 - 2202 - 1.0 - 490 - 490 10290 0.21 - N->S 105.2 - 2208 - 1.0 - 490 - 490 10290 0.21 Seg. 2 - S->N 71.7 - 1219 - 1.0 - 490 - 490 8330 0.15 - N->S 71.6 - 1218 - 1.0 - 490 - 490 8330 0.15 Line 2 Ln2, Levl - S->N - - 864 - - - - - - 9555 - N->S - - 839 - - - - - - 9555 - Wall 2-1 1 S->N - - 864 - 1.0 - 490 - - 9555 - 1 N->S - - 839 - 1.0 - 490 - - 9555 - Seg. 1 - S->N 57.6 - 864 - 1.0 - 490 - 490 7350 0.12 - N->S 55.9 - 839 - 1.0 - 490 - 490 7350 0.11 Seg. 2 - Both 0.0 - 0 - 1.0 - 490 - 490 2205 0.00 Line 3 Level 2 Ln3, Lev2 - Both - - 2231 - - - - - - 14700 - Wall 3-1 1 Both - - 2231 - 1.0 - 490 - - 14700 - Seg. 1 - Both 152.9 - 1682 - 1.0 - 490 - 490 5390 0.31 Seg. 2 - Both 0.0 - 0 - 1.0 - 490 - 490 2450 0.00 Seg. 3 - Both 0.0 - 0 - 1.0 - 490 - 490 2940 0.00 Seg. 4 - Both 68.5 - 548 - 1.0 - 490 - 490 3920 0.14 Level 1 Ln3, Levl 1 S->N 79.7 - 3268 - 1.0 - 490 - 490 20090 0.16 1 N->S 80.2 - 3288 - 1.0 - 490 - 490 20090 0.16 E-W W For ASD Shear Force [pif] Asp -Cub Allowable Shear [pif] Resp. Shearlines Gp Dir v vmax V [Ms] int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 2 LnA, Lev2 - Both - - 1130 - - - - - - 8158 - Wall A-1 2 Both - - 1130 - 1.0 - 260 - - 8156 - Seg. 1 - Both 0.0 - 0 - .97 - 252 - 252 1006 0.00 Seg. 2 - Both 82.8 - 497 - 1.0 - 260 - 260 1560 0.32 Seg. 3 - Both 0.0 - 0 - .88 -- 228 - 228 683 0.00 Seg. 4 - Both 0.0 - 0 - .97 - 252 - 252 1008 0.00 Seg. 5 - Both 42.3 - 211 - 1.0 - 260 - 260 1300 0.16 Seg. 6 - Both 42.3 - 211 - 1.0 - 260 - 260 1300 0.16 Seg. 7 - Both 42.3 - 211 - 1.0 - 260 - 260 1300 0.16 Level 1 LnA, Levl - - W->E E->W - - 1013 .- - 994 - - - - - - - - -- - - - 9923 9923 - Wall A-1 1 W->E - - 1013 - 1.0 - 490 - - 9923 - 1 E->W - - 994 - 1.0 - 490 - - 9923 - Seg. 1 - Both 24.3 - 97 - .97 - 475 - 475 1899 0.05 Seg. 2 - W->E 131.7 - 790 - 1.0 - 490 - 490 2940 0.27 - E->W 133.3 - 800 - 1.0 - 490 - 490 2940 0.27 Seg. 3 - Both 0.0 - 0 - .88 - 429 - 429 1286 0.00 Seg. 4 - Both 24.3 - 97 - .97 - 475 - 475 1899 0.05 Seg. 5 - W->E 7.0 - 28 - .97 - 475 - 475 1899 0.01 - E->W 0.0 - 0 - .97 - 475 - 475 1899 0.00 Seg. 6 - Both 0.0 0 - 1.0 - 490 - 490 - - Line B LnB, Levl - W->E - - 2458 - - - - - - 10290 - - E->W - - 2483 - - - - - - 10290 - Wall B-1 1 W->E - - 2458 - 1.0 - 490 - - 10290 - 1 E->W - - 2483 - 1.0 - 490 - - 10290 - Seg. 1 - W->E 153.6 - 2458 - 1.0 - 490 - 490 7840 0.31 - E->W 155.2 - 2483 - 1.0 - 490 - 490 7840 0.32 Seg. 2 - Both 0.0 - 0 - 1.0 - 490 - 490 2450 0.00 Line C Level 2 55 WoodWorks® Shearwalis garys146thlot4.wsw May. 30, 2019 07:30:57 SHEAR RESULTS (rite seismic design, continued) LnC, Lev2 Wall C-1 2 Seg. 1 - Seg. 2 - Seg. 3 - Seg. 9 - Seg. 5 - Seg. 6 - Level 1 LnC, Levi - Wall C-1 1 1 Seg. 1 Seg. 2 Seg. 3 Seg. 4 Seg. 5 Seg. 6 Both - Both - Both 42.0 Both 0.0 Both 66.3 Both 92.5 Both 10.1 Both 42.0 3104 3109 920 0 796 1388 81 420 W->E - - 3398 E->W - - 3390 W->E - - 3398 E->W - - 3390 W->E 131.2 - 1943 E->W 147.8 - 1626 W->E 93.8 - 849 E->W 76.1 - 685 Both 0.0 - 0 W->E 63.6 - 509 E->W 67.6 - 591 W->E 63.6 - 509 E->W 52.8 - 922 W->E 13.2 - 93 E->W 16.6 - 116 1.- 0 1.0 1.0 1. 0 1.0 1.0 1.0 260 260 260 260 260 260 260 - 15860 - 15860 260 2600 260 1560 260 3120 260 3900 260 2080 260 2600 - - - - - 24010 - - - - - 24010 1.0 - 490 - - 24010 1.0 - 990 - - 24010 1.0 - 990 - 990 5390 1.0 - 990 - 990 5390 1.0 - 490 - 490 4410 1.0 - 490 - 990 4410 1.0 - 490 - 990 2940 1.0 - 490 - 990 3920 1.0 - 990 - 990 3920 1.0 - 990 - 990 3920 1.0 - 990 - 490 3920 1.0 - 990 - 490 3430 1.0 - 490 - 990 3930 0.16 0.00 0.26 0.36 0.04 0.16 0.27 0.30 0.19 0.16 0.00 0.13 0.14 0.13 0.11 0.03 0.03 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. ""means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored sheer force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood pane! factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V- Total factored shear capacity of sheadine, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 56 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 OLD -DOWN DESIGN rl Id seismic design Level 1 Line- Wall Posit'n Location(h) X Y Shear Tensile ASD Holddown Force Ohs) Dead Ev Cmb'd Cap Hold-down fibs) Crit Resp. Line 1 1-1 L End 0.00 0.12 1481 1481 HDUS-SDS2. 5645 0.26 V Elem 0.00 19.88 564 564 Refer to upper level 1-1 L Op 1 0.00 20.88 577 577 HDU5-SDS2. 5645 0.10 1-1 R 0p 1 0.00 24.13 907 907 HDU5-SDS2. 5645 0.16 1-1 R End 0.00 40.88 1249 1249 HDU5-SDS2. 5645 0.22 Line 2 2-1 L End 54.00 0.12 527 527 HDU5-SDS2. 5645 0.09 2-1 L Op 1 54.00 14.88 512 512 HDU5-SDS2. 5645 0.09 Line 3 3-1 L End 83.00 0.12 2115 2115 HDU5-SDS2. 5645 0.37 V Elem 83.00 10.88 1393 1393 Refer to upper level V Elem 83.00 21.13 1 1 Refer to upper level V Elem 83.00 26.88 1 1 Refer to upper level V Elem 83.00 33.13 658 658 Refer to upper level 3-1 R End 83.00 40.88 1384 1384 HDU5-SDS2. 5645 0.25 Line A A-1 L End 0.12 0.00 234 234 HDU5-SDS2. 5645 0.04 A-1 L Op 1 3.88 0.00 230 230 HDU5-SDS2. 5645 0.04 A-1 R Op 1 10.13 0.00 2009 2009 HDU5-SDS2. 5645 0.36 A-1 L Op 2 15.88 0.00 2030 2030 HDU5-SDS2. 5645 0.36 A-1 R Op 3 41.13 0.00 234 234 HDU5-SDS2. 5645 0.04 A-1 L Op 4 44.88 0.00 230 230 HDU5-SDS2. 5645 0.04 A-1 R Op 4 51.13 0.00 471 471 Refer to upper level V Elem 54.88 0.00 270 270 HDU5-SDS2. 5645 0.05 V Elem 81.13 0.00 270 270 Refer to upper level V Elem 82.88 0.00 401 401 Refer to upper level Line B B-1 L End 54.13 21.50 1404 1404 HDU5-SDS2. 5645 0.25 6-1 L Op 1 69.88 21.50 1419 1419 HDU5-SDS2. 5645 0.25 Line C C-1 L End 0.12 41.00 1593 1593 HDU5-SDS2. 5645 0.28 V Elem 9.87 41.00 386 386 Refer to upper level C-1 L Op 1 10.88 41.00 1360 1360 HDU5-SDS2. 5645 0.24 C-1 R Op 1 17.13 41.00 868 868 HDU5-SDS2. 5645 0.15 V Elem 24.13 41.00 610 610 Refer to upper level C-1 L Op 2 25.88 41.00 885 885 HDU5-SDS2. 5645 0.16 V Elem 40.12 41.00 430 430 Refer to upper level V Elem 42.13 41.00 847 847 Refer to upper level C-1 R Op 3 52.13 41.00 592 592 HDU5-SDS2. 5645 0.10 V Elem 56.88 41.00 847 847 Refer to upper level V Elem 59.13 41.00 96 96 Refer to upper level C-1 L Op 4 59.88 41.00 628 628 HDU5-SDS2. 5645 0.11 C-1 R Op 4 64.13 41.00 592 592 HDU5-SDS2. 5645 0.10 V Elem 66.88 41.00 96 96 Refer to upper level C-1 L Op 5 71.88 41.00 213 213 HDU5-SDS2. 5645 0.04 C-1 R Op 5 76.13 41.00 233 233 HDU5-SDS2. 5645 0.04 C-1 R End 82.88 41.00 542 542 HDU5-SDS2. 5645 0.10 Level 2 Tensile ASD Line- Location [ft) Holddown Force (lbs) Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ilbs) Resp. Line 1 1-1 L End 0.00 0.12 564 564 HDU5-SDS2. 5645 0.10 1-1 L Op 1 0.00 19.88 564 564 HDU5-SDS2. 5645 0.10 1-1 R Op 1 0.00 22.13 547 547 HDU5-SDS2. 5645 0.10 1-1 R End 0.00 40.88 547 547 HDU5-SDS2. 5645 0.10 Une 3 3-1 L End 83.00 0.12 1393 1393 HDU5-SDS2. 5645 0.25 3-1 L Op 1 83.00 10.88 1393 1393 HDU5-SDS2. 5645 0.25 3-1 R Op 2 83.00 21.13 1 1 HDU5-SDS2. 5645 0.00 3-1 L Op 3 83.00 26.88 1 1 HDU5-SDS2. 5645 0.00 3-1 R Op 3 83.00 33.13 658 658 HDU5-SDS2. 5645 0.12 3-1 R End 83.00 40.88 658 658 HDU5-SDS2. 5645 0.12 Line A A-1 R Op 1 10.13 0.00 775 775 HDU5-SDS2. 5645 0.14 A-1 L Op 2 15.88 0.00 775 775 HDU5-SDS2. 5645 0.14 A-1 R Op 4 51.13 0.00 401 401 HDU5-SDS2. 5645 0.07 A-1 L Op 5 55.88 0.00 401 401 HDU5-SDS2. 5645 0.07 A-1 R Op 5 69.13 0.00 401 401 HDU5-SDS2. 5645 0.07 A-1 L Op 6 73.88 0.00 401 401 HDU5-SDS2. 5645 0.07 57 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 HOLD-DOWN DESIGN (rigid seismic design, continued A-1 R Op 6 78.13 0.00 A-1 R End 82.86 0.00 Line C C-1 L End 0.12 41.00 C-1 L Op 1 9.87 41.00 C-1 R Op 2 24.13 41.00 C-1 L Op 3 35.88 41.00 C-1 R Op 3 42.13 41.00 C-1 L Op 4 56.88 41.00 C-1 R Op 4 59.13 41.00 C-1 L Op 5 66.88 41.00 C-1 R Op 5 73.13 41.00 C-1 R End 82.88 41.00 401 401 386 386 610 610 847 847 96 96 386 386 901 901 386 386 610 610 847 847 96 96 386 386 HDUS-SDS2. HDUS-SDS2. 5645 0.07 5645 0.07 HDU5-SDS2. 5645 0.07 HDU5-SDS2. 5645 0.07 HDU5-SDS2. 5645 0.11 HDU5-SDS2. 5645 0.11 HDU5-SDS2. 5645 0.15 HDU5-SDS2. 5645 0.15 HDU5-SDS2. 5645 0.02 HDU5-SDS2. 5645 0.02 HDU5-SDS2. 5645 0.07 HDU5-SDS2. 5645 0.07 Legend: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear - Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force f for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Grit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 58 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 DRAG STRUT FORCES (rigid seismic design) Level 1 Line- Wall Position on Wall orOpiming Location [ft] X Y Drag Strut Force IIbsJ -> <- Line 1 1-1 Left Opening 1 0.00 21.00 362 365 1-1 Right Opening 1 0.00 24.00 112 115 Line 2 2-1 Left Opening 1 54.00 15.00 548 532 Line A A-1 Left Opening 1 4.00 0.00 49 48 A-1 Right Opening 1 10.00 0.00 24 24 A-1 Left Opening 2 16.00 0.00 691 706 A-1 Right Opening 3 41.00 0.00 386 407 A-1 Left Opening 4 45.00 0.00 434 455 A-1 Right Opening 4 51.00 0.00 361 A-1 Left Opening 5 55.00 0.00 342 Line 8 B-1 Left Wall End 54.00 21.50 1599 1615 B-1 Left Opening 1 70.00 21.50 385 389 Line C C-1 Left Opening 1 11.00 41.00 991 1175 C-1 Right Opening 1 17.00 41.00 745 930 C-1 Left Opening 2 26.00 41.00 1221 1248 C-1 Right Opening 3 52.00 41.00 157 186 C-1 Left Opening 4 60.00 41.00 339 400 C-1 Right Opening 4 64.00 41.00 175 237 C-1 Left Opening 5 72.00 41.00 357 333 C-1 Right Opening 5 76.00 41.00 193 169 Level 2 Drag Strut Line- Position on Wall Location [ft] Force pbs] Wall or Opening X Y -> <- Line 1 1-1 Left Opening 1 0.00 20.00 78 78 1-1 Right Opening 1 0.00 22.00 38 38 Line 3 3-1 Left Opening 1 83.00 11.00 1065 1065 3-1 Right Opening 2 83.00 21.00 521 521 3-1 Left Opening 3 83.00 27.00 195 195 3-1 Right Opening 3 83.00 33.00 131 131 Line A A-1 Right Opening 1 10.00 0.00 136 136 A-1 Left Opening 2 16.00 0.00 277 277 A-1 Right Opening 4 51.00 0.00 200 200 A-1 Left Opening 5 56.00 0.00 56 56 A-1 Right Opening 5 69.00 0.00 233 233 A-1 Left Opening 6 74.00 0.00 90 90 A-1 Right Opening 6 78.00 0.00 144 144 Line C C-1 Left Opening 1 10.00 41.00 45 45 C-1 Right Opening 2 24.00 41.00 479 479 C-1 Left Opening 3 36.00 41.00 132 132 C-1 Right Opening 3 42.00 41.00 356 356 C-1 Left Opening 4 57.00 41.00 471 471 C-1 Right Opening 4 59.00 41.00 396 396 C-1 Left Opening 5 67.00 41.00 180 180 C-1 Right Opening 5 73.00 41.00 45 45 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to sheerline force in the east -to -west or north -to -south direction 59 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 TION (rkiid seismic design Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Deft sq.in in Ga kips/ in Nail slip Vn en Ibs in Shear Dell in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 S->N Ext 149.1 21.00 9.00 16.5 .002 25.2 172 .025 .053 0.09 0.15 N->S Ext 149.5 21.00 9.00 16.5 .002 25.2 172 .025 .053 0.09 0.15 1-1,2 S->N Ext 103.3 17.00 9.00 16.5 .002 25.2 172 .025 .037 0.11 0.15 N->S Ext 103.2 17.00 9.00 16.5 .002 25.2 172 .025 .037 0.11 0.15 Line 2 2-1,1 1 S->N 1 62.2 15.00 9.00 16.5 .001 25.2 172 .025 .029 0.12 0.15 N->S 1 79.9 15.00 9.00 16.5 .001 . 25.2 172 .025 .029 0.12 0.15 2-1,2 Both 1 0.0 4.50 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line 3 3-1 1 S->N Ext 113.9 41.00 9.00 16.5 .001 25.2 172 .025 .041 0.05 0.09 N->S Ext 114.6 41.00 9.00 16.5 .001 25.2 172 .025 .041 0.05 0.09 Line A A-1,1 1 W->E Ext 34.7 4.00 9.00 16.5 .002 25.2 172 .025 .012 0.41 0.43 E->W Ext 34.5 4.00 9.00 16.5 .002 25.2 172 .025 .012 0.41 0.43 A-1,2 W->E Ext 188.2 6.00 9.00 16.5 .008 25.2 172 .025 .067 0.35 0.43 E->W Ext 190.6 6.00 9.00 16.5 .008 25.2 172 .025 .068 0.36 0.43 A-1,3 Both Ext 0.0 3.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 A-1,4 W->E Ext 34.7 4.00 9.00 16.5 .002 25.2 172 .025 .012 0.41 0.43 E->W Ext 34.5 4.00 9.00 16.5 .002 25.2 172 .025 .012 0.41 0.43 A-1,5 W->E Ext 10.2 4.00 9.00 16.5 .001 25.2 172 .025 .004 0.43 0.43 E->W Ext 0.0 4.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line B B-1,1 1 W->E 1 219.4 16.00 9.00 16.5 .003 25.2 172 .025 .078 0.12 0.20 E->W 1 221.7 16.00 9.00 16.5 .003 25.2 172 .025 .079 0.12 0.21 B-1,2 Both 1 0.0 5.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line C C-1,1 1 W->E Ext 187.4 11.00 9.00 16.5 .004 25.2 172 .025 .067 0.18 0.25 E->w Ext 211.2 11.00 9.00 16.5 .005 25.2 172 .025 .075 0.18 0.26 C-1,2 W->E Ext 134.0 9.00 9.00 16.5 .004 25.2 172 .025 .048 0.20 0.25 E->W Ext 108.7 9.00 9.00 16.5 .003 25.2 172 .025 .039 0.22 0.26 C-1,3 Both Ext 0.0 6.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 C-1,4 W->E Ext 90.9 8.00 9.00 16.5 .003 25.2 172 .025 .032 0.22 0.25 E->W Ext 96.5 8.00 9.00 16.5 .003 25.2 172 .025 .034 0.22 0.26 C-1,5 W->E Ext 90.9 8.00 9.00 16.5 .003 25.2 172 .025 .032 0.22 0.25 E->W Ext 75.4 8.00 9.00 16.5 .002 25.2 172 .025 .027 0.23 0.26 C-1,6 W->E Ext 18.9 7.00 9.00 16.5 .001 25.2 172 .025 .007 0.25 0.25 E->W Ext 23.7 7.00 9.00 16.5 .001 25.2 172 .025 .008 0.25 0.26 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Dell Hold Defl Total Deft plf ft ft sq.in in in lbs in in in in Level 2 Urge 1 1-1,1 2 Both Ext 89.8 20.00 9.00 16.5 .001 13.4 182 .030 .060 0.09 0.15 1-1,2 Both Ext 84.3 19.00 9.00 16.5 .001 13.4 182 .030 .056 0.09 0.15 Line 3 3-1,1 1 Both Ext 219.2 11.00 9.00 16.5 .005 25.2 172 .025 .078 0.18 0.26 3-1,2 Both Ext 0.0 5.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 3-1,3 Both Ext 0.0 6.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 3-1,4 Both Ext 96.9 8.00 9.00 16.5 .003 25.2 172 .025 .035 0.22 0.26 LIneA A-1,1 2 Both Ext 0.0 4.00 9.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 A-1,2 Both Ext 118.3 6.00 9.00 16.5 .005 13.4 182 .030 .079 0.30 0.38 A-1,3 Both Ext 0.0 3.00 9.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 A-1,4 Both Ext 0.0 4.00 9.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 A-1,5 Both Ext 60.3 5.00 9.00 16.5 .003 13.4 182 .030 .040 0.34 0.38 A-1,6 Both Ext 60.3 5.00 9.00 16.5 .003 13.4 182 .030 .040 0.34 0.38 A-1,7 Both Ext 60.3 5.00 9.00 16.5 .003 13.4 182 .030 .040 0.34 0.38 LIneC C-1,1 2 Both Ext 59.9 10.00 9.00 16.5 .002 13.4 182 .030 .040 0.17 0.21 C-1,2 Both Ext 0.0 6.00 9.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 C-1,3 Both Ext 94.7 12.00 9.00 16.5 .002 13.4 182 .030 .063 0.15 0.21 C-1,4 Both Ext 132.3 15.00 9.00 16.5 .002 13.4 182 .030 .089 0.12 0.21 C-1,5 Both Ext 14.5 8.00 9.00 16.5 .000 13.4 182 .030 .010 0.20 0.21 C-1,6 Both Ext 59.9 10.00 9.00 16.5 .002 13.4 182 .030 .040 0.17 0.21 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materiels Dir- Force direction 60 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Srf — Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v — Unfectored (strength-levefl shear force per unit distance on wall segment = ASD force/0.70. For perforated walls, vmax from SDPWS 4.3-9 is used, es per 4.3.2.1 b — Width of wall segment between openings. Modified for perforated wells as per SDPWS 4.3.2.1 h — Wall height Defl — Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A — Cross sectional area of segment end stud(s); E — stud mod. of elasticity in Framing Materials table Shear = vh /1000 Ga. Ga — 1.4 vs / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs — ASD sheathing capacity; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail along panel edge using 1.4 vs Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + sheer + hold-down, as per SDPWS C4.3.2-1 61 WoodWo� UU� ` ��0���~���..��i����"°°p -DOWN DISPLACEMENT (rigid seismic design Wall, segment Dir Hold- down uporft force |bs ~ ' slong/Disp Manuf Add in In dm in Slippage Pf |bs da in Smnm* dw in Crush+ Extra in Total du in Hold Defl in Level I Line 1-1,2 Line c-z,z 2-1,2 Line 3-1 Line x-1,1 n-z,z n-1,3 n-1,4 A-1,5 Line a-z,c Line c-1,2 o-z,a o-1,4 o-1,5 e y->w w-5u a->m w->o a->m w->o Both a->m w-/u w->E o->m w->E o-xw m->o o->w w->o o->w w->o o-xw m->o o-wm Both W-,o o-nv m->o o-,w w->E u-xw W->E E->w w->o o->* W->o o->w xoos-ooa xouo-oou uoou-aoo x000-ono xoou-aoo x000-oou oons-oon 0000-ooa nous-000 y000-000 xouu-aoa *rmo-aoo x000-000 oous-aou xoms-aua uoos-oua nooa-ooa xoos-000 acmu-oon xouo-000 xons-aoo xoms-oon xou5-oou x000-oou 000s-000 xooa-000 xomo-000 xouo-ano *000-ooa x000-ooa eomn-aon xous-000 uous-aoo x000-ooa 2116 zoye 1785 1784 753 731 o 3021 zyrr xns aoy znru zxnn -311 o 335 32e 6r4 o znos 2027 n e276 1942 1240 1U8 o 1 o*s oon 845 1253 730 774 .041 .00c .041 .002 .oxo .unc .usn .00z .ozs .00z .014 .ouz .000 .ovo .00y .uun .nxy .002 .007 .00n .uos .nno .00s .onz .osr .00a .000 .uoo .ono .000 .007 .nou .00e .ono .013 .00z .uon '000 .oay .onz .o^n .unc .000 .000 .n«a .00x .osa .002 .024 .00z .037 .nou .000 .000 .00n .00u .017 .00z .nzo .001 .uzr .001 .ncs .001 .014 .00z .nza .00z 0.043 0.043 o.ua/ 0.037 u'ozs 0.015 0.000 u.n*u 0'041 0.007 0.007 0.059 0.060 0.000 0.000 0.007 0.007 0.014 0.000 0.041 0.042 0.000 0.047 0.040 0.025 0.039 0.000 0.000 0.017 0.018 0.017 0.026 0.015 0.016 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .zun .zsn .13e .138 .zoo .138 .onu .138 .138 .zoV .138 .13e .138 .uno .000 .138 .138 .zao .unu .zoo .13e .000 .138 .zau .138 .zaa .noo .uou .138 .13e .138 .zsu .zon .138 0.04 n.n« n.o« 0.04 0.04 u.n* 0.00 0.04 0'04 o.n« o.o« 0.04 0.04 0.00 0.00 0.04 0.04 0.04 0.00 0.04 0.04 0.00 0.04 0'04 0.04 o.o« 0.00 0.00 0.04 0.04' 0.04 0'04 0.04 0'04 0.22 0.22 0.21 0.21 0.19 0.19 0.00 0.24 0.22 0.18 0.18 0'24 n.c^ 0.00 0.00 0.18 0.18 0.19 0.00 0'22 o'zz 0.00 0.22 0.22 0.20 0.22 0.00 o'oo 0.19 0.20 0.19 0.20 0.19 0.19 0,09 0.09 0.11 0.11 0.12 0.12 o'no 0.05 0.05 0.41 o.«z 0.35 0.36 0.00 0.00 0.41 0.41 o.