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Home My WebLink AboutPermit D15-0226 - RONDOS RESIDENCE - NEW SINGLE FAMILY RESIDENCERONDOS RESIDENCE 12214 45TH AVE S Dl 5=0226 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 0179000693 Address: 12214 45TH AVE S Project Name: RONDOS RESIDENCE COMBOSIFIR PERMIT Permit Number: D15-0226 Issue Date: 1/13/2016 Permit Expires On: 7/11/2016 Owner: Name: RONDOS SAM N Address: 10816 42ND AVE SW, SEATTLE, WA, 98146 Contact Person: Name: SAM RONDOS Phone: (206) 244-5576 Address: 10816 42 ST SW, SEATTLE, WA, 98146 Contractor: Name: REALITY HOMES INC Phone: (253) 926-6822 Address: 1308 ALEXANDER AVE E, FIFE, WA, 98424 License No: REALIH1984CN Expiration Date: 2/15/2018 Lender: Name: SAM RONDOS Address: 10816 42 ST SW, SEATTLE, WA, 98146 DESCRIPTION OF WORK: CONSTRUCT A NEW 1852 SQ FT RESIDENCE WITH 489 SQ FT ATTACHED GARAGE AND A 141 SQ FT COVERED PORCH Project Valuation: $261,529.81 Fees Collected: $32,362.55 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Occupancy per IBC: R-3 Electrical Service Provided by: Water District: Sewer District: ICurrent Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: Yes Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Date: /-Z 4- Signature.:--..,--(,, Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 13: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete, 18: 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. 19: ***MECHANICAL PERMIT CONDITIONS' 20: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 21: 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. 22: Manufacturers installation instructions shall be available on the job site at the time of inspection. 23: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 24: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 25: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 26: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 27: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 28: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 29: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 30: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 31: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 32: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 33: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 34: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 35: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 36: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 37: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 38: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 39: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 40: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 42: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 43: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 44: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 41: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 45: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 46: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 47: 'PUBLIC WORKS PERMIT CONDITIONS' 48: 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. 49: 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. 50: 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. 51: 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. 52: 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. 53: Any material spilled onto any street shall be cleaned up immediately. 54: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 55: 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. 56: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. if the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 57: 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. 58: 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. 59: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Backflow device is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 60: PRIOR TO ISSUANCE OF THIS BUILDING PERMIT; OWNER/APPLICANT SHALL PAY A TRAFFIC CONCURRENCY TEST FEE IN THE AMOUNT OF $300.00 UNDER PUBLIC WORKS PERMIT NO. C15-0015. 61: Owner/Applicant shall contact the local postmaster regarding location of mail box installation. Location of mail box installation shall be coordinated with Public Works. 62: PAVEMENT MITIGATION FEE APPLIES TO THIS PERMIT (IF THE PAVEMENT IS OPEN CUT) BASED ON yy' x yy' = yyy sq. ft. @ $y.yy PER sq. ft. = $y,yyy = $y,yyy.yy. AS PART OF PUBLIC WORKS FINAL, PUBLIC WORKS INSPECTOR WILL MEASURE PAVEMENT CUT, FOR FINAL PAVEMENT MITIGATION FEE CALCULATIONS. 63: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 64: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 65: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 66: Land altering, drainage, and other activities shall be completed in accordance with all geotechnical recommendations by GeoResources, LLC, dated October 26, 2015; and subsequent geotechnical evaluations. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM City of Tukwila Department of Publk Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 0179000693 Permit Number: D15-0226 Address: 12214 45TH AVE S Issue Date: 1/13/2016 Permit Expires On: 7/11/2016 Applicant: RONDOS RESIDENCE DESCRIPTION OF WORK: CONSTRUCT A NEW 1852 SQ FT RESIDENCE WITH 489 SQ FT ATTACHED GARAGE AND A 141 SQ FT COVERED PORCH METER #1 METER #2 METER #3 Water Meter Size: ill Water Meter Type: PERM Work Order Number: 21540127 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,130.00 0 J 190B CITY OF TUK4 --A Community Development Department Public Works Department Permit Center 63 00 Southcenter Blvd, Suite 100 Tukwila, WA 98188 hffj2://www.Tukwj]aWA.�-yov Combination Permit No. b'T - 0)�2 to Project No.: Date Application Accepted: cl- Date Application Expires: '�)- F (For office use on�y) 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 King Co Assessor's Tax No.: Site Address: U V111 11k , t 40 —K -1A V--t kO i -), 4q PROPERTY OWNER Name: go Address- "eL_ 411-0 0 (:7 City: State* :5 Q V�-= 10 L 0 ��e7 V CONTACT PERSON - person receiving all prqject communication Name7-f,, � YAVk KJ ,2_D Address: WT I City: v State: I A-) Phone*.,,,,, Fa M 4 X: kg Email: GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp, Date: Tukwila Business License No.: b ��l ARCHITECT OF RECORD Company Name:.R Architect Name: Address: -iNy C-- Ei P�!5-2 City: State: Zip: ol Phone: FEmail: ENGINEER OF RECORD Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 61A IJ Qb IA Ad ess: —21, IA 52 city:- -7 1 State: Z, Ano . u) A= Q1. f t — , / H:\Applimtions\Forms-Applirations On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 I.docx Revised: August 2011 Page I of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): 49 Scope of work (please provide detailed information): 0 I DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement L& V floor 2 d floor —vo Garage &J carporlp Deck — covered EVuncovered F1 x Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. I EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 1710 Value of mechanical work $ 4�—v 0 01 fuel type: furnace <I 00k btu A— appliance vent thermostat wood/gas stove emergency generator other mechanical equipment /N PLUMBING: Value ofplumbinglgas piping work$ 0 0 abathtub (or bath/shower combo) bidet dishwasher floor drain lavatory (bathroom sink) sink water heater (gas) lawn sprinkler system ff-'e'lectric [I gas ventilation fan connected to single duct water heater (electric) clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 1-docx Revised, August 2011 Page 2 of 4 bb PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed iDfonnatiOD): Call before you Dig: 811 I Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT F-1 Tukwila 0 ... Water District # 125 El ... Highline El Renton F-1 Letter of water availability provided SEWER DISTRICT Tukwila El ... Valley View Ej ... Renton El Seattle Sewer use certificate Ej ... Letter of sewer availability provided SEPTIC SYSTEM: F-1 .. 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): Fj .. Civil Plans (Maximum Paper Size — 22" X 34") F� Technical Information Report (Storm Drainage) El ... Geotechnical Report F-1 ... Hold Harmless — (SAO) El Bond F� ... insurance M ... Easement(s) Ej ... Maintenance Agreement(s) El ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): Ej Right -Of -Way Use - Potential disturbance ... Construction/Excavation/Fill - Right -of -Way ... El -or- Non Right -of -Way El Total Cut Cubic Yards El ... Work In Flood Zone Total Fill Cubic Yards Ej ... Storm Drainage Sanitary Side Sewer F] ... Abandon Septic Tank D.. Trench Excavation Cap or Remove Utilities El ... Curb Cut El ..Utility Undergrounding E:1 Frontage Improvements El ... Pavement Cut El .. Backflow Prevention - Fire Protection Traffic Control ... Looped Fire Line Irrigation Domestic Water Permanent Water Meter Size ............... WO # Residential Fire Meter Size ................. WO # Deduct Water Meter Size ..................... El Temporary Water Meter Size .............. WO# M Sewer Main Extension ..................... Public El or - Private El El.. Water Main Extension Public E] - or - Private FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) D .. water EJ .. sewer El .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Appli�tions On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — A-ePLICABLE TO ALL PERMITS IN THIS ArRLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORJZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED ACENT: mawm M10 "MIFE, 0 0 0 0 0 WITTO a 6W. J � 0 VA FA &� � Print N Day Telephone: ame: z " 6 k-1 0 It,- �k - Mailing Address:_1 co t (0 er"— 1�2 ity zip H:\Appli�tions\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 I.docx Revised: August 2011 Page 4 of 4 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME P, 6 N -D 0 5 ( _5P& ) PERMIT# (0 11'L14- 45A Avc," 5.) 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: 3 0 Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access 500 A. Total Improvements -5'0 0 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A D. 1.5% of amount over $200,000 of A. TOTAL PLAN REVIEW FEE (B+C+D) Enter total excavation volume Enter total fill volume /0 M& cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. $250(l) Z 4-M (4) QUANTITY IN CUBIC YARDS RATE Up to 50 CY — Free 51-100 $23.50 101-1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1-�' 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof 100,001 — 200,000 $269.75 for 0' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 15' 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof GRADING Plan Review Fees (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 50 (1+4+5) $ 'I I -- — 2-5 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 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) $ J� 5t> 02 (6) 7. Pavement Mitigation Fee (<,RT> ) $ (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 I B to estimate the pavement mitigation fee. 8 a 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 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 RATE YARDS 50 or less $23.50 51-100 $37.00 101-1,000 $3 7.00 for Is' 100 CY plus $17.5 0 for each additional 100 or fraction thereof 1,001 — 10,000 $194.50 for Is' 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the Is' 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,00 1 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 11. Total A through E $ Ilzr' -5 ADDITIONAL FEES 10 A. Allentown Water (Ordinance 1777) $ 5-5575'�� B. Allentown Sewer (Ordinance 1777) $ /C, ),�"3 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 $ 6, 0c, 57 Total C115K-A-D6, LI�fz throughl -0-M (10) r DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) 0 S3 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.201�L- 12.31.2015 Total Fee 0.75 $625 L$6005.,2 $6630 M ("$I-r25_) $15,012.50 $16,137.50 1.5 1-14-25 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Temporary Meter 0.75" $300 2.511 $1,500 Approved 09.25.02 3 Last Revised 01/01/14 �Clear, Form i �� I DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $30,518.11 D15-0226 Address: 12214 45TH AVE S Apn:0179000693 $30,518.11 1INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW ROOO.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $2,842.10 PERMIT FEE ROOO.322.100.00.00 0.00 $2,837.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR T ROOO.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR ROOO.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,839.38 FILING AND RECORDING FEES ROOO.341.200.00.00 0.00 $227.00 BASE APPLICATION FEE ROOO.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE ROOO.342.400.00.00 0.00 $162.50 CONSTRUCTION PLAN REVIEW ROOO.345.830.00.00 0.00 $162.50 GRADING PERMIT ISSUANCE ROOO.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $10,189.20 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $10,189.20 TECHNOLOGY FEE $173.23 TECHNOLOGY FEE ROOO.322.900.04.00 0.00 $1,73.23 WATER SERVICE FEE $5,555.20 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $5,555.20 TOTAL FEES PAID BY RECEIPT: R7326 $30,518.11 Date Paid: Wednesday, January 13, 2016 Paid By: SAM RONDOS Pay Method: CHECK 5241 Printed: Wednesday, January 13, 2016 9:56 AM 1 of 1 orpWSYSTEMS Date Paid: Tuesday, September 01, 2015 Paid By: SAM RONDOS Pay Method: CHECK 5147 Printed: Tuesday, September 01, 2015 11:38 AM l of I IcRW"SYSTEMS INSPECTION RECORD.. Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206)431 _3676 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: P4)4u:).5 Bo) L49, Address: Zt�� 104� 2:214 'V4 Date Called: Special Instructions: Date Wanted: a.m. 11 57CA p- Requester: Phone No: Z-0 (9 - - '5 §dx pproved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: gat- P ti)� Inspector: ate: //yZ; REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 11�1 --T] I '*� i INSPE TION RECORD A9) . $i5-- 0 W- - I —_1101 Retain a copy with permit V IN57ETTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj,%t: 14 V—Ovb/-�' Ty of Ins ection: 0 — O�A Address: 12?-JQ AvE Date Call d: Special Instructions: Date Wante a.m. 7 p.m. Phone No: XApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector 4 Date' I%Ai" V//3//-7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. km INSPE TION RECORD. Retain a copy with permIt 1- 2 IMSWCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila * WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project- alubc)L )LlDar-C ye of Inspection: Ty 6A'C, APIA[& Address: 1?21,q #5-/1Z4yEs- Date Called: Special Instructions: Date Wante a.m. 6" 3 17 p.m. R—egupe 'r Phone No: 2!s-731 - 3 W36 nApproved per applicable codes. E I Corrections required prior to approval. Inspector: 4 bate- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl. to schedule reinspection. INSPECTION RECORD. Retain a copy with permit 0 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProA'ct: Type of Insp,dtion: Address: 1 pa/4 '/n- Date Called: Special Instructions: Date Wan e a m, 7 p-rn. I—Re—q—u—e-sit-eT� 1 Phone No: F;7;01 MI Approved per applicable codes. E-1 Corrections required prior to approval. 4 Inspector: Date��// 3/17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl. to schedule reinspection, kNo INSPECTION RECORD (f )7. etain a copy with permit INSPFCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila ' WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pn"t- Type of Inspection: Address: / ZZ/4/ Date Called: Special Instructions: Date Wante a.m. p.m. cK Phone No: Z53 - 9 7 7 WApproved per applicable codes. El Corrections required prior to approval. IInspector: lj�Ai— I Dateh . // 7 1 F] REINSPECTION FEE REQUIRED. Prior to next insp�ction. fee must be paid at 6300 Southcenter Blvd- Suite 100. Cali to schedule reinspection. INSPECTION RECORD etain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pron'ct: -A&A - zlk V VbC Ii- & Typ Inspection: me -Az Address: — 12,JPq 05-�I�AVV s- Date Called: Special Instructions: Date Wante a.m. 1 3 -7 p.m. I—Re—qu-e-s-t-e7r- Phone No: KApproved per applicable codes. E] Corrections required prior to approval. 4 1 Inspector: Date ell 3 f REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECOIRD. ��,_24 1 ��- INSPECTION NO. Retain a copy with permit PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projecpi% T,pe of Inspection: f"- S f2albew'.X"�- tj/, � " D C-0, A00ress: Date Called: / 22-1 Z/ 4i�17� Special Instructions: Date Wanted a.r/. 7 !en. Requester;j Phone No: L5�� 9769 - nApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date F] REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with perml . t WS 6 22A(o INSPECTION NO. PERMIT NO. CITY OF'TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProjN.,b)S, T� of Inspection: )a blWl AL Address: Date Called: Special Instructions: Date Wanted s- Ln- ?- p.m Requester/ P-- I C' Phone No: 25-3 3-17 RApproved per applicable codes. 25-";K - 1'W - 0/ / I - 0WISCIFY-1 U1 Corrections required prior to approval. Ilk-11 COMMENTS: AMR ff, W, �� Im-mm-rimp7m, M,.w Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to scheduLe reinspection. INSPECTION RECORD Retain a copy with permit 0 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProjeV) T e o Ins ection: 17 ks Address: 1-2214 !�- Date Caffie—d- Special Instructions: Date Wanted �Xdl 7 p.m. Requester: I f Phone No: nApproved per applicable codes. Corrections required prior to approval. COMMENTS: Palo A IInspector./4-o-. Dat REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to scheclute reinspection. INSPECTION RECORD Retain a copy with permit 0 ZZ& INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProjecA vxAjbc6 Ty Inspeition: "zj1o'- Address: ,!rz I V17 1mg q Date Called: Special Instructions: Date Wante4: T- p.m. Requesterf Phone No: zApproved per applicable codes. El Corrections required prior to approval. I I paid at 6300 Southcenter Blvd.. Suite 100. Cal.l. to schedule reinspection. INS ECTION RECORD 1/tr21 �) ' Retain a copy with permit INSPKIION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projecj-� Type of Inspection: Address: IZ2141 Date Called: Special Instructions: Date Wanted <�:a: m ! V-1 &- A 7 p.m. Requester: t Phone No: Inspector: Date: I 4T--.4,.. I S-AS-/h-7 El REINSPECTION FEE REQUIRED. Prior to next inspJction, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl. to schedule reinspection. INSPECTION RECORD Retain a copy with permi . t1)115-0z' INSPECTION NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proi '04: 12 JC(_ 1<0 AJ WK T o I spection: Y -9 J"'UIA 1061 Address: 12zzq - DAte Called: Special Instructions: Date Wante a.m. Z/ -7 P.M. lRequestifr: I Phone No: X1Approved per applicable codes. El I Corrections required prior to approval. I Inspector DateV REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call. to schedule reinspection. 1-ye\ (2�) INSPECTION RECORD. INS?ECTION NO. Retain a copy with permit I ois PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projpst: WAJ . b5'!� Type of Inspection: Z&?J'j�'1rAj_ I L Address: / 2214 115-:"' 140- S Date Called: Special Instructions: Date Wanted: a. 7 p.m. R—equesterf Phone No: RApproved per applicable codes. Corrections required prior to approval. COMMENTS: '/VVE A)L Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, f4 must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ION RECORD. INSPECT /V) s'- a26 I V Retain a copy with mit INSUC-TION NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ' t OM:y4bC/s T of Inspection: y z Address: 17'2L Date Called: Special Instructions: Date Wanted ; V�' ?-V// 7 R—equester:' Phone No: nApproved per applicable codes. 10 Corrections required prior to approval. " paid at 6300 Southcenter Blvd., Suite 100. Call to s�hedute reinspection. INSPE TION RECORD rill � �/v , Retain a opy with permit INS'n-CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type of Inspection - Address: 171 Date Called: Special Instructions: Date Wan�te�dy: -�—equester:-' Phone No: 2&6-241-5226 11 Approved per applicable codes. 12 Corrections required prior to approval. COMMENTS: 0 6L.A2-/,4f& /A)SP6=AJ Ap 6mym &�AzTrx—) Appwym- g6D 6!&� lea &t1"r,1C rJal )AJ1- 614-7— AJ < �2Q,,4 11269� ALt- L—'ZAIAL— b L & PC-a7VAJ WA9 A,07� Inspector Date: -- / I 'AhAAA I :�-// Oh 7 REINSPECTION FEE REQUIRED. Prior to next inspeEtion. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catl. to schedule reinspection. ( � '7 INSPE TION RECORD. ""1' 7 Retain a copy with permit JbIS-0212Z I IN-STECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj bcx, i2csibr-ijce Type of Inspection: 6agi�i CIE &1-9-7— Address: :�m 12W4 !q Aw Date Called: Special Instructions: Date Wante a.m. lRequestem 17 p- Phone No: 9 Approved per applicable codes. 11 Corrections required prior to approval. ENTS: Inspector: Date: t HREINSPECTION FEE REQUIRED. Prior to next inspection. tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD -- \11� , e) Z7 Retain a copy with permit lly� 2'�e INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISI N 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Type of Inspeclion: W" Address: jzz)z/ 4s-�'�Alv -� Date Called: i , Special Instructions: Date Wante a.m. -7 AAJ'I p.m. Requestef: S lin-1-19V Phone No: [-� Approved per applicable codes. ZI Corrections required prior to approval. F-1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Vt INSPECTION RECORD 0 2-Zfo (gC T 10 N =NO. Retain a copy with permit PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ' t. ,9j e f�e-4 Type of Inspection: N4L45- Address: 4Ve Date Cape& 5pecial Instructions: Date Wanted- la.m. �� — p.m. Requ�ster: ileve- P4 t, Phone No: 7-13 if 7 0 Approved per applicable codes. Xcorrections required prior to approval. I Inspector: I Date: I '�— — 2-8 .—/,C I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. le---\ INSPECTION RECORD. Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proe'st: lbe-AXC Ty—pe of Inspection: 6&U- I 41&4r7 C Address: Ciate Called: Special Instructions: Date Want a.m. kaY p.m. Requesttr* C- t Lct-z, Phone No: ;2S-3 - 126 - 0/11 XApproved per applicable codes. 1:1 Corrections required prior to approval. " paid at 6300 Southcenter Blvd., Suite 100. Cali to schedute reinspection. INSPECTION RECORD. Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro*ect 0eSft--1j65 TypS,��spection: ?- M 1AA6, Address: I zZill - Date Called: Special Instructions: Date Wante a.m. 7 p.m. lRequestdif IL16 Phone No: 10 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: I Date: 1-7116 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calt to schedule reinspection. INSPECTION RECORD 6 Z?- Retain a copy with permit IN&RKTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 9- A) W -el Typa of Inspec n: rylall edulp Address- ivlq -K-74 A vz-- Date Called: Special Instructions: Date Wan d: I a.m. // 7 ZI-6 p.m. lRequester: / r%AAppr,oved per applicable codes. Corrections required prior to approval. kcti 11 paid at 6300 Southcenter Blvd.. Suite 100. Catl, to schedule reinspection. INSPECTION RECORD (12 I Retain a copy with permit -F-CTION NO. INS E PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj t�Ai'w.s i bCAiCC TWe of Inspection: T41(160 _ IAJ R-unigi AX, Address: Ale S Date Called: Special Instructions: Date Want a.m. 77 p.m. re—questdr: R u Phone No: zApproved per applicable codes. F-1 Corrections required prior to approval. paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. INSPECTION RECORD 0 Retain a copy with permit ItYS 0?,Z6 I N 5U.,01 0 N N 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProiAt: ,of4nsp Type ection: Ky'(V'WUj& Address: 1221 Date Called: _A Special Instructions: Date Wanted a.m. * /, /0 X4- A P p` Requester-f Phone No: 2S-,% -70 - Approved per applicable codes. M Corrections required prior to approval. Lei COMMENTS: 1 04 W, &TIM, IInspector A"& Am I uate: 1C)1z':;--116 1 El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD. S-- 0 Retain a copy with permit INS ION NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj�� A.) 30C,. Trr of Inspection: __VL4f4+ /,kf C Address: 122lq Date Called: Special Instructions: Date Wante a.m. P-M- Requestef: Phone No: InAppmved per applicable codes. n- Corrections required prior to approval. I Inspector: AKA-%. — I Date: leh'--11": I F] REINSPECTION FEE REQUIRED. Prior to next inspedion, f6e must be paid at 6300 Southcenter Blvd., Suite 100. Cail to schedule reinspection. INSPECTION RECORD. ff Retain a copy with permit INSTECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projen ,,, 12 75166A'Ce T of Inspection, �Iy * A. K0LVjt - AJ Address: 122IL11-n-MA—Vir S Date Called: Special Instructions: Date Wante4: a.m. 114 5-116 p.m. ke—questef: Phone No: FApproved per applicable codes. U Corrections required prior to approval. I &Aj " paid at 6300 Southcenter Blvd., Suite 100. Cal.l. to schedule reinspection. INSPECTION RECORD 00W Retain a copy with permit VIS INSPECTION NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 a Proj]� Type of Inspection: 'SijCA Address: Date Called: Special Instructions: Date Wa Requester: Phone No: '2-S-'S 26 - 0111 Approved per applicable codes. Corrections required prior to approval. El COMMENTS: Inspector: Date F—] REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD. lDi5- 0 Retain a copy with permit INSPTCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1 Proje A tAjbOS leal'beAice Type of Inspection: IA[AU- QkA7n4)Ar-- eA W- Address: 122,111 lj!