^u 0.00 0.12 0.12 n.un 0.18 0.18 0.20 0.22 0.00 0.00 0.22 0.22 0.22 0.23 0.25 0.25 Wall, segment Dir Hold- down Uplift force |bm E|onQ/Dimp Manm, Add in in dm in Slippage Py Ubs da in Shrink dm in Crumh+ Extra in Total da In Hold DO in Level 2 Line 1-1,1 1-1,2 Line s-z,z s-z,o s-z,a 3-1'4 Line A-1,1 n-1,2 n-1,3 x-z,« n-z,o A-z,* x-1,7 Line C-z,z o-z,z c-z,s C-1,4 c-1,5 c-z,o Both Both Both Both Both Both Both Both Both Both Both Both Both Both entu autx Both Both Both oono-noo 0000-uou a000-sos H000-uoo nono-sou 000u-uoo oono-aoo onno-xoo ocm5-000 HoUo-oon Homo-aos Hzmu-ooa aonu-aoa ooUn-aoa aon5-000 H000-aoa nono-aDo aoo5-ooa Hon5-soa 806 782 znos o o 917 z 1107 o z 573 573 573 oox o 871 zzzo 137 ooc .ozo .001 .015 .001 .039 .00c .000 .nno .000 .00n 'ozm .002 .000 .noo .nuo .noz .000 .00n .nno .000 .011 .001 .vzz .00z .011 .noz .011 .001 .000 .noo .017 .00z .024 .00z .003 .nno .ozz .001 0,017 0.016 0,041 0.000 0.000 0.019 0.000 0.023 o'000 0.000 0.012 0.012 0.012 0.011 0.000 0.018 0.025 0.003 0.011 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .zaa .138 .zaa .00n .nno .z»u .noo .zsn .noo .ono .zax .zso .zae .zzo .nuo .13e .zso .138 .138 o.n^ 0.04 0.04 0.00 0.00 0'04 0.00 0.04 0.00 o'on 0.04 u.n« 0'04 0.04 0.00 0.04 o.00 0.04 0.04 0.19 0.19 0.22 0.00 0.00 0,20 o.oy 0.20 n.00 0.00 0.19 0.19 0.19 0.19 n'oo 0.20 0.20 0.18 0.19 0.09 0.09 0.18 0.00 0.00 0.22 0.00 0.30 0.00 0.00 0'34 0.34 0'34 0.17 0.00 0.15 0.1e 0.20 0.17 Wall, segment -NmVanduegnen between openings, �g. f-3, 2=second segment unWall 3ooShaerfine B 62 WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 Dir - Force direction Uplift force (P) —Strength-level accumulated hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da — Vertical displacements due to the following components: Elong/Disp — Elongation when slippage calculated separately, displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab — bolt cross -sectional area; Es = steel modulus = 29000000 psi, L = Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf/ (270, 000 D*1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Pero:to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing et compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total de = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = tub x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height b = segment length between openings; h,b values in Deflection table 63 • WoodWorks® Shearwalls garys146thlot4.wsw May. 30, 2019 07:30:57 STORY DRIFT frigld seismic design Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 9.83 2.95 N<->S 0.15 1 0.61 41.99 0.15 0.59 0.21 0.20 E<->W 0.43 A 1.73 20.42 0.22 0.87 0.59 0.29 2 9.00 9.00 2.70 N<->S 0.26 3 1.05 41.50 0.21 0.82 0.39 0.30 E<->W 0.38 A 1.54 20.50 0.30 1.20 0.57 0.44 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = (E-W), 4.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline along a building edge; refer to Deflections table Line - Shearline with largest deflection on level in this direction hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the centre of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at centre of mass using Eq'n 12.8-15. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 64 FOUNDATION Allowable Soil Bearing = 1,500 psf 3o gym; ITS/frt. t, it? A-74 II?a/2T:c ov/2 T c7 _.' / vN czs z 2 rS� ) 7 s s7d t/.7.e ^77�4/2043 XfinityConnect RE_ Offioal for reduced size o*Hammer head and exom installing anew Fire Hydrant 46xx8140thG— Ben Hayman *bmn.hayman@tukwlawo.gow* 7/23/20182:58PIVI RE: Official Request for reduced size of Hammer head and exemption from installing a new Fire Awdrant^16xx S 146th St short plat/ building permit To8URD|PS|NGH Copy /HMat;zler<d ` Andy Novnnx^andynevonx@tukwilawe.guv~^NoritoDeckovd<nuritadnckavd@tukwi|awa.gov~^ Allan Ekberg <allan.ekberg@tukwilawa.gov> Mr. Singh, The Fire Marshal's Office has received your updated request for a 5ft reduction to one leg of the hammerhead aswell asthe increase for the hydrant distances. Pursuant toTyWC14,Z4.U6V the Fire Marshal's Office will accept the hydrant distance being approximately J3CYtothe farthest part of the most remote house for land use permit #L19-0063. This decision was based on the fact that Water District 125 has informed our office that there is not a good location for the added hydrant on your property, As well asinthe Z015|FCAppendix [itallows for increased hydrant spacing when the structures are sprinkled and have limited fire flow demands. This 30ft increase for the hydrant will be for L19-0063 only and not a blanket approval for future projects. This acceptance is not for the Public Works Department, so you will have to get approval from them, Additionally, there will need to be an effective turning radius of 28ft at the entrance to the access drive from South 146th St. Regarding the hammerhead dkncnoions.theproposednberahun(6SftontheEasttoWest|e8)isaoeptab|epunuanttnTIVI[ l6.16.085.Another alternative would betakeep the legs of the hammerhead at70feet, but reduce only the C2hammerhead radius to 23ft and 28ft radius for C1, rather than 28ft as noted in the 2015 IFC Appendix D for both radiuses. Lastly, as noted in the land use review, there cannot be any parking within the access drive or the hammerhead. Signs will need to be posted to ensure no parking takes place within the entire access drive and hammerhead. These conditions will be noted in TRAKIT. Thank you for your development inTukwila. Ben Ben Hayman IBattalion Chief Tukwila Fire Department > Fire Marshal 6300 SowYhcwnterBlvd. #2U9 Tukwila, WA. 98l88 EmnaU:8on.Hoymon4yTuk°i|nYVA.gov &8o|n:206-97l'8723 NN8����� �°mx./�'�u�n� CORRECTION ���xnonuu��"ox��n� LT From: GVRo|PS|NGH^QuLyjLngt2@con"castoet> Sent: Tuesday, July I]'2V1g1V:48 To: Ben Hayman <Ben. Hpyman @Tu kwilaWA.gov>; Al Metzler <AI,Metzlerr@TukwilaWA.gov>; Allan Ekberg <p.ekberg@oomcastoet, Subje#;Pwd: Official Request for reduced size of Hammer head and exemption from installing a new Fire Hydrant 46xx 5 146th 5tshort plat/ building permit Hi Ben. |ornrequesting for nreduced hammer head. Attached |oanemail from the Surveyor and itisCothe scale. TheLeosofthmP,oposedHarnnnmrhaodwiUbe85'onnneoiUeand72.unthaatraighdsideporthedravvng of Appendix D. Per Appendix D, The length of each leg is 70' and the length is Measured from the end to the end and not from middle. So|like 10request for the reduction ononly one side by5' b I q ~�'� �I R �/ l�— ��r � kf~~_� 9O5 3.18481 583989292825 1/2 ^/14/20�9 XfinityConnect RE— Official R` '� hxndvcego�oo/Hammer head and oxompUon�v�in��Fi re / For the fire Hydrant, I have provided you with a letter from the General Manger of the water dist. 125 explaining the details. Tukwila fire decd..inthe past considered asetrade ofif wesprinkle thehVusefora longer distance from the fire hydrant to the house. In this case all the houses will be sprinkled. There is a fire hydrant already exit et the SVVcorner ofthis property oashown inwater d|atletter. | was having only one copy signed byhim and / gave that toyou. Please scan acopy ofthat letter tonext email. Time is Essence here. Aevveknow that this is the best time tnbuild. Please help metnget this project 0oing.AUthaotherdepLapproveddleaepennbm3vveekoago.P|eaae accept rnyrequest. Thanks. Gary Singh SighuHomes Inc. Uc#G)DHUH|881JF Ph.2082441900 Fox.2064338788 8xryu5:i—ngb2—@cvmuaoLne\ Original Message From: Bill Fox ^biUdfa@comcastoet^ To: 'GURD|P8mGH'<ganain0b2@comcast.net' Date: June 7'ZOl9ath:21AKv From: Janice 8artmnUbartmn@.gmaiicnm| Sent: Thursday, June 6`Z0192:39PpN To: Bill Fox^biUdfaPcomca,to*t> Subject: 1903'SidhuSPrevised 6146thSt ! . Bill, / / See attached pdfsfor revisions dated 6/O6/l9 / Thank you, Jan CAUTION: This email originated from outside the City cfTukwila network. Please DDNOT open attachments urclick links from anunknown orsuspicious origin. �-L .4-3820180513.16481 563999292825 2/2 City of Tukwila Allan Ekberg, Mayor Department of Community Development July 12, 2019 GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Correction Letter # 2 COMBOSFR Permit Application Number D19-0191 SINGH RESIDENCE - 4648 S 146 ST Dear GARY SINGH, 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: FIRE - C DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • 1. The legs on the hammerhead turnaround are too short. Minimum length is required to be 65 ft. as measured from the center of the radius. 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. Sincejely, ndace Nichols Permit Technician File No. D19-0191 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 July 3, 2019 City of Tukwila Attn: Review Staff/Dave McPherson Subject: Response Letter - Residential Permit #D19-0191, 46XX S. 146th Street, Tukwila, WA 98168 Dear Mr. McPherson: Provided is a summary of additional information and revisions as requested in the comment letter dated June 19, 2019. Responses are in the order in the letter. 1. The owner will apply for the Traffic Concurrency Permit. 2. The owner will apply for the Traffic Impact Fee. 3. The drawings for the site improvements for the proposed Lot 4 residence and short plat access road have been revised. Now shown are the locations for utilities, including sanitary sewer (already in place). Note all utilities (except the storm system) are not under City of Tukwila management. 4. The owner will apply for a Street Use Permit with necessary information about contractor bonding, etc. prior to permit being issued. 5. An overflow pipe line has been added from the site access road drainage system to the City catch basin in front of the site. 6. The power pole or vault location for the electric service will be designed by Puget Sound Energy and approved by City of Tukwila prior to installation. All utilities serving the site, including for future residences, will be installed underground. Their detailed design will be provided by the relevant utility provider for each service. Thank you for your assistance. Sincerely yours, Bruce S. MacVeigh, P.E. Civil Engineer - #18657 garysrearlotandsprespltro 1 /1936 CORRECTION LTR# CITY OF TUt{WiLA JUL 0 9 2019 PFRM T C NTEF1 I9o('fl •?4 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.tukwila@tukwilawa..gov Development Guidelines and Design and Construction Standards DATE: June 19, 2019 PROJECT: Singh Residence (future Lot 4) at 46xx S. 146th Street TL no. 004000-0570 1st Review Comments PERMIT NO: D19-0191 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/ comments regarding the following comments. David.McPherson@TukwilaWA.gov Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to permit issuance. Test Fee based on one single family residences is $300.00. (see enclosed application) 2. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.18; due at issuance of this Building Permit. 3 Revise site plan to include (1) show and label water service lines and water meter boxes for future houses and connection to the water main within S. 146th Street (2) future houses shall be sprinklered and may require 1" water meters for fire flow (3) show and label any pavement cuts and new pavement within S. 146th Street (4) show & label on plan sheet any proposed power and other utilities (gas, cable, telephone, etc.) as applicable (5) show and label a driveway section — see sample plan sheet enclosed (6) show and label sanitary side sewers for future houses. 4. Work within the S. 146th Street right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 5. Install or connect to an existing catch basin within S. 146th Street for drainage overflow. 6. Show power pole (or) power vault location and connection per PSE requirements. Page 1 of 1 r '1 )City.f o Tukwila July 03, 2019 Department of Community Development GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0191 SINGH RESIDENCE - 4648 S 146 ST Dear GARY SINGH, 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: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • 1. The legs on the hammerhead turnaround are too short. Minimum length is required to be 65 ft. as measured from the center of the radius. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to permit issuance. Test Fee based on one single family residences is S300.00.. (see enclosed application) 2. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.18; due at issuance of this Building Permit. 3. Revise site plan to include (I) show and label water service lines and water meter boxes for future houses and connection to the water main within S. 146th Street (2) future houses shall be sprinklered and may require 1" water meters for fire flow (3) show and label any pavement cuts and new pavement within S. 146th Street (4) show & label on plan sheet any proposed power and other utilities (gas, cable, telephone, etc.) as applicable (5) show and label a driveway section — see sample plan sheet enclosed (6) show and label sanitary side sewers for future houses. 4. Work within the S. 146th Street right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 5. Install or connect to an existing catch basin within S. 146th Street for drainage overflow. 6. Show power pole (or) power vault location and connection per PSE requirements. 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. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Kandace Nichols Permit Technician File No, D19-0191 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0191 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4652 S 146 ST Original Plan Submittal X Response to Correction Letter # 2 DATE: 07/24/19 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division Public Works Atoc, -14s-17 Fire Prevention Structural n Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 07/25/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 08/22/19 Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire Ping El PW Staff Initials: 12/18/2013 r- PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0191 DATE: 07/09/19 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4652 S 146 ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division r y\A v;c--7-0-16‘ Public Works 1111 INA Is6 Co( Fire Prevention IN Planning Division Structural Permit Coordinator III PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 07/11/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 08/08/19 Notation: R4Iic WortS s o—p-ped ce_e_ Tgi4- /LET. REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: DATE: Ping D PW LJ StaffInitial 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0191 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4652 S 146 ST X Original Plan Submittal Response to Correction Letter # DATE: 06/13/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Awc Building Division Public Works 41 4tim co{ Fire Prevention Structural 4c, Awc- 1-1.46t Planning Division NM Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 06/18/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 07/16/19 Approved with Conditions Denied (ie: Zoning Issues, REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: )epartments issued corrections: Bldg LI Fir Ping Li PW Staff lnitia 12/18/2013 1 -4\ k, /4. o/ Date: City of Tukwila SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 2.41 Plan Cheek/Permit Number: 0 Response to Incomplete Letter # cg" Response to Correction Letter # 2_ Ei Revision # after Permit is Issued 1)11-01/1 LJ Revision requested by a City Building Inspector or Plans Examiner [..] Deferred Submittal # Project Name: ILIA ke 5 ; Jesi /1.-. Project Address: 14 . CO • ('t/ 6' sfycel / yii ic-cs) 1 c_A — laA,• Contact Person: CT "&;31 Phone Number: ac, 1., 7 .k-k k- Mad Summary of Revision: F-6-Y Ccsyrec_hy-t — fe,e- alecL-eL2-ew, t-e-1-4`1 -Acit 51A Ak\ RECEIVED CITY OFTLIKWILA JUL 2 4 2019 PERMIT CENTER Sheet Number(s): A - A - "Cloud" or highlight all areas of revision including Received at the City of Tukwila Permit Center by: -f, Entered in TRAKiT on Wrmi Centeffernpl.tesTurrnsTeviciuu Submituil Formd. Revisal: August 2015 f City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://w w w .Tuk wi I ON A . 0 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7/ei ( 2CP Plan Check/Permit Number: D 19 0 / etResponse to Incomplete Letter #+" q_ Response to Correction Letter # 0 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner 0 Deferred Submittal # Project Name: Project Address: Contact Person: Summary of Revision: teAt„ w qi L.:SA gesi 5 /-f( (1 Phone Number: C A-Ly ;:-)11 RECEIVED A JUL 0 9 2019 phRmisr CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center b : EI--Entered in TRAKiT on 7-q WAPermit Center1TemplatestForms1Revision Submittal Form doc ftevired: August 2015 o**ns144mSuite /mo Seattle, ww98nm r Phone: (206) 242-3236 paK. (206)2421 S27 aqt.mo. CERTIFICATE OFSEWER AVAILABILITY/ NON AVAILABILITY Residential: $50.¢0 Commercial. $700.0V Certificate ufSewer Availability OR Certificate of SewerNnn'Avai|abi|ity Part A'(To BmCompleted By Applicant) Purpose ofCertificate: Building Permit [] Preliminary Plat orPUD Short Division [] Rezone [] Other Proposed Use: [] Commercial K Residential Single Family [] Residential Multi -Family [] Other 41 Applicant's Name || � mli!AAKralkl Phone Number 24y-' -J-q Y /�u»� Pmpe,tyAddress /41( .577. oTaxLot Number 00ilOVD49S96 Legal Description (Attach Map and legal Description |fmpcessary); ���� " ,*_. ~ " .-- �'��'�K�u�� ~� "~-- � �u~°=^ Part B:(To beCompleted by Sewer Agency) . 1� ��a. OR [] ASewer Semicew'i||beprovided byd'� desewe,ounneionon|ytoanexisting "�`^ size sewer �� feet from the site and the sewer system has the capacity toserve the propo b. Sewer service will require animprovement tothe sewer system cif: CNo '- OF -----R8IVE [] (l) feet cfsewer trunk nrlateral tnreach the site; and/or AA�&K � � �0�� [] (Z) The cun�mcdnnofncollection sys�ononthe site and/or ��"nn �� u�;� [] (3) Other (describe) 2. Must becompleted ifl,babove ischecked r a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR b. The sewer system improvement will require a sewer comprehensive amendment. 3.a.The pmposedpn4eoiswithin the coqpnnae|imhaufthe Di�hcto,d Boundary ' Review Board approval for exzendservice OR ra. Anncvadnno,BRGapproval v,U/beneceoa,ytoprovide semicp. ig � ~�rn�� 4.Service a. b. c | hereby from the �~ �� is subject rothe following; [- District Permit i ����'e'� '� GF[: $ %03_3 $ 2*,?5e,5q Unit: $' Total $ awill (Subject toChange onJanuary lsd ° CZL&A` /s �i� &ws+ , ��,� ^s �� �*� F� Either VYSSDorK4idwaySewer Dist,i'�[pnnnomn Charge may bedue upon connection to sewers. Easements: [] Required May be Required | Other -/Q Ar' certify that the above sewer agency information is true. This certification shall be valid for one year date of signature. \ ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that 1 have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date Lill/zoi9 C 4y of Tukwila Department of Community.Developmenl 6300 Southcenter Boulevard. Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://ww►v.TukwitaWA.gov l G R 1 1 r IA.—AIA.—A 1 IL kilt" vv rl, .t. VAS. AVAILABILITY 1 PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): Lj ( s /4/6 $- . %t t4)/ A 40A. 'egg cog o©o--©5 Owner 7nforntation A a Contact Person Name:ti•Gti Name:c Address: 'SG .1 - /LI/ $f-• "%[.twit. Address: 1 Phone: 2t•„(L . tctoc Phone: -Z y AA. 0 This certificate is for the purposes of: (� Residential Building Permit ❑ Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone ($ Short Subdivision ❑ Other Estimated number of service connections and water meter size(s): y ) 3,y 140 21 Vehicular distance from nearest hydrant to the closest point of structure is t6O' ft, Area is served by (Water Utility District): 12S Owner/Agent Signature LtJ9/1-.19 Date Part B: To be eoutpleted by water utility district 1. The proposed project is within No improvements required. I<rr & (City/County) jRECEIVED ©7Y tie TUK WILA 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirementsjUN 13 2019 l PEW CCEO t eporore sheer if more room Ls needed) 4. Based upon the improvements listed above, water can be rovided and will be available at the site with a flow o residual for a duration of 2 hours at a velocity of 1©• 5 fps as documented by the attached calculations. ability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project, 1 hereby certify that the above information is true and correct. KCYJi)t5/2 - 21-12-g5ti'} 1)LeLAII Agency/Phone By pm at 20 psi Lk- 1O-Iq Dec x� 4-10-2oo /\ \/ | ` Attachment to Certificate of Water Availability King County Water District No.125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party, Further, no third person or party shall have any rights hereunder whether by agency orasathird party beneficiary mrotherwise. 2' The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service tothe real property which is the subject of this Certificate, and the utility systems exist ormay be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property atthe time the applicant may apply tothe District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. 5' Developer will be responsible for all costs associated with the water improvements and relocations. � ^� ° . ���y Applicant 8gnatur� ' ' ~ �� Date � ���'.� ` ' ^ ' K�— District Signature ^u�w�m4*-] ^~ Date 1�«�t —���� When recorded return to: SEA FI LE CITY LIGHT Real Estate Services 700 Fifth Avenue SMT 3338 P.O. Box 34023 Seattle, WA 98124-4023 EASEMENT- (Underground Electric) Reference #: 230422-1-053 Grantor: Kalwaran Singh Grantee: Seattle City Light Short Legal: PTN NE -NE, SEC 22, T-23N, R-4E Tax Parcel #: 004000-0570 II1 IllhIIIUhI lflhl IIINIlI NIIIIIIII 20191017001494 EASEMENT Roc: $106.00 10117/2019 3:00 PM KING COUNTY, WA 1 EXC�TAX�'N`c�T REQUIRED Ki Re Division ......-Deputy THIS EASEMENT is made this 19 day of DC-t©bLV- , 2019, between KALWARAN SINGH called the Grantor; and the CITY OF SEATI LE, a Washington municipal corporation, acting by and through its CITY LIGHT DEPARTMENT, hereinafter called the Grantee; AS FOLLOWS: That the Grantor, for and in consideration of the sum of One Dollar (1.00) and other valuable consideration, receipt and sufficiency of which is hereby acknowledged, hereby grants to the Grantee, its successors and assigns, the right, privilege and authority (an "Easement") to install, construct, improve, remove, erect, alter, repair, energize, operate and maintain underground electric distribution facilities which may consist of, but are not limited to: vaults, transformers, switches, handholes, risers, ducts, conduits, cables, underground wires and other convenient appurtenances necessary to make said underground facilities an integrated electric system ("Electric System") upon, under, across and through the following described lands and premises ("Property") situated in the County of King, State of Washington: LOT 16, BLOCK 4, ADAM'S HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. Except as otherwise set forth herein, Grantee's rights shall be exercised upon those portions ("Easement Areas") of the Property described as follows: THE EAST 25.67 FEET OF THE SOUTH 225.00 FEET OF SAID PROPERTY Page 1of3 Together with the right at all times to the Grantee, its successors and assigns, of ingress to and egress from the Easement Area across and through the Property of the Grantor for the purposes set forth herein. Together with the right at all times to the Grantee, its successors and assigns, to cut and trim brush, trees or other plants standing or growing upon the Easement Area, which, in the opinion of Grantee, interfere with the maintenance or operation of Grantee's Electric System. The Grantor, its successors and assigns, hereby covenants and agrees that no structure or fire hazards will be erected or permitted within the Easement Area; that no digging will be done or permitted within the Easement Area which will in any manner disturb the Electric System or its solidity or unearth any portion thereof; and that no blasting or discharge of any explosives will be permitted within fifty (50) feet of the Electric System. The City of Seattle is to be responsible, as provided by law, for any damage to the Grantor through its negligence in the construction, maintenance and operation of its Electric System. The rights, title, privileges and authority hereby granted shall continue and be in force until such time as the Grantee, its successors and assigns shall permanently remove all of its Electric System from the Easement Area or shall permanently abandon the Easement Area, at which time all such rights, title, privileges and authority shall terminate without further action required from Grantor or Grantee. The rest of this page intentionally left blank grantor signature and notary on next page. Page 2 of 3 IN WITNESS WHEREOF, this instrument has been executed the day and year first above written. GRANTOR: KALWARAN SINGH STATE OF WASHINGTON ) ) ss. COUNTY OF On this 1.91-' day of COSCDbelse-- , 2019, before me personally appeared KALWARAN SINGH to me known to be the INDIVIDUAL who executed the within and foregoing instrument and acknowledged that said instrument was his free and voluntary act and deed for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year above written. Notary Public State of Washington LAUREN KAY SASNETT My Appointment Expires Feb 20, 2020 Signature: Print name: Notary Public in and for the State of Washington Residing at: `1\AKAA,1 kot My commission expires: 1=c,ics /x)%1.3-11,0 Page 3 of 3 Return Address: Viill.ey thew Seven Di r, '' o S . Me. Sr. 1/00 �itkw�j�l KPA IS log 111111 w0i111mw1u1 iirWH' 20191017001495 EASEMENT Rec: $105.50 10/17/2019 3:00 PM KING COUNTY, WA EXCISE `' NOT REQUIRED King By Please print or type information WASHINGTON STATE RECORDER'S Cover Sheet (RCW 65.04 Docume�nt"Title(s) (or transactions contained therein): (all areas applicable to your document must be filled in) 1.SVr2._Seuite eFlsewKwE 4 MJ1 nn�+2 hawct A rtew��„ 3. 4. Reference Number(s) of Documents assigned or released: Additional reference #'s on page of document Grantor(s) Exactly as name(s) appear on document 1 ' KAEW ArAv s „a L, 2. �I Additional names on page of document. Grantee(s) Exactly as name(s) appear on document 1- hlAtuJ Ariato. Sset.a ". 2. Additional names on page of document. Legal description (abbreviated: i.e. lot block, plat or section, township, range) 1.0.k Icoi 19tx4 Li, Ades lie TrA4 , accp' 4L PO ,; ci re lc do d t� U.).,„„it .4 pja s 3i ,ftetopcx Qf K‘I.i� Lc , tA) 44t i 4. Ipole , Additional legal is on page of document. Assessor's Property Tax Parcel/Account Number 0 Assessor Tax # not yet assigned The Auditor/Recorder will rely on the information provided on this form. The staff will not read the document to verify the accuracy or completeness of the indexing infoiniation provided herein. "1 am signing below and paying an additional $50 recording fee (as provided in RCW 36.18.010 and referred to as an emergency nonstandard document), because this document does not meet margin and formatting requirements. Furthermore, I hereby understand that the recording process may cover up or otherwise obscure some part of the text of the original document as a result of this request." Signature of Requesting Party Note to submitter: Do not sign above nor pay additional $50 fee if the document meets margin/formatting requirements Valley View Sewer District 3460 S. 148th Street, #100 Tukwila, WA 98168 Document Title: SIDE SEWER EASEMENT AND MUTUAL MAINTENANCE AGREEMENT GRANTOR: Kaiwaran Singh GRANTEE: Kaiwaran Singh Kaiwaran Singh, owner of the following described real property: Lot 16, Block 4, Adams Home Tracts, according to the plat thereof recorded in Volume 11 of plats, Page 31, records of King County, Washington Tax Parcel Number: 004000-0570 is desirous of establishing a side sewer easement for the benefit of above said property. WITNESSETH: That for and in consideration of the mutual covenants herein expressed, it is hereby agreed by the above parties as follows: 1. A side sewer easement is hereby established for the mutual benefit of the Grantee, that easement described as follows: The south 225.00 feet of the east 25.67 feet of the property thereof. 2. There shall be, and each party does grant unto the other, an easement for sewer for the use of said properties and for the purpose of constructing, installing, reconstructing, replacing, repairing, maintaining and operating a sewer pipeline and lines and all necessary connections and appurtenances thereto, together with the right of ingress and egress therefrom for the purpose of enjoying the easement, and also granting to each party and to those acting under or for each party the use of such additional area immediately adjacent to the above easement as shall be required for the construction of the sewer pipeline or lines in the easement, such additional area to be held to a minimum necessary for the purpose, and immediately after the completion of the construction and installation, or any subsequent entry upon the easement, the responsible party(s) shall restore the premises as near as may be to its condition immediately before such construction or entry. The cost of construction of said sewer shall be borne by the owners of the said properties equally. 4. The cost of maintenance, repair or reconstruction of that portion of the sewer used in common shall be borne in equal shares, except that the owners of any lower parcel shall not be responsible for the part of the sewer above their connection; and when necessary to repair, clean or reconstruct the sewer, the parties to this agreement shall have a right of entry for that purpose. 5. This agreement shall be a covenant running with the land and shall be binding upon all parties, their heirs and assigns forever. IN WITNESS WHEREOF we hereunto set our hands and seals the day and year first above written. 1,4 q C 5 Signature Date kt}friLAI St 'foci -V Print Name STATE OF WASHINGTON ) ) SS COUNTY OF KING This is to certify that on this ITN day of 650001e-. , 2019, before me personally appeared KALWARAN SINGH to me known to be the INDIVIDUAL who executed the within and foregoing instrument and acknowledged that said instrument was his free and voluntary act and deed for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year written above. Notary Public State of Washington L NEEMAINIMPT Appointment Expires Feb 20, 2020 Signature k_LLU/UN SicSNAW— Print Name My commission expires: FC.,4D /R)11,45.1..P. Notary Public in and for the State of Washington, residing at: rivo.A.A...A ok Notary Public State of Washington LAUREN KAY SASNETT My Appointment Expires Feb 20, 2020 RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: BRUCE S. MacVEIGH, P.E. 1245 59TH AVENUE S. TUKVVILA, WA 98168 11111111111111111111111111110111 20191017001493 COVENANT Rec: 8108.50 10117/2019 3:00 PM KING COUNTY, WA DECLARATION OF COVENANT FOR MANTENANCE AND INSPECTION OF FLOW CONTROL BMPS GRANTOR: Kaiwaran Singh GRANTEE: City of Tukwila Legal Description: A PORTION OF LOT 16, BLOCK 4 OF ADAMS HOME TRACTS, RECORDS OF KING COUNTY, WASHINGTON Additional Legal Descriptions: See Exhibit A Assessor's Tax Parcel No.: 004000-0570 Reference Number: N/A IN CONSIDERATION of the approved City of Tukwila Short Subdivision Permit per Application No.: L19- 00 6 3 relating to the real property described above, and further described in Exhibit A, the Grantor hereby covenants with the City of Tukwila, that they will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 8 below with regard to the subject property. Grantors hereby grant, covenant and agree as follows: 1. Grantor and their successors in interest and assigns shall retain, uphold, and protect the stormwater management devices, features, pathways, limits and restrictions, known as Flow Control "Best Management Practices" (to be referred to as such, even if they are not in matter of fact the "best" practices available) or BMP's, shown on the approved Flow Control BMP Site Plan for the Property attached hereto and incorporated herein as Exhibit B. 2. The Owners shall at their own cost, operate, maintain, and keep in good repair, the Property's BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as Exhibit C. 3. The City of Tukwila shall provide at least 30 days written notice to the Owners that entry on the Property is planned for the inspection of the BMPs. After the 30 day, the Owners shall allow the City of Tukwila to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the City, the Owners may elect to engage a licensed Civil Engineer registered in the State of Washington who has expertise in drainage to inspect the BMPs and provide a written report describing their condition. If the Engineer option is chosen, the Owners shall provide written notice to the City of Tukwila within fifteen days of receiving the City's Notice of Inspection. Within 30 days of giving this notice, the Owners, or the Engineer on behalf of the Owners, shall provide the Engineer's Report to the City. If the report is not provided in a timely manner as specified above, the City may inspect the BMPs without further notice. 4. If the City of Tukwila determines from its inspection, or from an Engineers Report provided in accordance with the above Paragraph 3, that maintenance, repair, restoration, and/or mitigation work is required for the BMPs, the City shall notify the Owners of the specific maintenance, repair, restoration and/or mitigation work required. The City shall also set a reasonable deadline for completing the work or providing an Engineer's Report that verifies completion of the work. After the deadline has passed, the Owners shall allow the City access to re -inspect the BMPs unless an Engineer's Report has been provided verifying completion of the work. If the work is not completed properly within the time frame set by the City, the City may initiate an enforcement action. 5. Apart from performing routine landscape maintenance, the Owners are hereby required to obtain written approval from the City before performing any alterations or modification to the BMPs. 6. Any notice or approval required to be given by one party to the other under provisions of the Declaration of Covenant shall be effective upon personal delivery to the other party, or after three days from the date that the notice or approval is mailed with the delivery confirmation to the current address on record with each Party. The parties shall notify each other of any change to their addresses. 7. This Declaration of Covenant is intended to promote the efficient and effective management of surface water drainage on the Property, and it shall inure to the benefit of all the citizens of the City of Tukwila. 8. This Declaration of Covenant may be terminated by the execution of a written agreement by the Owners and the City of Tukwila that is recorded by King County in its real property records. 