�'M 14Ar Date Called: Special Instructions: Date Wa%egl-, AIJJ iRequester'- Phone No: FlApproved per applicable codes. $a Corrections required prior to approval. COMMENTS: 694 AlCrT— WAI�a F� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. ra INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 W&jType 0 j of Inspection: Lkkd%7 Address ' if Date Called: Special Instructions: m Date Wan4a: eo & -I- 1A I Requester: Phone No: F-1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Ed INSPECTION RECORD Retain a copy with permit 1P 15--G INSXL1ZN NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43'1--3670 Permit Inspection Request Line (206) 438-9350 PrQject-. Type-pf Inspectiqn: 7-1 r --- (A Address: Date Called: Special ln§tructions: Date Wanted* a.rn. �� — f P.Mv Requester: Phone No: Inspector: Uate 17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. INSPECTION RECORD. 0 Retain a copy with permit IN52.[tTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr%'ect #N't�doj Type of lnspqcti(gn: Fbot-f nq A�Idrew 4Vejo, 2-;�-1 4 qj-ff I Date Called: \IJ Special Instructions: Date Wanted, a.m. S- -/1 - t 6 p.m. Requester: Phone No: Inspector: Clate.�--L F-] REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. V6 INSPECTION RECORD. - 0, U-S Retain a copy with permit I Pis 27�� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PKect- 0 "Os Typ f nsppctibn: 0" !M Address: q f'o . Date . Called: �—pecial Inst(uctions: Date. Wanted: a.m. S—I p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: -T )ate: -�-- �- - / 6 F] REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. Inspector: -T )ate: -�-- �- - / 6 F] REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. N INSPECTION RECORD Retain a copy with permit P a--C) �?74 I%SPECTION NO. PERM!T NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43 13670 Permit Inspection Request Line (206) 438-9350 7ect.. 0 �dos Type, Inspectip'n: -1 0 Address: Date.Called: Special Instructions: Date Wanted., 3 -,Iq — V a.m. P.M.1 Re ester: Phonefto:,, 13(0 a (7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1W P-Mim IM "40A ism, I Inspector: V'C� I Date: 3 1 0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. MGM INSPECTION RECORD Retain a copy with permit 1NSPEC TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, 'Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 PrAc': 0 (/L Aa Ty— I pe of Ins eqiom CM v-, Address: O�Ve It 4 r-$"-- — Date Callec Special Instructions: 4A o�' Date Wanted: axn. p.rn, Requester: Phone No:. EApproved per applicable codes. MCorrections required prior to approval. COMMENTS: j co lovt r 3 —(( -Iie� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call, to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Insoectiorl* 5 �XZ'i f-,, k1t Address: suite #:'/?, ?, U- 4-�Aj ,-C- 5 - Contact Person: Special Instructions: Phone No.: -�I/ l Approved per applicable codes. FICorrections required prior to approval. COMMENTS: -Z pl(2-vv C--I-) Needs Shift Inspection: Sprinklers: Fire Alarm:, Hood& Duct: Monitor: Pre -Fire: V Permits: Occupancyfype: 4-V7- [Inspecto, Date: Hrs.: F—] $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming ACICIreSS Attn: Company Name: Address: City: State: zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 1� vi Type of Inspection, Address:' 7 -Z Suite #. I - Contact Person: Special Instructions: Phone No.: FlApproved per applicable codes. 12 - 1--� Corrections required prior to approval. COMMENTS: (rJ Co y17 t1;1t r( 7- /1 t,,Iz C -S F- /V,/ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: inspector: Date: 2- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming ACIaress Attn: Company Name: Address: City: State: zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit /4 - V — n 15 223 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: 7S (-) C-0 v -el- A-f,' I -"- Address: ir- Contact Person: Suite #: Special Instructions: Phone No.: Corrections required prior to approval. L_,Z]-Approved per applicable codes. I COMMENTS: t'-f (7 —11-e C Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: � Inspector:,A,5;3.-,,6 I Date: I Hrs.: [ F-1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. uming AUaress Attn: Company Name: Address: City: state: zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 116 — 'DE - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection- � ee Address: Contact Person: Suite#: nz Special Inkructions: Phone No.: 1-1 Approved per applicable codes. ��Corrections required prior to approval. COMMENTS: 6�z 5kol Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspectoi".,C� Date:/ I H rs.: ?.' 0 F-1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Agaress Attn: Company Name: Address: City: State: zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 InstAW Bagdhkg Fireducts 11, LLC 00 OLA INSULATION NORTHWEST v4v RECEIVED CITY OF TUKWILA Blower Door Test Form MAY 18 2017 PERMIT CENTER 2015 WSEC Residential Energy Compliance Certificate - Building Air Leakage Site Address: 12214 45th Ave SE Tukwila Customer: Reality Homes Contractor: Insulation Northwest P.O. Box 790 Milton, Washington 98354 Phone: (253) 846-0121 Fax: (253) 846-8096 Comments: Test Info Results Date 4/11/2017 Total iving (sf) 1852 Volume (cf) 17168 Flow Ring Installed A Flow Rate (cftn) 1112 House Pressure (Pa) -50 .Specific Leakage Area (SLA) 0.00022 1 Air Changes per Hour (ACH) 3.8 Affidavit: I certify that this SLA&ACG is accurate and determined using Blower Door Test Standard 502.4.5 Building Air Leakage Testing James Roddy Technician /177" Signature �) (57 - 0 ell I ------------- 1-4 Z 17 ,��8 - I 01 'L�Afll_15n DEC..02 �95E TUMMLA PUBLIC WORV7 -TUN Pe c-e k li_v Ir", Z) I "'� Prescriptive Energy Code Compliance for All Climate Zones in Washington Pr6ject Information Contact Information Ronclos, Sam This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date rILE All Glimate Zones R-Value' U-Factor' Fenestration U-Factor" n/a 0.30 Skylight LI-Factor n/a 0.50 Glazed Fenestration SHGCD,e n/a n/a Ceiling 491 0.026 Wood Frame Walll"k�, 21 int 0.056 Mass Wall R-Value' 21/2, n 0.056 Floor 30 0.029 Below Grade WalIC,K 10/15/21 i nt + TB 0.042 Slab' R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1-3 Footnotes included on Page 2. KEWEWED FOR CODECOMPLIANCE APPROVED JAN 0 8 2016 QY of Tukwila BUILDING DIVISION Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: Ell. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. P-12. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. E13. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. F-14. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code Table R406.2 Summary Option Description Credit(s) —1a Efficient Building Envelope 1 a 0.5 lb Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.5,- -2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5b Efficient Water Heating 6 Renewable Electric Energy Total Credits *Please refer to Table R406.2 for complete option descriptions 0 r-1 RECEIVED E] CITY OF TUKWILA SEP 0 12015 El PERMIT CENTER 1.5 *1200 kwh 0.0 1.50 http://www.energy.wsu.edu/Documents/Table 406 2 Energy Credits 2012 WSEC.pd 1) 1 5� W- 0 *22 . V Table R402.1.1 Footnotes For SI: I foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is 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 Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g 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. The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -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. a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. WASHINGTON STATE ENERGY CODE, RESIDENTIAL PROVISIONS TABLE 406.2 ENERGY CREDITS (DEBITS) OPTION DESCRIPTION CREDIT(S) la EFFICIENT BUILDING ENVELOPE I a: 0.5 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Fenestration U .= 0.28 Floor R-38 Slab on grade R- 10 perimeter and under entire slab Below grade slab R- 10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 5%. lb EFFICIENT BUILDING ENVELOPE lb: 1.0 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Fenestration U .= 0.25 Wall R-21 plus R-4 Floor R-38 Basement wall R-21 int plus R-5 ci Slab on grade R-I 0 perimeter and under entire slab Below grade slab R- 10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 15%. 1 c EFFICIENT BUILDING ENVELOPE I c: 2.0 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Fenestration U .= 0.22 Ceiling and single -rafter or joist -vaulted R-49 advanced Wood frame wall R-21 int plus R- 12 ci FloorR-38 Basement wall R-21 int plus R- 12 ci Slab on grade R- 10 perimeter and under entire slab Below grade slab R- 10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 30%. 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: 0.5 Compliance based on R402.4.1.2: Reduce the tested air leakage to 4.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a high efficiency fan (maximum 0.35 watts/cfin), not interlocked with the furnace fan ventilation systems using a furnace including an ECM motor are allowed, provided that they are controlled to operate at low speed in ventilation only mode. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the beat recovery ventilation system. 2b AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2b: 1.0 Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 2.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section MI 507.3 of the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.70. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 2c AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2c: 1.5 Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 1.5 air changes per hour maximum and All whole house ventilation requirements as determined by Section M 1507.3 of the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.85. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 3a HIGH EFFICIENCY HVAC EQUIPMENT 3a: 0.5 Gas, propane or oil -fired furnace with minimum AFUE of 95% To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3b HIGH EFFICIENCY HVAC EQUIPMENT 3b: 1.0 Air -source heat pump with minimum HSPF of 8.5 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum e ui men efficiency. 3c HIGH EFFICIENCY HVAC EQUIPMENT 3c: 2.0 Closed -loop ground source heat pump; with a minimum COP of 3.3 or Open loop water source heat pump with a maximum pumping hydraulic head of 150 feet and minimum COP of 3.6 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3d HIGH EFFICIENCY HVAC EQUIPMENT 3d: 1.0 DUCTLESS SPLIT SYSTEM HEAT PUMPS, ZONAL CONTROL: In homes where the primary space heating system is zonal electric heating, a ductless heat pump system shall be installed and provide heating to at least one zone of the housing unit. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 4 HIGH EFFICIENCY HVAC DISTRIBUTION SySTEM:a 1.0 All heating and cooling system components installed inside the conditioned space. All combustion equipment shall be direct vent or sealed combustion. Locating system components in conditioned crawl spaces is not permitted under this option. Electric resistance heat is not permitted under this option. Direct combustion heating equipment with AFUE less than 80% is not permitted under this option. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and shall show the location of the heating and cooling equipment and all the ductwork. L 5a EFFICIENT WATER HEATING 5a: 0.5 Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.62 or Electric water heater with a minimum EF of 0.93. and for both cases All showerhead and kitchen sink faucets installed in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less. b To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency and shall specify the maximum flow rates for all showerheads, kitchen sink faucets, and other lavatory faucets. EFFICIENT WATER HEATING 5b: Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.82 or Solar water heating supplementing a minimum standard water heater. Solar water heating will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCC) Annual Performance of OG-300 Certified Solar Water Heating Systems _-or -Electric-heat pump water heater with a minimum EF of 2.0,and meeting tho�standards of NEEA's Northern Climate Specifications for Heat Pump Water Heaters or , Water heater heated by ground source heat pump meeting the requirements of Option 3c. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency and, for solar water heating systems, the calculation of the minimum energy savings. 6 RENEWABLE ELECTRIC ENERGY: 0.5 For each 1200 kWh of electrical generation provided annually by on -site wind or solar equipment a 0.5 credit shall be allowed, up to 3 credits. Generation shall be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PVWATTs. Documentation noting solar access shall be included on the plans. For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site; frequency distribution of the wind speed at the site and height of the tower. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall show the photovoltaic or wind turbine equipment type, provide documentation of solar and wind access, and include a calculation of the minimum annual energy power production. a. Interior Duct Placement. Ducts included as Option 4 of Table R406.2 shall be placed wholly within the heated envelope of the housing unit. The placement shall be inspected and certified to receive the credits associated with this option. Exception: Ducts complying with this section may have up to 5% of the total linear feet of ducts located in the exterior cavities or buffer spaces of the dwelling. If this exception is used the ducts will be tested to the following standards: Post -construction test: Leakage to outdoors shall be less than or equal to I CFM per 100 ft2 of conditioned floor area when tested at a pressure differential of 0. 1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handier enclosure. All register boots shall be taped or otherwise sealed during the test. b. Plumbing Fixtures Flow Ratings. Low flow plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the following requirements: 1 . Residential bathroom lavatory sink faucets: Maximum flow rate - 3.8 L/min (1.0 gal/min) when tested in accordance with ASME Al 12.18. I/CSA B 125. 1. 2. Residential kitchen faucets: Maximum flow rate - 6.6 L/min (1.75 gal/min) when tested in accordance with ASME Al 12.18.1/CSA 13125.1. 3. Residential showerheads: Maximum flow rate - 6.6 L/min (1.75 gal/min) when tested in accordance with ASME Al 12.18.1/CSA B125.1. Window, Skylight and Door Schedule Project Information Rondos, Sam Ref. Ll-factor Exempt Swinging Door (24 sq. ft. max.) 10rePaJO.51 Exempt Glazed Fenestration (15 sq. ft. max.) I I I Vertical Fenestration (Windows and doors) Component Ret. U-tactor All Jeld Wen Vinyl Windows Low E Argon Mfg 2050SH 0.29 4036LS 0.29 504OLS 0.29 5050FX 10.27 60610 L EX 0.28 504OLS 0.29 2050SH 0.29 503OLS 0.29 3068 L EX 0.20 Contact Information Width Height Qt. Feet Inch Feet Inch Area UA 11 13 10 05 We I I I I I im� Width Height Qt. Feet Inch Feet inch MEN N MMEME MMEME =MEMO MME MMEME MMEMN MMEME =ME MMEME MMEME MMEME MEN NEMENNO MMEME NNMEMO MEN MMEME =MEMO MEN MMEME MMEME NENEENNE NEM EIMEMO INMEME ENMEENO MIN N MMEME MMEME MIN NEMENNO ENENEMO NEENEENE MMEMMI Area UA Mr. we �ENR Me Overhead Glazing (Skylights) Component Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UAIArea KeT. u-Tactor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UAIArea Total Sum of Fenestration Area and UA (for heating system sizing cakulations) 1 235.01 65.44 1 0.28 Area UA 1 255.01 75=64 bimpie meating bystem bize: wasnington btate This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. - The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information Ronclos, Sam Heatinci Svstenn Tvne: All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Design Temperature Difference (AT) Tukwila AT = Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq fi) 1,85 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) 14,816 Glazing and Doors U-Factor X Area UA Instructions 0.30 255 76.50 Skylights U-Factor X Area UA Instructions 0.50 Insulation Attic U-Factor X Area UA Instructions R-49 0.026 1.259 32.73 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions L-Select Ft -Value No selection --- Above Grade Walls (see Flaure 1) U-Factor X Area UA Instructions 0.056 95.48 Floors U-Factor X Area UA Instructions 0.029 F—i—.6-9-9-1 31.87 Below Grade Walls (see Fioure 1) U-Factor X Area UA Instructions Select R-value No selection --- -6 Slab Below Grade (see Floure 1) F-Factor X Length UA Instructions Select om-iditioning No selection --- Slab on Grade (see Figure 1) F-Factor X Length LIA Instructions L Select R-Value No selection --- Location of Ducts Instructions Duct Leakage Coefficient No Ducts 1.00 Sum of UA 236.59 Figure 1. "bove Grade I 46 Envelope Heat Load 10,883 Btu/Hour SurnofUAXAT Air Leakage Heat Load 7,361 Btu I Hour VolumeX 0.6XATX.018 Building Design Heat Load 18,243 Btu I Hour Air Leakage - Envelope Heat Loss Building and Duct Heat Load 18,243 Btu I Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1. 10 Ducts in conditioned space: Sum of Building Heat Loss X I Maximum Heat Equipment Output 25,541 Btu I Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1. 25 for Heat Pump (07101113) n ill TSE Englnooring Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Re:SJ508283 Woodinville, WA 98072 PARR/REALITY/1 8 52 APPLETREE/DV 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: 110398424 thrull0398439 My license renewal date for the state of Washington is August 20, 2016. V V V_ August 25,2015 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/TPI 1. Job Truss Truss Type city Ply SJ508283 BI GABLE 1 1 �PARR/REALITY/1852APPLETREE/DV �i 6 5X8 11 3x6 = `;� 'W 'W R a 28 W�P91� W A?DjykUKY ID:7Mu7jX6lxPD?5cev5C. ;yO -�Z 8v�l' �T` 1W 210 4 7-1-11 N3 fe� 34 �� 6x6 = 3X8 zz� 3x%:6o Faz 3x10 7 3X4 ��&112 -- 19 18 5X8 2.50 F12 3x8 _- 10x18 MT18HS 3x6 -- 9 STJbST37S 3XI38,3x4 4x1 6 ST41 "i:�7040 14 3X6 44-" 1�14 42- To "100.8 1�11 1 "21 1 8.3-12 1. 1-2 iw -1 Scale = 1:81.7 3 4 A LOADING pso SPACING- 2-0-0 CS1. DEFL. in (loc) Itclefl Ud PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.24 15-16 �999 360 MT20 185/148 (Roof Snow=-25.0) Lumber DOL 1.15 SC 0.35 Vert(TL) -0.49 15-16 �792 240 MT18HS 185/148 TCDIL 8.0 BCLIL 0.0 * Rep Stress Incr YES W3 0.92 Horz(TL) 0.24 14 n/a n/a BCDL 7.0 Code IRC2012frPI2007 (Matrix) Weight: 360 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 DF No.l&Btr TOPCHORD Structural wood Sheathing directly applied or 3-6-8 oc purlins. BOTCHORD 2X4 DF 240OF 2.OE BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 1-19,18-19. W4,W6,W7,W1 1: 2x4 H F No.2 WEBS I Row at miclipt 5-18,7-17,11-14 OTHERS 2x4 HF Stud '��'Telk recommends that Stabilizers and required cross bracing be installed [during truss erection . in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=2288/0-5-8 (min. 0-3-12),14=1285/0-5-8 (min. 0-2-5) Max Horz 1 8=1 12(LC 10) Max Uplift 18---209(LC 6), 14=- 1 36(LC 11) Max Grav 18--2288(LC 1), 14=1390(LC 17) FORCES. (lb) -Max. Comp.lMax. Ten. -Ail forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1271748,2-3=-187/1130,3-4=-159/1056,4-88=-140/1170,5-88=-138/1190,5-6=-1008/121, 6-7=-940/132,7-8=-2352/188,8-89=-2457/177,9-89�2619/163,9-10=-3176/312,10-11=-3310/294, 11-12=-502/123,12-13=-437/67 BOTCHORD 1-19=-597/134,18-19=-602/136,17-18=0/583,16-17=0/1163,15-16=-125/3014,14-15---213/3089, 13-14=-71/477 WEBS 2-18=-543/141, 3-18=-268f75, 5-18=-2189/106, 5-17=0/664, 7-117�6117/46, 7-16---96/1866, 9-16=-877/217, 9-15=-50/330,11-14=-2995/182,12-14=-535/150 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf,, BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWIFIRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.33 plate grip DOL=11.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL ASCE 7-10; Pf--25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1. 1 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated, 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ito uplift at joint 18 and 136 Ito uplift at joint 14. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSlrrPI 1. 12) "Semi -rigid pitchbrealks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 25,2015 A WARN114G - Vefify d-ign p ... meters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe 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 ANSItTPI1 Quality Criteria, DSB-89 and BCSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719. CO. INC. Job Truss Truss Type Qty Ply PARPJRFALITY11812 APPLETREE/DV 110398425 SJ508283 B2 ROOF SPECIAL 1 Job Reference The Truss Co., Sumner, WA 7.630 s Jul 9 2015 MiTek Industries, Inc. Mon Au&24 07 39 49 2015 Page I ID:7Mu7jX6lxPD?5cev5Cu9PXyottP-LTNTp_Ls8FDljl9tMssTn6Kt UAli?Ugl-Kv4v\lykiLe 3 1 11-1-12 1� 04 7-0-1 2-M 3 V 4 W-. Scale 1:75.4 6x6 5.00 5_2 7 4x5 3x5 18 6 19 3x4 US 8 1.5x4 11 5 wi 9 4x6 3 4x4 4x4 �� 2 15 6x8 wl�l 16 14 12 3x4 3x4 6 3x10 1 7 13 3x6 — 5x8 2.5o 5_2 8X10 — 43-4-0 2-2-12 g- 8 17-9-3 2 33-8-7 411-6-8 42,0,0 �_,_J 2 1*2 8-3-11 7VI 8-2-7 7_ _1 015-b 1-4-0 Plate Offsets (X,Y)-- [1:0-6-14,Edgel.[13:0-6-4.0-2-121 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in floc) I/clefi L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.28 14-15 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.57 14-15 >676 240 BCLL 0.0 Rep Stress Incr YES VVB 0.95 Horz(TL) 0.27 13 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 199 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 DF 240OF 2.OE *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins. T1: 2x4 DF No. 1&Btr, T3:2x4 HIP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOTCHORD 2x4 DF 240OF 2.OE 6-0-0 oc bracing: 1-17. WEBS 2x4 HIF Stud *Except* WEBS 1 Row at midpt 6-17, 7-16, 10-13 W502010: 2x4 HF No.2, Wl: 2x4 DF No.I&Btr MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF SS 3-9-15 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1319/0-5-8 (min. 0-2-5),17=2148/0-5-8 (min. 0-3-9) Max Horz 17=1 12(LC 10) Max Uplift 13=-135(LC 11), 17=-182(LC 6) Max Grav 13=1 399(LC 17), 17=2148(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=1 19/557, 2-3=-104/642, 3-4=-1 161809, 4-5�95/818, 5-18=-86/884, 6-18=-76/916, 6-7�1052/127, 7-19=-2472/193, 8-19=-2615/169, 8-9=-3189/311, 9-10=-3338/289, 10-11=-461/122, 11-12=-400/66 BOTCHORD 1-17=-480/127, 16-17=-13/693, 15-16=0/1219, 14-15=-89/2847, 13-14=-207/3122, 12-13=-711436 WEBS 3-17=-466/119, 6-17=-2068/80, 6-16=0/637, 7-16=-609/45, 7-15=-99/1829, 8-15=-725/196, B-14=-80/419, 10-13=-3072/178, 11-13=-514/152 NOTES- (9) 1) Wind: ASCE 7-10; Vuft=l 1 Omph (3-second gust) V(IRC2012)=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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11: Exp B; Partially Exp.; Ct=l.l 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 13 and 182 lb uplift at joint 17. Old 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 0 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 69 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard AU August 25,20 WARNING - V.,ifd.sin parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an incirvidual 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 ofthe erector. Additional permanent bracing of the overall structure is the responsibilily, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wil 53719. thE �CO. INC� Job Truss Truss Type city Ply PARPIRFALITY11112 APPLETREE/DV 110398426 SJ508283 3 ROOF SPECIAL 1 Job Reference (optional) The Truss Co., Sumner, WA 7.630 s Jul 9 2015 MiTek Industries, Inc. Mon Aug 24 07 39 50 2015 Page I ID:7Mu7jX6lxPD?5cev5Cu9PXyoftP-pfxs1 KMUvZLgLBj4wZNiJKt-OtWsRUSq_e3TCyyklLd IW-4 '7 '1 '2 A41-12 V401 Scale 1:75.4 US 5.00 F12 7 US 3x6 19 6 20 3x4 3x8 wi 8 1.5x4 11 5 9 4x6 d, 3 10 4x4 5_� 4x4 2 15 1 US wl� 1 16 14 12 3x4 3x4 zz 3x1O 11 18 17 13 US — 2x4 11 5X8 2.50 [12 8x10 = 9-5-8 43-4-0 11:2 7-5,12 25-6-0 1387 1 1-12 8 7-8-13 �2 '0 0-010 011 2 7-10-1 1 14 1-" Plate Offsets (X.Y)- [1 �0-6-14,Edael. [13:�- -4.0-2-121 LOADING (psf)i TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1-1 5 TC 0.96 Vert(LL) -0.29 14-15 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.61 14-15 >674 240 BCLL 0.0 Rep Stress Incr YES WI3 0.77 Horz(TL) 0.29 13 n/a n/a BCDL 7.0 Code IRC2012rrPI2007 (Matrix) Weight: 202 lb FT = 20% LUMBER- BRACING. TOPCHORD 2x4 DF 240OF 2.OE *Except* TOPCHORD Structural wood sheathing directly applied. Tl,T3:2x4 HF No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOTCHORD 2x4 DF 240OF 2.OE 6-0-0 oc bracing: 1-18,17-18. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 6-17, 7-16,10-13 W502: 2x4 HF No.2, W101 1: 2x4 DF No.1 &Btr MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF SS 4-1-0 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1444/0-5-8 (min. 0-2-7),18=2023/0-7-12 (min. 0-3-5) Max Horz 18=1 12(LC 10) Max Uplift 13=-137(LC 11), 18=156(LC 10) Max Grav 13=1 490(LC 17), 18=2023(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2�1 07/521, 2-3=-89/617, 34�267/75, 4-5=-265/94, 6-7=-1 496/136, 7-20=-2852/201, 8-20=-29951177, 8-9=-3513/318, 9-1 0=-36621296, 10-11 =-421/119, 11-12=-363/63 BOTCHORD 1-1 8=-461/119, 17-18=-461/122, 16-17=-58/1188, 15-16=0/1494, 14-15=-96/3192, 13-14=-214/3413, 12-13=-68/398 WEBS 3-17=-2111225, 6-17=-1613/44, 6-16=0/478, 7-16=-411/41, 7-15=-102/1965, 8-15=-705/196, 8-14=-79/372, 10-13=-3435/188, 11-13=-501/151, 3-18=-1821/169 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; ExpB;enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B: Partially Exp.; Ct=l.l 3) Unbalanced snow loads have been considered for this design. PO 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 13 and 156 lb uplift at joint 18. 7) This truss is designed in Old accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced WO standard ANSI1TPI 1. 14 W 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. 19969 LOAD CASE(S) Standard Ail August 25,20 ,& WARNING - Verify design p ... meters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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, ronsult ANSIITP11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719. th( �CO. INC. Job Truss Truss Type Qty PARR/REALITY/1852APPLETREE/DV �Ply 110398427 SJ508283 B4 ROOF SPECIAL 3 Job The Truss Co., Sumner, WA 7.63Os Jul 920 15 MiTek Industries, Inc. Mon Aug 24 07:39:61 2015 Page 1 ID:7Mu7jX6lxPD?5cev5Cu9PXyottP-HrVEEgN7gtTOzLIGUHuxsXPAsHs?AwVzClpO9OykiLc 12 0 'W8 '6;N 1-0-12 N-2 -_4 ;8 V 111..3 Scale 1:75.4 US 5.00 F12 7 4x4 US 19 6 20 3x4 3x8 8 w 1.5x4 5 9 5x6 4 4x8 3 W 10 4x4 44 -- 2 15 6x8 wl�l 1 All 16 14 12 3x4 3x4 zz 0 WO 11 18 17 3x6 2x4 5XB 2.5o 5_2 8X10 = 43-4-0 7-0-12 5- 17-9-3 2 -9 33-8-7 7_o_l� 8-3-11 77-13 8-2-7 7 _1011 �2ftll -1 1-4-0 Plate Offsets (X.Y)— [1:0-6-14.Edgel.113:0-6-4,0-2-121 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.30 14-15 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.62 14-15 >667 240 BCLL 0.0 Rep Stress Incr YES WB . 0.79 Horz(TL) 0.30 13 n/a n/a BCDL 7.0 Code IRC2012frPI2007 (Matrix) Weight: 202 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 DF 240OF 2.OE *Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Tl,T3: 2x4 HF No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOTCHORD 2x4 DF 240OF 2.OE 6-0-0 oc bracing: 1-18,17-18. WEBS 2x4 HIF Stud *Except* WEBS 1 Row at midpt 6-17, 7-16,10-13 W502: 2x4 HF No.2, Wl,Wl 0: 2x4 DF No. 1 &Btr MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF SS 3-10-4 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1468/0-5-8 (min. 0-2-8), 18=1998/0-5-8 (min. 0-3-5) Max Horz 18=-1 12(LC 11) Max Uplift 13=-137(LC 11), 18=-154(LC 10) Max Grav 13=1 508(LC 17), 18=1998(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-101/491, 2-3=-84/582, 3-4=-398/76, 4-5=-401/97, 5-19=-368/98, 6-19=-3391109, 6-7=-1597/144, 7-20=-29271203, 8-20=-30701179, B-9=-3575/319, 9-10=-3723/297, 10-11=-424/119,11-12=-366163 BOTCHORD 1-18=-435/113, 17-18=-435/122, 16-17=-67/1302,15-16=0/1548. 14-15=-98/3260, 13-14=-215/3468, 12-13=-68/401 WEBS 3-17=-32/1290, 6-17=-1518/37, 6-16=0/446, 7-16=-373/41, 7-15=-102/1993, 8-15=-701/196, 8-14=-79/361, 10-13=-3493/189,11-13=-502/151, 3-18=-1824/170 NOTES. (9) 1) Wind: ASCE 7-10; Vult=l lOmph (3-second gust) V(IRC2012)=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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l 3) Unbalanced snow loads have been considered for this design. 0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 13 and 154 lb uplift at joint 18. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIrrPl 1. 8) "Semi fixed heels" Member fixity -rigid pitchbreaks with end model was used in the analysis and design of this truss. 119969 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 25,20 WARNING - V.1ity de.in parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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 ofthe erector. Additional permanent bracing ofthe overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPIl Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CO. INC. Job Truss Truss Type Qty Ply PARRIREALITY/1852 APPLETREEIDV SJ508283 B5 ROOF SPECIAL I 110398428 job Reference (optional) — The Truss Co., Sumner, WA 7.630 s Jul 9 2015 MiTek Industries, Inc. Mon Aug 24 07:39:52 2015 Page I ID:7Mu7jX61 xPD?5cev5Cu9PXyottP-11 2cSOOIRAbta\/tS2—QAOIyOhhCnvLc7RyYZhrykiLb 14;1 -g 212:11 '2 61-3 Scale 1:75.4 US 5.00 5_2 7 4x5 7:�- 3x6 18 6 19 3x4 3x6 8 wi 1.5x4 11 5 9 4 4x6 1.5x4 a. w 10 3 4x4 4x4 2 15 1 W, 6x8 W11il 16 14 12 3x4 3x4 zz 3x10 17 13 3x6 — 5X8 2.5 0 F1 _2 8XIO = 43-4-0 N -5-1 17-9-3 2 5," 33-8-7 1 V '12 4 o� Tj ..12 8-3A1 8-2-7 7-10-1 �2ff 1-" Plate Offsets (X.Y)-- [1:0-6-14.Edgel, fl3:0-6-4,0-2-121 LOADING (pso TCLL 25.0 SPACING. 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.26 14-15 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.54 14-15 >719 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.26 13 n/a n/a BCDL 7.0 Code IRC2012fTPI2007 (Matrix) Weight: 201 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 DF 240OF 2.OE TOPCHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. BOTCHORD 2x4 DF 240OF 2.OE BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 1-17. W5,W2,W10: 2x4 HF No.2, Wl: 2x4 DIF No.1&Btr WEBS 1 Row at midpt 6-17, 7-16, 10-13 SLIDER Left 2x6 DF SS 3-44 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1319/0-5-8 (min. 0-2-5),17=2148/0-7-12 (min. 0-3-9) Max Horz 17=1 12(LC 10) Max Uplift 13=-135(LC 11), 17�182([_C 6) Max Grav 13=1 399(LC 17), 17=2148(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-107/493, 2-3=-92/565, 34�1261844, 4-5=-94/815, 5-18=-85/880, 6-18=-75/912, 6-7=-1052/127, 7-19=-2472/193, 8-19=-2615/168, 8-9=-3178/310, 9-10=-3327/288, 10-11=-527/126, 11-12=-459/70 BOTCHORD 1-1 7=-419/112, 16-17=-1 2/693, 15-16=0/1 219, 14-15=-89/2848, 13-14=-207131 10, 12-13=-75/499 WEBS 3-17=-451/113, 4-17=-261/96, 6-17�2064/77, 6-16=0/638, 7-16=-609/46, 7-15=-98/1829, 8-15=-726/196, 8-14=-80/413, 10-13=-2994/172, 11-13=-545/152 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; ExpB;enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l P0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sit 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 13 and 182 lb uplift at joint 17. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIITPI 1. 8) "Semi fixed heels" Member fixity -rigid pitchbreaks with end model was used in the analysis and design of this truss. 19969 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard All August 25,20 ,A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 ofthe 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 ANSIfTPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719. CO. INC. Job Truss Type Qty Ply PARR/REALITY/1 852 APPLETREE/DV FRruosFs 110398429 � SJ508283 B6 0 SPECIAL 2 1 The Truss Co., Sumner, WA 7.630 s Jul 9 2016 MiTelk Industries, Inc. Mon Aug 24 07:39:53 2015 Page 1 ID:7Mu7jX6lxPD?5cev5Cu9PXyottP-DEc-fMPNCUjkCfSebixPxyVYt5W?ewxGgcl7DHykiLa 7-5-11 1 16_1 12 22-4-0 2478 0? 7-5-11 5-A43 5-9-4 4x6 Scale 1:57.2 5.00 5_2 6 1.5x4 11 7 3x4 3A 5 w 4 1.5x4 r4 3x4 W5 2 W; 3x4 9 c� 3x4 44 11 10 2.5o 5_2 1.5x4 11 5x8 '0_9_8 19-1-7 N-7-8 1-5-11 i-3-1 1 8-3-15 ._1 Plate Offsets (X.Y)-- [1:0-1-6,Edgel, [6:0-1-8.0-2-41 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.14 9-10 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.29 9-10 >573 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) -0.00 8 n/a n/a BCDL 7.0 Code IRC2012ITP12007 (Matrix) Weight: 115 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 HF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 HF No.2 end verticals. WEBS 2x4 HIF Stud *Except* BOTCHORD Rigid ceiling directly applied or6-G-0 oc bracing, Except: W5:2x4 DF No.I&Btr, Wl,W3:2x4 HIF No.2 10-0-0 oc bracing: 8-9. WEBS I Row at midpt 5-10,6-9 Tekt.recommends that Stabilizers and required cross bracing ins ,led during truss erection, in accordance with Stabilizer jide. REACTIONS. (lb/size) 10=1751/0-5-8 (min. 0-2-14),8=207/Mechanir-al Max Horz 1 0=217(LC 7) Max Uplift 1 O�221 (LC 6), 8=-77(LC 7) Max Grav 10=1751(LC 1), 8=260(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2�124/718, 2-3=-180/1108, 3-4=-149/1080, 4-5=-130/1165 BOTCHORD 1-11=-569/131, 10-11=-569/131 WEBS 2-10=-577/146, 5-10=-1378/136, 5-9=0/281 NOTES. (10) 1) Win d: AS C E 7-10; Vu It= 11 Om p h (3-secon d g u st) V(I R C 2012) =87m ph; TC D L=4.8 psf; BC D L=4.2 psf; h =2 5ft; C at. 11; Exp B; en closed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 10 and 77 lb uplift at joint 8. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. 0 W 19969 LOAD CASE(S) Standard August 25,20 ,& WARNING - Vefif, d.si,r; arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTelk 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 ofthe 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 ANSIITP11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. CO. INC, Job Truss Truss Type Qty PW7PARR/REALITY/1852 APPLETREE/DV 110398430 SJ508283 C1 MONOPITCH 12 1 Job The Truss Co., Sumner, WA 7.630 s Jul 9 2015 M!Tek Industries, Inc. Mon Aug 24 07 39,54 20`15 Page 1 ID:7Mu7jX61 xPD?5cev5Cu9PXyottP-iQAMsiP?yorbqp1 r9PSeUA1 pKVrgNRDPvGl gljykiLZ 7-2-3 10-13-8 7-2-3 3- _5 1.5x4 Scale= 1:27.3 3 5.00 F1_2 1.5x4 2 9 14 T1 vi F_ Bi 4x5 ><1 15< 4 3x4 3x10 11 11- 10-3-8 11-0 0- -122 8-8-12 Plate Offsets (X.Y)-- [1:0-2-10,EdqeI,f1:0-0-4.Edgel LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow--25.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.19 4-8 >645 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.38 4-8 >321 240 BCLL 0.0 Rep Stress Iner YES WB 0.15 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code IRC20121TPI2007 (Matrix-M) Weight: 37 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x4 HF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 HIF No.2 end verticals. WEBS 2x4 HF Stud BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x6 DF SS be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=331 /Mechanical, 1=481/0-5-8 (min. 0-1-8) Max Horz 1=126(LC 9) Max Uplift 4=-57(LC 10), 1=-41(LC 10) Max Grav 4=392(LC 16), 1=495(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-9�367/53 BOTCHORD 1-8�11/378, 1-5=0/269,1-4=-66/269 WEBS 2-4�374/1 10 NOTES- (10) 1) Wind: ASCE 7-10; Vuft=l 10mph (3-second gust) V(IRC2012)=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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 0011.1��tl 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 4 and 41 lb uplift at joint 0 1 . sli 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIITPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 19969 August 25,20 WARNING - Vrif, d.si,n 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 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 ofthe 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 ANSIfTPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. CO. INC. rype I Qty I Ply I PARR/REALITY/1852 APPLETREEIDV 110398431 The Truss Co., Sumner, WA 7.630 s Jul 9 2015 MiTek Industries, Inc. Mon Aug 24 07 39 54 2015 Page 1 ID:7Mu7jX6lxPD?5cev5Cu9PXyoUP-iQAMsiP?yorbqp1 r9PSeUAl qRVuLNTYPvG1 gljykiLZ 15 14 13 12 11 10 9 Scale = 1:22.2 LOADING (pst) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TG 0.28 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 9 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 46 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 HF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud Tek recommends that Stabilizers and required cross bracing I nstalled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. All bearings 9-G-0. (lb) - Max Horz 15=1 26(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 9, 13, 12, 11, 10 except 14=-226(LC 20) Max Grav All reactions 250 lb or less at joint(s) 9, 13, 12, 11, 10 except 15=510(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-15=-315/28 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=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=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 13, 12, 11, 10 except at=lb) 14=226. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIfTPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOADCASE(S) Standard August WARNING - V.,if, cf.sin,arameters and READ NOTES ON THIS 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 responsibillity ofthe 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, consuft ANSIfTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CO. INC. Job Truss Truss Type Q� Ply PARRJREALITY11112APPLETREE/DV 110398432 SJ508283 13 GABLE The Truss Co., Sumner, WA 7.630 s Jul 9 2015 Mil Industries, Inc. Mon Aug 24 07:39:55 2015 Pagel ID:7Mu7jX61 xPD?5cev5Cu9PXyoftP-Ackl42Qdj5zSSyclj7ztONa1 guHK6wwZ7wnElAykiLY 5-54 10-10-8 5-5-4 5-54 Scale 1:17.3 4x4 4 5.00 F1_2 5 3 14 13 6 c� ST3 ST2 ST2 ST1 ST1 7 1 H Li UB1 7 3x4 3x4 12 11 10 9 8 1-4 0 5-54 10-10-8 4-14 5-5-4 LOADING (l TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) Il Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 5 1-1 TC 0.18 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 8 n/a n/a BCDL 7.0 Code IRC2012rrPI2007 (Matrix) Weight: 35 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 HIF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOTCHORD 2x4 HIF No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HIF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-2-8. (lb) - Max Horz 12=27(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 11, 12, 9, 8 Max Grav All reactions 250 lb or less at joint(s) 11, 9 except 1 0=280(LC 1), 12=318(LC 16), 8=318(LC 17) FORCES. (lb) - Max. Coml Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-26/253, 6-7=-25/253 NOTES. (13) 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4-8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp l enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=111.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per Al 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp l Partially l Ct=l.l 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joirl 11, 12, 9, 8. 0110 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and l and referenced A standard ANSIrl 1. 12) "Semi -rigid pitchbreakswith fixed heels" Memberend fixity modelwas used inthe analysis and design ofthis truss. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. (0) %- LOAD CASE(S) Standard 69 Ali August 25,20 A WARNING - V.,ify desitr� parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ill 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 ofthe 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 ANSIrrPIl Quality Criteria, DSB.89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. INC. Job Truss Type Qty Ply PARP,/REALITY/1852APPLETREE/DV SJ508283 �Truss D2 D2 COMMON I 1 110398433 � The Truss Co., Sumner, WA 7.630 s Jul 9 2016 MiTek Industries, Inc. Mon Au 24 07:39:56 2015 Page I ID:7Mu7jX6lxPD?5cev5Cu9PXyoftP-epl7HNRFUP5J368DHqU6Zb7yglb5rMdMaWnqcykiLX 5-5-4 10-10-8 5-5A 5-5A Scale 1:17.6 4x4 3 5 00 5_2 7 4x4 5'� 2 4 4x4 T1 VVI H 5 Bi Lj 3x4 6 3x4 1 . 5x4 11 1>< 3x4 - 3x4 = 0 5-5A 9-3-12 -6-1 10-10-8 11% 042-11� 3-10-8 3-10-8 Plate Offsets (X.Y)-- [1170-5-2.0-1-81, [5:G-5-2.0-1-81 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.02 1-6 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.05 1-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 HF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 HF No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HIF Stud Teltarecommend 9 s that Stabilizers and required cross bracin SLIDER Left 2x6 DF SS 2-6-3, Right 2x6 DF SS 2 -6-3 ur Ins filed d in g truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1=417/0-5-8 (min. 0-1-8),5=417/0-5-8 (min. 0-1-8) Max Horz 1 =27(LC 14) Max Uplift 1 =-32(LC 10), 5=-32(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-594/19, 2-7=-532/20, 3-7=-512/27, 3-8=-512/27, 4-8=-532/20, 4-5=-594/19 BOTCHORD 1-6=0/491, 5-6=0/491 NOTES- (9) 1) Wind: ASCE 7-10; Vuh=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf: h=25ft; Cat- 11; ExpB; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIrrPI 1. 8) "Semi -rigid pitchbrealks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. P() A, LOAD CASE(S) Standard 19969 Akti August 25,20 WARNING - V.1ify d..ign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 ofthe erector. Additional permanent bracing of the overall structure is the responsibility ofthe building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consu" ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CO. INC. Job Truss Truss Type Qly Plj__] PARRIREALITY/1852 APPLETREE/DV 110398434 SJ508283 El GABLE 1 job Reference (optional) The Truss Co., Sumner, WA 7.630 s Jul 9 2016 MiTek Industries, Inc. Mon Aug 24 07:39:58 2015 Page I ID:7Mu7jX6lxPD?5cev5Cu9PXyoftP-aBQti3SWOOLOJQLcOFWaeOCYt6H3JBe?pu?uuVykiLV 18-7A i 1 23-13,1 101 11�1 Oi 4-10-13 0-9-4 Scale 1:58.6 3xro 3x4 5� 8X10 13 14 1 1617 3x10 3xlO 18 5.00 F1_2 19 3x8 -�_ 20 9 21 6 22 S I S112 S 5 23 6 S-1 5 �TD S 0 c S'li 'I 4 S Sr3 , 3x8 111 ST7 ST1 T?7 S ST5 S 6 s ri, ST5 4 2 ST!I 28 S 2 ST3 1 1 57 X8 29 3x6 1 44 43 42 41 40 56 55 54 53 52 51 50 49 48 47 46 45 3x4 3938 37 36 35 34 33 32 31 30 US 35-M 0- 17-0-12 18-7A 23-6-1 33-10-0 1,1-0 5-2-12 1-6-8 4-10-13 10-3-15 T Plate Offsets (X.Y-)-- [1:0-2-2.Edo 1,05:0-3-0.1 1. [29:0-1-14.0-0-101 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.02 41 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.04 41 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.00 30 n/a n/a BCDL 7.0 Code IRC2012rrP[2007 (Matrix) Weight: 222 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 HF No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud JOINTS 1 Brace at Jt(s): 58 OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 14-9-8 except at=length) 38=10-1 1-0, 37=10-1 1-0, 36=10-1 1-0, 35=10-1 1-0, 34=10-1 1-0, 33=10-1 1-0, 32=10-1 1-0, 31=10-1 1-0, 30=10-1 1-0. (lb) - Max Horz 56=89(LC 10) MaxUplift All uplift 100 lborless atjoint(s) 38, 47,48, 49, 50, 51, 52, 53, 54, 37, 36, 35, 34, 33, 32, 31, 56, 30 except 55=-1 44(LC 21) MaxGrav All reactions 250 lb or less atjoint(s) 47, 48, 49, 50, 51, 52, 53, 54, 55, 37, 36, 35, 34, 33, 32, 31, 30 except 38=900(LC 17), 46=370(LC 16), 56=416(LC 1) FORCES. (lb) - Max. Corri Ten. - All forces 250 (lb) or less except when shown. WEBS 42-57=0/316, 57-58=0/358, 58-59=0/348, 59-60=0/416, 20-60=0/280, 20-38�573/116 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=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=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrTP1 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will C, fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate r -apable of withstanding 100 lb uplift at joint(s) 38, 47, 48, 49, 50, 1. 51, 52, 53, 54, 37, 36, 35, 34, 33, 32, 31, 56, 30 except Ot=lb) 55=144. 1 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIrrPI 1. 0 11) "Semi -rigid fixed heels" Member pitchbreaks with end fixity model was used in the analysis and design ofthis truss. 19969 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard All August 25,20 WARNING - Verify, d.siti� .rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MlTek 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 indivdual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe 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 ANSIrTPI1 Quality Criteria, DSB-89 and IBCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. CO. INC. Job Truss Truss Type City Ply PARIIJRFAIITY111152 APPLETREEIDV 110398435 SJ508283 E2 COMMON 11 Job Reference (optional) The Truss Co., Sumner, WA 7.630 a Jul 9 2016 MiTek Industries, Inc. Mon Aug 24 07:40:00 2015 page I ID:7Mu7jX6lxPD?5cev5Cu9PXyoftP-WaXe7lUmYeckYkU?WgZ2jRHowvqCn_QIHCU—zNykILT 1211 0 2 R 1� - i 35-8-0 V 0-� 4�;Og i ;11_11 6-11-15 Scale 1:58.3 5xS 5 5 00 5_2 3x4 3x4 -- 14 4 6 15 1.5x4 1.5x4 3 7 4x4 75- 4x4 4x4 �� 2 4x4 1 9 5x6 E�l 13 16 17 12 11 18 19 10 5x6 4x8 = U4 3x6 3x8 3x4 4x8 1-&12 35-8-0 14-0 9-10-9 1740-0 2_5�_ 34-14 1 4-0 -3-13 7-11-7 _,j -1 i �4A- �O 8 7 7 8-3-13 -1-Ll 2 1-4-0 Plate Offset. jX. Y)-- [1:0-4-2�0-2-8l.fl:0-2-11.0-2-141,[9:0-4-2.0-2-81.[9:0-11-10,0-2-141 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.25 10-11 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.75 Vert(TL) -0.48 10-11 >875 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.18 9 n/a n/a BCDL 7.0 Code IRC2012rrPI2007 (Matrix) Weight: 149 lb FT = 20% LUMBER- BRACING. TOPCHORD 2x4 HF No.2 TOPCHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOTCHORD 2x4 HF No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* ek recommends that Stabilizers and required cross bracing MIT Wl: 2x4 HF No.2 Fbe installed during truss erection, in accordance with Stabilizer SLIDER Left 2x6 DF SS 3 -4-4, Right 2x6 DF SS 3-4-4 In. allation guide. REACTIONS. (lb/size) 1=1408/0-5-8 (min. 0-2-5),9=1408/0-5-8 (min. 0-2-5) Max Horz 1 =-89(LC 11) Max Uplift 1=-108(LC 10), 9=-108(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-2963/226, 2-3=-2887/239, 3-114=-2643/193, 4-14=-2504/205, 4-5=-1889/160, 5-6=-1889/160, 6-15=-2504/205, 7-15=-2643/194, 7-8=-2887/239, 8-9=-2963/226 BOTCHORD 1-13=-255/2665,13-16=-138/2134, 16-17=-138/2134, 12-17=-138/2134, 11-12=-138/2134, 1 1-18=-50/2134,18-19=-50/2134, 110-19�50/2134, 9-110�166/2665 WEBS 5-1 1=-64/1122, 6-1 1=-794/151, 6-10=-29/474, 7-10=-412/143, 4-11=-794/151, 4-13=-29/474, 3-13=-412/143 NOTES. (9) 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) V(IRC2012)=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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except jt=Ib) 1 =108, 9=108. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIrl-PI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard W% 19969 Al, August 25,20, A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 BEFORE USE. Design valid for use only with MlTek 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 ofthe 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 ANSIfTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofro Drive, Madison, Wl 63719. CO. INC. J ob Truss Truss Type Qty y PARRtREALITY/1852APPLETREEIDV 110398436 � SJ508283 E3 GABLE 1 Job Reference to The Truss Co., Sumner, WA 7.630 s Jul 9 2015 MiTek Industries, Inc. Mon Aug 24 07 40 02 2015 Pa 1 ID:7Mu7jX6lxPD?5cev5Cu9PXyottP-TzfOYRW04FsSnleNd5bWosND2jeNF3abkWz52Gyki R 17-1G-0 35-M 17-10-0 17-10-0 Scale 1 58.8 3x6 12 13 14 15 16 17 5.00 5_2 18 054 9 7 1, 21 5 11 22 d 5 23 S 12 S, 1 4 9 E T 3 S-10 S 10 sr 5 Z:�� 3 m ST3 , T7 25 ST3 ST5 6 %T Sri 5 T 6 STt S S Sri ST3 S T S ��27 J j lj] h 41 9 3x6 3x6 - 52 51 50 49 48 47 46 45 44 43 424, 40 39 38 37 36 35 34 33 32 31 30 29 28 3x6 1-4-0 3"-0 1_1�4_0 34-4-0 Plate Offsets (X,Y)-- fl:0-7-6.0-0-101.[14:0-3-0,Edqel,[27:0-7-6,0-0-101 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.01 28 n/a n/a BCDL 7.0 Code IRC2012fTP12007 (Matrix) Weight: 202 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 HF No.2 TOPCHORD Structural wood sheathing directly applied or 10-0-0 oc puffins. BOTCHORD 2x4 HF No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud - reco mends that Stabilizers and required cross bracing iT I �be insta ledrduring truss erection, in accordance with Stabilizer I, n. jide. REACTIONS. All bearings 33-0-0. (lb) - Max Horz 52=-89(LC 11) MaxUplift All uplift 100 lborless atjoint(s) 41, 43,44,45, 46, 47,48, 49, 50, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28 except 51=-109(LC 16), 29=-109(LC 17) MaxGrav All reactions 250 lb or less atjoint(s) 40, 39, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 52=420(LC 16), 28=420(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-68/256, 26-27�62/256 WEBS 2-52=-268/38, 26-28=-268/42 NOTES. (13) 1) Wind: ASCE 7-10; Vult=1 10mph (3-second gust) V(IRC2012)=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=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuft qualified building designer as per ANSlrrPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 41, 43, 44, 45, 46, 47, 48, 49, 50, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28 except Ut=lb) 51=109, 29=109. 10) Non Standard bearing r -ondition. Review required. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIrrPI 1. 12) "Semi -rigid fixed heels" Member fixity pitchbreaks with end model was used in the analysis and design of this truss. 1 69 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard '(0 At August 25,20 WARNING - Vfify design p.rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity, ofthe 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 BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VVI 53719. thE CO. INC. Job Truss Truss Type Qty Ply PARR/REALITYI1852 APPLETREE/DV 110398437 SJ508283 EJB MONOPITCH 2 The Truss Co., Sumner, WA 7.630 s Jul 9 2016 MiTek Industries, Inc. Mon Au 24 07:40,03 2015 Page 1 ID:7Mu7jX6lxPD?5cev5Cu9PXyoftP-x9DminWerZ-JPBDZBo6lL3v,9W7yu_SRkzAjfaiykiLQ 7-2-4 11-9-0 1-6-12 5-7-8 4-6-12 1.5x4 Scale 1:29.9 3 5.00 [1-2 3x4 -- 6 2 c� T1 Ivi A/3 B11 3x4 5 3xlO 1.5x4 11 3x4 - 7-2-4 11-9-0 11-12 IT�0 6- 5-7-8 4-6-12 Plate Offsets (X.Y)-- [1:0-1-14.0-0-21.il:0-0-4,1-5-141 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 5 1.1 TC 0.64 Vert(LL) -0.09 1-5 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.19 1-5 >738 240 BCLL 0.0 Rep Stress Incr YES WI3 0.40 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code IRC20121TPI2007 (Matrix) Weight: 47 lb FT = 20% LLIMBER- BRACING- TOPCHORD 2x4 HF No.2 TOPCHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, except BOTCHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOTCHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x8 DF SS be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=455/Mechanical, 1=455/0-5-8 (min. 0-1-8) Max Horz 1=144(LC7) Max Uplift 4=-70(LC 10), 1=-40(LC 10) Max Grav 4=530(LC 16), 1 =471 (LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-673148 BOTCHORD 1-5=-64/567, 4-5=-64/567 WEBS 2-4=-687/118 NOTES- (10) 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) V(IRC2012)=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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 1. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced Sli standard ANSIrrPI 1. C, 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 0 199 August 25,20 ,& WARNING - V.,ify design p.rameh,rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 ofthe 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 BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CO. INC. Job Truss Truss Type � Qty jPIy PARPJREALITY/1852APPLETREE/DV 110398438 SJ508283 ivi � GABLE 2 The Truss Co., Sumner, WA 'T cl 6 3-3-0 2 4 7.630 s Jul 9 2015 MiTek Industries, Inc. Mon Au 24 07,40 04 2015 Page 1 ID:QQqyVgxyePzti KYK7Cp3WAy47W7-PLn8z6XGcs6Al LomIWd_tHSbM8j?XuCqSC68ykiLP 4X4 = 2x4 -- 1.5x4 11 2x4 -- 6-6-0 Scale: 1"=1' I LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 EIC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code IRC2012rrPI2007 (Matrix) Weight: 15 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 HF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 HF No.2 BOTCHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (lb/size) 1=101/6-6-0 (min. 0-1-8), 3=101/6-6-0 (min. 0-1-8), 4=197/6-6-0 (min. 0-1-8) Max Horz 1=13(LC10) Max Uplift 1 =-1 5(LC 10), 3=-1 7(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: AS CE 7-10; Vu K= 11 Om ph (3-seco nd g ust) V(I RC 201 2)=87m ph; TC 0 L =4.8 psf; B C 0 L=4.2 psf; h =25ft; Cat. 11; Exp B; en closed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=l.l 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August WARNING - Verify 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 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 ofthe 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 ANSI1TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CO. INC, Job Truss Truss Type Qty Ply PARPJREAIITY11152 APPLETREE/DV 110398439 SJ508283 V2 GABLE 1 Job Reference (optional) The Truss Co., Sumner, WA 7.630 s Jul 9 2015 MiTek Industries, Inc. Mon Aug 24 07:40:04 2015 Pa I ID:QQqyVgxyePztlKYK7Cp3WAy47VV7-PLn8z6XGcs6A1 LomlWd—tHSb5XNNj?SuCqSC68ykirp 5-0-8 10-1-0 5-0-8 5-0-8 Scale: 3/4"=1' 4x4 3 5.00 F1_2 10 9 1.5x4 11 41.5x4 11 2 ST2 ST1 ST1 5 F1 Ll B*1 cs d 8 7 6 2x4 7�- 1.5x4 11 1.5x4 11 1.5x4 11 2x4 10-1-0 10-1-0 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.1 5 TC 0.07 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Iner YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code IRC2012ITP12007 (Matrix) Weight: 26 lb FT = 20% LUMBER- BRACING. TOPCHORD 2x4 HF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 HF No.2 BOTCHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Te recommends that Stabilizers and required cross bracing 'nSt.11jed durin g truss erection, in accordance with Stabilizer REACTIONS. All bearings 10-1-0. (lb) - Max Horz 1=21(LC 10) MaxUplift All uplift 100 lborless atjoint(s) 1, 5, 8, 6 MaxGrav All reactions 250 lb or less atjoint(s) 1, 5, 7, 8, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind:ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=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=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8, 6. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A Old et _;�6 19969 All August 25,20 A WARNING - Varify d.signp.rameters 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 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, ofthe 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 ANSIfTPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. th CO. INC. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, g g, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For Tbracing 2 3 TOP CHORDS Ci-2ZC2-37-3. wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator should be considered. �3v 4 Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. O= '� 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U a� = designer, erection supervisor, property owner and plates 0- '116" from outside CL �' d all other interested parties. edge of truss. F- 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 p F�- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSVTPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. * Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 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. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood TfUSS Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCS11: Building Component Safety Information, Guide to Good Practice for Handling, theTRUSSco. INC. 211. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Ph. 253-896-1011 FILE Fx. 253-896-2633 Mr. Sam Rondos 10816 — 42nd Avenue South Seattle, WA 98416 (206) 433-7163 petsprivateline @ msn.com W z fEWED FOR )ECOMPLIANCE APPROVED I , - :- A JAN 0 8 2016 GeoResources, LLC 5007 Pacific Hwy. E, Suite 16 Fife, Washington 98424 October 26, 2015 Geotechnical Report Proposed Single Family Residence 12214 — 45th Ave South Tukwila, Washington Parcel No: 0179000693 DoclD: RondosS.455thAveS.RG Utyoffukl i1a INTRODUCTION BUILDING DIVISIC5N geotechnical report presents the results of our recent site visit, subsurface literature research, and engineering analysis for the proposed residential development to be constructed on the above referenced parcel, 12214 — 45th Ave South in Tukwila, Washington. The location of the site is shown in the attached Site Vicinity Map, Figure 1. Our understanding of the project is based on our discussions with you, our site visit on October 22, 2015 our review of publicly available soils data, our subsurface exploration and our past experience in the project vicinity. We understand that you propose to construct a new single family residence on the parcel. We anticipate the building will be a wood framed structure with shallow foundations. The City of Tukwila is requiring that a Geotechnical Engineering Report be provided that provides recommendations for foundations, floors, site preparation, site drainage, and structural fill, as well as address the City's Critical Area Ordinance for potential liquefF)t*_, hazard. As such, our report addresses the City of Tukwila Critical Areas Ordina5%,TMt.`---` "I E D r Y 0. 4-Y 1 " 18.45. , r- 4 Uf"IMLA NOV 2 3 2015 SCOPE P The purpose of our services was to evaluate the surface and subsurface coj�fi&ja�ENTER the site as a basis for evaluating potential seismic hazards and providing geotechnical design criteria for the proposed development. Specifically, our scope of services for the project included the following: CORRECTON 1 . Conducting a geologic reconnaissance of the site area; 2. Review the available geotechnical, geologic and hydrogeologic data for tv, fttmd1Ud1-- - 3. Completing two test pits to explore the subsurface conditions in the proposed building area at the site. 4. Collecting select soil samples from the exploration for further evaluation in our laboratory, as appropriate; 5. Addressing the appropriate criteria for geologic (liquefaction and seismic) hazards per the current City of Tukwila ordinance. b q . n* RondosS.455thAveS. RG.doc October 26, 2015 Page 2 6. Providing geotechnical conclusions and recommendations regarding site grading activities, including site preparation, subgrade preparation, fill placement criteria, suitability of on -site soils for use as structural fill, temporary and permanent cut and fill slopes, wet weather earthwork and grading, and drainage and erosion control measures. 7. Providing conclusions regarding foundation and floor slab support and design criteria, including bearing capacity and subgrade modulus. SITE CONDITIONS Surface Conditions The subject parcel is located in an area of existing residential development in the Allentown neighborhood of Tukwila, Washington. The parcel is mostly undeveloped, with an small, old wooden shed located in the northeast corner of the site and an old brick and mortar foundation situated in the central portion of the site. The rectangular shaped parcel measures about 100 feet deep (east to west) by 75 feet wide (north to south) and encompasses about 0. 17 acres. The site is bounded by older existing single family residences on the north and east, a recently constructed residence on the south, and 45 1h Avenue South to the west. The proposed site layout is provided in Figure 2, Site and Exploration ' Plan. The parcel is located on the east portion of the Duwamish lowland basin. Based on topographic information obtained from King County GIS (iMap), and generally confirmed in the field, the site is generally flat. The parcel was vegetated with grasses, a few deciduous trees, and invasive plants at the time of our site visit as the site had been cleared for construction. Geologic Conditions Our interpretation of the site specific geologic -conditions is based on our review of the available geologic and geotechnical data, and our site evaluation. The Geologic Map of Des Moines 7.5" Quadrangle, King County by Derek B. Booth and Howard H. Waldron (2005) indicates the site is underlain by Quaternary alluvium deposits. The alluvium was generally deposited as the river and its banks meandered across the valley and sediment is transported downstream. Qal is a normally consolidated mix of sand and silt that has moderate strength and permeability characteristics. It is common in alluvial valleys to encounter intermittent peat deposits and significant variations of soil types in the meandering channel deposits. An excerpt of the above referenced map is included as Figure 3. The soils observed in our test pits generally confirm the mapped geologic conditions. It is common in low -energy depositional environments to encounter intermittent peat deposits and significant variations of soil types in a vertical sequence. An excerpt of the above referenced map is included as Figure 3. Subsurface Explorations We explored surface and subsurface conditions on October 22, 2015 and reviewed subsurface explorations completed previously in the vicinity of the site. We monitored the excavation of two test pits on the subject property. Test pits were excavated 61/2 to 7 feet below existing grades. The approximate location of the test pits is shown in the attached Site and Exploration Plan, Figure 2. The following section of this report describes our field exploration procedures. The specific number, locations, and depths of our explorations were selected by GeoResources based on access limitations, consideration for existing underground utilities and encountered stratigraphy. Approximate locations were determined by taping and pacing from features shown on the King County iMap website. Elevations were determined by RondosS.455thAveS.RG.doc October 26, 2015 Page 3 interpolating between elevation contours shown on the referenced maps. Therefore, the locations depicted on Figure 2 should be considered accurate only to the degree implied by our measuring methods. The test pits logs indicate the subsurface conditions at specific locations only, as actual subsurface conditions can vary across the site. The nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. However, based on our experience in the area and extent of prior explorations in the area it is our opinion that the soils encountered in our explorations are likely generally representative of the soils at the site. We eviewed a series of deeper borings obtained online at the Washington State Department of Natural Resources Geologic Information Portal. The borings, logged by Converse Consultants NW in 1992, were for a Metro Sewer Project along 43rd Ave South, two blocks west of the subject site. The boring extended about 30 to 50 feet below grade. A copy of the boring log for Boring B-1 (nearest the project site), along with a site plan where the boring was drilled, is included in Appendix A. Subsurface Conditions Our test pits encountered relatively uniform subsurface conditions that generally confirmed the mapped stratigraphy. The test pits encountered about 4 inches of topsoil and sod roots mantling about 31/2feet of light brown SILT in a medium stiff moist condition. Below the silty soils, the test pits encountered brown SILT with sand interbeds in a medium stiff, moist condition to the full depth explored. We interpret the lower soils to be consistent with valley alluvium deposits. Based on the results of the subsurface explorations, it is our opinion the soils observed in the test pits are generally consistent with soils on the site. We did not observe evidence of peat in the test pits. The test pits generally concurred with the shallow soil conditions encountered in the deeper borings drilled along 43rd Avenue South (Converse, 1992). These borings generally consisted of medium dense sandy silt down to about 7 feet and medium dense to dense sand down to the full depth explored of about 41.5 feet. Groundwater Groundwater was not observed in the test pits at the time of excavation. However, we did observe evidence of mottling in the silty soils below 3 to 4 feet from the existing ground surface. The mottling may be indicative of the seasonal high groundwater elevation for the site. The deeper borings (Converse, 1992) encountered groundwater at about 13 to 14 feet below ground surface. We anticipate seasonal high groundwater levels occur in late spring and seasonal low levels occur in late summer to early fall. CONCLUSIONS Based on our data review, site observations and evaluation and our experience in the area, it is our opinion that the site is suitable for the proposed development provided the recommendations included in this report are utilized. Although portions of the site area meet the technical criteria of a liquefaction hazard area, this can be mitigated through proper construction and drainage techniques both during and after construction. Liquefaction Potential Based on our observation and the subsurface units mapped at the site, we interpret the structural site conditions to correspond to a seismic Site Class "E" in accordance with Table 1613.5.2 in the 2012 IBC (international Building Code)/ASCE 7-05 Table 20.3-1. This is based on the likely range of equivalent SPT (Standard Penetration Test) blow counts for the RondosS.455thAveS.RG.doc October 26, 2015 Page 4 soil types observed in the site area. These conditions were assumed to be representative for the conditions based on our experience in the vicinity of the site. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure in soils. The increase in pore water pressure is induced by seismic vibrations. Liquefaction mainly affects geologically recent deposits of loose, uniformly graded, fine-grained sands that are below the groundwater table. In our opinion, the near -surface soils encountered in the test pits consist of medium stiff silt with sand. In our opinion, these soils could be prone to liquefaction induced settlements during a seismic event. Based on our observations of the subsurface conditions and our review of and experience with the subsurface conditions in the general area, the shallow soils at the site consist of medium stiff silt underlain by medium dense to dense sand. The near surface (61/2 to 7 feet) soils contain a significant amount of silt, and appear to be above the water table. The underlying medium dense sand do extend below the water table (encountered at about 13 feet in nearby borings) are likely prone to liquefaction. Previous work by Ishihara suggests that a considerable thickness of non -liquefiable soils can mitigate the potential damage that would result from seismic induced liquefaction. It is our opinion that the proposed structure will have no greater seismic risk damage than other appropriately designed structures in the Duwamish River Valley area, including the adjacent residence to the south that was recently completed using shallow spread footings on the native soils. If you are interested in further reducing the risk of potential liquefaction and differential settlement the design may include placing a geogrid in the building areas to provide additional separation from the underlying liquefiable soils and capping it with a minimum 2-foot layer of non -liquefiable sand and gravel. The geogrid should extend an additional 4 feet beyond the perimeter of the foundation pad area. The proposed structure should be designed with flexible couplings or other methods could be used to connect critical utilities to potentially prevent loss of function from the potential settlement. Site Preparation All structural areas (those areas under the house, driveway, and other load bearing areas), should be stripped of vegetation, organic surface soils, and other deleterious materials including existing structures, foundations or abandoned utility lines. Organic rich soils, such as topsoil, are not suitable for use as structural fill, but may be used for limited depths in non- structural areas, or for landscaping purposes. Based on topsoil thickness encountered in our test pits, stripping depths will be on the order of 4 inches. Deeper areas around larger trees or the old sheds and foundations should be expected to remove these unsuitable soils. A contingency should be planned for in the budget for removal of refuse and debris. Where placement of fill material is required, the stripped/exposed subgrade areas should be compacted to a firm and unyielding surface prior to placement of fill material. Excavations for tree and/or debris removal should be backfilled with structural fill compacted to the densities described in the "Structural Fill" section of this report. We recommend that a member of our staff verify the exposed subgrade conditions after excavations are completed and prior to placement of structural fill or new foundations. The exposed subgrade soil should be proof -rolled and compacted to a firm and unyielding condition. We recommend that trees be removed by overturning in fill areas so that a majority of the roots are removed. Soft, loose or otherwise unsuitable areas delineated during proof -rolling or probing should be recompacted, if practical, or over -excavated and replaced with structural fill. The depth and extent of over -excavation should be evaluated by our field representative at the time RondosS.455thAveS. RG.doc October 26, 2015 Page 5 of construction. The areas of fill should be evaluated during grading operations to determine if they need mitigation; recompaction or removal. Structural Fill All material placed as fill associated with mass grading, as utility trench backfill, under building areas, or under roadways should be placed as structural fill. The existing fill material at the site may be able to be used as structural fill if the moisture content is appropriate and it is adequately compacted. Structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 95 percent of MDD (maximum dry density as determined in accordance with ASTM D- 1557). The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. We recommend that our representative be present during site grading activities to observe the work and perform field density tests. The suitability of material for use as structural fill will depend on the gradation and moisture 6ontent of the soil. As the amount of fines (material passing US No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend use of well -graded sand and gravel with less than 5 percent (by weight) passing the US No. 200 sieve based on that fraction passing the 3/4-inch sieve, such as Gravel Backfill for Walls (WSDOT 9-03.12(2)). If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, higher fines content (up to 10 to 12 percent) may be acceptable. Material placed for structural fill should be free of debris, organic matter, trash and cobbles greater than 6-inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. Suitability of On -Site Materials as Fill During dry weather construction, non -organic on -site soil may be considered for use as structural fill; provided it meets the criteria described above in the "Structural Fill" section and can be compacted as recommended. If the soil material is over -optimum in moisture content