9. It is the intent of the Grantor that this agreement shall not be extinguished by the doctrine of merger. Dated this / day of DG % , 2019. STATE OF WASHINGTON ) Y•i,�`' ) SS. COUNTY OF PIERCE ) I certified that I know or have satisfactory evidence that t-ak Strrjnis the person who appeared before me, and said person acknowledged thathe signed this instrument and acknowledged it to be his/her free and voluntary act for the uses and purposes mentioned in the instrument. DATED this , day of OC o A -. , 2019 L`&\ NOTARY PUBLIC in and for the State of Washington, residing at ,. lUX4.A,VI\ My Appointment expires Rib-Lo(l UD Notary Public State of Washington LAUREN KAY SASNETT appointment Expires Feb 20, 2020 EXHIBIT "A" Located on Parcel No.: 004004-0570 Easement Description An easement for ingress, egress and utilities, over, along, under and across that portion of Lot 16; Block 4, ADAMS HOME TRACTS, according to the plat thereof recorded In Volume 11 of Plats, page 31, records of King County, Washington, described as follows: BEGINNING at the southeast comer of said Lot 16; Thence N 87°56'17"1N along the south line of said Lot 16 a distance of 20.67 feet; Thence N 01°13'18" E, parallel to the east line of said Lot 16, a distance of 125.41 feet to beginning of curve to the left; Thence 43.57 feet along said curve, having a delta of 89°09'351' and a radius of 28.00 feet to point of tangency: Thence N 87°56'17"W a distance of 17.41 feet; Thence N 01 °13'18"E a distance of 20.00 feet; Thence S 87°56'17"E a distance of 16.59 feet to beginning of curve to left; Thence 44.39 feet along said curve, having a delta of 90°50'25" and a radius of 28.00 feet to point of tangency; Thence N 01 °13'18"E, parallel to the east line of said Lot 16, a distance of 23.59 feet; Thence S 87°56'17"E a distance of 20.67 feet to intersect the said east line of Lot 16; Thence S 01 °13'18' W a distance of 225.00 feet to the POINT OF IGINAING. I": 44' PI /VA7ff 41/155 RhAD 175 W/1l ni0 /NF'II rye, TR!NCH W 4, D lS' EXHIBIT "C" INFILTRATION TRENCH CATCH BASIN MAINTENANCE Your property contains a stormwater management flow control BMP (best management practic:e) called "full infiltration," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious surfaces on your property. Full infiltration Is a method of soaking runoff from impervious area (such as paved areas and roofs) into the ground. If properly installed and maintained, full infiltration can manage runoff so that a majority of precipitation events are absorbed. Infiltration devices, such as gravel filled trenches, drywalls, and ground surface depressions, facilitate this process by putting runoff in direct contact with the soil and holding the runoff long enough to soak most of it into the ground. To be successful, the soil condition around the infiltration device must be rellabfy able to soak water into the ground for a reasonable number of years. The infiftratiop devices used on your property include the following as indicated on the flow control BMP site plan: &Travel filled trenches, 0 drywelis, 0 ground surface depressions. The size, placement, and composition of these devices as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Infiltration devices must be inspected annually and after major storm events to identify and repair arty physical defects. Maintenance and operation of the system should focus on ensuring the system's viability by preventing sediment -laden flows from entering the device. Excessive sedimentation will result in a plugged or non-functioning facility. ff the infiltration device has a catch basin, sediment accumulation must be removed on a yearly basis or more frequently if necessary. Prolonged ponding around or atop a device may indicate aplugged facility. If the device becomes plugged, it must be replaced. Keeping the areas that drainto infittrarren devices well swept and dean will enhance the longevity of these devices. For roofs, frequeriiteleaulag 4/tatters will reduce sediment loads to these devices. llIII1ffHIII II�R IIII II II 20191017001492 EASEMENT Roc: $107.50 10/1712019 3:00 PM KING COUNTY, WA Retum Address: Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, WA 98168 u EXCISE . ' NOT REQUIRED King ivision By puty AWibetLee 206-571-8794 Document Title: PRIVATE INGRESS, EGRESS, STORM SYSTEM AND UTILITIES EASEMENT Grantor. Grantee: Kalwaran Singh Kalwaran Singh Legal Description: A PORTION OF LOT 16, BLOCK 4 OF ADAMS HOME TRACTS, RECORDS OF KING COUNTY, WASHINGTON AND LOCATED IN THE NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. Additional Legal Description: Exhibit "A" Reference Number. N/A Tax ID Numbers: 004000-0570 PRIVATE INGRES“GRIaSS‘ STORM SYSTEM AN!? UTJLI" ES EASEMENT THIS PRIVATE INGRESS, EGRESS, STORM SYSTEM AND UTILITIES EASEMENT is entered into by and between Kalwaran Singh, the "Grantor, having ownership in properties described as follows: LOT 16, BLOCK 4 OF ADAMS HOME TRACTS, RECORDS OF KING COUNTY, WASHINGTON and Kalwaran Singh, the "Grantee", having ownership in properties described as follows: LOT 16, BLOCK 4 OF ADAMS HOME TRACTS, RECORDS OF KING COUNTY, WASHINGTON For and in consideration of Ten Dollars ($10.00) and other good and valuable consideration, the adequacy and receipt of which is hereby acknowledged, Grantor hereby conveys, grants and warrants to Grantee a permanent non-exclusive Easement for private ingress, egress, storm system and utilities, including appurtenances, under, over, through, upon, and across the real property for the benefit of proposed Short Plat legally described as follows: SEE EXHIBIT "A" Grantee shall have the right, without prior institution of any suit or proceeding at law, at times as may be necessary, to enter upon the Easement and adjoining property owned by Grantor for the purposes of installing, constricting, operating, maintaining, removing, repairing, replacing and using the private ingress, egress, storm system and utilities improvements, together with all the connections and appurtenances thereto of associated utilities systems. The Grantee shall, if the Easement is disturbed by the maintenance, removal, repair, or replacement any portion of the above improvements restore the surface of the Easement to a condition substantially equal to the condition that existed prior to the commencement of the maintenance, removal, repair, or replacement. The Grantor shall have the right to use the surface of said Easement area so long as Grantor's use does not interfere with the work of repairing, removing, replacing and adding to the private ingress, egress and utilities improvements, provided that no permanent building or structure of any kind shall be located on said Easement. The construction and installation of asphalt or concrete surfaces by Grantor is permitted. If the subject property Is further subdivided in the future, all private ingress, egress, storm system and utilities improvements must be installed in accordance with the requirements and codes in effect in City of Tukwila or its successors at the time of permit application for those improvements. Any of the owners may initiate an improvement or repair action. All owners shall share all associated costs on an equal basis, with no fees allowed for administration by one or more of the owners. All funds shall be due at the time that the work is billed by the respective contractor or professional. Independent payment schedules may be used if agreed upon by both of the owners. In the event that funds are not paid when due, the aggrieved owner or owners may initiate an action to collect the funds and shall be entitled to costs and a reasonable attomey's fee upon recovery. All property owners having interest in this easement acknowledge, in the event of an emergency or the eminent possibility of damage to adjacent properties, the right of City of Tukwila or its successors to enter onto said easement and perform necessary maintenance or repairs to restore proper function of the drainage system and/or other utilities. Such work must be limited to the effort necessary to restore the level of function of such drainage system and/or other utilities to that obtained under the originally approved and installed system or systems at the time of the origination of the short plat forming the subject lots. Such entry and maintenance or repair work will be done only upon notification of all property owners, excepting situations of a bona fide emergency nature in which time does not allow such notification. City of Tukwila or its successors is authorized in the event of such work as noted above to receive reimbursement for the above such services, provided that the property owners reserve the right to review, after the fact, full documentation of the need for such services and to inspect and comment upon documentation of labor, equipment and materials resources expended. Should disputation arise between any of the property owners and City of Tukwila or its successors relating to the above, appeals will be made to the Tukwila City Council or its successors. This easement and the covenants herein shall be covenants running with the land and shall benefit and bind the parties and their respective successors and assigns. Grantor warrants that Grantor has good title to the property, and warrants Grantee's title to and quiet enjoyment of the Easement conveyed herein. It is the intent of the Grantor that this agreement shall not be extinguished by the doctrine of merger. Dated this day of 0 cr , 2019. STATE OF WASHINGTON ) ) SS. COUNTY OF KING I certified that I know or have satisfactory evidence that ‘C-601Ax1441 rip is the person who appeared before me, and said person acknowledged tette/she signed this instrument and acknowledged it to be his/her free and voluntary act for the uses and purposes mentioned in the instrument. DATED this CID day of 0 e\vte-Ae-- , 2019 •-tA_ NOTARY PUBLIC in and or the State of Washington, residing at '11AN My Appointment expires Rdir)'Zoital-0 . Notary Public State of Washington LAUREN KAY SASNETT My Appointment Expires Feb 20, 2020 EXHIBIT "A" Located on Pecosi N+a.; 004000 0670 Easement Description An easement for ingress, egress and utilities, over, along, under and across that portion of Lot 16; Block 4, ADAMS HOME TRACTS, according to the plat thereof recorded in Volume -11 of Plats, page 31, records of King County, Washington, described as follows: BEGINNING at the southeast corner of said Lot 16; Thence N 87°56'17"W along the south line of said Lot 16 a.distance of 20.67 feet; Thence N 01 °13'18" E, parallel to the east line of said Lot 16, a distance of 125.41 feet to beginning of curve to the left; Thence 43.57 feet along said curve, having a delta of 89°09'35" and a radius of 28.00 feet to point of tangency; Thence N 87°56'17"W a distance of 17.41 feet; Thence N 01 °13'18"E a distance of 20.00 feet; Thence S 87°56'17"E a distance of 16.59 feet to beginning of curve to left; Thence 44.39 feet along said curve, having a delta of 90°50'25" and a radius of 28.00 feet to point of tangency; Thence N 01 °13'18"E, parallel to the east line of said Lot 16, a distance of 23.59 feet; Thence S 87°56'17"E a distance of 20.67 feet to intersect the said east line of Lot 16; Thence S 01 °13'18"W a distance of 225.00 feet to the POINT OF Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0191 Grantor: SIDHU HOMES INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington ork Location: Along S. 146th Street and adjacent o 46xx S. 146th Street. Abbreviated Work Description: Work within the City Right -of -Way; including traffic control, storm drainage, pavement cutting, paving, undergrounding of power & other utilities, and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of 71 1 , 2019. STATE OF WASHINGTON) )ss. County of King orized Signature / Grantor I certify that I know or have satisfactory evidence that / Pn-eCf Si .',sk S will is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath sta d that he was authorized to execute the instrument and acknowledged it as the _ prt Sefl fat /V Z of Sidhu Homes Inc., a corporation, to be the free and vo untary act of such party for the uses and purposes mentioned in this instrument. Dated 07/ 91/ vs 0 � . i A �`` ire 111 5-2 �' N11111NL. 7�n''�` ©1 W \ ,. Notary Public in and for the State of Washington residing at (.(K&u ; I C, My appointment expires / 9 / D, DATED this 2- 9+ day of GRANTEE: CITY o TUK A By: Print Name: Its: Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ,2019 On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. ,s1rOkf"Iiiii IP! i/ — o 0 (f) 1/131.‘ ,V I # , NS% Name: /\t 4 (,,L)er NOTARY PUBLIC, in and for the State of Washington, residing at /tAf4<2 3ct My commission expires: SIDHU HOMES INC Home Espanol Contact Search L&I Page 1 of 2 Safety & Health Claims & Insurance Washington State Department of Labor & Industries A-Z Index Help My [XI Workplace Rights Trades & Licensing SIDHU HOMES INC Owner or tradesperson Principals SINGH, GURDIP, PRESIDENT Grewal, Sukhbir Kaur, VICE PRESIDENT Doing business as SIDHU HOMES INC WA UBI No. 602 228 341 4642 S 146th St TUKWILA, WA 98168 206-244-1900 KING County Business type Corporation Governing persons SUKHBIR K GREWAL GURDIP SINGH; Certifications & Endorsements 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. SIDHUHI881JF Effective — expiration 04/06/2012— 03/22/2020 Bond Wesco Insurance Co Bond account no. 46WB074082 $12,000.00 Received by L&t Effective date 03/22/2016 03/1712016 Expiration date Until Canceled Bond history Insurance Rockingham Casualty Company $1,000,000.00 Policy no. Rock184-2268 Received by L&I Effective date 04/01/2019 04/26/2018 Expiration date 04126/2020 Help us improve haps://secure.lni.wa.gov/verify/Detail.aspx?UBI-602228341&LIC—SIDHUHI881.1F&SAW= 7/26/2019 77.00' 72.00' -' 85.08' m PH x D y mW f U -ni0 Z i Obi -' 0) N Af V wO 0 _ P. V �A wrp Ky a� 3 ~ rn opy ^� 4N j w L4 -I' iiil �� aw 3 ri No a-0' F LL N m N ci .Np WEST END CYCLONE FENCE AT ON LINE & 1.0 N. / D/ l \ i25.47_—�_--- I --- L6 No 20.67' WIDE EASEMENT FOR fNGRESS, EGRESS & UTILITIES .. r V L2 I o, J 76.00' I, 77,00' I 2.00' 4.95' f N> I PRIVA7E R� ADs 4"PYG 5 M \ ¢ W/fL'F W5 /NF/179, TRENCH W EARTHWORK: (For Lot 4 residence and private access road construction.) The estimated amount of earthwork is 400 cubic yards cut and 400 cubic yards fill, with the any excess amounts of cut material wasted on site or removed to an approved location. Some topsoil material will be saved for future site restoration, but not to an amount requiring stockpile identification. The site will create most of its cut material from foundation excavation and access road pavement. Fill will consist primarily of foundation backffll and minor perimeter wall backfill. Total Earthwork ,= 800 cubic yards SOIL AMENDMENT: (Lot 4 Residence Only) Lot 4 Area = 10,732 square feet Impervious Area = 4,888 square feet Net Pervious Area = 10,732 — 4,888 = 5,844 square feet Per King County Soil Amendment Calculator Option 3 - Import topsoil mix 8" thick import 144.1 cubic yards of topsoil mix (Note: Private access road requires no soil amendment) (Note: This area comprises all finished land surfaces on Lot 4 not covered by an impermeable surface such as parking pad, walks and patios/decks.) CONSTRUCTION SEQUENCE: 1. Establish Clearing Limits. 2. install silt fence and stabilized construction entrance. 3. Perform site grading and foundation excavation. 4. install buried utilities and drainage system. 5. Build house and access road. 6. Pave parking pad and walks. 7. Restore lawn and yard areas. 8, Remove TESCP measures not already removed. SOIL LOGS 22 APR 19 SOIL LOG 1 0 - 60"+ Silty LOAM W/TRACE OF CLAY (Note, the trace clay material is not predominant and is only noted as providing some adhesion where soil is damp. It was only noted by the slight binding of the damp soil when hand compressed.) SOIL LOG 2 0 - 60"+ Silty LOAM WfrRACE OF CLAY (Note, the trace clay material is not predominant add is only noted as providing some adhesion where soil is damp. It was only noted by the slight binding of the,damp soil when hand compressed.) NO WATER INDICATORS ENCOUNTERED IN LOGS. PER SIMPLIFIED INFILTRATION TEST AT SOIL LOG 2: 1-meas. = 4 inches per hour Acceptable TRENCH WILL BE SIZED USING MGS FLOOD PROGRAM (OUTPUT PRINTOUT ATTACHED TO REPORT) MEASURED INFILTRATION RATE ADJUSTMENT Was =1-meas x F-testing x F-geometry x F-plugging 1-meas = 4 min/in F-testing = 0.50 F-geometry= 4 x DNV + 0.05 D = 2' W = 10' (est) = 0.85 F-plugging = 0.8 Therefore: I -des = 4 x 0.5 x 0.85 x 8 = 1.36 in/hr RESULTING TRENCH PER MGS FLOOD (RATED AS "LID COMPLIANT") TRENCH: L = 190' W = 4' D = 2.5' IMPERVIOUS AREA TABULATION FOR TRENCH SIZING: LOT 1 - (Conservative est.) BLDG FOOT PRINT 3,168 sf ROOF OVERHANG 300 sf est./16" assumed PARKING PAD 600 sf incl. walk to driveway TOTAL 4,068 sf LOT 2 - (Conservative est.) BLDG FOOT PRINT 3,168 sf ROOF OVERHANG 300 sf est./16" assumed PARKING PAD 600 sf incl. walk to driveway TOTAL 4,068 sf LOT 3 - (Conservative est.) BLDG FOOT PRINT 3,168 sf ROOF OVERHANG 300 sf est./16" assumed PARKING PAD 600 sf incl. walk to driveway TOTAL 4,068 sf LOT 4 - (Per architect's plan) BLDG FOOT PRINT 3,168 sf ROOF OVERHANG 300 sf est./16" assumed PARKING PAD 1,420 sf incl. walk to driveway TOTAL 4,888 sf ACCESS ROAD AREA 6,000 sf incl. 65' turnaround and radii 20' X 300' TOTAL IMPERVIOUS 23,092 sf 0.53 ac REVISIONS No cr:arges shall be made to the scope Of work without pnor approval of the Tukwila Budding Division. NOTE: Revisions will require a new plan submittal and may include additional plan review. PLANNING APPROVED No changes can be made. to these plans without approval from the Planning Division of DCD Approved By- Cn4,L,+4 Date: '7-14a r These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance _ and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: _ Sheet 1 Cover Sheet Fil COPY � PerinN No Plan review approval is subject to errors ano omissions, Approval of construction documents does not allthortZe the vlotation of any adopted cafe or ordinance. Receipt of approved Feld Copy and conditions Is ntnowledged: ev: ,aG., Date: 0-712,9 City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 t:ity of Tt ik"i. n. U1 i uDo 65 Do E� C � 02� Y inn m =ins 0) O O Q CD _ rn a N N _Q ttA� C5 r4 R i— SEPARATE PERMIT REQUIRED FOR: ❑,�, /Medwicol t er EIectricai a o El Plumbing Gas Piping :o tY 0:0 N City of Tukwila y" E BUILDING DIVISION 0— 20 ZU-- g aa00 o to Lu(0 ate¢ RECE V'Z J o w to o TU . ILP PUBLIC SHEET INDEX: Sheet 1 Cover Sheet Sheet 2 Access Road Plan 4- Sheet 3 Lot 4 Planf -ESCP Sheet 4 Details RECEIVED CITY OF TUK%VILA JUL 09 2019 PERMIT CENTER w a1 zZ Z „<;, W 3 U w to rn ce `a. t- a 0 0 o Q. o m 1 o' ri Z 74 a Y �- 20. 0' 1 S01'13'30"W 310.34' 0 I .F j �R 'J �D �i U t ,�. i I JS'-tk• Osfl .sro �a D z 4 g� ( 3115y �cri c0i 4 tYf'W /'! V✓. S, �; r 51 ` �) (F/LLD .:l7bPE zT-�- g� r a'. L INES Wt !'! TURIVARU UN P) tzz,oy - .� (r" +a'q ��POSf/BtL` WA7fe/%FTE2 j1�f' nv'i + Y/, D. #IZS� a� � �$ sr//as� zs•_ac• [zs.aoy q Sg�p1ba y D *y CONCRETE DRIVEWAY CO %c� `� - Y% a aD �r --,_w- `v lY3^6 / t\eo*+ 5 ZDDRIVEWAY tpepk.C, FIX. 7-44-?) 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GDAD/�}/6� ALL UT//1!T/,ESTD BF la1S7A2ZZb Z-NAlp =.2 6,eVWIAID REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION W4 rNE�SS ,Po.9r� 'E7..�rA'/.v4 W14e I bD W. Z' 7eQFFjc . Lo,7D ,F6iU,v.: y 1n �,!AL, Foa O✓E27v2 U/a/� "G7` Z Epvrv. pMAk• = Spw i � ono 0o v, Oi V, PES00 = %67X3,1)t/ /57 PrF) .4 ��oo = (, CiY2, e7)(/ S"O POP) X(7, 4,67),C`2OGPcI-) `ova +z_� co M r. � 3NSc r C 74z ! # p�r4 y� m -� �6)m N t o Eca o' = N !a 26 th/lyY9 � j a cocq o - �EA'2 L!a7 �4�7.4%N/.�i!` I!✓/�LG - W_ .. trA'7,'ora -' v. 0/GA rj' �y /fr10ECT/oN HN 1\ ff,L Psotoe,-- p"y /G 9 Ps.G q 2 z.rP� r fy Dos - M — C6 7XVY15-0) Ad G Ii _ %6f l s'S8 •-1-/r6o3 APPROVED JUL 112019 PUBLIC works cQH)VI Sheet 2 Access Road Plan RECE1vcLf CITY OF TUK%*41LA JUL 09 2019 PERMIT CENTER s W Q z u.1 a z .Z.. as LU oz 3 -q w oa. d o p m .(L 2 �: 4 LLZ 3<<Z- 1,99./ 2S `pyt 'IS TIC- 9 % Y H► fl V t...! 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V OLZ M'0'8 'os J mne w '1'IVM '132i LZ �`,ZL'9LZ ,L l'LLZ 1 ' I f' p q < (3Nn UM30) ,00'aLZ='13'd y NIMMG [,00'L] ; 0 tfNttOOd qyq .SZ'SLZ="13"0nV (9Ni1 N30�IN) 3tlVNNtlO 00 1NOdS NM00 rft �tl rn.abo o `"f ,9Z'9ZZ='230 '0018 'JnV '02id n ti2� yLZ� ,9C£LZ='2Jo '0019 'JnV 'X3 '4~ oL oo'roLz=i3"onv yi ,£L'L8Z=6001d d01 L9'LLZ=80013 NIVW �p n [,00'L] L Om Vm 'v�Im>ini p n n 1S u49bt s XX9b py� 7c A �< 7T�Ti V l0 1 I gtioyZ� py� z 0 .=D ,'tyri 09 OGZ MOB .4SoCZ=:�3'3 m `'Y sC SOS 4LZ 'M'o'1 .00 trll='13'd ,9Z'GLZ='13-! �,a^ C�+vt '1 n Q N� S�"eo bak ,00•I t] L .. �. 7- 'V V -jut, 3NI- 90d Q31NIdd BLyz Vl LLZ 9`gL'L� Z� yL 9g N � N � V I� W N W V 0) V O W G! ,LO'LLZ .09'9LZ==' 'l�d O vi .OS"9CZ='l3"0n � i1) ZvgLZ N c Cn �! 1!t `N, 0 O Z , 9 Z .9 Z pZ6gZ ZOLL'L Lg Z 4.66 6�pL'L geyL 3� 3M DRAINAGE PLAN CLIENTS I 5 rv/and New Lot 4 Single FamilyResidence r28 Lot Short Plat Acces Road Sidhu Homes, Inc. an Sin h 9 46XX S. 146th Street 4642 S. 146th St. 5621 5621 S. 141st Street t LeyTukwila, WA 98168 Tukwila, WA 98168 Tukwila, WA 98168 /o' REV DESCRIPTION o DATE AP Pb PN: 004000-0570 206-244-1900 f `66LZ °�gLy64Z 96 ,.aZ Oyll� 11VM '.D1 1 - Z'9£] „£—,9£ Lon7] ,-V ,OS'HGZ 5p Z'9£1 „£—,9£ '09'aLZ os 79Z lol tiZ•L-01 g6gyZ� 0. es° 1 ogZ two" A►w___� C ��_ _fir_ •__t rtir+ .-r. ., a.. 14245 59th Avenue South Tukwila, WA 98168 Cell Phone: (206) 571-8794 FIGURE C.3.6.A SILT FENCE i-- JOINTS IN FILTER FABRIC SHALL BE SPLICED / AT POSTS. USE STAPLES, WIRE RINGS OR I EQUIVALENT TO ATTACH FABRIC TO POSTS. _- ��f _. fT, .T i T EQUIVALENT, I STANDARD 1_. i STRENGTH FABRIC USED FILTER FABRIC- 1 ! �+ DST SPACING MAY MINIMUM 4-x4' TRENCH-/ ` P INCREASED TO S'IF i� BACKFILL TRENCH WITH NATIVE SOIL WIRE BACKING IS USED OR 314- TO 1412- WASHED GRAVEL NOTE, FILTER FABRIC FENCES .2'x4' WOOD POSTS, STEEL FENCE -� SHALL BE INSTALLED ALONG POSTS, REBAR, OR EQUIVALENT CONTOURS WHENEVER POSSIBLE FIGURE C.3.6.E SILT FENCE INSTALLATION AND MAINTENANCE Oy irencb T-Ift4abric Sake T*O' Reildmce ht"tor tUntain and clean RIGHT-OF-WAY DRIVEWAY WIDTH LINE RESIDENTIAL 10' MIN. EDGE OF 30' MAX. SHOULDER P. COMM./INDUSTR. EDGE OF 25' MIN. Q PAVEMENT-7 SHOULDER PAVING AREA 4' MIN. ITV. _ Z W W I o 0,02 FT. /FT. 0,02-FT,/FT. 0.02 E - /FT. EXISTING GRAD SECTION A 1D WITHIN THE RIGHT-OF-WAY DRIVEWAYS SHALL BE 5. ALL TYPES OF PIPE SHALL HAVE MIN. 12' COVER TO PAVED FROM THE RIGHT-OF-WAY LINE TO THE EDGE FINISH GRADE. OF PAVEMENT WITH HOT MIX ASPHALT. NO CONCRETE 6. PIPE SHALL BE INSTALLED IN A STRAIGHT UNIFORM IS ALLOWED WITHIN THE RIGHT-OF-WAY UNLESS AS ALIGNMENT AT A MIN. 0.5% SLOPE (0.5 FF. PER SPECIFIED IN SEC.4.02. 100 FT.) WITH THE DOWNSTREAM END LOWER THAN 2. COMMERCIAL/INDUSTRIAL DRIVEWAYS WIDER THAN 35 FT. THE UPSTREAM END. MAY BE APPROVED BY THE COUNTY ROAD ENGINEER CONSIDERING BOTH TRAFFIC SAFETY AND THE ACTIVITY Z plpE MAY BE OMITTED IF ROADSIDE DITCH DOES BEING SERVED. NOT EXIST AND DRIVEWAY DOES NOT BLOCK ALL COMMERCIAL/INDUSTRIAL DRIVEWAYS SHALL HAVE AN NATURAL FLOW. EXPANSION JOINT LOCATED MID -WIDTH. (SEE SEC. 3.04.) B. DRIVEWAY SLOPE SHALL MATCH TO BACK EDGE OF SHOULDER, BUT SHOULDER SLOPE AND EDGE OF 3. PIPE SHALL BE: SHOULDER SHALL NOT BE ALTERED AS A RESULT OF A. SIZED TO CONVEY COMPUTED STORM WATER RUNOFF, DRIVEWAY CONSTRUCTION- ' AND - ELMIN, 12" DIAM., AND 9. SEE SEC. 3,01 AND 4.01 FOR DRIVEWAY AND C. EQUAL TO OR LARGER THAN EXISTING PIPES WITHIN SURFACING STANDARDS, 500 FT. UPSTREAM. 10. PIPING OF DITCHES SHALL BE ALLOWED ONLY 4. EXPOSED PIPE ENDS SHALL BE BEVELED TO MATCH WHERE DRIVEWAY ACCESS IS NECESSARY. THE SLOPE FACE AND PROJECT NO MORE THAN 2" BEYOND SLOPE SURFACE. PROJECTING HEADWALLS ARE NOT ACCEPTABLE. �J/y , nc a Department of TaPSPerm"" SHOULDER AND Fn 3"003 Road Services Divl5lon DrrCH SECTION DRIVEWAY 2016 Design and KI,, Coun1V C..A.cUoe Standards 3-14 FIGURE C3.1.A STABILTMD CONSTRUCTION ENTRANCE O FLOP � ooxlp R=26 MIN. '0p4pjH 4t 8' QUARRY SPACES IF A ROADSIDE DITCH IS PROVIDE FULL WIDTH OF PRESENT, INSTALL GEOTEXTILE DRIVEWAY CULVERT INGRESS/EGRESS AREA PER KCRDCS 12' MIN, THICKNESS NOTES: • PER KING COUNTY ROAD DESIGN AND CONSTRUCTION STANDARDS (KCRDCS), DRIVEWAYS SHALL BE PAVED TO EDGE OF R-O-W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. • IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD. FIGURE C.2.2.A TYPICAL TRENCH IpiMTRATION SYSTEM it t 4" RIGID OR 6" CB SUMP WlSOLID LID ROOF DRAM ^ FLEXIBLE PERFORATED II/ -- - ._---- --.-PIPE_-------. INFILTRATION TRENCH \ PLAN VIEW NTS j TRENCH SETBACK FROM ROOF GRAIN BUILDING AS REQUIRED, _15' MIN._ OVERFLOW SPLASH BLOCK- - 4" RIGID OR 6" FLEXIBLE (� PERFORATED PIPE 2f 4s ( WASHED ROCK 7 1'• nj" ___ V IN .. A - SETBACK VARIES ----- FROM BUILDING FINE MESH F MIN. SECTION VIEW SCREEN CB SUMP WISOLID LID ►�+ NTS COMPACTED BACKFILL j r FILTER FABRIC SEAL JOINT PAVEMENT RESTORATION 3HMACLJ- LIMI HMA EDGE , 1' BACK FROM / PG MATT (COMPACTED DEPTH) EDGE OF TRENCH f/// OR MATCH EXISTING (3 MIN WIDTH) WHICHEVER IS GREATER EXISTING BASE 1, 1, NATIVE SUBBASE HMA TRENCH RESTORATION St8' MINUS BACKFILL FOR TRENCH(CSTC PER WSDOT SA3.9(3T ,. PAVEMENT RESTORATION MATCH EXISTING DEPTH SEAL JOINT LIMITS, 1' BACK FROM PCCP PAVEMENT IS TO EDGE OF TRENCH EXCEPT BE CONSTRUCTED PER EXISTING PCCPA IF WITHIN 3'OF JOINT THEN WSDOT STANDARD 5-05 USE /' EPDXY COATED REPLACE TO JOINT SMOOTH DOWEL BAR 3' MIN. WIDTH 15' IN. 25' MIN- - NATIVE SUBBASE SEAL JOINT EXISTING HMA —� USE i' EPDXY COATED SMOOTH DOWEL BAR --� 1 PCCP TRENCH RESTORATION PAVEMENT RESTORATION LIMITS, I'BACK FROM EDGE OF TRENCH EXCEPT IF WITHIN 3' OF JOINT THEN REPLACE TO JOINT 3' MIN. WIDTH 2i �_ 12" MIN. V ABOVE SEASONAL HIGH GROUNDWATER TABLE, SEE SECTION C2.22 EXISTING BASE 0.5' BAR LENGTH 518' MINUS BACKFILL FOR TRENCH(CSTC PER WSDOT 9-03.9(3)),z -MATCH EXISTING ACP COMPACTED DEPTH WITH HMAYF. PG SBH-22 /— MATCH EXISTING DEPTH PCCP PAVEMENT IS TO BE CONSTRUCTED PER WSDOT STANDARD 5A5 ,-.15'MIN. 25' MIN. J_� •F• \- EXISTING BASE ..S. BAR NATIVE SUBBASE LENGTH 518' MINUS BACKFILL HMA OVER PCCP PERWSDOT9O3.9(3)),, TRENCH RESTORATION NOTES: 1, FOR TRENCHES LESS THAN 18" WIDE, USE 100 % CDF FOR TRENCH BACKFILL. 2. FOR TRENCHES GREATER THAN 18" WIDE, ALL BACKFILL IN RIGHT-OF-WAY SHALL BE J3" MINUS CRUSHED ROCK (CSTC PER WSDOT 9-03.9(3)). 3. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. NOTTO SCALE PAVEMENT RESTORATION city "f �A /� SHEET: RS-03 Tukwila LAST- APRIL 20fe —_-6) _- APPROVAL: H. PONNEKANTI SECTION A NTS 4" RIGID OR 6" FLEXIBLE PERFORATED PIPE Z r 1 I,'I,'t WASHED ROCK A 'FSS i?a 1> APPROVED C�l1D�t'/N6 ND.�'TLI tice /, JUL 112019 L;Ry Ot IUKWiIa PUBLIC Works Omni V REVIEWED FOR CODE COMPLIANCE APPROVED 6 2019 City of Tukwila I BUILDING DIVISION I RECEIVER CITY OF TUK%VILA JUL 0 9 2019 PERMIT CENTER It ON h "� UI 0 d) y 00 C? � v C: VN p rrCY'' H � V m c 772 m N Q' N y, N U M CO Z LL a (O O dC o.2 da O W Z(0 QO>Q O X O az t�cv a Z O 4.CL D; 0 (t) W 0 o as Z oo o0 0 0ELI Z O t P W�J O Q Q � nI 0 i MAIN INDEX P-1 SITE PLAN P-2 CRAWL SPACE & FOUNDATION PLAN P-3 MAIN FLOOR PLAN P-4 TOP FLOOR PLAN P-5 ELEVATIONS P-6 ELEVATIONS P-7 CROSS SECTION & DETAIL WINDOW SCHEDULE P-8 STRUCTURAL & GENERAL NOTES P-9 STRUCTURAL & GENERAL SPECS. P-1 0 STRUCTURAL & GENERAL NOTES P-1 I ROOF PLAN Nam HOUSE WILL BE SPRINKLED AS PER CITY OF TUKWILA CODE �.�Uf SITE PLAN SCALE: 1"=10'-O" 281.42 1594_lk , pb N87*52'41"W 126.26' C'4 IA _��41'-Y [41.24'] FA Lo �l ID El 1.00'j T.O.W. B.O. 282.50 275.50' P v' =276,50' EA276.68'Li ti P:EL,=2 49 T.O.W.74 E EL270 EIX 210 -10 117 .36'-3" [36.24'] U� T.O.W.- 8.0. 00 O 282.50 278.50' J4' [4.00'] 00 %A 36'-3" [36.24'] P EL.=274 E:EL.270.990 0 " L Q. PORCH 0277.17' \i 0276,72* SAO. E_ — T.O.W. B.O.W 274 270 —REr. WALL C) (0 ;` N "�p U? AGGREGATE ExPDR'VEWAYOSED :51 GARAGE S. I DRIVEWAY AT I 'Lo - MIN. 2% SLOPE ^C coCj n Lo cli A 1g.(N L--L ld— L _LL 0 cf) A c —EXISTING D/W c 4 TO BE REMOVED .A DRIVEWAY c EXPOSED AGGREGATE NO J_ 4 c 4 4 c 4. d. 0, 4 Wn 4 c 4 ov 8, 4 c LLJ 4*. DRIVEWAY 4 4 EXPOSED AGGREGATE 0 Zc 4 )-4 c < 3: LJ > Fy 4 I-_ dW -4 IS A o0l, vlyg <.4 4 ON "J 4 oN c R'� K N n kA 1� 4 S87*56'1 7"E 126.24' - . K2812*26 ') k 279.18 v11274.36 - _ 22 273.43 - 0 27'.50 A 0 n Ov1191 PAINTED FOG LINE _ 0 0 SOUTH 146th ST. 12 6. 2-4-' S87*56'1 7"E TQLn co > co 'o < a_ (D.Y 0 0 >iv 6i C-4 co wl CC Q LOT 46XX S 146th ST. CL TUKWILA, WA MAIN FLOOR=277.67' C0 TOP FLOOR=287.73' EX. AVG. BLDG. GR.=273,78' Z: PRO. AVG, BLDG. GR.=276.25' tC DRAINAGE (HIDDEN LINE) -FOOTINQ DRAIN .00'] (CENlER UNE) aim r. WALL n --I Lu n Lwe 5m Iz- R LIJ c 0 (N as cl mtu z 11 a 6i 63 0 ul 4. z U- - uj (L > NZI �20 0 w C'z 0 "6z cr !Y (J IL > W IL -1 W a < cr 0 0 :�'q M 'woop or Lu 0 L'_ 11 z Li 270.38, Lu 0 a j 411 Oil 1`111 tA ll��llii IMM0 I fe SCAI-ElW-ll 2.4 11 x /10 11 F7-s I s ,4zZ lZe".<' REVIEWED FOR CODE COMPLIANCE APPROVED 6 2019 City of Tuk-Mia BUILDING DIVISION, JUN 13 2019 , 9 PERMIT CENTEN Ml ;-A "Iz tc z, <OgE-22L TITLE PROPOSED FOR KALWARAN SINCH 46XX S 146th ST. TUKWILA, WA. DWN: H.B./N.S. SCALE: 1/4*"- V DATE: APR.09, 2019 CHKD: PHONE: 1 (206) 244-1900 DRAWING NC k DD19-7984—P2 Bruce MacVe gh, P.E. TUKWILA, WA, 206.242.-1'665 S14PATMINt. PAATFRIAI -q h. WAII I CIR47111P Sheathing Fasteners Apply Grp Surf Material Rabig Thick GU Ply Or Gvtv Size = Type Df Eq Fd Sk Notes In In lbefin In In E)d Struct Sh OSS 24/16 7116 - 3 Hoe 8=0 8d Nail N 3 6 Y 2,3 <-2-) E)d StructShOSB 24tt6 7f16- 3 Horz 83500 8d NO N 6 6 Y 3 Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.&7.1A --� a. Shear capacity for current dwaign has own Increased the value 10 ---- I panel orientation Is horizontal. See SDPVYS T43A Note 2. 2'X3 S.G./ 10 INGRESS/EGRESS WINDOW INGRESS/EGRESS WINDOW x LD TEM ERED INGRESS/EGRESS -0� WINDOW x BATH BATH FLEX F 7 ROOM 0 BEDROOM-2 1-71 00 LL2J 10 FAN LAUNDRY 0 .0 Z� BEDROOM-1 011 0 , x x = W.I.C. 'F.D. 0 iO J W.I.C. - I 2'8"X6'8' 2'8"X6'8" , L "- -1 U-- +cO (D 7 8 1 3'6"r 9-6 19'-10" 6'-4- �Z- 16'-6" 4 10 —, S (D 2 W. 1. C. `��SMOKE BATH '0 A ROM! & CARBON fN XIDE M P6 7 iv-1 (CO) AIIARM D2'6X 11- 2'6"X6'8" LOFT 2'6 AsA. "�YSMDKE ALARM & 1 o CARBON MONOXIDE CO) ALARM 42" MINIMUM GUARDRAILS ENSUITE -0 BEDROOM-3 OPEN TO 7 MASTER L, 0BELOW— NIM BEDROOM m N+ AN )R ILS �3- 8 1 J/ LOFT W.I.C. 14'-2" 8'-o' cyi INGRESS/EGRESS WINDOW FRENCH DOOR 0i 0 1 S.G/TEMPEREC 5 '9 qx 3 :5 VEO 0C 6 22" 6,6'X626, C2 c; I ALN. Y(B ATTIC ACCESS >'� c'� " , 42" MINIMUM GUAR DRAILS COVERED Q 3 X5 3'15' 3'f5' I -" - /,gz-- TOP FLOOR AREA = 3,027 SQ.FT. 0 P "'x OPEN TO BELOW AREA = 418 SQ.FT. NETTOP FL. AREA = 2,609 SQ.FT. HOLD DOWNS AND TIES KEY MODEL # CAPACITY NOTES A , MST48 4,770# 3.6'X 3.6'STUD/POST ABOVE HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE SEE MANUFACTURER'S CATALOG SPECIFICATIONS FOR CONNECTION ATTACHMENT SIZE AND TYPE FOR EACH OF THE ABOVE. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila I BUILDING DIVISION �-1 2N PROPOSED FOR KALWARAN 'NGH 46XX S 1461th ST. TUKWILA, WA. DWN: I H.B./N.S. SCALE: 1/4"-l' DATE: APR.09, 2019 CHKD: PHONE: (206) 244-1900 1 DRAWING Nt Bruce MacVeigh., P.E. TUKWILA, I WA. 206.242.7665 _. c v.VD" `�E.EI.=270.99' CO q p LPL ANCE ZO U�262019 City of T ukwit BUILDING ---.Ot- 210N T/TLE PROPOSEDJ,4 FOR KALWARANNCH 46XX S 146 TUKWILA, ST' JDWN, H.B SCALE: t/4"-�• DATE: APR.09, 2019 CHKD: (206 -' " 244-7900 DR,4 WING At, DD 19— 7g8— — Bruce "OcVeigh P WA TUKWILA E. 206 . 242. RIGHT E!._EVgT10N — SE.EL._27D.39' E. EL.=27 PTL.=27 12 6F�; TEMP. TEM L11 HARD[ -PLANK SIDING WITH CORNER TRIMS MAIN FLOOR=277.67' P.EL.=274.00' ------------------------------------- -- REAR ELEVATION E.EL.=270.39 M - LEFT ELEVATION NOTES 12 �6 CAULK AND SEAL, ALL WINDOW/DOOR AND EXTERIOR ENVELOPE PENETRATIONS GLAZING PER STATE ENERGY CODE SEPARATE PERMITS REQUIRED FOR FENCES, PLUMBING, MECHANICAL AND ELECTRICAL 50% OF ROOF VENTING SHALL OCCUR IN EAVES AS BIRD BLOCKING REFER TO ALL ELEVATIONS FOR TYPICAL NOTES S.G = SAFETY GLASS ALL EXTERIOR WALLS MUST BE COVERED WITH A PERMANENT WATERPROOF MEMBRANE BEFORE THE MASONRY IS INSTALLED. MEMBRANE MUST EXTEND OVER BASE FLASHING ON TOP OF THE FOUNDATION. FLASHING MUST BE CONTINUOUS AROUND THE ENTIRE FOUNDATION AND ALL SPLICES MUST BE SEALED AND WATERTIGHT. THE BASE FLASHING SEAMS, INSIDE AND OUTSIDE CORNERS, OVERLAPS, ETC, SHOULD BE PERMANENTLY SEALED PER THE MANUFACTURERS' WRITTEN INSTRUCTIONS. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION THE FLASHING MUST EXTEND OVER AND PAST THE FOUNDATION ONE-HALF INCH, PASS OVER THE FOUNDATION LEDGE THAT SUPPORTS THE RECEIVED MASONRY, AND TURN UP THE VERTICAL WALL AT LEAST 16 INCHES IN ONE CONTINUOUS PIECE. CITY OF TUKWILA ALL STORM WATER FROM ROOFS SHOULD BE PIPED AWAY FROM THE HOUSE IN BURIED 4-INCH DIAMETER PIPES. ALL FITTINGS JUN 13 2019 UNDERGROUND SHALL BE NO GREATER THAN A 45 DEGREE ANGLE TO FACILITATE CLEANING EQUIPMENT IN THE EVENT OF A FUTURE CLOG. PERMIT CENTER CONTINUOUS GUTTERS SHALL BE INSTALLED THAT CAPTURE ALL ROOF STORM WATER. WOOD SURFACES THAT WILL BE PAINTED SHOULD BE PRIMED AND FINISHED PAINTED ON ALL SURFACES AND CUT EDGES BEFORE THE W001 IS INSTALLED. THE PAYOFF IS A PAINTED FINISHED THAT RARELY WILL BLISTER OR PEEL. THE PRIMERS USED TO PAINT BARE WOOD SHALL BE THE ONES RECOMMENDED BY THE FINISH PAINT MANUFACTURER. OFTEN THE FINISH PAINT WILL BOND MUCH BETTER TO A PRIMER DESIGNED TO WORK WITH THE FINISH PAINT. THE FINISH PAINT SHALL BE ACRYLIC -URETHANE RESIN PAINT (E.G. SHERWIN WILLIAMS "DURATION" OR SEARS & ROEBUCK'S "WEATHERBEATER ULTRA"). ALL CRACKS BETWEEN DISSIMILAR MATERIALS SHALL BE CAULKED WITH TOP -GRADE ACRYLIC -SILICONE BLEND PAINTABLE CAULK. T IRES: 41241 1 PROPOSED FOR KALWARAN SINGH 46XX S 14 th ST. TUKWILA, WA. DWN: I H.B./N.S. SCALE: 1/4"-i' DATE: APR.09, 2019 CHKD: (PHONE:' (206) 244-19001 'I DRAWING N . Bruce MacVeigh, P.E. TUKWILA, WA, 206.242. 7665 0 2 X TRUSS OF ROOF FRAMING R-49 ATTIC INSULATION YZ" DRYWALL 10" x %'* ANCHOR BOLTS 7" EMBEDMENT ® 48" SPACING 8"THICK CONC. WALL -- DRAIN TILE,` 42" MINIMUM GUARDRAILS NOTE: TRUSS-LAYQUT VVI.I. E-PROWDED-. TO THE PLAN EXAMINER 7 DAYS IN ADVANCE BEFORE INSTALLATION FOR APPROVAL, DESIGNED BY TRUSS CO. ENG. HEADERS: (SIZE DETERMINED BY OPENING WIDTH) STUDS 2X4 0 12"O.C. LOFT FLEX ROOM TOP FLOOR=287.73 CONC_ TILE ROOF IX4 STRAPPING, BUILDING PAPER. "RIDGE VENTING' TYP EXT. WALL CONSTRUCTION: HARDI-PLANK SIDING BUILDING WRAP 7/6" OSB SHEATHING 2'.X6" STUDS 016" O.C. R21 BATT INSULATION Ya" GYPSUM BOARD TYP FLOOR (:ONSIKU(:IIUN'- 3/4" T&G PLYWOOD T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING I I OR AS PER FLOOR DESIGN I BY OTHERS FAMILY ROOM I I LIVING I I I I FINISH TO CODE -FRAMING -INSULATION -VAPOUR BARRIER MAIN FLOOR=277.67 J -DRYWALL '---------— — — — — — — FINI HED GRA PRO. AVG. BLDG.GR.=276.25 INSULATION --------------EX. AVG_BLDG. GR.=273.78--- ------------------- 6 MIL BLACK #(4) ® 48" O.C. FOR — — — — — — — —[VAPOR BARRIER — — — CONSTRUCTION JOINTIti -------IN-------------------- COMPACTED GRANULAR UNDISTURBED SOIL 1) #4 CONTINUOUS OR AS CALCULATED BY CIVIL ENG. Note: Section notes by P. Eng. shall have precedence over designer's notes. S ENG. JOIST & SECTION A SCALE:1/4"-1' P2-P4 1" PLYWOOD STEPS AND NOSING s Fa TYP. STAIR DETAIL SCALE:1 /2"-1' P3-P4 w C WINDOW SCHEDULE GLAZING/SKYLIGHT BY TYPE NO. MANUFACTURER FRAME MATERIAL SIZE QTY. U-VALUE AREA S.F. 1 JELD-WEN WINDOWS VINYL 2'X3' 4 0.30 6 2 JELD-WEN WINDOWS VINYL 2'X6' 2 0.30 12 3 JELD-WEN WINDOWS VINYL 2'X7' 2 0.30 14 4 JELD-WEN WINDOWS VINYL 3'X2' 1 0.30 6 5 1 JELD-WEN WINDOWS VINYL SX4' 2 0.30 12 6 JELD-WEN WINDOWS VINYL SX5' 5 0.30 15 7 JELD-WEN WINDOWS VINYL SX6' 3 0.30 18 8 JELD-WEN WINDOWS VINYL 4'X4' 2 0.30 16 9 JELD-WEN WINDOWS VINYL 4'X6' 3 0.30 24 10 JELD-WEN WINDOWS VINYL 05' 5 0.30 30 11 JELD-WEN WINDOWS VINYL 06' 5 0.30 36 1 189 I Tu91►11191TiT Tell d 1. CONTRACTORS SHALL VERIFY ALL ROUGH OPENINGS. SUBMIT SHOP DRAWINGS 2. OVERALL WINDOW DIMENSIONS ARE MEASURED TO ROUGH OPENINGS, WINDOW MANUFACTURER TO COORDINATE WINDOW SYSTEMS WITH ROUGH OPENINGS 3. WINDOW MANUFACTURER SHALL MEET SEISMIC AND WIND CRITERIA GENERAL NOTES ALL CONSTRUCTION PER APPLICABLE CODE AND ORDINANCES 2015 IRC, IBC - 2015 WASHINGTON STATE ENERGY CODE VERIFY ALL DIMENSION ON THE JOB SITE. BRING DISCREPANCIES TO THE ATTENTION OF OWNER OR DESIGNER OWNER WILL VERIFY WINDOW SIZES AND MANUFACTURER WITH FRAMER BEFORE THE START OF THE CONSTRUCTION ONE WINDOW PER BEDROOM SHALL MEET EGRESS CODE SKYLIGHTS PER 2015 IBC OWNER WILL VERIFY ELECTRICAL AND HEAT LAYOUT WITH THE INSTALLER BEFORE INSTALLATION TJI PRODUCTS TO BE INSTALLED PER MANUFACTUER'S INSTALLATION GUIDE AND APPROVED REPORTS ALL METAL CONNECTION WITH TREATED WOOD SHALL BE AT A MIN. TRIPLE ZINC ZMAX (G185 PER ASTM A653); HOT DIP GALVANIZE (ASTM A123 FOR CONNECTORS AND ASTM 153 FOR FASTENERS AND ANCHORS REVIEWED FOR CODE COMPLIANCE APPROVED 1 JUL 2 6 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 13 2019 PERMIT CENTER TITLE PROPOSED FOR KALWARAN INCH 46XX S 146 h ST. TUKWILA, A. DWN: I H.B./N.S. SCALE: AS NOTED DATE: APR.09, 2019 CHKD: ONE: (206) 244-1900 FDRAWING N . Bruce MacVeigh, P.E. TUKWILA, WA. 206.242. 665 STAIRS AND RAILING NOTES: 1. Handrails height measured vertically from the sloped plane adjoining the tread nosing or finished surface of FIREPLACE HEARTH EXTENSIONS: - 1. Hearth extensions shall extend at'Feast 16" in front of and at least 8" beyond each side Aft ACIII General ramped slope, shall be no less than 34"not greater than 38". Spacing between the wall and handrail shall be not less than 1 112". All required handra0s shall provide adequate graspability. of the fireplace opening. Where the fireplace opening is 6 sq.fL or larger, the hearth extension shall extend at least 20" beyond each side of the fireplace opening. 2. All stairways shall have a min, of 6' 8" headroom clearance, measured vertically from the sloped plane. WOOD AND LUMBER: D Arhk4V® '� is Stairways shall be not less than 36" in clear width at all points. Usable space under stairs shall be protected with e m gypsum board from the enclosed side. 3. The max. riser height shall 7 The riser shall be measured vertically between leading edges of the . 1. All wood contact with concrete or masonry stab that Is in direct contact with the - earth shall be naturally durable or preservative -treated wood. '.