when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. We generally observed the site soils to be at or slightly above optimum moisture content at the time our test pits were excavated. The native weathered soils in the site generally consisted of mostly silt, with minor amounts of sand. Because of the high fines content, these soils are highly moisture sensitive and will be difficult to adequately compact during extended periods of wet weather. We recommend that completed graded -areas be restricted from traffic or protected prior to wet weather conditions. The graded areas and foundation subgrades may be protected by paving, placing asphalt -treated base, a rat slab, a layer of free -draining material such as pit run sand and gravel or clean crushed rock material containing less than 5 percent fines, or some combination of the above. Shallow Foundation Design Where structures are founded on undisturbed medium stiff or denser native soils (or suitable structural fill), shallow foundations consisting of spread footings can be utilized to support the proposed structures. Because of the risk of settlement during a seismic event we recommend that isolated spread footings not be used and continuous strip footings be utilized instead. In addition, seismic ties, grade beams or other approved methods should be used in the footings to reduce the potential for differential settlement. We recommend the footings be RondosS.455thAveS. RG.doc October 26, 2015 Page 6 excavated and the subgrade compacted with a large mechanical compactor such as a vibratory roller to a firm and unyielding condition. If loose silt and sands are encountered at the footing elevation we recommend they be overexcavated a minimum of 2 feet, a biaxial or triaxial geogrid be placed and the loose soils replaced with structural fill compacted per the structural fill section of this report. The structural fill should consist of clean sand and gravel and should extend a minimum of 2 feet past the outside edge of the footing. Foundations bearing in the native lacustrine silt and sands prepared as described above can be designed for an allowable bearing pressure of up to 1,500 pounds per square foot (psf). An allowable bearing pressure of 1,500 psf is also appropriate where foundations elements are constructed on compacted structural fill which extends down to the compacted native sand. Bearing pressures can be increased by up to one-third for seismic and wind loads. If a larger allowable bearing capacity is required, or the predicted settlements from liquefaction are not acceptable, deep foundations or ground improvement would likely be required to mitigate these issues. These methods can be discussed if requested but are not included as part of the scope of this report. Minimum footing widths should be 24 inches for continuous spread footings. Exterior footings should be at least 18 inches below the lowest adjacent grade. All loose or soft soil and soil containing organics should be removed from beneath footing areas to receive structural fill. We estimate long term static settlements to be less than 1 -inch, with long term static differential settlements (between adjacent footings or over a 20-foot span of continuous footing) less than 1/2 inch, provided the footings are designed and constructed in accordance with our recommendations. These settlements are expected to occur as the structural loads are applied, due to the granular nature of the soil. We recommend that all exposed footing subgrades be evaluated by a representative from GeoResources, LLC to confirm soil conditions and provide recommendations where unanticipated conditions are found. Native soils that are disturbed during footing excavation should be removed prior to the placement of the concrete forms and reinforcement. Lateral Resistance of Shallow Foundations For portions of the structure founded on footings, lateral loads may be resisted by a combination of base friction and passive pressure against the footings and buried portions of the wall. In our opinion, passive earth pressures developed from the medium dense, native soils or properly compacted structural fill could be based on an allowable equivalent fluid density of 250 pounds per cubic foot (pcf). This passive resistance value is based on the assumption that the footings extend at least 18 inches below the lowest adjacent grade and that the ground surface is horizontal for a minimum distance of 11/2 times the embedment depth. The above passive earth pressure includes an FS of 1.5 to limit lateral deflections. We recommend a coefficient of friction of 0.25 be used between cast -in -place concrete and undisturbed, native for calculating the resistance to sliding at the base of the footings. This friction factor also includes a FS of 1.5. Floor Slabs Compacted native sand or structural fill will provide a suitable subgrade for floor slabs constructed on grade. We recommend that a vertical modulus of subgrade reaction equal to 175 pounds per cubic inch (pci) be used in the design of the floor slab -on -grade on compacted medium dense sand or on adequately compacted structural fill. In order to provide firm bedding for floor slabs, we recommend areas be prepared as described in construction recommendations Earthwork section of this report. The exposed RondosS.455thAveS.RG.doc October 26, 2015 Page 7 soils should be uniformly compacted to at least 95 percent of the Modified Proctor (ASTM D 1557) maximum dry density and to a dense and unyielding condition. All fill under slab -on - grade floors, including backfill for footing excavations, overexcavated areas, utilities, etc., should consist of compacted structural fill. Structural fill requirements are discussed in a later section of this report. We recommend that all building floor slab areas be constructed with long-term drainage systems, including a capillary break and vapor retarder. For a capillary break, we recommend a minimum 4-inch-thick layer of washed pea gravel (% inch to No. 8 sieve size) or clean, H-inch minus crushed rock (less than 2 percent passing the No. 200 sieve) be utilized with a vapor retarder consisting of plastic sheeting or drainage barrier material placed beneath floor slabs. If pea gravel is used, a 2-inch layer of clean crushed rock can be placed over it to provide a firmer working surface for the reinforcement. The vapor retarder should be placed on top of the capillary break material. Prior to placing pea gravel and/or crushed rock for a working surface or capillary break, the exposed subgrade surface should be evaluated by a representative of our firm and compacted as needed to achieve a dense, unyielding condition. If used, the crushed rock should be compacted with at least three complete passes with a vibrating plate compactor. Site Drainage All ground surfaces, pavements and sidewalks at the site should be sloped away from structures. The site should also be carefully graded to ensure positive drainage away from all structures and property lines. Surface water runoff from the roof area, driveways, perimeter footing drains, and wall drains, should be collected, tightlined, and conveyed to an appropriate discharge point. We recommend that footing drains are installed for the residence in accordance with IBC 1807.4.2, and basement walls (if utilized) have a wall drain as describe above. The roof drain should not be connected to the footing drain. Temporary Excavations All job site safety issues and precautions are the responsibility of the contractor providing services/work. Temporary cut slopes will likely be necessary during grading operations or utility installation. All excavations at the site associated with confined spaces, such as utility trenches and retaining walls, must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Act (WISHA, WAC 296-155-66401) regulations, we would classify the soils on the site as Type C soils According to WISHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5H:1V (Horizontal: Vertical) or flatter from the toe to top of the slope. It should be recognized that slopes of this nature do scour and require occasional maintenance. All exposed slope faces should be covered with a durable reinforced plastic membrane, jute matting, or other erosion control mats during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the top of the slope. Where it is not feasible to slope the site soils back at these inclinations, a retaining structure should be considered. Where retaining structures are greater than 4-feet in height (bottom of footing to top of structure) or have slopes of greater than 15 percent above them, they should be engineered per Washington Administrative Code (WAC 51-16-080 item 5 and WAC 51.51.0404.4). RondosS.455thAveS.RG.doc October 26, 2015 Page 8 This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that GeoResources assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Wet Weather Earthwork Wet weather generally begins about mid -October and continues through about May, although rainy periods may occur at any time of year in the Pacific Northwest. Most of the soil material at the site contains sufficient silts/f ines to produce an unstable mixture when wet. Such soils are susceptible to changes in water content, and they tend to become unstable and difficult or impossible to compact when their moisture content significantly exceeds the optimum. If earthwork at the site continues into the wet season, or if wet conditions are encountered, we recommend the following: • The ground surface in and surrounding the construction area should be sloped as much as possible to promote runoff of precipitation away from work areas and to prevent ponding of water. • Earthwork should be accomplished in small sections to minimize exposure to wet conditions. That is, each section should be small enough so that the removal of unsuitable soils and placement and compaction of clean structural fill can be accomplished on the same day. The size of construction equipment may have to be limited to prevent soil disturbance. It may be necessary to excavate soils with a backhoe, or equivalent, located so that equipment does not traffic over the excavated area. Thus, subgrade disturbance caused by equipment traff ic will be minimized. • Fill material should consist of clean, well -graded, pit -run sand and gravel soils, of which not more than 5 percent fines by dry weight passes the No. 200 mesh sieve, based on wet -sieving the fraction passing the3/4-inch mesh sieve. The gravel content should range from between 20 to 60 percent retained on a No. 4 mesh sieve. The fines should be nonplastic. • No soil should be left uncompacted and exposed to moisture. A smooth -drum vibratory roller, or equivalent, should roll the surface to seal out as much water as possible. • In -place soils or fill soils that become wet and unstable and/or too wet to suitably compact should be removed and replaced with clean, granular soil (see third bullet). • Excavation and placement of structural fill material should be observed on a full-time basis by a geotechnical engineer (or representative) experienced in earthwork to determine that all work is being accomplished in accordance with the project specifications and our recommendations. • Grading and earthwork should not be accomplished during periods of heavy, continuous rainfall. We suggest that these recommendations for wet weather earthwork be included in the contract specifications. Construction from September to April will likely require a dry season grading extension letter prepared by a geotechnical engineer for the City of Seattle to allow work to continue during the rainy part of the year and will require increased inspection of the temporary erosion control measures. Erosion Control The Contractor should employ and maintain proper erosion control measures during wet weather condition and/or once site activity is initiated, and especially during construction RondosS.455thAveS. RG.doc October 26, 2015 Page 9 activity. Special care is required during wet weather conditions. Covering work areas, soil stockpiles, or slopes with plastic sheeting held down with sandbags, use sumps to remove accumulations of rainwater, and other measures should be employed as necessary to permit proper completion of the work. Geotextile silt fences, and drain inlet sediment screens/collection systems should be appropriately located to control sediment movement and soil erosion. Best management practice should be included in the project plans and specifications per the City of Tukwila code. LIMITATIONS We have prepared this report for Mr. Sam Rondos and members of the design team for use in evaluating a portion of this project. Subsurface conditions described herein are based on our observations of the soils encountered in our subsurface explorations and those nearby. The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist. We assume that the exploratory test pits made for this project are representative of the subsurface conditions throughout the site; i.e., the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. If conditions different from those described in this report are observed or appear to be present during construction, we should be advised at once so that we can review these conditions and reconsider our recommendations, where necessary. If there is a substantial lapse of time between submission of our report and the start of work at the site, or if conditions have changed because of natural forces or construction operations at or near the site, it is recommended that this report be reviewed to determine the applicability of the conclusions and recommendations. This report may be made available to regulatory agencies or others, but this report and conclusions should not be construed as a warranty of subsurface conditions. Subsurface conditions can vary over short distances and can change with time. The scope of our services did not include environmental assessment or evaluation regarding the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or air at the subject site other than those activities described in this report. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. No warranty, express or implied, should be understood. Ron dosS.455thAveS. RG.doc October 26, 2015 Page 10 We have appreciated working for you on this project. Please do not hesitate to call at your earliest convenience if you have any questions or comments. Respectfully submitted, GeoResources, LLC - Seth T. Mattos Staff Scientist io 15, Brad P. Biggerstaff, LEG Principal STM:KSS:DCB/stm Doc ID: RondosS.455thAveS.RG.doc Attachments: Figure 1: Vicinity Map Figure 2: Site Exploration Plan Figure 3: USGS Geologic Map Figure 4: USCS Classification System Figure 5: Test Pit Logs Appendix "A" 0 CIO 50040 INVAL Dana C. Biggerstaff, PE Senior Geotechnical Engineer St 5115M St S 11 6th st .4 6 116th St s I loth St tn VI CA 9 CIO > therns 120th V W K > ights St Ln 4; All own r, -E Sky-,-.,aY s i2.?nd st S' t24th S 124111 Park L24th St LA rukm st COMMUR '� 1 .1 S k)-)v ay 51.' IT 0 "itop C-F 0 Park codiga M 4p, -C Fa— Pari S AE En 128th N rl 13CM S 6 130th St Ln n h ry S 133(6 S 133rcit S 133rd 5 132nd St Tac S 132nd SE S133(6 S 133rd St Rivertonr,t r k Latona r i 3s th st sou"ate Pa rk Fost r S 1381h St Hig hIlne SeaTac st Botan"t S 140th St tn Foster (5a rd en Golf Unks V) Black d St. S 142n & > Pj ver -C %A �r t U Forest > Fort 144th St < �K :5 :5 Dent SW 7th Park Waterworks S 146th St AT A 1 A (SLh Gardum SeaTac S 1491h Ln 11, r Riverton 1>1 -RIMI 0. It 1116 .'C Hei ghts 2; isoth st C4 S6*4 S IS217ld St V'�% sw i6th St j� 154th St "Vd , fl, Tukmla Park 5 15sth st Cry sta 1 A7;' TpkMfilaTkVj"� sprngs S I 60th St Pa rk Ea ker B10d b Approximate Site Location (map created from King County Nap http://gismaps.kingcounty.gov/iMap) Not to Scale GeoResources, LLC Site Location Map 5007 Pacific Highway East, Suite 16 Proposed Single Family Residence Fife, Washington 98424 12214-45 th Avenue South Phone: 253-896-1011 Tukwila, Washington Fax: 253-896-2633 Job: RondosS.45thAveS.F. October 2015 Figure 1 Approximate Site Location (map created from King County Map http://www5.kingcounty.gov/iMAP/viewer.htm) Approximate test pit number and locations — TP-I C' (E GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 Site and Exploration Map Proposed Single Family Residence 12214-45 th Avenue South Tukwila, Washington Not to Scale U OL PO 3-TPte Qvr M 0al ovi Dyt A 7 A Tpt. Ovi TPt TPt J6 32 t jb ow oll 081 TPta OP4 ccm"�� 12 AL pr Tpt ova 31 QVt r Cie %r Approximate Site Location An excerpt from the Geologic Map of Des Moines 7.5" Quadrangle, King County by Derek B. Booth and Howard H. Waldron (2005) QaI Alluvium IW IE GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 Not to Scale I USGS Geologic Map Proposed Single Family Residence 12214-45 Ih Avenue South Tukwila, Washington Job: RondosS.45thAve&F. I October 2015 Figure 3 SOIL CLASSIFICATION SYSTFIVI MAJOR DIVISIONS GROUP SYMBOL GROUPNAME GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GRAVEL GP POORLY -GRADED GRAVEL COARSE GRAINED More than 50% GRAVEL WITH FINES GM SILTY GRAVEL SOILS Of Coarse Fraction Retained on No. 4 Sieve GC CLAYEY GRAVEL More than 50% SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND Retained on No. 200 Sieve SID POORLY -GRADED SAND More than 50% Of Coarse Fraction SAND SM SILTY SAND Passes WITH FINES SC CLAYEY SAND No. 4 Sieve SILT AND CLAY INORGANIC ML SILT FINE GRAINED CIL CLAY SOILS Liquid Limit Less than 50 ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT More than 50% Passes No. 200 Sieve Liquid Limit CH CLAY OF HIGH PLASTICITY, FAT CLAY 50 or more ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1 Field classification is based on visual examination of soil in general accordance with ASTM D2488-90. 2. Soil classification using laboratory tests is based on ASTM D2487-90. 3. Description of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and or test data. GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 SOIL MOISTURE MODIFIERS: Dry- Absence of moisture, dry to the touch Moist- Damp, but no visible water Wet- Visible free water or saturated, usually soil is obtained from below water table Soil Classification System Proposed Single Family Residence 12214-45 1h Avenue South Tukwila, Washington Test Pit Log TP-1 Location: SE Corner of parcel, by blackberry bushes Depth (feet) Soil Type —Soil Description 0.0 - 0.3 Topsoil 0.3 - 1.5 ML Brown SILT with some fine sand, rootlets (soft to medium stiff, moist) 1.5 - 4.0 ML Light brown, with orange mottling SILT with some fine sand (medium stiff, moist) 4.0 - 6.0 ML Dark brown SILT (medium stiff to stiff, moist) 6.0 - 7.0 MUSIVI Brown SILT with gray fine to medium SAND interbeds (medium stiff to stiff, wet)(Alluvium) Terminated at 7 feet below ground surface. No caving observed, but some sloughing noted from 6 to 7 feet. No groundwater seepage observed. Test Pit Log TP-2 Location: W central portion of parcel, in grass lawn Depth (feet) Soil Type Soil Description 0.0 - 0.3 Topsoil 0.3 - 3.0 ML Brown SILT with some fine sand, rootlets (soft to medium stiff, moist) 3.0 - 3.0 ML Dark brown SILT (medium stiff to stiff, moist) 5.0 - 6.5 MUSM Brown SILT with gray fine to medium SAND interbeds (medium stiff to stiff, wet)(Alluvium) Terminated at 6.5 feet below ground surface. No caving observed, but some sloughing noted from 6 to 6.5 feet.. No groundwater seepage observed. Excavated on: October 22, 2015 GeoResources LLC Test Pit Logs Proposed Single Family Residence 5007 Pacific Highway East, Suite 16 th Fife, Washington 98424 12214 — 45 Avenue South Phone: 253-896-1011 Tukwila, Washington Fax: 253-896-2633 Job: RondosS.45thAveS.F. I October 2015 1 Figure 5 APPENDIX A SUBSURFACE EXPLORATIONS BY OTHERS (CONVERSE CONSULTANTS NW, 1992) 16 - I I �4 pi., AM U111 E-1, Us I .......... . LOGVF,,BOW (; Sheet I of 2 Date drilled 9111g./92. -.Sampler. and Driving *Weigbt 1401 h/3 01' dxap--. -Elevation(ft) 116 C 0 C 0 rd W IL E Zo to rn .2 x 0 CLM E fd M LCn Thisjog is part of the report.pre ared by Converse Consultants NW for the haineck IN -project, and.shoul be read together with that report forcom lettegterpretation. This summary a li tonpof ap es only at the loc boring and at the time of dri ng. Subsurface conditions may differ+ at other locations and may change at this location with the passage of time. The data presented are a simplification of actual conditions:encountered. DESCRIPTION 0 - + — td_ > (V L 05:9 -0 4- M C4- Wo M 9L L W L Z+- 4- 0 C = 0 4- L (V C RECENT ALLUVIUM SANDY SILT; mottled brown, gray brown., and rust, some fine sand, trace to little organics; firm, moist 5— 1 1 grades �to silty sand 28 110- 3 ----------------------------- - - SAND; dark gray, fine to medium, trace silt; medium dense, very moist 10- 2 7 18 105- 8 10 + 11/2/92 10/7/92 15— 3 12 grades dense, wet 30 100- 16 18 4 15 20 Pipe Invert G 21 trace coarse sand 20- 5 16 grades to fine to medium 95- 22 G 22 6 16 20 grades to fine to coarse 22 4- This logis part of thereport pr aredby Converse ConaultantsNw for the named project And shouo be read together with t 19 hat report C 0 M +. x al (A 4- 4- 0 to 0— 0 for complete interpretation. This summary aDplies only at the location of this bohng and at the time of drilling. Subsurface — 4- M_ .— 0 C:4- L 4J > E (a 0 .0 06 M conditions,may differ at other locations and may change at this location with the passage of time. The data presented are a >z LJ 41 U VO. 4- C L M L Lo Cn simplification of actual conditions encountered. W to M 0 C X DESCRIPTION J3 0 L C3. Z: 0 U 4- 0 16 SAND (continued) 90- 18 ----------------- ------- ------------------ SAND WITH GRAVEL; brown -black, fine to coarse, 30- trace sift, few fine gravel; medium dense, wet 8 15 G 85- 10 10 35 9 16 -- -------------------------------------- 80- 18 21 SAND; dark gray, fine to medium; trace silt;,medium dense, wet 40- 10 75� 1.18 17 19 Bottom of boring at depth 41.5 feet Piezometer installed in boring, screen section from 38 to 40 feet 45- 70- Project No. TASK 281-SOUTHERN TRANSFER/ALLENTOWN TRUNK Tukwila, Washington 92-35177-01 for HDR Engineering, 1nc. Figure No. 104 technical Engineering 1. Converse Consultants NW and Applied Earth Sciences A-3 f Project: Beam Cales - 1852 Apple Tree Phil Martonik Location: Header #1 - H 1 Reality Homes ,Roof Beam ILE 1308 Alexander Ave East [2012 International Residential Code(20112 NDS) "---Fife, WA 98424 3.5 IN x 7.5 IN x 5.0 FT #2 - Doug las-Fi r-Larch - Dry Use Section Adequate By: 60.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/1885 Dead Load 0.02 in Total Load 0.05 IN L/1146 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 1114 lb 1114 lb Dead Load 719 lb 719 lb Total Load 1833 lb 1833 lb Bearing Length 0.84 in 0.84 in Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Ad'usted Bending Stress: Fb = 900 psi Fb'= 1346 psi Cd=1. 15 CF=1.30 Shear Stress: Fv = 180 psi Fv' 207 psi Cd=1. 15 Modulus of Elasticity: E = 1600 ksi E' 1600 ksi Min. Mod. of Elasticity: E — min= 580 ksi E — min'= 580 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc--L= 625 psi Controlling Moment: 2292 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 1833 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req�d Provided Section Modulus: 20.44 in3 32.81 in3 Area (Shear): 13.29 in2 26.25 in2 Moment of Inertia (deflection): 19.33 in4 123.05 in4 Moment: 2292 ft-lb 3679 ft-lb Shear: 1833 lb 3623 lb REVIEWEDFOR CODE COMPLIANCE APPROVED JAN 0 8 2016 City of Tukodla [BUILDING DIVISION- StruCalc Version 9.0.1.7 8/28/2015 2:05:30 PM ft Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW 1.3 ft Side Two: Roof Live Load: ILL 25 psf Roof Dead Load: DL 15 psf Tributary Width: TW 16.5 ft Wall Load: WALL 0 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW 6 plf Beam Uniform Live Load: wL = 446 plf Beam Uniform Dead Load: wD—adj = 288 plf Total Uniform Load: WT = 733 plf . RECEIVED CITY OF TUKWIIG-A SEP 0 12015 PERMIT CENTER t) I, �,-- 0 (0 _%q� 12, Project: Beam Cales - 1852 Apple Tree Location: Header #2 - H2 -Roof Beam [2012 International Residential Code(2012 NDS) 3.5 IN x 7.5 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 1248.