- iffy a �j treads. The tread depth the t d de be The largest tread 2, Wood, siding, sheathing and wal(ftaming on the exterior of a building must have a dearence of 6 inches adjacent minimum shall rise or run may not exceed smallest by more than 3/8r. Winder treads shall have a min. tread depth of at any poem' :. from the ground, except where material used is naturally durable or preservative -treated wood. 4, There shall be floor landing the top and bottom of A o stairway. A flight of stairs shall not have a 3. The post and columns shalt be restrained to prevent lateral displacement at the bottom end. Wood columns GENERAL NOTES: gsch vertical rise greater than 12.0' between floor levels or landings. The width of each landing shall not be less than 1 a shall be not less than 4" x 4" and steel columns shall be not less than 3 inches dia. standard pipe or equivalent. 4. Plywood sub Flooring shall be 314" T.&G. COX or 11116" OSB (glued and nailed). 1. Approved site address shall be provided for all new constructions in such position as to be plainly visible the stairway served. Every landing shall have a min. of 36' measured in the direction traveled. Exception: A floor or landing is not required at the top of an Interior flight of stairs, including stairs in an enclosed Wall and roof sheathing shall be 1/2" COX or 7116" OSB nailed per shear wall schedule. from the street fronting the structure. 2. Walls and floors separating dwelling units in the same building shall not be less than 1-hr fire resistive garage, provided a door does not swing over the stairs. All interior and exterior stairways shall be provided with Wood trusses shall be designed with approved engineering practice. Trusses shall be 5. braced to prevent rotation and provide lateral stability. Roof truss design and a shop drawings shall be construction tid landing. The ldit the ll m1 a means to illuminate the stairs and e floor or landing at exit door shall not be ore than .5" lower than the top of the threshold. There shall be wall switch at each floor level to control the lighting, where the : provided to the building official at the time of permit application and shall be on site prior to erection, 3. Garage shall be e. Grated from the residence and its attic area a not less than 1/2" um board applied 9 P Y 9YPs PP to the garage side. Garages beneath habitable rooms shall be separated from all habitable stairway has six or more risers. The illumination of exterior stairways shall be controlled from Inside the dwelling i FIELD MEASUREMENTS of building framing must be done (to verity drawing/field accuracy) prior to ;ordering of Trusses. rooms above by not less than 5/8" Type "X" gypsum board. 4. R-3 Single-Familyacio residence, duplexes shall not exceed height. OOrt 5. Spiral stairways are permitted, provided the min. width of 26" with each tread of min. of 7 1/2' at 12" from the 6. The end of each joist , beam or girder shall have min. of 1 1/2" bearing on wood or metal and min. of 3" on masonry or concrete. Joists framing from opposite sides over a bearing support shall lap a min. of 3" and ultownhouses y limit i (IRC Section 503 Table 503) Zoning regulations or Deed restrictions may limit the height of structure narrower edge. All treads shall be identical and with a max. rise of 9 1f2". A minimum headroom shall be 6` - 6". shall be nailed together with a min. of three 10d face nails. more stringently. 5. Dwelling units shall have at least one room with not less than 120 Floor area. Other habitable rooms, (IRC R311.8.1) 6. Porches, balcony, ramps or raised floor surfaces located more than 30 inches above the floor or grade below and not Less to depth than the cut end of the rafter. Rafters 7. Ridge board shall be b least r to each shall be framed to ridge board or to each other with a gusset plate as a fled At all valley and hips there shall be not less than re in any dimension. except kitchen, shall have an area of not mess than 70 and a not le shall have guards not less than 36" In height. Open sides of stairs with total rise of more than 30" shall have guards not less than 34" in height measured vertically from the nosing of the heads. Opening in guards must be a valley or hip rafter min, of 2" thickness and not less in depth than the cut end of the rafters. poet 11 6. All wood in contact with the ground or embedded in concrete shall approved pressure -treated wood. such that a 4" sphere can not through. 8• Ceiling joists shall be continuous or securely joined where they meet over interior partitions and nailed to ov 7. End of wood girders entering concrete or masonry walls shall be provided with a 112" air space on tops, pass adjacant rafters to provide a continuous tie across the building when such joists are parallel to the rafters. sides, and ends unless naturally durable or pressure -treated wood used. SAFETY GLAZING REQUIRED• 8. Whether resistive sheathing paper as asphalt -saturated felt must be free from holes and breaks, weighing no less than 14 pound per sq.ft. Such felt shall be applied horizontally with the upper layer lapped over the R308J Each pane of glass Installed in a hazardous location shall be provided with a manufacturer's designation ! MECHANICAL: All appliances must be Installed per manufacturer specifications. lower layer not less than 2" and where joints occur, felt shall be gapped not less than 6". specifying who applied the designation, designating the type of glass and the safety glazing standard. The d a I designation 1 be visib ninstallation n shall be acid etched sand -blasted ceramic fired laser shall to in the final 1. Every dwelling. unit shall be provided with heating facilities capable of maintaining a min, 9. Provide caulking, sealing, weather stripping to prevent air leakage around:room etched, embossed or on that cannot be removed without being destroyed. emoen temperatures of 66 dog. F in all habitable rooms. Each heating -cooling system shall be all windows and exterior doors, opening between walls and foundation, R308.4 Hazardous locations. The following shall be considered specific hazardous locations for the purposes of provided with at least one temperature control device. -_ 2 All warm air furnaces shall be listed and labeled by an approved agency and installed shall opening between walls and roof, opening at all penetrations of the building envelope for utility services. glazing: 1. Glazing In all fixed and operable panels of swinging, sliding and bifold doors. manufacturer specifications. 3. Appliances shall be accessible for. inspection, service and replacement without removing - 10. All access doors from conditioned to unconditioned spaces attics, crawls aces, etc, shall be weather p ( p ) Exceptions: 1. Glazed openings of a size through which a adroit diameter (76 ram) sphere is unable to pass. permanent construction. stripped and insulated to the level equivalent to the Insulation on the surrounding surfaces. 2. Decorative glazing. having Ignition 4. Appliances having an ignition source shall be elevated such that the source ignition is not Less than 16 inches above the floorof garage, and shall be protected from Impact by FOOTING AND FOUNDATION: /. All footing shall be supported on undisturbed natural sailor engineered fill. R30$.4.2. Glazing in an individual fixed or operable panel adjacent to a door where the nearest vertical edge is within a 4nchabove (the ram) anal the door in a closed position and whose bottom edge is less than automobiles. 5. Appliances designed to be fixed irposition shall be fastened or anchored in an approved 2. Footing for masonry fireplaces and chimneys shall be constructed of concrete or solid masonry at least s 60 inches above the floor or walking surface. manor. Temperature and pressure relief valves shall be drained to outside. Drain may not _ 12"thick and shall extend at least beyond the face of the foundation wall. Exceptions: be trapped and must terminate from 2" - 6" from the ground. Where required, an approved to 3. Concrete foundation watts shall extend above finished grade adjacent to the foundation 1. Decorative glazing. expansion tank shalt be provided. at all points a min. of 4' where masonry used and a min. of 6" elsewhere. 4. All exterior footings shall be placed at least 18" below undisturbed ground surface. 2. When there an intervening wail or other permanent barrier between the door and the glazing. 6. Where applicable, provide water hammer arrestors at all quick -acting valves at plumbing supply. 5. A ground cover of 6 mil. black polyethylene shall be laid over the ground within crawl spaces. The ground 3. Glazing in walls on the latch side of ands to perpendicular to the plane of the door in n closed position. al 4. Glazing wheys access through the door is to a closet or storage area 3-ft or less in depth. 7• Clothes dryer exhaust ducts shall terminate outside the building, and be equipped with a - cover shall be overlapped 12" min, at the joints and shall extend to the foundation wall. The ground cover 5. Glazing that (s adjacent to the fixed of patio doors. damper. The max. a clothes dryer exhaust shall be not more than B. r may be omitted ff crawl space has concrete slab of min. 3 1/2" to thickness. panel frombackdraft wall r 2 from the dryer location to the wait or roof termination. Duct length must be reduced by 2.5 ft. DRAINAGE NOTES: R308A.3. Glazing in an individual fixed or operable panel that meets all of the following conditions: for45 deg, bend and 5 ft. for 90 deg. bend. - All showers and tubs shall have pressure balancer or thermostatic controlled mixer valves. 1. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collectioncollection8. on so 1. The exposed area of the an Individual pane is larger than 9 square feet; and the 2The bottom edge of gglazing Is less than 18 inches above the floor, and 9. All heating duct within unconditioned spaces shall be Insulated, as to not create a hazard. Lots shall be graded to drain surface water away from foundation walls. . 3. The top edge of the glazing Is more than 10. Installer shall leave the manufacturers Installation and operating instructions attached to the FRAMING NOTES: 36 inches above the floor; and appliance. 1. Access to all under floor spaces shall be provided with a min. opening of 18" x 24". 4. One or more walking surfaces are within 36 inches, measured horizontally and in a straight line, of the glazing. Exceptions: ":. VAPOR RETARDERfM01STURE CONTROL: IRC R702.7 Class b It, or III, vapor retarders shall be 2. Underfloor clearance shall be a min. of 18" to the floorjoist and 12" min. to the wood girders. 1. Decorative glazing. Instaliad on the interior side of the framed walls. Sheet polyethylene, Imperforated aluminum foil, 3. Attic with a minimum vertical height of 30" must be provided with a minimum access opening of not less than 22" x 30". 2. When a horizontal rail is Installed on the accessible side(s) of the glazing 34 to 38 Inches above the walking kraft4specificationsedfib a kraft-faced fiberglass batty, latex or enamel paints in stalled In accordance with manufacturer , l hex or na In stalled i surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot without are deemed I, It, or Ill. baits shalt face stapled over studs. DOORS AND WINDOWS: 1. At tease one exit door shall be provided for each dwelling unit. The required exit door ht i l h ti I 38 hmm)n cross sectional f 11/2 i i i d b l h contacting the glass ane a minimum oinches ( 3. Outboard panes in insulating glass units and other multiple glazed panels when the bottom edge of the glass is :AIR LEAKAGE INCLUDING RECESSED rifted FIXTURES: , The shall be aside -hinged door not less than 36' in width and 80" to height - 2. Openings from a garage directly into room used for sleeping purposes shall not be permitted. Other 25 feet or more above grade, a roof, walking surfaces or other horizontal [within 45 degrees of hodzontaij surface building or dwelling shaft be tested and verified as having an air leakage rate not exceeding 5 air an it leakage r to not exceeding changes per hour. Testing shall be conducted with a blower door in accordance with IECClWSEC opening between garage and residence shall be 20-minute fire -rated doors. adjacent to the glass exterior. R402.4.1.2. A written report of the results of the test shall be signed by the party conducting the test 3. All sleeping rooms and basement are required to have egress windows. The window shall have a min. net clear openable area of The min, net clear openable height shall and min. openable width shall not fees than wind The window shall R308.4.4. All glazing in guards and railings regardless of area or height above a walking surface, including and provided to the building inspector during the final inspection. Provisions to limit air leakage shall be '. provided to those locations separating outdoor ambient conditions from Interior spaces that are heated or d above the Floor. Window coatis shalt provided when egress windows have a have finished sill height not more than a oo have finished structural baluster panels and nonstructural infill panels. Glass used as a handrail assembly or a guard section P p y 9 shall be firmly supported on all edges. As option glazing not supported on approved subject data shall ! mechanically cold. Seats & Weather-stripping: a) Exterior Joints around windows and door frames, openings to finished sill height below adjacent ground elevation. The well shall allow the window to be fully opened and provide a min, a el ed shop drawings, and analysts test data assuring safe to derided construction documents, test ng , between walls and foundation, between walls and roof and wall panels; openings at penetrations of accessible net clear opening of 9 sq.ft. with a min. dimension of 36". Window wells with ion prep ro performance for the specific installation prepared by a registered design professional shall be required. (ref specific I utility services through walls; floors, and roofs; and at all other openings in the building envelope, and between a vertical depth of more than 44" shall be provided with a permanent ladder. IBC2403) dwelling units shall be sealed, caulked, gasketed or weather-stripped to limit air leakage. Other exterior joints 4. Any change in windows must be approved by the Building Department prior to installation. NFRC compliance slicker shall and seams and seams shall be similarly treated or taped, or covered with moisture vapor permeable house remain on the windows unlit the framing inspection has been approved by the Building Department R306.4.5. Glazing and wet surfaces including enclosures or walls facing hot tubs, whirlpools, saunas, steam -. wrap. b) All exterior doors or doors serving as access to an enclosed unheated area shall be weather-stripped VENTILATION NOTES: rooms, bathtubs and showers where the bottom -exposed edge of the glazing is less than 60 Inches measured : to limit air leakage around the perimeter when in a closed position. c) Site built windows are exempt from around but shall be made tight fitting: Fixed lites shall have glass retained by stops with sealant or caulking all 1. All habitable rooms must be provided with natural light (glazing area min. 8 percent of the floor area such room) and iertically above any standing or walking surface and less than 60-Inches measured horizontally In a straight line -:. around. ventilation, and have a min. openable area to the outdoor of 4 percent offithe floor area being ventilated.. from the waters edge of a bathtub, hot spa, or whirlpool, or swimming pool. :RECESSED LIGHTING FIXTURES shall be type IC rated, and ins and certified under ASTM283 to have no 2. For the purpose of air flow, all interior doors shall be undercut to a min. of 112" above the surface of the finished floor covering. Glazing In walls and fences adjacent to indoor and outdoor swimming pools, hot tubs and spas where the bottom ` more than 2.0 chn air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be EXHAUST FANS: IRC R303A, Section M1501, M1507. Exhaust fans are required in each kitchen, bathroom, water closet edge of the glazing is Tess than 60 inches above a walking surface and within 60 inches, measured horizontally ' tested at 75 Pascal's or 1.57-Iba/sq. ft. pressure difference and have a label attached, showing with this test method. Recessed lighting fixtures shall be Installed with a gasket or caulk between the fixture and ceiling to room, laundry facility, indoor swimming pool, spa and other rooms where excess water vapor or cooking odor is produced. The and in a straight line, of the water's edge. This shall apply to single glazing and all panes In multiple glazing. prevent air leakage. air removed by every mechanical exhaust system shall be discharged outdoors at a point where it will not cause a nuisance and R308.4.6. Glazing adjacent to stairways, landings and ramps less than 36 Inches above the plane of the walking not less than the distances surface. ELECTRICAL NOTES: specified in IMC Section 601.2.1. The air shall be discharged to a location from which it cannot again be readily drawn in Exceptions: 1. Separate permit may be required for electrical, mechanical and plumbing Inspections. All by a ventilating system. Dryer exhaust ducts shall not be exhausted into an attic or crawl space. The termination point shall be When a rail is installed on the accessible side(s) of the glazing 34 to electrical wiring and installations shall be as required by state and local electrical codes. located at least 3-feet from property1. tines, 3-feet in any direction from openings Into the buildings and 10-feet from mechanical air intakes 38 inches above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per 2. Provide GFI for all bath receptacles and waterproof outlets with 6'-W of all sinks and lays. 3. Smoke detectors shalt be installed lasteeping area, outside of each sleeping area in the linear foot without contacting the glass and be a minimum of 1112 inches in cross sectional height, 2. Glazing 36-Inches or more measured horizontally from the walking surface. on immediate vicinity of the bedrooms and nd on each additional story of the dwelling including SEALS AND WEATHERSTRIPPING: basement but not crawl space or uninhabitable attics. Smoke detectors shall be interconnected 1. Apply DuPont FlexWrap self adhesive material into the windows rough opening prior Glazing adjacent the stair finding at the bottom of stairway the glazing is Tess than 36- itches in such a manner that the actuation of one alarm will activate all of the alarms, in new to windows installation, per manufacturer's omendair a tread. Inches above the landing and within 60 inches horizontally of the bottom tread b d construction, the required smoke alarm shall - Int their power from the building wiring when d le 2. Exterior doors and windows shall be designed to limit air leakage into or from the building envelope. madwindows Exceptions: such wiring is served, and when primary power is tnierruptedsha0 receive power from a battery. is 2a. Exterior joints around windows and door frames, opening between walls and foundation, between walls and roof and wall The side of the stairway has a or handrail, including balusters or in -fill panels, complying with s shall Smoke detectors snail be a min. of 3'-0' from duct opening. to -. -Receptaclesfrom panels; opening at penetrations of utility services through walls, floors and roofs; and all other openings in the building envelope 8 Sections R311.7.6 and R312 and the plane of the glass Is more than 18 inches from the guard.