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U9622 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 125 lb 125 lb Dead Load 93 lb 93 lb Total Load 218 lb 218 lb Bearing Length 0.10 in 0.10 in BEAM DATA Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Admusted Bending Stress: Fb = 900 psi Fb'= 1346 psi Cd= 1. 15 CF= 1. 30 Shear Stress: Fv = 180 psi Fv' 207 psi Cd= 1. 15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E — min= 580 ksi E—min'= 580 ksi Compm -L to Grain: Fe - -L = 625 psi Fc 625 psi Controlling Moment: 273 ft-lb 2m5 ft from left support Created by combining all dead and live loads. Controlling Shear: 218 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Regd Provided Section Modulus: 2.43 in3 32.81 in3 Area (Shear): 1.58 in2 26.25 in2 Moment of Inertia (deflection): 2.3 in4 123.05 in4 Moment: 273 ft-lb 3679 ft-lb Shear: 218 lb 3623 lb 4]. Phil Martonik Reality Homes 1308 Alexander Ave East 4, Fife, WA 98424 StruCalc Version 9.0.1.7 8/28/2015 2:06:03 PM ft ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW 1 ft Side Two: Roof Live Load: ILL 25 psf Roof Dead Load: DL 15 psf Tributary Width: TW 1 ft Wall Load: WALL = 0 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW 6 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 37 plf Total Uniform Load: WT = 87 plf Project: Beam CaIcs - 1852 Apple Tree Location: Header #3 - H3 wRoof Beam [2012 International Residential Code(2012 NDS) 3.5 IN x 7.5 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 134.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN L/3486 Dead Load 0.01 in Total Load 0.02 IN L/2120 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 942 lb 942 lb Dead Load 607 lb 607 lb Total Load 1548 lb 1548 lb Bearing Length 0.71 in 0.71 in Span Length 4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Ad*usted Bending Stress: Fb = 900 psi Fb'= 1346 psi Cd= 1. 15 CF= 1. 30 Shear Stress: Fv = 180 psi Fv' 207 psi Cd= 1. 15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E min= 580 ksi E min'= 580 ksi Comp. 1 to Grain: — Fc - -L = 625 psi — Fc - 625 psi Controlling Moment: 1548 ft-lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1548 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req�d Provided Section Modulus: 13.81 in3 32.81 in3 Area (Shear): 11.22 in2 26.25 in2 Moment of Inertia (deflection): 10.45 in4 123.05 in4 Moment: 1548 ft-lb 3679 ft-lb Shear: -1548 lb 3623 lb Phil Martonik Reality Homes 1308 Alexander Ave East Fife, WA 98424 StruCalc Version 9.0.1.7 8/28/2015 2:06:18 PM LOADING DIAGRAM ft ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW 1.3 ft Side Two: Roof Live Load: LL 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 17.5 ft Wall Load: WALL 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW 6 plf Beam Uniform Live Load: wL = 471 plf Beam Uniform Dead Load: wD_adj = 303 plf Total Uniform Load: WT = 774 plf Project: Beam CaIcs; - 1852 Apple Tree Location: Header #4 - H4 iCombination Roof And Floor Beam [2012 International Residential Code(2012 NDS) 3.5 IN x 11.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 42.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2541 Dead Load 0.02 in Total Load 0.05 IN L/1504 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1937 lb 1937 lb Dead Load 1336 lb 1336 lb Total Load 3274 lb 3274 lb Bearing Length 1.50 in 1.50 in BEAM DATA Center Span Length 6 fl: Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Ad*usted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd= 1. 15 CF= 1. 10 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1. 15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E — min = 580 ksi E—min'= 580 ksi Com P. -L to Grain: Fc - -L = 625 psi Fe - -L'= 625 psi Controlling Moment: 4910 ft-I b 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -3274 lb At support. Created by combining all dead and live loads. Comparisons with required sections: RecCd Provided Section Modulus: 51.76 in3 73.83 in3 Area (Shear): 23.72 in2 39.38 in2 Moment of Inertia (deflection): 66.28 ln4 415.28 in4 Moment: 4910 ft-lb 7004 ft-lb Shear: -3274 lb 5434 lb Phil Martonik RealityHomes 1308 Alexander Ave East Fife, WA 98424 StruCalc Version 9.0.1.7 8/28/2015 2:06:51 PM Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW 1.3 ft 16.5 ft FLOOR LOADING Side 1 Side 2 Floor Live Load Floor FLL �O psf 40 psf Dead Load Floor FDL 15 psf 15 psf Tributary Width FTW 0 ft 5 ft Wall Load WALL 80 plf BEAM LOADING Roof Uniform Live Load: wL-roof = 446 plf Roof Uniform Dead Load: wD-roof = 282 plf Floor Uniform Live Load: wL-floor = 200 plf Floor Uniform Dead Load: wD-floor 75 plf Beam Self Weight: BSW 9 plf Combined Uniform Live Load: wL = 646 plf Combined Uniform Dead Load: wD = 445 plf Combined Uniform Total Load: wT = 1091 plf Controlling Total Design Load: wT-cont 1091 plf Project: Beam CaIcs - 1852 Apple Tree Location: Header #5 - H5 -Roof Beam [2012 International Residential Code(2012 NDS) 3.5 IN x 7.5 IN x 5.0 FT #2 - Doug las-Fi r-La rch - Dry Use Section Adequate By: 603.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.01 in Total Load 0.01 IN L/5021 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 Live Load 125 lb 125 lb Dead Load 293 lb 293 lb Total Load 418 lb 418 lb Bearing Length 0.19 in 0.19 in Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Ad'usted Bending Stress: Fb = 900 psi Fb'= 1346 psi Cd= 1. 15 CF= 1. 30 Shear Stress: Fv = 180 psi Fv' 207 psi Cd= 1, 15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E min= 580 ksi E min'= 580 ksi Com P. -L to Grain: — Fc - -L = 625 psi — Fc - 625 psi Controlling Moment: 523 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -418 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Regd Provided Section Modulus: 4.66 in3 32.81 in3 Area (Shear): 3.03 in2 26.25 in2 Moment of Inertia (deflection): 4.41 in4 123.05 in4 Moment: 523 ft-lb 3679 ft-lb Shear: -418 lb 3623 lb Phil Martonik Reality Homes 1308 Alexander Ave East . ........ Fife, WA 98424 StruCalc Version 9.0.1.7 8/28/2015 2:07:27 PM Side One: Roof Live Load: LL 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW 1 ft Side Two: Roof Live Load: LL 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 80 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW 6 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD—adj= 117 plf Total Uniform Load: WT = 167 plf Project: Beam CaIcs - 1852 Apple Tree Phil Martonik Location: Header #6 - H6 Reality Homes 4Roof Beam 1308 Alexander Ave East [2012 International Residential Code(20112 NDS) A Fife, WA 98424 3.5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 91.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3002 Dead Load 0.01 in Total Load 0.03 IN L/1824 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 Live Load 1313 lb 1313 lb Dead Load 848 lb 848 lb Total Load 2160 lb 2160 lb Bearing Length 0.99 in 0.99 in Span Length 5 Unbraced Length -Top 0 Unbraced Length -Bottom 0 Roof Pitch 4 Roof Duration Factor 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adeusted Bending Stress: Fb = 900 psi Fb'= 1242 psi Cd= 1. 15 CF= 1. 20 Shear Stress: Fv = 180 psi Fv' 207 psi Cd= 1. 15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E — min= 580 ksi E — min'= 580 ksi Comp. I to Grain: Fc - -L = 625 psi Fc - -L= 625 psi Controlling Moment: 2700 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -2160 lb At support. Created by combining all dead and live loads. Comparisons with required sections: RecCcl Provided Section Modulus: 26.09 in3 49.91 in3 Area (Shear): 15.65 in2 32.38 in2 Moment of Inertia (deflection): 22.78 in4 230.84 in4 Moment: 2700 ft-lb 5166 ft-lb Shear: -2160 lb 4468 lb StruCalc Version 9.0.1.7 8/28/2015 2:08:05 PM LOADING DIAGRAM ft Side One: Roof Live Load: LL 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW 3.5 ft Side Two: Roof Live Load: LL 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 17.5 ft Wall Load: WALL 0 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW 7 plf Beam Uniform Live Load: wL = 525 pif Beam Uniform Dead Load: wD—adj = 339 plf Total Uniform Load: WT = 864 plf Project: Beam CaIcs - 1852 Apple Tree Location: Header #7 - H 7 -Roof Beam [2012 International Residential Code(2012 NDS) 3.5 IN x 11.25 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 103.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/2681 Dead Load 0.02 in Total Load 0.06 IN L/1609 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 Live Load 1033 lb 1033 lb Dead Load 687 lb 687 lb Total Load 1720 lb 1720 lb Bearing Length 0.79 in 0.79 in Span Length 8 Unbraced Length -Top 0 Unbraced Length -Bottom 0 Roof Pitch 4 Roof Duration Factor 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Doug las-Fi r-Larch Base Values Ad*usted Bending Stress: Fb = 900 psi Fb'= 1139 psi Cd= 1. 15 CF= 1. 10 Shear Stress: Fv = 180 psi Fv' 207 psi Cd= 1. 15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E — min= 580 ksi E min'= 580 ksi Comp. -L to Grain: Fc - -L = 625 psi — Fe - -L'= 625 psi Controlling Moment: 3441 ft-lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1720 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Recrd Provided Section Modulus: 36.27 in3 73.83 in3 Area (Shear): 12.47 in2 39.38 in2 Moment of Inertia (deflection): 46.45 in4 415.28 in4 Moment: 3441 ft-lb 7004 ft-lb Shear: 1720 lb 5434 lb Phil Martonik Reality Homes 1308 Alexander Ave East Fife, WA 98424 StruCalc Version 9.0.1.7 8/28/2015 2:08:25 PM LOADING DIAGRAM ft Side One: Roof Live Load: LL 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW 1.3 ft Side Two: Roof Live Load: LL 25 psf Roof Dead Load: DL 15 psf Tributary Width: TW 9 ft Wall Load: WALL 0 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW 9 plf Beam Uniform Live Load: wL = 258 plf Beam Uniform Dead Load: wD — adj = 172 plf Total Uniform Load: WT = 430 plf Project: Beam CaIcs - 1852 Apple Tree Location: Beam #1 - B1 Roof Beam [2012 International Residential Code(2012 NDS)] 3.5 IN x 10.5 IN x 17.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 49.1% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.45 IN L/453 Dead Load 0.31 in Total Load 0.76 IN L/268 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1239 lb 1239 lb Dead Load 851 lb 851 lb Total Load 2090 lb 2090 lb Bearing Length 0.92 in 0.92 in BEAM DATA Span Length Unbraced 17 ft Length -Top Unbraced 0 ft Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Ad'usted Bending Stress: Fb = 2400 psi Controlled by: Fb—cmpr = 1850 psi Fb'= 2760 psi Cd= 1. 15 Shear Stress: Fv = 265 psi Fv' 305 psi Cd= 1. 15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E — min = 930 ksi E—min'= 930 ksi Comp. -L to Grain: Fc_ I = 650 psi Fc--L'= 650 psi Controlling Moment: 8883 ft-lb 8.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -2090 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Recrd Provided Section Modulus: 38.62 in3 64.31 in3 Area (Shear): 10.29 in2 36.75 in2 Moment of Inertia (deflecbon): 226.48 in4 337.64 in4 Moment: 8883 ft-lb 14792 ft-lb Shear: -2090 lb 7466 lb 7 P ------ hil Martonik 'Reality Homes 1308 Alexander Ave East -.Fife, WA 98424 StruCalc Version 9.0.1.7 8/28/2015 2:09:04 PM ROOF LOADING Side One: Roof Live Load: LL 25 psf Roof Dead Load: DL 15 psf Tributary Width: TW 1.3 ft Side Two: Roof Live Load: LL 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 4.5 ft Wall Load: WALL 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 17 ft Beam Self Weight: BSW 8 plf Beam Uniform Live Load: wL = 146 plf Beam Uniform Dead Load: wD—adj = 100 plf Total Uniform Load: WT = 246 plf Project: Beam Calcs - 1852 Apple Tree Location: Beam #2 - B2 Combination Roof And Floor Beam [2012 International Residential Code(2012 NDS) 5.125 IN x 12.0 IN x 12.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 44.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.24 IN L/598 Dead Load 0.14 in Total Load 0.38 IN U376 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4115 lb 4115 lb Dead Load 2431 lb 2431 lb Total Load 6546 lb 6546 lb Bearing Length 1.97 in 1.97 in BEAM DATA Center Span Length 12 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.14 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adwusted Bending Stress: Fb = 2400 psi Controlled by: Fb—cmpr = 1850 psi Fb' = 2760 psi Cd= 1. 15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd= 1. 15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E min = 930 ksi E—min'= 930 ksi Comp. -L to Grain: — Fe - -L = 650 psi Fc - -L'= 650 psi Controlling Moment: 19638 ft-lb 6.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -6546 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reqd Provided Section Modulus: 85.38 in3 123 in3 Area (Shear): 32.22 in2 61.5 in2 Moment of Inertia (deflection): 471.24 in4 738 in4 Moment: 19638 ft-lb 28290 ft-lb Shear: -6546 lb 12495 lb Phil Martonik Reality Homes 1308 Alexander Ave East 61 . ... ...... 7- Fife, WA 98424 StruCalc Version 9.0.1.7 8/28/2015 2:09:38 PM Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW 1.3 ft 16.5 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL 40 psf 40 psf Floor Dead Load FDL 15 psf 15 psf Floor Tributary Width FTW 0 ft 6 ft Wall Load WALL 20 pif BEAM LOADING Roof Uniform Live Load: wL-roof 446 plf Roof Uniform Dead Load: wD-roof 282 plf Floor Uniform Live Load: wL-floor 240 plf Floor Uniform Dead Load: wD-floor 90 plf Beam Self Weight: BSW 13 plf Combined Uniform Live Load: wL = 686 plf Combined Uniform Dead Load: wD = 405 plf Combined Uniform Total Load: wT = 1091 plf Controlling Total Design Load: wT-cont 1091 plf . Project: Beam Calcs - 1852 Apple Tree Location: Beam #3 - B3 Uniformly Loaded Floor Beam [2012 International Residential Code(2012 NDS)] 7.0 IN x 11.875 IN x 3.5 FT 1.8E-260OF - APA EWS LVL Stress Classes Section Adequate By: 1303.6% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 788 lb 788 lb Dead Load 338 lb 338 lb Total Load 1125 lb 1125 lb Bearing Length 0.23 in 0.23 in BEAM DATA Center Span Length 3.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.8E-260OF - APA EWS LVL Stress Classes Base Values Adiq��j Bending Stress: Fb = 2600 psi Fb'= 2603 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 285 psi Fv' 285 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc - 700 psi Fc - -L= 700 psi Controlling Moment: 985 ft-lb 1.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1125 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rec�d Provided Section Modulus: 4.54 in3 164.52 in3 Area (Shear): 5.92 in2 83.13 in2 Moment of Inertia (deflection): 7.23 in4 976.83 in4 Moment: 985 ft-lb 35692 ft-lb Shear: 1125 lb 15794 lb JPhil Martonik Reality Homes 1308 Alexander Ave East Fife, WA 98424 StruCalc Version 9.0.1.7 8/28/2015 2:09:49 PM FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 7.3 ft 4 ft Wall Load WALL 0 plf BEAM LOADING Beam Total Live Load: wL = 450 plf Beam Total Dead Load: wD = 169 pif Beam Self Weight: BSW = 24 plf Total Maximum Load: wT = 643 plf 4 1 2012 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: REALITY HOMES, INC. PLAN: RONDOS RESIDENCE SITE CRITE IA I DESIGN WIND WIND (18C)SEISMIC SOIL RISK ROOFSNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY LOAD (MPH) CATEGORY 25 PSF 110 MPH B D E 11 SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX. PER CONDITIONS REPORTPER SPECTRAL SPECTRAL ELEVATION OWNER PER OWNER , OWNER RESPONSE Sl RESPONSE Ss <15% NONE �---j 0.564g: i 1.503g 1:�� CORRECTION SITE: XXXX 45TH AVE. S. TUKWILA, WA 98178 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: W505283 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY John Hodge, RE 2615JahnAm RW. Sub E-6 Glg HarborWA 98335 Phow (253)857-7055 Fax (253) 957-7599 1PROJECT NUMB 150659 8.20.15 (GEO REPORT REviEm 11.11.15 RE-Vi�VVED FOR COMPLIAMOR JAN 0 8 2016 0q Tula"Ale QG DIVISION O"INAL STAMP MUST RED T?_BE MLID r ED I'll V `,.1',""A"ILA V NOV 2 3 2015 PERMil- c;Li4'rER y 3 COPYW-,14T@2V1D HODGE ENGNEEFFaft 1>0 � 7T I '=9-T PM PEll"T UNLE66 A4 ORIGNA. RED WAL DO NOT ACCEPT COPY 1 of 46 TABLE OF CONTENTS Projectand Site Information ........................................................................................................... Engineering Methods Explanation (2012 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) Wind Speed Determination - Applied Technology Council Seismic' Spectral Response - USGS Design Maps Summary Report Satellite Image of Building Site and Surrounding Area Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 pso LateralAnalysis ................................................................................................................................ - Project Lateral Information tDesign Settings and Site Information - Woodworks@ Shearwall Lateral Analysis - Layout and Uplift by Floor - Design Summary - Shear Wall Design and Hold Downs - Shear Results for Wind - Critical Response Summary Shear Results for Seismic - Critical Response Summary Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) Plan Specific Lateral Items GravityLoad Analysis ..................................................................................................................... - Forte@ Job Summary Report - List of Beams and Headers - Member Reportsb Undividual Beams and Headers - Post Capacities Tables - Toe Nail tRim to Top Plate Connection - Toe Nail Uoist to Top Plate Connection - Typical Top Plate Splice Calculation - Plan Specific Gravity Items Foundation........................................................................................................ - 1500 PSF Reinforced Concrete Pad Calculations - Continuous Concrete Footing with Stem Point Load Engineering - Restrained Retaining Walls if Present - Unrestrained Retaining Walls if Present - Plan Specific Foundation Items 1 2012 International Building Code (IBC) 2 of 46 OHR#gp eng 2012 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2012 IBC. The cover sheet of the engineering specifies the engineering scope as lateral and gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-10, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 10 (www.woodworks- software.corn 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-10 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-10 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-10 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2012 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Loads to the foundation or soil have reinforced footings where required. 3 of 46 Google earth leed 2000 rretersi �900 4 of 46 . 6-1 11LU'l 0 ,,,3earcn KesUIIS TOT Map z Home Ground Snow Loads Related Resources Sponsors About ATC Contact Search Resul ts \--" Canada ALBERTA Latitude: 47.4933 i Met SASKATCHEWAN Longitude: -122.2770 ASCE 7-10 Windspeeds (3-sec peak gust MPH*): Risk Category 1: 100 fit. NORT Risk Category 11: 110 vA� �w NGTO tj MONTANA DAKO' Risk Category 1114V: 115 MRI** 10 -Year: 72 SOUT MRI** 25 - Year: 79 DAKO' MRI** 50 - Year: 85 WYOMINO MRI** 100 -Year: 91 NEEIR NEVADA United Sta ASCE 7-05: 85 San Francisco UTAH COlOnADO Ki ASCE 7-93: 70 0 CALIFORNIA oLas Vegas 0 Los Angeles � Map data @2015 Google, INEGI *MPH(Miles per hour) **MRl Mean Recurrence Interval (years) Users should consult with local building officials to determine if there are community -specific Wind speed requirements that govern. r-1911. IM I 'LJ_ Download a PQF of your results ME —1 Print your results WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s) described by latitude/Iongitude location in the wind speed report. Sponsored by the ATC Endowment Fund - Applied Technology Council - 2011 Redwood Shores Parkway, Suite 240 - Redwood City, Calillomia 94065 - (650) 595-1542 5 of 46 hffn-/Ami nrlcrv�cl ntr," irwil nrnA rdlay rihn?rintir� rrm rr1nt0q1tJZ%1iMA1= nrtir.laR irf-- InRxi�= 1 Ptlatitt via-- 0/.'2nd7 AQI'Anl 04(.90/^RnA1rnniti uip— 199 ')7AQC;?PricIe r.at ?J/ *1 /ILU'l 0 uesign maps ourrimary Keport "F- I "'GS Design Maps Summary Report RUN User —Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.49331N, 122.276951W Site Soil Classification Site Class D - "Stiff Soil" Risk Category _J 5 0 0 0 M� 14,gn F Newcas , 1 0* 0 A. 0 rnapi.j6,est USGS—Provided Output Ss = 1.503 g S, = 0.564 g BU 0 1 S,, = 1.503 g S,, = 0.845 g 900 I 410t. r MN 0 A M E R I !CA .6p 0 MapQuest S,, = 1.002 g S,, = 0.564 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCERResponse Spectrum 1.44-- C, 0.!)G - - M 0.go - 0.64- 0.49-- 0.32 0.16 0.001 i 0.00 0.20 0.40 O.GO 0.90 1.00 1.20 1.40 LGO 1.90 2.00 Period, T (sec) Design Response Spectrum 1.10-- 0.99- 0.98- 0.77-- Ch 0. r, r, - - M 0.55- FA 0.44- 0.33-- 0.22-- 0.11 0.00 0.00 0.20 0 . 40 O'GO 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 6 of 46 httn-//ahn')_Pnrfhm 121(0 Wr irm nn%i/r1aQ1nnmnnchm/Qimmnry e\ Hodge engineering inc. Snow Loading Calculation Site: XXXX 45th Ave S Tukwila, WA 98178 Plan: Rondo Residence Job: 150659 Following: - Snow Load Analysis for Washington; Second Edition by the Structural Engineers Association of Washington - WABO/SEAW White Paper #8 "Guidelines for Determining Snow Loads in Washington State" available on www.seaw.org/publications - ASCE 7-10 Chapter 7 Snow Loads Ground Snow Load pg: (ASEC 7-10 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Elevation = 30 ft. Ground snow load = NGSL x elevation = 0.050 * 30 = 1.5 psf = pg Roof Snow Load P: ASCE 7-10 7.3 Flat roof snow load pf = 0.7CeCt1Pg ASCE 7-10 7.3.1 Ce is the exposure factor = 1.2 for partially exposed structure (table 7.2) ASCE 7-10 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3) ASCE 7-10 7.3.3 1 is the importance factor = 1.0 for residences ASCE 7-10 7.4 Sloped roof snow loads - no roof slope reduction Cs taken ASCE 7-10 7.6 Trussed roof or slope exceeding 7:12 — no unbalanced snow loading pf = 0.7CeCtlPg = 0.7 * 1.2 * 1.1 * 1.0 * 1.5 psf = 2 psf Minimum roof.snow load 25 psf. "Snow load to be approved by the authority having jurisdiction...."- ASCE 7-10 7.2 Hodge Engineering, Inc. John E. Hodge P. E. 261.5,Jalin Ave NW Ste. E5 Gig Harbor, VV4 01?��35 (20-3) 857-7055 Fax (253) 857-7599 F� � WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks@ Shearwalls 10.42 Nov. 11, 2015 10:11:24 Level 1 of 2 45' 0. 5- 10, — Factored shearline force (lbs) * Factored holddown force (lbs) * C Compression force exists N Vertical element required Loads Shown: W; Forces: 0.6W + 0.6D. 40' 35' 30' 25' 20' 15' 10, 5- 0. 15' 20' 25' 30' 35' 40' LLIJ Unfactored applied shear load (plf) 0- (9) Unfactored dead load (plf,lbs) (E)- (D Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (lbs) Orange = Selected wall(s) 8 of 46 [7 1 WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks@) Shearwalls 10.42 Nov. 11, 2015 10:11:24 Level 2 of 2 45' 0, 5- 10, — Factored shearline force (lbs) L Factored holddown force (lbs) C Compression force exists Vertical element required Loads Shown: W; Forces: 0.6W + 0.61D. 40' 35' 30, 25' 20' 15' kill 5. 