\ lane o t 4. All receptacles rounded located in kitchen and bathrooms P g and between units shall be sealed, caulked, gasketed or weatherstdpped to limit air leakage. 3. All exterior doors or doors serving as access to an enclosed unheated area shall be weatherstripped to limit leakage around BATH AND SHOWERS: shall be installed above the work top. op. - 5. Outlets in garage, mechanical rooms and unconditioned storage shall be mounted 18" off floor, their perimeter when in a closed position. 4. Site built windows shall be made tightfitting. Fixed lites shall have glass retained by stops with sealant or caulking all around. 1. All walls and ceilings of bathtub and shower enclosures areas shalt be covered with approved waterproof and shall be GFI circuit. 6. All recessed lighting to be thermally protected. Operating sash shall have weatherstripping working against overlapping trim and and a closerllatch which will hold the sash material. 2. Shower walls and floors, and walls above the bathtubs with installed shower heads shall be finished with a 7. All ceiling boxes used for support offans, shall be approved type, and securely fastened to building frame. closed. The window frame to framing crock shall be made tight with caulking, overlapping membrane or other approved nonabsorbent material. Such wall surface shall extend to a height of not less than 6'-W above finished floor. 8. interior shay be provided with a tight scarce boated In the immediate vicinity of each the technique. 3. Water resistant gypsum board shall not be installed over a vapor retarder in a shower or tub compartments. of st landing iothe stairway. All exterior building and connected to the common house meter must meet high INSULATION NOTES: 4. All surfaces immediately adjacent to washer, dryer and laundry tubs shall be surfaced with approved waterproof material. a cocooned b photocell ` efficiency requirements and controlled by photocell that prevent operation during daylight hours. 1. Wall insulation, attic, vaulted ceiling and under -floor insulation shall be in accordance with a local energy code. Insulate behind 5. All bathroom and utility room floor shall be finished with approved nonabsorptive material. 10. Exterior stairways shall be providetlwtth a light source located In the Im nkfate vicinity of the top of the tubs and showers. Insulation baffles to maintain min. 1" air space above insulation. Extend baffle 6" above batt insulation. Extend 6. Kitchen floor shay be finished with approved nonabsorptive material landing of the stairway. The illumination of exterior stairways shall be controlled from inside the dwelling unit. baffle 12' above blown insulation. 2. All ductwork shall be insulated without impingement from building Surface. 7. Shower shall have a min. finished interior floor area of 1024 sq.in. and shall also be capable of encompassing a 30" circle. - LIGHTING: IECCAVSEC R404 &Chapter 2. A minimum of 75°fo of permanently Installed fames In 3. In deep frost line areas, or as required by local code, water pipes outside of the conditioned 8. Water closet shall located in a clear space not less than 30 inches In width. The clear lighting fixtures shall be high -efficacy tamps. Fuel gas lighting systems shall not have continuously space shall Insulated to min, of l b space in front shall be min. of 21 Inches. Turing pilot lights- High efficiency lamps are defined in Chapter 2. they include compact fluorescent lamps, 4. All electric hot water heaters must be Insulated to a R-10 when located in an unheated space or on a concrete floor. of s Ins : T-8 or smaller diameter lancer fluorescent lamps or lamps with an efficacy 1) 60 lumens per watt for lamps SKYLIGHTS: over 40 watts: 2) 50 lumens per watt for lamps over 15 watts to 40 watts; 3) 40 lumens per waft for lamps 15 ROOF NOTES: 1. Roof slopes from 2 units vertical by 12 units horizontal up to 4 units veil. and 12 units 1. Ail skylights must be laminated glass under tempered glass, unless provided with atts or less. w_ horizontal, underayment shall be 2 layers overlapping 19 inches. For slopes of 4 units screens. Exs.: Laminated glass need not be provided within individual dwelling units when fully tempered glass is used as single glazing or In both panes of an insulating vert. by 12 units horz. or greater, undedayment shall be 1 layer overlapping 2 inches. glass unit when all the following conditions are met: MASONRY: a. The area of each pane or unit shall not exceed 16 sqA, 1. Stone and masonry veneers installed over a backing of wood or cold -formed steel shall b. The highest point of the glass shall not be higher than 12 feet above the walking surface or other TABLE M1507.4 be limited to the first story above grade and shall not exceed 5" In thickness. accessible area. c. The nominal thickness of each pain shall not exceed 3/16". _ _ .. . . AREA TO BE EXHAUSTED EXHAUST RATES FIREBLOCKING: Kitchen 100 chin intermittent or 25 chin continuous 1. Fireblocking shall be provided to cut off all concealed draft openings(verticat and horizontal) and to form an effective fire barrier between stories and the roof spaces. - BathroomiToilet Room 50 chin Intermittent or 20 cfm continuous Fireblocking shall be provided in wood framed construction in the following locations: - - - - - ' At opening around vents, pipes, and dust at ceiling and floor levels. (: TABLE M1507.3.6.2 At all drop ceilings, soffits and cove ceilings. PRESCRIPTIVE SUPPLY FAN DUCT SIZING ' Vertically at the ceiling and floor levels. - - - ' Horizontally at intervals not exceeding 10 ft. Supply Fan Tested CFM at 0.40" WG ' Between stair stringers at the top and bottom of the run- ' Fireblocking of cornices of a two story dwelling is required at the line of the Specified Volume Minimum Smooth Minimum flexible dwelling unit separation. - from Table 1507.3.3 (1) Duct Diameter Duct Diameter CHIMNEY TERMINATION: 50-90CFM 41NCH 51NCH 1. Chimneys for residential -type or low heat appliances shall extend at least 3 feet above the highest point where they pass through a roof of a building and at least of 2 feet 90 -150 CFM 5 INCH 61NCH higher than any portion of building within horizontal distance of 10 feet. - - - - 150 - 250 CFM 61NCH - 7 INCH 250-400 CFM 71NCH 81NCH NOTES PER 2015 IBC & WSEC TABLE 11402.1.1 WSEC INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENTa CLIMATE ZONE SAND MARINE 4 FENESTRATION U-FACTORb 0.30 SKYLIGHT U-FACTOR 0.50 GLAZED FENESTRATION SHGCb, a NR CEILING R-VALUE) 49 WOOD FRAME WALL R-VALVE 21 Int Mass Wall R Valuei 21121h FLOOR R-VALUE 30g BELOW-GRADEc,k WALL RVALUE 10115121 Int +TB SLABd R-VALUE & DEPTH 10, 2ft 1 foot: 304.8 ram, ci : continuous insulation, int = intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is Installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zonesl through 3 where the SHGC for such skylights does not exceed 0,30. 10 + " c (15f21. TB means R-10 continuous Insulation n it -1 n' insulation r i s on o the exterior of the wail, or R 5 on the continuous insulabo 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. *10115121.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10113" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity Insulation at the Interior of the basement wall. "TB" means thermal break between floor slab and basement wall, d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation r a h is not required in wamt-humid locations as defined by Figure R301aand table R301.1. It Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13,+5" means R-13 cavity insulation plus R-5 continuous Insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to.be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. I The seconda R-v hue a applies when more than half the insulation Is on the interior of the mass wall: J For single rafter- orJoist-vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. I Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Ventilation requirements are met through the prescriptive method with fresh airerovided throuah an integrated forced air system supplvina fresh air throuah the forced air system and exhaust throuah the whole house fan. the TABLE M1507.33(1) CONTINUOUS WHOLE41OUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS DWELLING NUMBER OF BEDROOMS UNIT FLOOR AREA 0-1 2.3 4.5 6.7 >7 (square feet) Airflow In CFM < 1,500 30 45 60 75 90 1,501 -3,000 45 60 - 75 90 105 3,001 -4,500 60 75 90 105 120 4,501-6,000 75 90 105 120 135 6,001.7,500 90 105 120 135 150 >7,500 105 120 135 150 165 For SI:1 square foot= 0.0929 mz,1 cubic foot per minute = 0.0004719 msls. REVIEWED FOR TABLE M1507.3.3(2) INTERMITTENT WHOLE41OUSE MECHANICAL VENTILATION RATE FACTORSa,b RUN-TIME PERCENTAGE IN EACH 4- 25% 33% 50%- 66% 75% 100% HOUR SEGMENT Factor' 4 3 2 1.5 1.3 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. WSEC TABLE 403.8A.2 PRESCRIPTIVE EXHAUST DUCT SIZING Fan Tested CFM Minimum Flex Max. Length Minimum Smooth Max. Length @.25"W.G. Diameter Feet Diameter Feet 50 41nch 25 4inch 70 50 51nch 90 51nch 100 50 6 inch No Limit 61nch No Limit 60 41nch- N/A 4inch 20 80 5inch 15 5inch 100 60 6 inch 90 6 inch No Limit 100 6Inch- N/A 5inch 50 too 6Inch 45 6Inch Mc, Limit 125 61nch 15 61nch No Limit - 125 71nch 70 71nch No Limit • For each additional elbow subtract 10 feet from length. Flex ducts of this diameter are not permitted with fans of this size. CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION JUN 13 2019 PERMIT CEMITER Maximum Elbows" 3 3 3 3 3 _(Z) f""+`J • t+pl �t1ri <4gM: TITLE PROPOSED FOR KALWARAN SINGH 46XX S 1 46 h ST. TUKWI[A, NA, OWN: H.B./N.S. SCALE: AS NOTED DATE: APR.09, 2019 CHKD: PHONE: (206) 244-1900 DRAWING NC. DD19-798 -P8 Bruce MacVei h, P.E. TUKWILA, WA. 206.242. 665 5 General Notes: International residential code 2015 edition and all applicable codes and authorities having jurisdiction to be followed. 2015 International Residential Code 2015 Washington State Energy Code Foundation: rfil_���;�I�y�F�uliilTiir177urI�1��Il�i��Z�ITiI7;7���iTl�•i�;f�iL�i�;[�I,�tZ�7�L�1 �� MINIMUM SPECIFIED COMPRESSIVE STRENGTHa (f'c) TYPE OR LOCATION OF CONCRETE Weathering Potentiaib CONSTRUCTION Negligible Moderate Severe Basement walls, foundations and other concrete 2,500 2,500 2,500c not exposed to the weather Basement slabs and interior slabs on grade, 2,500 2,500 2,500c except garage floor slabs Basement walls, foundation walls, exterior walls and other vertical concrete 2,500 3,000d 3,000d work exposed to the weather Porches, carport slabs and steps exposed to the weather, and garage floor 2,500 3,000d, e, f 3,500d, e, f slabs TABLE 11403.3(1) MINIMUM FOOTING DEPTH AND INSULATION REQUIREMENTS FOR FROST -PROTECTED FOOTINGS IN HEATED BUiLDINGSa HORIZONTAL HORIZONTAL INSULATION AIR MINIMUM VERTICAL INSULATION DIMENSIONS PER FIGURE R403.3(1) FREEZING FOOTING INSULATION R-VALUEc,e (inches) INDEX DEPTH, D (°F-days)b (inches) R.VALUEe,d Along At walls corners A B C 1,500 or 12 4.5 Not Not Not Not Not less required required required required required 2,000 14 5.6 Not Not Not Not Not required required required required required 2,500 16 6.7 1.7 4.9 12 24 40 3,000 16 7.8 6.5 8.6 12 24 40 3,500 16 9.0 8.0 11.2 24 30 60 4,000 16 10.1 10.5 13.1 24 36 60 According to TABLE R403.3(2)--continued AIR -FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY AIR -FREEZING INDEX STATE 1500 or less 2000 2500 000 1500 4000 Washington All counties Chelan, Douglas, not listed Ferry, Okanogan R403.3.3 Drainage Final grade shall be sloped in accordance with Section R401.3. in other than Group I Soils, as detailed in Table R405.1, gravel or crushed stone beneath horizontal insulation below ground shall drain to daylight or into an approved sewer system. R405.1 Concrete or Masonry Foundations Drains shall be provided around concrete or masonry foundations that retain earth and enclose habitable or usable spaces located below grade, Drainage tiles, gravel or crushed stone drains, perforated pipe or other approved systems or materials shall be installed at or below the area to be protected and shall discharge by gravity or mechanical means into an approved drainage system. Gravel or crushed stone drains shall extend not less than 1 foot (305 mm) beyond the outside edge of the footing and 6 inches (152 mm) above the top of the footing and be covered with an approved filter membrane material. The top of open joints of drain tiles shall be protected with strips of building paper. Except where otherwise recommended by the drain manufacturer, perforated drains shalt be surrounded with an approved filter membrane or the filter membrane shall cover the washed gravel or crushed rock covering the drain. Drainage tiles or perforated pipe shall be placed on a minimum of 2 inches (51 mm) of washed gravel or crushed rock not less than one sieve size larger than the tile joint opening or perforation and covered with not less than 6 inches (152 mm) of the same material. R406.1 Concrete and Masonry Foundation Dampproofing Except where required by SectionR406_2 to be waterproofed, foundation wails that retain earth and enclose interior spaces and floors below grade shall be dampproofed from the higher of (a) the top of the footing or (b) 6 inches (152 mm) below the top of the basement floor, to the finished grade R408.6 Finished Grade The finished grade of under -floor surface shall be permitted to be located at the bottom of the footings; however, where there is evidence that the groundwater table can rise to within 6 inches (152 mm) of the finished floor at the building perimeter or where there is evidence that the surface water does not readily drain from the building site, the grade in the under -floor space shall be as high as the outside finished grade, unless an approved drainage system is provided. R302.11 Firebiocking In combustible construction, fireblocking shall be provided to cut off both vertical and horizontal concealed draft openings and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -framed construction in the following locations: 1. in concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs, as follows: 1.1. Vertically at the ceiling and floor levels. 1.2. Horizontally at intervals not exceeding 10 feet (3048 mm). 2. At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3. in concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. R305.1 Minimum Height Habitable space, hallways and portions of basements containing these spaces shall have a ceiling height of not less than 7 feet (2134 mm). Bathrooms, toilet rooms and laundry rooms shall have a ceiling height of not less than 6 feet 8 inches (2032 mm). R308 Glazing; Except as indicated in Section R308.1.1 each pane of glazing installed in hazardous locations as defined in Section R308.4 shall be provided with a manufacturer's designation specifying who applied the designation, designating the type of glass and the safety glazing standard with which it complies, which is visible in the final installation. The designation shall be acid etched, sandblasted, ceramic -fired, laser etched, embossed, or be of a type that once applied cannot be removed without being destroyed. A label shall be permitted in lieu of the manufacturer's designation. R310.1 Emergency Escape and Rescue Opening Required Basements, habitable attics and every sleeping room shall have not less than one operable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, an emergency escape and rescue opening shall be required in each sleeping room. Emergency escape and rescue openings shall open directly into a public way, or to a yard or court that opens to a public way. R310.2.1 Minimum Opening Area Emergency and escape rescue openings shall have a net clear opening of not less than 5.7 square feet (0.530 m2). The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue opening from the inside. The net clear height opening shall be not less than 24 inches (610 mm) and the net clear width shall be not less than 20 inches (508 mm). Exception: Grade floor or below grade openings shall have a net clear opening of not less than 5 square feet (0.465 m2). R310.2.2 Window Sill Height Where a window is provided as the emergency escape and rescue opening, it shall have a sill height of not more than 44 inches (1118 mm) above the floor. R311.1 Means of Egress Dwellings shall be provided with a means of egress in accordance with this section. The means of egress shall provide a continuous and unobstructed path of vertical and horizontal egress travel from all portions of the dwelling to the required egress door without requiring travel through a garage. The required egress door shall open directly into a public way or to a yard or court that opens to a public way. R311.6 Hallways The width of a hallway shall be not less than 3 feet (914 mm). R311.7.1 Stairway Width Stairways shall be not less than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 41/2 inches (114 mm) on either side of the stairway and the clear width of the stairway at and below the handrail height, including treads and landings, shall be not less than 311/2 inches (787 mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides. R311.7.5.1 Risers The riser height shall be not more than 73/4 inches (196 mm), The riser shall be measured vertically between leading edges of the adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). Risers shall be vertical or sloped from the underside of the nosing of the tread above at an angle not more than 30 degrees (0.51 rad) from the vertical. Open risers are permitted provided that the openings located more than 30 inches ('762 mm), as measured vertically, to the floor or grade below do not permit the passage of a 4-Inch- diameter (102 mm) sphere. R311.7.5.2 Treads The tread depth shall be not less than 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). R311.7.6 Landings for Stairways There shall be a floor or landing at the top and bottom of each stairway. The width perpendicular to the direction of travel shall be not less than the width of the flight served. Landings of shapes other than square or rectangular shall be permitted provided that the depth at the walk line and the total area is not less than that of a quarter circle with a radius equal to the required landing width. Where the stairway has a straight run, the depth in the direction of travel shall be not less than 36 inches (914 mm). R311.7.8 Handrails Handrails shall be provided on not less than one side of each continuous run of treads or flight with four or more risers. R311.7.8.1 Height Handrail height, measured vertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope; shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm). R311.7.10.1 Spiral Stairways Spiral stairways are permitted, provided that the clear width at and below the handrail is not less than 26 inches (660 mm) and the walkline radius is not greater than 241/2 inches (622 mm). Each tread shall have a depth of not less than 63/4 inches (171 mm) at the walkline. All treads shall be dentical, and the rise shall be not more than 91/2 inches (241 mm). Headroom shall be not less than 3 feet 6 inches (1982 mm). Section R314 Smoke Alarms R314,3 Location Smoke alarms shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements and habitable attics and not including crawl spaces and uninhabitable attics. in dwellings or dwelling units with split levels and without an intervening; door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level. 4. Smoke alarms shall be installed not Tess than 3 feet (914 mm) horizontally from the door or opening of a bathroom that contains a bathtub or shower unless this would prevent placement of a smoke alarm required by Section R314.3. R314.3.1 Installation Near Cooking Appliances Smoke alarms shall not be installed in the following locations unless this would prevent placement of a smoke alarm in a location required by Section R314.3. 1. Ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance. 2. Ionization smoke alarms with an alarm -silencing switch shall not be installed less than 10 feet (3048 mm) horizontally from a permanently installed cooking appliance. 3. Photoelectric smoke alarms shall not be installed less than 6 feet (1828 mm) horizontally from a permanently installed cooking appliance. R314.4 Interconnection Where more than one smoke alarm is required to be installed within an individual dwelling unit in accordance with Section R314.3, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the individual dwelling unit. Physical interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm. Section R315 Carbon Monoxide Alarms R315.2.1 New Construction For new construction, carbon monoxide alarms shall be provided in dwelling units where either or both of the following conditions exist. 1. The dwelling unit contains a fuel -fired appliance. 2. The dwelling unit has an attached garage with an opening that communicates with the dwelling unit. R317.1.2 Ground Contact All wood in contact with the ground, embedded in concrete in direct contact with the ground or embedded in concreteexposed to the weather that supports permanent structures intended for human occupancy shall be approved pressure -preservative -treated wood suitable for ground contact use, except that untreated wood used entirely below groundwater level or continuously submerged in fresh water shall not be required to be pressure -preservative treated. R319.1 Address identification Buildings shall be provided with approved address identification. The address identification shall be legible and placed in a' position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters. Numbers shall not be spelled out. Each character shall be not less than 4 inches (102 mm) in height with a stroke width of not less than 0.5 inch (12.7 mm). Where required by the fire code official, address identification shall be provided in additional approved locations to facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the public way, a monument, pole or other sign or means shall be used to identify the structure. Address identification shall be maintained. R507.4 Decking ium allowable spacing for joists supporting decking shall be in accordance with Table R507.4. decking shall be attached to each supporting member with not less than (2) 8d threaded nails No. 8 wood screws. MATERIAL TYPE AND NOMWALSIZE MAXIMUM ON -CENTER JOIST SPACING Perpendicular to joist Diagonal tojoist 1 Y4- inch thick wood 16 inches 12 inches 2-inch-thick wood 24 inches 16 inches Plastic composite in accordance with Section R507.3 In accordance with Section R507.3 r SI: t inch = 25.4 mm., f foot = 304.8mm, 1 degree = 0.01745 rad. Maximum angle of 45 degrees from perpendicular for wood deck boards Basement slab and wall insulation R402.2.8 Below -grade walls. Below -grade exterior wall insulation used on the exterior (cold) side of the wail shall extend from the top of the below -grade wall to the top of the footing and shall be approved for below -grade use. Above -grade insulation shall be protected. Insulation used on the interior (warm) side of the wall shall extend from the top of the below -grade wall to the below -grade floor level and shall include R-5 rigid board providing a thermal break between the concrete wail and the stab. R402.2.9 Slab -on -grade floors. The minimum thermal resistance (R-value) of the insulation around the perimeter of unheated or heated slab -on -grade floors shall be as specified in Table C402.1.1. The insulation shall be placed on the outside of the foundation or on the inside of the foundation wall. The insulation shall extend downward from the top of the slab for a minimum distance as shown in the table or to the top of the footing, whichever is less, or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance shown in the table, A two-inch by two-inch (maximum) pressure treated nailer may be placed at the finished floor elevation for attachment of interior finish materials. Insulation extending away from the building shall be protected by pavement or by a minimum of 10 inches (254 mm) of soil. R402.2.9.1 Heated slab -on -grade floors (Mandatory). The entire area of a heated slab -on -grade floor shall be thermally isolated from the soil with a minimum of R-10 insulation. The insulation shall be an approved product for its intended use. if a soil gas control system is present below the heated slab -on -grade floor, which results in increased convective flow below the heated slab -on -grade floor, the heated slab -on -grade floor shall be thermally Isolated from the sub -slab gravel layer. R-10 heated slab -on -grade floor insulation is required for all compliance paths. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OFF TUKWILA JUN 13 2019 PERMIT CENTER IEXPIRtS. 44/24 -I PROPOSED FOR KALWARAN INGH 46XX S 14 th ST. TUKWILA, IWA. DWN: I HR/N.S. SCALE: AS NOTED DATE: APR.09, 2019 CHKD: PHONE: (206) 244-1900 DRAWING N . Bruce MacVe gh, P.E. TUKWILA,l WA. 206.242. 665 R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING 'n R504.2.2 Moisture Barrier Polyethylene sheeting of minimum 6-mil (0.15 mm) thickness shall be placed over the granular base. Joints shall be lapped 6 inches (152 mm) and left unsealed. he polyethylene membrane shall be placed over the pressure preservative treated -wood sleepers and shall not extend beneath the footing plates of the exterior walls. R505.2.6.2 Web Hole Reinforcing Reinforcement of web holes in floor joists not conforming to the requirements of Section R505.2.6.1 shall be permitted if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section 11505.2.6.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm). R505.2.6.3 Hole Patching Patching of web holes in floor joists not conforming to the requirements in Section R505.2.6.1 shall be permitted in accordance with either of the following methods: 1. Framing members shall be replaced or designed in accordance with accepted engineering practices where web holes exceed the following size limits: 1.1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web. 1.2. The length of the hole, measured along the web, exceeds 30 inches (254 mm) or the depth of the web, whichever is greater. 2. Web holes not exceeding the dimensional requirements in Section R505.2.6.3, Item 1, shall be patched with a solid steel plate, stud section or track section in accordance with Figure R505.2.6.3. The steel patch shall, as a minimum, be of the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm). R507.1 Decks Wood -framed decks shall be in accordance with this section or Section R301 for materials and conditions not prescribed herein. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. For decks with cantilevered framing member's connections to exterior walls or other framing members shall be designed and constructed to resist uplift resulting from the full live load specified in Table R301.5 acting on the cantilevered portion of the deck. R507.2 Deck Ledger Connection to Band Joist Deck ledger connections to band joists shall be in accordance with this section, Tables R507.2 and R507.2.1, and Figures R507.2.1(1) and R507.2.1(2). For other grades, species, connection details and loading conditions, deck ledger connections shall be designed in accordance with Section R301. TABLE R507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS MINIMUM END AND EDGE DISTANCES AND SPACING BETWEEN ROWS TOP EDGE BOTTOM EDGE ENDS ROW SPACING Ledger' 2 inchesd % inch 2 inchesb 1 % inchesb Band Joistb Y4 inch 2 inches 2 inchesb 1 % inchesb For Si: 1 inch = 25.4 mm. a. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger in accordance with Figure R507.2.1(1). b. Maximum 5 inches. c. For engineered rim joists, the manufacturers recommendations shall govern. d. The minimum distance from bottom row of lag screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1(1). STAGGER FASTENERS IN 2 ROWS ®ABC 5.5' MIN. FOR 2 X 8' `DISTANCE SHALL BE PERMITTED TO 5. 0.X 6.5' MIN. FOR 2 X 10 BE REDUCED TO 4.5- IF LAG SCREWS IS ® ® 7.5' MIN. FOR 2 X 12 REEDUCED TTH USED AT HAT OF LAG SPACING RCREWS TOATTACH 2 X 8 LEDGERS TO 2 X 8 2' MIN. BAND JOISTS. LEDGER LAG SCREW OR BOLT 3/4' MIN. R602.6 Drilling and Notching of Studs Drilling and notching of studs shall be in accordance with the following: 1. Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width. 2. Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2). R602.7.5 Supports for Headers Headers shall be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.7(2). The full -height stud adjacent to each end of the header shall be end nailed to each end of the header with four-16d nails (3.5 inches x 0.135 inches). The minimum number of full -height studs at each end of a header shall be in accordance with Table R602.7.5. R602.8 Fireblocking Required Fireblocking shall be provided in accordance with Section R302.11. R602.9 Cripple Walls Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story. Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple wails shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. R603.9 Structural Sheathing Structural sheathing shall be installed in accordance with Figure R603.9 and this section on all sheathable exterior wall surfaces, including areas above and below openings. SHEATHING IER IER R702.3.7 Water -Resistant Gypsum Backing Board Gypsum board used as the base or backer for adhesive application of ceramic file or other required nonabsorbent finish material shall conform to ASTM C 1396, C 1178 or C 1278. Use of water- resistant gypsum backing board shall be permitted on ceilings. Water-resistant gypsum board shall not be installed over a Class 1 or 11 vapor retarder in a shower or tub compartment. Cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufacturer. R802.3.1 Ceiling Joist and Rafter Connections Ceiling joists and rafters shall be nailed to each other in accordance with Table R802.5.1(9), and the rafter shall be nailed to the top wall plate in accordance with Table R602.3(1). Ceiling joists shall be continuous or securely joined in accordance with Table R802.5.1(9) where they meet over interior partitions and are nailed to adjacent rafters to provide a continuous tie across the building where such joists are parallel to the rafters. R802.10.1 Truss Design Drawings Truss design drawings, prepared in conformance to Section R802.10.1, shall be provided to the building official and approved prior to installation. Truss design drawings shall be provided with the shipment of trusses delivered to the job site. R806.2 Minimum Vent Area The minimum net free ventilating area shall be 1/150 of the area of the vented space. Exception; The minimum net free ventilation area shall be 1/300 of the vented space provided one or more of the following conditions are met: 1. in Climate Zones 6, 7 and 8, a Class I or It vapor retarder is installed on the warm -in -winter side of the ceiling. 2. Not less than 40 percent and not more than 50 percent of the required ventilating area is provided by ventilators located in the upper portion of the attic or rafter space. Upper ventilators shall be located not more than 3 feet (914 mm) below the ridge or highest point of the space, measured vertically, with the balance of the required ventilation provided by eave or cornice vents. Where the location of wall or roof framing members conflicts with the installation of upper ventilators, installation more than 3 feet (914 mm) below the ridge or highest point of the space shall be permitted. R807.1 Attic Access Buildings with combustible ceiling or roof construction shall have an attic access opening to attic areas that have a vertical height of 30 inches (762 mm) or greater over an area of not less than 30 square feet (2.8 m2). The vertical height shall be measured from the top of the ceiling framing members to the underside of the roof framing members. The rough -framed opening shall be not less than 22 inches by 30 inches (559 mm by 762 mm) and shall be located in a hallway or other readily accessible location. Where located in a wall, the opening shall be not less than 22 inches wide by 30 inches high (559 mm wide by 762 mm high). Where the access is located in a ceiling, minimum unobstructed headroom in the attic space shall be 30 inches (762 mm) at some point above the access measured vertically from the bottom of ceiling framing members. See Section M1305.1.3 for access requirements where mechanical equipment is located in attics. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TILIKWILA JUN 13 2019 PERMIT CENTER TITLE PROPOSED FOR KALWARAN INGH 46XX S 146 h ST. TUKWILA, A. DWN: H.B./N.S. SCALE: AS NOTED DATE: APR.09, 2019 CHKD: PHONE: (206) 244-1900 II DRAWING NO. II 11�Izlwe Bruce MocVeigh, P.E. TUKWILA, I WA. 206.242. 665 r--------------------------- — — — — — ------------------------- /IL----------------------------- ----------------- 1 I /I � FII I I I if i \ I I jl Ij II --------------� I / I I I I I I I IF -------- I----- J I 1 -Ti I ! 1 I — — � —F--------- �—�-------- II _� I j1 �/� II / /I I /if II 1 4z---------- - / + �r II -� FF�' � I i L----1 I ! I I L---------------j 1 � / 1 ,� _ /------------------- - _________________i-------------------- I II 1� �I / II -------------- --� L I I I � � II F� i II 11 II Ii' \� I I j-------------------- /-i-------t------- I V------- ---------- � I �= J------------ I —L J_. L--------------------I� Imo---------------� N---------- 13' ROOF PLAN SCALE: 1 /4"-1 ' 28'-6" ROOF VENTILATION ALL TRUSSES SHALL HAVE: ROOF AREA TO BE VENTILATED - 3,485 SQ FT TYPE OF VENTING PROVIDED - - RIDGE VENTS - 3,485/150 = 23.23 23.23/2 = 11.62 = 12 VENTS REQUIRED VENTILATION NOTES MINIMUM AREA: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN 1/150 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL NET FREE VENTILATING AREA TO 1/300 IS PERMITTED, PROVIDED THAT A MINIMUM OF 40 PERCENT AND NOT MORE THAN 50 PERCENT OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE ATTIC OR RAFTER SPACE. UPPER VENTILATORS SHALL BE LOCATED NO MORE THAN 3 FEET BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE, MEASURED VERTICALLY, WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. WHERE THE LOCATION OF WALL OR ROOF FRAMING MEMBERS CONFLICTS WITH THE INSTALLATION OF UPPER VENTILATORS, INSTALLATION MORE THAN 3 FEET BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE SHALL BE PERMITTED. R806.2 NOTE: EVIEWED FOR HOUSE WILL BE DE COMPLIANCE SPRINKLED AS PER CITY OF TUKWILA"`jUL262019CODE [APPROVED City of Tukwila LDING DIVISION RECEIVED CITY OF TUKWILA NOTE: TRUSS LAYOUT WILL BE PROVIDED JUN 13 2019 TO THE PLAN EXAMINER 7 DAYS IN ADVANCE BEFORE INSTALLATIONMERMIT CENTER FOR APPROVAL, DESIGNED BY TRUSS CO. ENG. *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. �, PROPOSEDI FOR KALWARAN NC 46XX S 14�IH hST. TUKWILA.WA. DWN: I H.B./N.S. SCALE: 1 /4"-1' DATE: APR.09, 2019 CHKD: PHONE: (206) 244-1900 I �jlal �/►�lH��ls� I FIN 01 &1 a]'; • 111 Bruce Macy igh, P.E. TUKWILA, WA. 206.242.7665 El ui