01 15, 20' 25' 30' 35' 40' LLU Unfactored applied shear load (plf) 0-(8) Unfactored dead load (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (lbs) Orange = Selected wall(s) 9 of 46 Woodworks@ Shearwans SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 10.42 LATERAL ANALYSIS.wsw Project Information rOMPANY AND PROJFnT INFC)RMATION Com any Project HODGE ENGINEERING 2615 JAHN AVE NW SUITE E5 GIG HARBOR, WA 98335 (253)-857-7055 nFAMN qFTTINGS Nov. 11, 201510:14:41 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19%- 10% 1 6.00 5.00 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Always Drag struts Applied loads Shearwall Relative Rigidity: wall capacity Design Shearwall Force/Length: Based on wall rigidity/length QITP INCY)PRRATInKI Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Risk Category Category II - All others Exposure Exposure B Structure Type Regular Enclosure Enclosed Building System Bearing wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class E Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.560g SS:1.500g Fundamental Period E-W N-S Site Location: T Used Approximate Ta 0.174s 0.174s 0.174s 0.174s Elev: 30ft Avg Air density: 0.0764 lb/cu ft Rigid building - Static analysis Maximum T 0.243s 0.243s Case 2 E-W loads N-Sloads Response Factor R 6.50 6.50 Fa:0-90 Fv:2.40 Eccentricity 15 15 Loaded at 75% 10 of 46 I WoodWorks@ Shearwalls LATERAL ANALYSIS.wsw Nov. 11, 2015 10:14:41 1 Structural Data ATORY INFOPMATMN Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth [in] Height [ft] shrinkage [in] length [in] Ceiling 20.50 0.0 Level 2 12.50 10.0 8.00 14.0 14.5 Level 1 3.00 10.0 9.00 14.0 14.5 Foundation 2.00 Ri nrK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] Block 1 2 Story N-S Ridge Location X,Y 0.00 9.00 North Gable 90.0 1.00 Extent X,Y = 24.00 33 .00 South Gable 90.0 1.00 Ridge X Location, Offset 12.00 0.00 East Side 18.5 1.00 Ridge Elevation, Height 24.50 4.00 West Side 18.5 1.00 Block 2 2 Story E-W Ridge Location X,Y 24.00 24.50 North side 18.5 1.00 Extent X,Y = 4.50 7.00 South Side 18.5 1.00 Ridge Y Location, Offset 27.50 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 22.00 1.00 West Joined 161.5 1.00 Block 3 1 Story N-S Ridge Location XX 0.00 0.00 North Joined 90.0 1.00 Extent X,Y = 24.50 9.00 South Gable 90.0 1.00 Ridge X Location, Offset 12.00 0.00 East Side 18 .5 1.00 Ridge Elevation, Height 16.50 4.00 West Side 18 .5 1.00 Block 4 1 Story E-W Ridge Location X,Y 24.00 10.00 North Side 18.5 1.00 Extent X,Y = 17.50 13.50 South Side 18.5 1.00 Ridge Y Location, Offset 16.50 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 15.00 2.00 West Joined 90.0 1.00 Block 5 1 Story E-W Ridge Location X,Y 24.00 32.50 North Side 18.5 1.00 Extent X,Y = 17.00 10.00 South Side 18.5 1.00 Ridge Y Location, Offset 37.50 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 14.50 1.50 West Joined 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y 28.00 24.50 North Side 18 .5 1.00 Extent X,Y = 13.50 6.50 South Side 18.5 1.00 Ridge Y Location, Offset 28.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 14.00 1.00 West Joined 90.0 1.00 11 of 46 I WoodWorks@ Shearwalls LATERAL ANALYSIS.wsw Nov. 11, 2015 10:14:41 1 AWFATHING MATFRIALS hv WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in In lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 4 12 Y 1,2 2 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 12 Y 1,3 Int Structural sheath 24/16 7/16 - 3 Vert 27000 8d Nail N 3 12 Y 3 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 835001 8d Nail N 6 12 Y 1 1,3 Legend., Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lbfin. 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 G WB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A I (casing sizes = box sizes). Gauges: 11 ga = 0. 120"x 1-314" (gypsum sheathing, 25132" fiberboard), 1-112"(1ath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 118". Cooler orgypsum wallboard nail: 5d =.086"x 1-518"; 6d =.092"x 1-718"; 8d =. I 13"x 2-318"; 618d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-114" long. 518" gypsum sheathing can also use 6d cooler or G WB nail Df — Deformed nails (threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: I.Capacity has been reduced for framing specific gravity according to SDP\NS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the 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. FRAMIKIr. MATFRIALR and STANDARD WALL bv WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in In pSIA6 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 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. 12 of 46 Woodworks@ Shearwalls LATERAL ANALYSIS.wsw Nov. 11, 2015 10:14:41 SHEARLINE. WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group X Ift] Start End Ift] Wind Seismic Ift] Line I Level 2 Line 1 Seg 3 0.00 9.25 42.25 33.00 27.75 27.75 8.00 Wall 1-1 Seg 3 0.00 9.25 42.25 33.00 27.75 27.75 - Opening 1 - - 13.75 19.00 5.25 - - 3.00 Levell Line 1 Seg 3 0.00 0.75 42.25 41.50 41.50 41.50 9.00 Wall 1-1 Seg 3 0.00 0.75 42.25 41.50 41.50 41.50 - Line 2 Leve12 Line 2 Seg 3 25.50 9.25 42.25 33.00 33.00 33.00 8.00 Wall 2-1 Seg 3 24.50 9.25 23.50 14.25 14.25 14.25 - Wall 2-3 Seg 3 24.50 31.75 42.25 10.50 10.50 10.50 Wall 2-2 Seg 3 28.50 23.50 31.75 8.25 8.25 8.25 - Levell Line 2 Seg 3 24.00 0.75 42.25 41.50 18.50 18.50 9.00 Wall 2-2 Seg 3 24.00 9.25 20.00 10.75 10.75 10.75 - Wall 2-1 Seg 3 24.50 0.75 8.50 7.75 7.75 7.75 - Line 3 Levell Line 3 Seg 3 41.50 8.50 42.25 33.75 28.75 28.75 9.00 Wall 3-1 Seg 3 41.50 8.50 42.25 33.75 28.75 28.75 - Opening 1 - - 23.50 28.50 5.00 - - 3.00 East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group Y [ft] Start End Ift] Wind Seismic Ift) Line A Levell Line A Seg 1 1.00 0.00 24.25 24.25 6.25 6.25 9.00 Wall A-1 Seg 1 1.00 0.00 24.25 24.25 6.25 6.25 - opening 1 - - 3.00 10.50 7.50 - - 3.00 Opening 2 - - 13.00 21.00 8.00 - - 3.00 Line B Leve12 Line B Seg 3 9.00 0.00 24.25 24.25 19.25 19.25 8.00 Wall B-1 Seg 3 9.00 0.00 24.25 24.25 19.25 19.25 - Opening I - - 9.75 14.75 5.00 - - 3.00 Levell Line B NSW 9.00 0.00 41.25 41.25 0.00 0.00 9.00 Wall B-1 NSW 8.50 24.25 41.25 17.00 0.00 0.00 - Opening I - 24.75 27.50 2.75 - - 3.00 Opening 2 - 29.25 38.25 9.00 - - 3.00 Line C Leve12 Line C NSW 21.50 0.25 28.25 28.00 0.00 0.00 8.00 Wall C-1 NSW 23.50 24.25 28.25 4.00 0.00 0.00 - Leveli Line C Seg 3 21.50 0.00 41.25 41.25 13.75 13.75 9.00 Wall C-1 Seg 3 21.50 0.25 14.00 13.75 13.75 13.75 - Line D Leve12 Line D NSW 32.00 24.25 28.25 4.00 0.00 0.00 8.00 Wall D-1 NSW 32.00 24.25 28.25 4.00 0.00 0.00 - Line E Leve12 Line E Seg 3 42.50 0.00 24.25 24.25 14.25 14.25 8.00 Wall E-1 Seg 3 42.50 0.00 24.25 24.25 14.25 14.25 - Opening 1 - - 3.75 8.75 5.00 - - 3.00 Opening 2 - - 15.50 20.50 5.00 - - 3.00 Levell Line E Seg 3 42.50 0.00 41.25 41.25 26.25 26.25 9.00 Wall E-1 Seg 3 42.50 0.00 41.25 41.25 26.25 26.25 - Opening 1 - - 6.50 11.50 5.00 - - 3.00 Opening 2 - 20.25 26.25 6.00 - 3.00 Opening 3 - 33 .00 37.00 4.00 - 1 3.00 Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwafl Location - dimension perpendicular to wall 13 of 46 I WoodWorks@ Shearwails LATERAL ANALYSIS.wsw Nov.11,201510:14:41 I FHS - length of full -height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 14 of 46 Woodworks@ Shearwas LATERAL ANALYSIS.wsw Nov. 11, 2015 10:14:41 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 15 of 46 I WoodWorks@ Shearwalls LATERAL ANALYSIS.wsw Nov. 11, 2015 10:14:41 1 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads AWPAR PFAIII TA N-S W For H[W-Cub ASD Shear Force [plfl Allowable Shear [plfl Crit. Shearlines 2p Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Res -Dne I Level 2 Ln1, Lev2 3 Both 1.0 778 28.0 28.0 339 1.00 S 339 9394 0.08 Level I Lnl, Levl 3 S->N 1.0 2033 49 .0 49.0 339 1.00 S 339 14049 0.14 3 N- >S 1.0 1977 47 .6 47 .6 339 1.00 S 339 14049 0.14 Line 2 Level 2 Ln2, Lev2 3 Both 1.0 903 - 27.4 339 1.00 S 339 11171 0.08 Wall 2-1 3 Both 1.0 390 27.4 27.4 339 1.00 339 4824 0.08 Wall 2-3 3 Both 1.0 287 27.4 27.4 339 1.00 339 3554 0.08 Wall 2-2 3 Both 1.0 226 27.4 27.4 339 1.00 339 2793 0.08 Level 1 Ln2, Levl 3 S->N 1.0 2905 - 157.0 339 1.00 S 339 6263 0.46 3 N->S 1.0 2863 - 154.8 339 1.00 S 339 6263 0.46 Wall 2-2 3 S->N 1.0 1688 157.0 157.0 339 1.00 339 3639 0.46 3 N->S 1.0 1664 154.8 154 .8 339 1.00 339 3639 0.46 Wall 2-1 3 S->N 1.0 1217 157.0 157.0 339 1.00 339 2624 0.46 3 N->S 1.0 1199 154.8 154.8 339 1.00 339 2624 0.46 Line 3 Ln3, Levl 3 Both 1.0 726 25.2 25.2 339 1.00 S 339 9732 0.07 E-W W For H[W-Cub ASD Shear Force 1plfl Allowable Shear [plfl Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [I bs] -Dne A Level I LnA, Levl 1 W- >E 1.0 1479 236.6 236.6 495 1.00 S 495 3092 0.48 1 E- >W 1.0 1492 238.7 238.7 495 1.00 S 495 3092 0.48 Line B Level 2 LnB, Lev2 3 W- >E 1.0 1004 52.2 52.2 339 1.00 S 339 6517 0.15 3 E- >W 1.0 1008 52.4 52.4 339 1.00 S 339 6517 0.15 Line C Level 1 LnC, Levl 3 W- >E 1.0 2447 177.9 177.9 339 1.00 S 339 4655 0.53 3 E->W 1.0 2495 181.5 181.5 339 1.00 S 339 4655 0.54 Line E Level 2 LnE, Lev2 3 W- >E 1.0 1006 70.6 70.6 339 1.00 S 339 4824 0.21 3 E- >W 1.0 1011 71.0 71.0 339 1.00 S 339 4824 0.21 Level I LnE, Levl 3 W- >E 1.0 2040 77.7 77.7 339 1.00 S 339 8886 0.23 3 E->W 1.0 2071 78.9 78.9 339 1.00 S 339 8886 1 0.23 Legend., Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. 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. HIW-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of a// segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 VIFHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V - For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = vlTotal = design shear forcelunit shear capacity for critical segment on wall or shearline. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 16 of 46 I WoodWorks@ Shearwalls LATERAL ANALYSIS.wsw Nov. 11, 2016 10:14:41 1 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area [Ibs] lsq.ftl Story Shear [lbs] E-W N-S Diaphragm Force Fpx [Ibs] E-W N-S 2 19405 833.5 3768 3768 3768 3768 1 34424 1580.0 3686 3686 6196 6196 All I 53829 - 7453 7453 - - I Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12. 10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.90; Ev = 0.180 D unfactored; 0.126 D factored; total dead load factor: 0.6 - 0.126 = 0.474 tension, 1.0 + 0.126 = 1.126 compression. 17 of 46 WoodWorks@ Shearwalls LATERAL ANALYSIS.wsw Nov. 11, 2015 10:14:41 SHEAR RESULTS (flexible seismic desion) N-S W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines gp Dir Int Ext V [lbs] vmax v Int Ext CO C Total V [lbs] Tine I Level 2 Lnl, Lev2 3 Both 1.0 1316 47.4 47.4 242 1.00 S 242 6710 0.20 Level I Lnl, Lev1 3 Both 1.0 2085 50.2 50.2 242 1.00 S 242 10035 0.21 Line 2 Level 2 Ln2, Lev2 3 Both 1.0 1321 - 40.0 242 1.00 S 242 7979 0.17 Wall 2-1 3 Both 1.0 570 40.0 40.0 242 1.00 242 3446 0.17 Wall 2-3 3 Both 1.0 420 40.0 40.0 242 1.00 242 2539 0.17 Wall 2-2 3 Both 1.0 330 40.0 40.0 242 1.00 242 1995 0.17 Level 1 Ln2, Levl 3 Both 1.0 2498 - 135.0 242 1.00 S 242 4473 0.56 Wall 2-2 3 Both 1.0 1452 135.0 135.0 242 1.00 242 2599 0.56 Wall 2-1 3� Both 1.0 1047 135.0 135.0 242 1.00 242 1874 0.56 Line 3 Ln3, Levl 3 Both 1.0 634 22.1 22.1 242 1.00 S 242 6952 0.09 E-W W For HM-Cub ASD Shear Force [plfl Allowable Shear [plf] Crit. Shearlines gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] -[me A Level I LnA, Lev1 1 Both .67 1473 235.7 235.7 236 1.00 S 236 1473 1.00 Line B Level 2 LnB, Lev2 3 Both 1.0 1311 68.1 68.1 242 1.00 S 242 4655 0.28 Line C Level 1 LnC, Lev1 3 Both 1.0 1694 123.2 123.2 242 1.00 S 242 3325 0.51 Line E Level 2 LnE, Lev2 3 Both .94 1326 93.1 93.1 227 1.00 S 227 3230 0.41 Level 1 LnE, Lev1 3 Both .94 2050 78.1 78.1 228 1.00 S 228 5995 0.34 Legend., Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. 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 a// walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. HIW-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall., force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 VIFHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = vlTotal = design shear forcelunit shear capacity for critical segment on wall or shearline. "Windicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 18 of 46 WoodWorks@ Shearwalls LATERAL ANALYSIS.wsw Nov. 11, 2015 10:14:41 10 19 of 46 1-a- F 0 R T E' 308 SUMMARY REPORT BEAMCA-1.4TE 61: UPPER ROOF Member Name Resuits current Solution Comments RI Passed i Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R2 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 02: LOWER ROOF & UPPER FLOOR FRAMING Member Name Results Current Solution Comments R3 Passed I Piece(s) 4 x 12 Douglas Fir -Larch No. 2 R4 Passed 1 Piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glularn P5 Passed I Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R6 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R7 Passed I Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R8 Passed I Piece(s) 4 x 8 Douglas Fir -Larch No. 2 Ul Passed 1 Piece(s) 5 1/2" x 10 1/2" 24F-V8 DF Glularn U2 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U3 Passed I Piece(s) 4 x 8 Douglas Fir -Larch No. 2 FLR BEAM (FOR REFERENCE ONLY) Passed I Piece(s) 13/4" x 117/8" 2.OE Microllam(D LVL U4 lPassed ce(s) 3 1/2" x 9" 24F-V4 DF Glularn U5 I Passed I Piece(s) 4 x 10 Douglas Fir -Larch No. 2 Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253) 857-7055 jesse@hodgeengineedng.coin 11/9/2015 10:04:13 AM Forte v5.0, Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 1 of 15 20 of 46 Ew-d'IFORTE' MEMBER REPORT UPPER ROOF, RI I piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 5'3" 0 5. All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location" Allowe4 . � Result'. �_ - T LOF Load:'Combinati6ri'(IPziitern)�' Member Reaction (lbs) 1966 @ 0 3281 (1.50") Passed (60%) -_ 1.0 D + 1.0 S (All Spans) Shear (lbs) 1420 @ 8 3/4" 3502 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2580 @ 2' 7 1/2" 3438 Passed (75%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.043 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.072 @ 2' 7 1/2" 1 0.262 1 Passed (L/875) -- , 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (L/360) and TL (LJ240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve rnember stability. Applicable calculations are based on Nos. Supports Bearing Loads to Supports (Ibs) Accessones Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1. 50" 1.50" 785 1181 1966 None 2 - Trimmer - HF 1.50" 1.50" 1.501, 785 1181 1966 None Loads Location Tributary Width Dead (0.90) Snow (i.15) Corrunents I - Uniform (PSF) 0 to 51311 18' 16.2 25.0 1 = tial - Living Wepirhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to httP://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse ROUtley Hodge Engineering (253) 857-7055 jesse@hodgeerigineering.roin PASSED System: Wall Member Type ; Header Building Use : Residential Building Code : IBC Design Methodology : Aso SUSTAINABLE FORESTRY INITIATIVE 1119/2015 10:04:13 AM Forte v5.0. Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 2 of 15 21 of 46 Fw`ij F 0 R T E ` MEMBER REPORT UPPER ROOF, R2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 53" 0 0 5- 1 ;r All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual Design Results Actual@ Location Allowea, Result LDF Load: Combination (Pattern) Member Reaction (lbs) 342 @ 0 3281 (1.50") Passed (10%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 247 @ 8 3/4" 3502 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 449 @ 2' 7 1/2' 3438 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.007 @ 2'7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.013 @ 2'7 1/2" 0.262 1 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (1.1360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories 'Total' Available Required Dead 'Snow Total I - Trimmer - HF 1.501, 1.501, 1.501, 145 197 342 None 2 - Trimmer - HIF 1.50" 1.50" 1. so" 145 197 342 None Tributary I Dead Snow Loads" Location Width (0.90) (1.15) Comments 11 - Uniform (PSF) 0 to 5' 3" 3' 16.2 25.0 Resid ntial - Living JAr s Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined try the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s—CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINAKE FORESTRY INITIATIVE Forte Software Operator 11/9/2015 10:04:13 AM Forte v5.0, Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 3 of 15 22 of 46 Job Notes Jesse Routley Hodge Engineering (253) 857-7055 jesse@hodgeeriglneedng.com F 0 R T E` MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, R3 PASSED I piece(s) 4 x 12 Douglas Fir -Larch No. 2 0 Overall Length: 8'6" 1. 8' 1 0 0 2 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Loai&Combination�(Pattein) Member Reaction (lbs) 1062 @ 1 1/2" 6563 (3.00") Passed (16%) -_ 1.0 D + 1.0 S (All Spans) Shear (lbs) 766 @ V 2 1/4" 5434 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2127 @ 4' 3" 7004 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.024 @ 4' 3" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.039 @ 4' 31' 1 0.412 1 Passed (V999+) -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (L/360) and TIL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required ' Dead Snow Total 1 - Trimmer - HF 3.00" 3.0V 1.50" 425 638 1063 None 2 - Trimmer - HF 3.00" 3.00' 1.50" 425 638 1063 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 6" 6' 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (RIm Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s—CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/9/2015 10:04:13 AM Forte v5.0. Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 4 of 15 23 of 46 Job Notes Jesse Roulley Hodge Engineering (253) 857-7055 jesse@hodgeengineering.com �F'i`CF 0 R T E` MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, R4 PASSED I piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam 0 Overall Length: 17'6" 16'9" 0 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Disiqn�Results �Z' :-Actual @ Location. Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2017 @ 17'4- 4961 (3.50") Passed (41%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 1769 @ 1- 4" 7466 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 8099 @ 8' 8 1/4" 14792 Passed (55%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.419 @ 8'9 5/8" 0.567 Passed (L/486) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.699 @ 8'9 5/8" 0.850 1 Passed (L/292) 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng Is required to achieve member stability. CtitIcal positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 17'. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam Is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total vallable Required Dead Snow Total I - Stud wall - HF 5.501, 5.50" 1.50" 842 1272 2114 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.501, 805 1212 2017 Blocking - Blocking Panels are assumed to carry no loads applied directly above them and the hill load is appnea to me memoer Deng oesigneo. Loads,�, Location Tributary Width Dead (0.90) Snow (1.15) Comments i - Uniform (PSF) 0 to 51 6-3- 15.0 25.0 Roof 2 - Tapered (PSF) S' to 7' 6' 3" to 5' 15.0 25.0 Roof 3 - Uniform (PSF) 7' to 13' S. 15.0 25.0 Roof 4 - Tapered (PSF) 13' to 15' 1 5' to 6' 3" 1 15.0 25.0 Roo! 5 - Uniform (PSF) 15'to 17'6" 1 63� 1 15.0 25.0 Roo Weyerhaeuser Notes, Weyerhaeuser wan -ants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/ortested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse ROLItley Hodge Engineering (253) 857-7055 jesse@hodgeeng1neering.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASO Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 11/912015 10:04:13 AM Forte v5.0. Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 5 of 15 24 of 46 `k;;C�'IFO R T E` MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, R5 I piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 3'3" 0 0 3' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result . I I LDi Load: Combinatio . (Patt6ni) Member Reaction (lbs) 790 @ 0 3281 (1.50") Passed (24%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 436 @ 8 3/4' 3502 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 642 @ 1'7 1/2" 3438 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.004 @ 1'7 1/2" 0.108 _ Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.007 @ 1'7 1/2" 0.162 Passed (L/999+) -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (V360) and T1 (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS. Supports Bearing Loads to S pports (lbs) Accessories Total Available Required Dead Snow Total I - Trimmer - HF 1.50' 1.50' 1.50- 303 488 791 None 2 - Trimmer - HF 150- 1.50" 1.50" 303 488 791 None Loads Location Tributary Width Dead (0.90) Snow (1.15) Corminents 1 - Uniform (PSF) 0 to 3' 3" 12' 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woDdbywy.com/services/s—CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse ROLItley Hodge Engineering (253) 857-7055 jesse@hodgeerigineering.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SU57AINABLE FORESTRY INITIATIVE 111912015 10:04:13 AM Forte v5.0, Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 6 of 15 25 of 46 fw;;� F 0 R T E` MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, R6 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 2'3" 2' 0 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual DesigmiZestift Actual@ Location Allowed Result LDIF Load: Combination (Pattern) Member Reaction (lbs) 952 @ 0 3281 (1.50") Passed (29%) -_ 1.0 D + 1.0 S (All Spans) Shear (lbs) 335 @ 8 3/4" 3502 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 536 @ 1' 1 1/2" 3438 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.002 @ 11 1 1/2" 0.075 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.003 @ V 1 1/2" 1 0.112 1 Passed (L/999+) I -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. -suppoilis Bearing Loads toSupports (Ibs) Accessories Total Available Req Ired Dead Snow Total. ' I - Trimmer - HF 1.50" 1.50" 1.50"_ 362 591 953 None 2 - Trimmer - HF 1.50" -1.50" 1.50" 362 591 953 None Tributary Dead Snow Loads Location -Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 2' 3" 21' 15.0 25.0 =ntial - Living Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the over-all project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.comlservices/s_CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Note s Jesse Roulley Hodge Engineering (253) 857-7055 jesse@hodgeengIneering.corn PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABU FORESTRY INITIATWE 11/9/2015 10:04:13 AM Forle v5.0. Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 7 of 15 26 of 46 F 0 R T E` MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, R7 PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 5'3" I - 5. 1 0 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Coniblriatlon�(Pattern), Member Reaction (lbs) 2222 @ 0 3281 (1.50') Passed (68%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1605 @ 8 3/4" 3502 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2916 @ 2' 7 1/2" 3438 Passed (85%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.050 @ 2' 7 1/2" 0.175 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.081 @ 2' 7 1/2" 1 0.262 Passed (L/774) I -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (LJ360) and TIL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead � Snow - Total � 1 - Trimmer - HF 1.50" 1.50" 1.50" 844 1378 2222 None 2 - Trimmer - HIF 1.50" 1.5W 1.50' 844 1378 2222 None Tributary Dead Snow Loads Location Width (0.90) (1.15) ' Comments I - Uniform (PSF) 0 to 5' 3" 21' 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.conVservices/s_CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/9/2015 10:04:13 AM Forte v5.0, Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 8 of 15 27 of 46 Job Notes Jesse Roulley Hodge Engineenng (253) 857-7055 jesse@hodgeen9ineering.corn Ew'd"I F 0 R T E` MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, R8 PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 4'3" 1 4' .1 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual DesigniResults Actual @ Location .,,Allowed:, Result LDIF Load: Combination (Pattern) Member Reaction (lbs) 1629 @ 0 3281 (1.50") Passed (50%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 1070 @ 8 3/4" 3502 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 1730 @ 2' 1 1/2" 3438 Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.020 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.032 @ 2' 1 1/2" 1 0.213 Passed (L/999+) I -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4'3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NOS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow, Total I - Trimmer - HF 1.50" 1.50" 1.501, 619 1009 1628 None 2 - Trimmer - HF 1.50" 1.501, 1.50" 619 1009 1628 None Tributary Dead Snow Loads:-: Location Width (0.90) (1.15) . Comments 1 - Uniform (PSF) 0 to 4' 3" 19, 15.0 25.0 Residential - Uving Areas Weyerhaeuser. Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (RIrn Board, Blocking Panels and Squash Blocks) are not designed by this software, Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253) 857-7055 jesse@hodgeengineeflng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINAFII.E FORESTRY INITIATIVE 11/9/2015 10:04:13 AM Forte v5.0, Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 9 of 15 28 of 46 FQ`011F 0 R T E (" MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, Ul 1 piece(s) 5 1/2" x 10 1/2" 24F-VS DF Glulam Overall Length: 23' 10 1/2" + 0 11'2" 11'2' Ir All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptui 0 Design Results Actual@ Location Allowed � Result LDF Load: Combination (P attern) Member Reaction (lbs) 15679 @ 11- 11 1/4" 26813 (7.50") Passed (S8%) -_ 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 7447 @ 10'9" 11733 Passed (63%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs) 12217 @ 4' 11 1/16" 23244 Passed (53%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Neg Moment (Ft-lbs) -19643 @ 11'10" 23244 Passed (85%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.164@5'87/16" 0.290 Passed (L/847) 10 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.258 @ T6 9/16" 0.580 Passed (L/54t)�,.'O D + 0.75 L + 0.75.S (Alt Deflection criteria: LL (L/480) and TL (LJ240). Bracing (Lu): All compression edges (top and bottom) must be braced at 23' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 9' 4". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L 5' 6 9/16". The effects of positive or negative camber have not been accounted for when calculating deflection. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) So Ames ries Total I Availabl. Required Dead Floor Live snow Total 1 - Stud wall - HF 5. 50" 4.25" 2.45" 2376 1353/-135 2911 6640/-135 1 1/4" Rim Board 2 - Column - HF 7.50" 7.50" 4.39" 6962 3455 8168 18585 None 3 - Stud wall - HF S. 50" 4.25" 2.38" 2280 1158/-193 2842 6280/-193 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Lhre sno, Loads Location Width (0.90) (1.00) (1.15) Comments' 1 - Uniform (PSF) 0 to 23' 10 1/2- 4-6- 16.2 25.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 9' 6" N/A 80.0 - 3 - Uniform (PLF) 14' 6" to 23' 10 N/A 80.0 1/2" 4 - Uniform (PSF) 0 to 9' 6" 18' 15.0 25.0 5 - Uniform (PSF) 14' 6 " � 3' 10 18' 15.0 25.0 lt/o2 6 - Uniform (PSF) 0 to 13' 6" 6- Y 10.0 40.0 - 7 - Uniform (PSF) 13' Vlt/,2�3' 10 5- V 10.0 40.0 8 - Point (lb) I 9' 6" I N/A I 785 I - 1181 Linked from: R1, Su rt 1 I9 - Point (lb) 14' 6" I N/A I 785 I 1181 Linked from: R1, SuDoort 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to httP://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253) 857-7055 jesse@hodgeengineedng.com PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 11/9/2015 10:04:13 AM Forte v5.0. Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 10 of 15 29 of 46 11-9-1 F 0 R T E "' MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, U2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 3'3" 3' 0 E 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizonta I.; Drawing is Conceptual DesigniResults Actual @ Location, All owed, - Result LDF 16ad:lCom6ination (Pattern) Member Reaction (lbs) 782 @ 0 3281 (1.50") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 431 @ 8 3/4" 3045 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 636 @ 1' 7 1/2" 2989 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.005 @ 1' 7 1/2" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load DER. (in) 0.007 @ 1' 7 1/2" 0.162 1 Passed (L/999+) I -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS. 0 AYPP riks Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total I - Trimmer - HF 1.50" 1.50" 1.50" 165 618 783 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 165 618 783 None Tributary Dead Floor Ll e Loads Location Vildth (0.90) (1-00) Comments 1 - Uniform (PSF) 0 to 3' 3" 9-6- 10.0 40.0 R idential - Living Areesas We yerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.conVservices/s_CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11 /9/2015 10:04:13 AM Forte v5.0. Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 11 of 15 30 of 46 Job Notes Jesse Routley Hodge Engineering (253) 857-7055 jesse@hodgeengineedng.com F 0 R T E Q' MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, U3 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 3'9" 3'6" 0 E 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1078 @ 0 3281 (1.50") Passed (33%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 659 @ 8 3/4' 3045 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1011 @ V 10 1/2" 2989 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.0 11 @ 1' 10 1/2" 0.125 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.014 @ V 10 1/2" 1 0.188 1 Passed (L/999+) I -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 9" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total I - Trimmer - HF 1.50" 1. 50" 1.50" 225 853 1078 None 2 - Trimmer - HF 1.501, 1.501, 1.50" 225 853 1078 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Cornnflints 1 - Uniform (PSF) 0 to 3' 9" 11' 4 1/2" 10.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Routtey Hodge Engineering (253) 857-7055 jesse@hodgeengineering.coin PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso SUSTAINABLE FORESTRY INITIATIVE 11/9/2015 10:04:13 AM Forte v5.0, Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 12 of 15 31 of 46 LOWER ROOF & UPPER FLOOR FRAMING, FLR BEAM (FOR PASSED E'dTO R T E` MEMBER REPORT REFERENCE ON09 I piece(s) 13/4" x 117/8" 2.OE Microllam@. LVL 0 Overall Length: 10' 9" 10, J 0 E 2 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual Desi n Results Actual @ Location Allowedc, Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1422 @ 2" 1673 (2.25") Passed (85%) _. 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 1099 @ 1' 3 3/8" 4541 Passed (24%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs) 3599 @ 5' 3 1/2" 10263 Passed (35%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.067 @ 5' 3 1/2" 0.256 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0. 159 @ 5' 3 1/2" 0.512 Passed (L/772) -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: U. (1.1480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 6 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead - Floor Live '_ Snow Total � I I - Stud wall - SPF 3.50" 2.25" 1.91" 841 282 529 652 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 4.25" 1.97" 868 291 546 1705 1 1/4' Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads�,. I Location Tributary Width Dead (0.90) Floor Live (1.00), Snow 1. 15) Comments 1 - Uniform (PSF) 0 to 10, 91, 1-4- 10.0 40.0 - Residential - Living Areas 2 - Uniform (PSF) 0 to 10, 9" 1. 15.0 - 25.0 ROOF 3 - Uniform (PLF) 0 to 10, 91, N/A 80.0 - WALL 4 - LIN mn (PSF) 0 to 10, 91, 3' 15.0 25.0 , UPPER ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse ROUlley Hodge Engineering (253) 857-7055 jesse@hodgeengineering.coin System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 11/9/2015 10:04:13 AM Forte v5.0, Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 13 of 15 32 of 46 irg;i�d]F 0 R T E" MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, U4 PASSED I plece(s) 3 1/2" x 9" 24F-V4 DF Glulam Overall Length: 6'6" 0 0 6- All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual Desi§n Results Actual j) Locatio�':�; �Alkn� Miiulltl 11.61 on-(P' " � � �� I a: L6id: 661binatl' ' attem) Member Reaction (lbs) 4494 @ 1 1/2' 6825 (3.00") Passed (66%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 2809 @ 1' 6400 Passed (44%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs) 5669 @ T5 1/2" 10868 Passed (52%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.054 @ 3' 2 3/4" 0.208 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.102 @ 3' 2 13/16" 1 0.313 1 Passed (L/732) -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: U. (L/360) and TL (V240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. T�e specified glularn is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. Applicable calculations are based on NDS. �,m "ring a _L! ds�to�upporlts(libs) Sil)ipports, Aice;s'ories, Total A� W 'A" liable.; -R' nd 'F1 Li ow�'i:. I 791ta, I - Trimmer - HIP 3.00" 3.00" 1.98" 2087 853 2357 5297 None 2 - Trimmer - HF 3.00" 3.00" 1. 50" 1236 1018 945 3199 None Dead', Floor'Llve S� &ad�s' Loocation", idth" (0.00) (Ixo) 1.15 CornmentsI I - Uniform (PSF) 0 to 4' 5' 6" 10.0 40.0 Residential - Uving Areas 2 - Uniform (PSF) 4' to 61 6" 7' 10.0 40.0 LOWER ROOF 3 - Uniform (PLF) 6" to 4' N/A 80.0 4 - Uniform (PSF) 6" to 4' 18, 15.0 25.0 UPPER ROOF Linked from: FLR 5 - Point (lb) 4- N/A 868 291 546 BEAM (FOR REFERENCE ONLY), Support 2 6 - Point (lb) 6- N/A 785 - 1181 I Unked from: R1, Support 2 1 1, , , % Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by XC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to httP://www.woodbywy.com/services/s�_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/9/2015 10:04:13 AM Forte v5.0, Design Engine: V6.4.0.40 BEAMCA-1,4TE Page 14 of 15 33 of 46 Job Notes Jesse ROUtley Hocige Engineering (253) 857-7055 jesse@hodgeerigineeHng.com F 0 R T E` MEMBER REPORT LOWER ROOF & UPPER FLOOR FRAMING, U5 I piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 5'3" 0 0 5' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2985 @ 5' 3" 3281 (1.50") Passed (91%) -_ 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 2098 @ 4'4 1/4" 4468 Passed (47%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs) 4497 @ 2' 3" 5166 Passed (87%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.032 @ 2' 7 7/8" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.056 @ 2' 7 15/16" 1 0.262 1 Passed (L/999+) -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (V240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Snow Total I - Trimmer - HIF 1.501, 1. 50" 1.50" 964 774 1061 2799 None 2 - Trimmer - HF 1.50" 1.50" 1.501, 1302 774 1470 3546 None Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 5'3" 7-4 1/2' 10.0 40.0 Residential - Living Areas 2 � Uniform (PLF) 2' 3" to S' 3' N/A 80.0 - 3 - Uniform (PSF) TY to TY 181 15.0 25.0 UPPER ROOF 4 - Point (lb) 2-3- N/A 785 I I 1181 I Linked from: R1, I Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessodes (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woDdbywy.coryVservices/s�-CodeReports.aspx. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/9/2015 10:04:13 AM Forte v5.0, Design Engine: V6.4.0.40 BEAMCA-1.4TE Page 15 of 15 34 of 46 Job Notes Jesse Routley Hodge Engineering (253) 857-7055 jesse@hodgeengineering.com Post Capacities roll ovor WTmgQz below to See larw Wnege rn h post . ...... fTT4 VWVC011 00 0 Typcaj Ceso 1111 21 SDS2 InzW4mon t! Post Allowable Compression Loads for Douglas -Fir -Larch Framing Lumber Perp to Grain, PCI Compression Capacity Parallel to Grain, Pc (100) Compression Capacity Parallel to Grain, Pc (160) Size Grade Nominal Top Plate H Ight (It.) Nominal op Plate Height (it.) 9 1 10 11 12 9 10 11 12 2x4 12 3280 3170 2565 2105 1755 1465 3345 2665 2170 1795 1510 3x4 12 5470 5285 4275 3510 2930 2475 5570 4440 3615 2995 2520 2.2x4 IF2 6565 6340 $130 4215 3515 2970 6685 5330 4335 3590 3020 4-Inch 04 12 7655 7395 5985 4915 4103 3465 78DO 6215 SM 4190 3525 wall 3-2x4 12 9845 9510 7695 6320 5270 4455 10030 79" 6505 5393 4535 46 12 12030 11540 9360 ?700 6425 5430 1 12215 9745 7935 6575 1 5535 4xii 12 15860 15090 12270 10105 8440 7140 16035 12805 10435 8650 7285 4xlO 12 20235 19080 15555 12835 10730 9085 20365 16285 13280 11015 9280 2X6 12 5155 8970 7940 6935 6025 5235 11030 9230 7740 6 W 55 3x6 12 8595 14945 13235 11560 10040 8725 18385 15380 12895 10895 9290 2-24 12 10315 17935 15885 13875 12050 10470 22060 18455 15475 13D15 11145 6-frich 46 1 12 1 12030 20925 18530 16185 1060 12215 25735 21530 18055 15255 13006 wall I�X6 ��12_ 15472 26905 1 23825 20810 ]�'Z� 15705 3300,0 1 2 77 SM855, 1 23215 1 '19610 16720 I 6x6 1 1 1 F 955 L5? LO "00 21505 1P15 17375 34255 19450 1 6x8 1 34450 3?55T5 11 29320 26475 1 23690 1 46715 1 40955 Post Allowable Gompresslon Loads for Hem -Fir Framing Lumber Perp to Grain, PC.L Compression Capacity Parallel to Grain, Fe (100) Compression Capacity Parallel to Grain, Pe (160) Size Grade Nominal Top Plate H Ight (it.) Nominal Top Plate Height (it.) —8 9 �� 10 11 12 8 9 1 10 1 11 12 2x4 02 2125 i_ 630 2115 1730 1435 1210 2745 2180 V70 1465 1230 3x4 12 3545 4395 3525 1 2880 2395 2020 4570 3630 2950 _�44 0 2050 4-Inch 2-2A 12 4255 5260 4230 3460 2875 2425 5485 4355 3540 2925 2460 wall 44 02 4960 6140 4935 4035 3355 2930 6400 5095 4125 3415 2870 3-2A #2 6380 7890 6340 5185 4310 3635 8230 6535 5305 4390 3690 4-2x4 02 8505 10525 8455 5750 4850 10970 8715 7075 5855 4920 24 12 3340 7950 68U8D 5905 5065 4365 7735 6425 5395 4580 3x6 12 5570 13250 11470 9840 8440 7270 __9385 15640 12890 10710 6995 7635 6-Inch 2-24 02 6685 15900 13765 11810 10130 F _8725— 18765 15470 12850 10790 9165 wall 3-24 02 10025 23955 20645 17715 15195 1 28150 23205 19275 16185 13745 4-24 12 13365 31805 27525 23620 20260 1 17455 37535 30935 25700 21585 18325 1- The al�ovvable (ASD) k)ads are based on the 2012 National Desogn Specification forNOVood Construction (NDS) including the March 2013 Addendum for kimbe—,ith a moisture content of 19% or less, 2. Post heights are based on standard precut stud heovis and associated top plate heights. For Douglas Fir, wall height is norninal heighl plus 3.14'(Urforria stud height.). For all other species, wall height is norrunall height plus 11 1/8*. Effective post lengths, le, are 'he actual wall height a nvnus the thicknen of 3-2x platea (4 1/2'). 3. Shaded vdue3 are linuted by the Perpendicular to Grain bearing capacity, Pc-, , kyhen posts bear on %-vood sil plates. Where posts and sin plates are differenrt species, Designer shall knit atowable load to the lenver of the post capacity or the perperd'cular to grain capacity for each spede3 used. 4. Perpendicular to grain anowable loads do not include -fie NDS Bearing Area Factor, Ct, For posts v.4xm bearing area is not closer than 3' from the end of a all plate, the Pc_ �alue�i nney be matiphied by Cb. 1'- —3-7-3 '_T_ Length or ckrve flin.), 1.5 2.5 75 _ .5 5.5 , 2:6 - T = Bearing . 4p . th, 33) C b- _f 1-15 1-13 1-11 -68 -�7 I Cb = Bearing Area Factor per NDS 3,10.4 5. Allowable tenson loads we based on net section as-umng hole size ecual to bolt diarineter plus, ViVvvith the hole "ed on the 3 1/21 face of post for a 4-irich wal and on the 5 1/2* face of post for a 6-wvch wall. Tension toads have been increased for vAnd or sei5rnic loading with no further increase aliowed. Redme wheire other loads go�em. 6. Values do not consider combined axiel and out -of -plane bending. 7. Bolt diarneter "None' ivid.cates fOl cross section. 35 of 46 PROJECT: Rim to Top Plate Connection PAGE: I of 1 Hop CLIENT: Typical Floor to Floor Connection DESIGN BY: JEH knq JOB NO. : detail calc DATE: 2012 IBC REVIEW BY: JEH Toe -Nail Connection Design Based on NDS 2006 INPUT DATA & DESIGN SUMMARY NAIL TYPE (O=Common Wire, 1=Box, 2=Sinker) 0 Common Wire Nail NAIL PENNY -WEIGHT ( 6d, 7d, 8d, 10d, 12d, 16d, 20d, 30d, 40d, 50d, 60d 16d LUMBER SPECIES ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2 Hem-Fir(N), G=0.46 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LOAD DURATION FACTOR (Tab 2.3.2, NDS 2005, Page 8) CD 1.6 WET SERVICE FACTOR (Tab 10.3.3, NDS 2005, Page 58) CM 1.0 TEMPERATURE FACTOR (Tab 10.3.4, NDS 2005, Page 58) Ct 1.0 THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL 1166 lbf ANALYSIS TOE-NAI L FACTOR ( Sec 11.5.4.2, NDS 05, Page 78) Ctn = 0.83 NAIL LENGTH L = 3 1/2 in THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO t, = L/3 = 1 1/6 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(cos300) -t, 1.86 in NAIL DIAMETER D 0.162 in THE PENETRATION FACTOR (Note 3, Tab 11 N, NDS 2005, Page 97) Cd 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR ISTABULATED IN NDS2005TABLE 11N, PAGE 97, AS Z 125 lbf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL IS Z' ZCDCMCtCdCM 166 lbf Tvniral Nail r)impnqinns (Annandix L4. NDS 2005. Paae 1671 Type Penny -Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Length 2 21/4 21/2 3 3 1/4 31/2 4 4 1/2 5 5 1/2 6 Common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 0.263 Head 1 0.266 0.266 1 0.281 0.312 1 0.312 0.344 0406 0.438 0.469 0.500 0.531 Length 2 21/4 21/2 3 31/4 3 1/2 4 1 41/2 5 Box Diameter 0.099 0.099 0.113 0.128 0.128 0.135 0,148 0.148 0.162 Head 0.266 0.266 0.297 0.312 0,312 0.344 0.375 0.375 0.406 Length 1 7/8 81/8 23/8 27/8 31/8 3 1/4 33/4 41/4 43/4 53/4 Sinker 1 Diameter 0.092 0.099 0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244 lHead 1 0.234 0.250 1 0.266 0.281 0.312 0.344 0.375 0.406 0.438 0.500 j Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 36 of 46 PROJECT: Joist to Top Plate Connection PAGE: 1 of 1 VHR CLIENT: Typical Floor to Floor Connection DESIGN BY: JEH ttiq JOB NO. : detail calc DATE: 2012 IBC REVIEW BY: JEH Toe -Nail Connection Desiqn Based on NDS 2005 PUT DATA & DESIGN SUMMARY ,IL TYPE( O=Common Wire, 1=Box, 2=Sinker) 0 Common Wire Nail .IL PENNY -WEIGHT ( 6d, 7d, 8d, 10d, 12d, 16d, 20d, 30d, 40d, 50d, 60d 8d MBER SPECIES ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2 Hem-Fir(N), G=0.46 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) AD DURATION FACTOR (Tab 2.3.2, NOS 2005, Page 8) CD 1.6 :_T SERVICE FACTOR (Tab 10.3.3, NOS 2005, Page 58) CM 1.0 MPERATURE FACTOR (Tab 10.3.4, NOS 2005, Page 58) Ct 1.0 THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL 106 lbf ANALYSIS TOE -NAIL FACTOR (See 11.5.4.2, NOS 05, Page 78) Ctn = 0.83 NAIL LENGTH L = 2 1/2 in THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO ts = L/3 = 5/6 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(cos300) -t, 1.33 in NAIL DIAMETER D 0.131 in THE PENETRATION FACTOR (Note 3, Tab I IN, NOS 2005, Page 97) Cd 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR ISTABULATED IN NOS 2005 TABLE 11N, PAGE 97, AS Z 80 lbf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL IS Z' ZCDCMCtCdCtn 106 lbf Tunii-al mna nimpnqinn-z lAnnpndiv I A Nn-q 21711711-9 Panp 1R71 Type Penny -Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 51/2 6 common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 0.263 Head 1 0.266 0.266 1 0.281 0.312 1 0.312 0.344 0.406 0.438 0.469 0.500 0.531 1 Len th 2 21/4 21/2 3 3 1/4 3 1/2 1 4 41/2 5 Box Diameter 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162 Head LDiameter 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Length 1 7/8 81/8 23/8 27/8 31/8 3 1/4 33/4 41/4 43/4 53/4 Sinker 0.092 0.099 0. 1 13_ 0.120 0.135 0.148 0.177 0.192 0.207 0.244] 1 Head 1 0.234 1 0.250 1 0.266 0.281 0.312 1 0,344 0.375 0.406 0.438 0.500 Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 37 of 46 q*�pPROJECT: Typical Top Plate Splice Calculation PAGE: I of I CLIENT: Residential DESIGN BY: JEH JOB NO.: DATE: 2012 1 BC REVIEW BY: JEH INPUT DATA & DESIGN SUMMARY DIAPHRAGM CHORD FORCE RESISTED BY THE TOP PLATE T=C= 1.5 k NAIL TYPE (O=Common Wire, 1 =Box, 2=Sinker) 0 Common Wire Nail NAIL PENNY -WEIGHT ( 12d, 16d, 20d) 16d LUMBER TYPE O=Douglas Fir -Larch, 1 =Douglas Fir-Larch(N), 3 Hern-Fir, G=0.43 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LUMBER GRADE O=Select Structural, 1=No.1 & Btr, 2=No.1, 3=No.2, 2 No.1 4=No.3, 5=Stud, 6=Construction, 7=Standard, 8=Utility) TOP PLATE SIZE Double 2 x 6 No.1, Hem -Fir, G=0.43 LOAD DURATION FACTOR (Tab 2.3.2, INDS 2005, Page 8) CD= 1.6 WET SERVICE FACTOR (Tab 10.3.3, NDS 2005, Page 58) CM = 1.0 TEMPERATURE FACTOR (Tab 10.3.4, NDS 2005, Page 58) Ct = 1.0 USE 2 ROWS 4 -16d NAILS @ 2-1/2 in o.c., EACH SIDE. (SIMPSON STRAP NOT REQUIRED.) 2-1/2' MIN SIMPSON STRAP T �1�18 �11N ,LYSIS 3N VALUE FOR TENSION (Tab 4A, NDS 2005 SUPP, Page 32) Ft= 625 Psi � OF CROSS SECTION FOR ONE 2 x 6 MEMBER A 8.25 in 2 FACTOR (Tab 4A, NDS 2005 SUPP, Page 30) CF = 1.30 WABLE TENSION CAPACITY FOR ONE 2 x 6 ONLY T' = AFjCoCMCtCF 10.73 k > T, SIMPSON STRAP NOT REQUIRED. NAIL LENGTH L 31/2 in SIDE MEMBER THICKNESS ts 1 1/2 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p 1.99 in NAIL DIAMETER D 0.162 in THE PENETRATION FACTOR (Note 3, Tab 1 IN, INDS 2005, Page 97) Cd 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR ISTABULATEDIN NDS2005TABLE 11N, PAGE97,AS Z = 122 lbf ALLOWABLE LATERAL DESIGN VALUE FOR THE ONE NAIL IS Z' ZCDCMCtCd 195 lbf NUMBER OF NAILS REQUIRED IS n T / Z' 7.7 8 Nails USE 2 ROWS 4 -16d NAILS @ 2-1/2 in o.c., EACH SIDE. Technical References: 1. "National Design Specification, INDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 38 of 46 rgHodge erigineeiing inc. 1500 PSF Reinforced Concrete Footinq Pad Calculation Calculating the bearing capacity of reinforced concrete footing pads is more than dividing the design load by the soil bearing capacity. The designer also has to take into account flexure, 1 -way shear, and 2-way punching of the concrete pad. The best designed most economical concrete footing pad will maximize all design factors. Governing Failure Mode: For a given design load and soil bearing capacity there are four main failure modes that control design. 1. Soil bearing will be controlled by the size of the pad 2. Flexure is controlled by pad thickness and reinforcement 3. 1 -way shear is controlled by pad thickness 4. 2-way punching is controlled by pad thickness and reinforcement Governing Load Case: Each of the four failure modes of a reinforced concrete pad also has a governing load combination in LRFD depending on load type. For example treating the design load as a 100% dead load ignores that the governing load combination for 2-way punching is 11.41D only when dead load is applied without other loading. The governing load combination is 1.20D + 0.50L + 1.6S when a large snow load is used. Notice that snow loading has a distinctly larger effect on footing pad capacity. Conclusion: The correctly designed reinforced concrete pad has more design information than the correct length and width to meet soil bearing capacity. The pad will also have the correct thickness and reinforcement to maximize the capacity of the pad to be most cost effective. I have calculated the bearing capacity of footing pads sized 24" to 72" in 6" increments for 1500 psf soils with a larger snow loading. These calculation are attached. When ,the capacity of the footing pad is exceeded by the design loading the next larger pad has been specified. Hodge Engineering, Inc. John E. I -lodge P. E. 'i g H a rb o r, Oy �O 3 5 2615 .1 alin Ave NW SLe. E5 G (21-13) 857-70,55 Fax (253) 8,57-7599 Gig5=W.AW"A General Footing C.&Ad*� rottht" w AC4 318.11. IBC 2012. C5C 2013. ASCE 7.10 L-1 CaftMiom UW: ASCE 7.10 Gemal Information W.'I.I R.P., SM1 M,Ign Valms fc:C�08d"*"h 2.50� 60,0 A 1-b D.. W10 I-50W No ?=YW C- Bft M.W. w 3.1,22 0 U I �=S'%WV SaPms.R- SIdnp) 250.0 0 , C D-y 5�6 pd SoKC-, FA 0 . ca�e' 0.30 ,p Vk. Fk- 0.90 Sh,. 0.750 M.S.d% =F-.:-"' ..."Te,pR.w M. Okr.V Sddy F- 0.0018D 1.0:1 Mm S*ft Saf* FOO 1.0:1 ftm=b A&JF.qMWSM - Y. d", k1l Ag w f� S"'Y' �.. Y.. W sa P- NO N� "hwwwylxkh : 2jl 1 z L&-OP"dwzl� a , F-V T� 8.0. P.M,Wd- 3.. R.d.M B. 2.0 A Red.N ft S. 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PAS: N� 0 W-hg X 00 k-fl 00 kA WO 0 PASS N. 0:.-M Z_Z OOk-fl 00 kA WO -- PASS Is SwN X-X 00 00 1 I".N PAS N SZZ Ook .. w SION I,= N: UP, Ook 00k LOA PASS OX71 z FI,,ees (.X) 2 11 IN kA M V.I.�IAOH PAS OM7 Z F""` (-X) 2 11 MIN kA PAS: 02671 X Flesve (-Z) 2 g75 � 11 IN k A .1 20MWL-IMS-1.80H 'AS 02671 X Flee,,s (1) 2 975 k A MAN k A :�,23()45X I(AS-1,80H PAS: 0 M79 17 840 pu 75 0 M[ 20D4 5DL I Or�I.OXI S 023 �= M �78U)p 0 � ses �j 2DD-0,50L-1 6OS-1 PA:S .79 sy S= (-Z) 7 M to MO P. :�=4� 1,�ISOH PASS onn I_SIeee(-Z) t7Mro 750pIJ 200 PASS 0 47M 2.., P..WQ M 519 pu 1 50 0 reo .1 2DO41V-1,605-1 M 41 of 46 Hooge ENl Im Proied Tile 2000 PSF Set - Cor-eto FwfnxCaW ns, . He* ,.�op A.F_ QgHml RMI hol colroete Frernp - orl looding g General Footing Dre"on: Ill 1500-1 00,AIRSOMM C,�,I,tiompwAC1318-11,IBC2012,CBC2013,ASCE7-10 Load Cofth,flem Jwd: ASCE 7-10 General Informal Weeder P,.P.,t- Sod l V I-S fo C- adbyseeNih 2.50 og Soo Allovattle S61 Bow Be,,W 8y7W,M �,ght No Reloo, Y. 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Beer *jSd m elel rd, d No D u L 6 A E 11 P Colen,, -oMI 8.0 0, 0 0 130 0.0 0,0 0.0 k OB. 0�rden oo 0 00 0.0 Cro 0,0 0.0 kd l............. 0 0 ................ .. - lit. .......... . ..... 00 cl� - - ------- 0.0 0.0l,-fl-- V r 0.0 00 00 0.0 oD 00 00k V-e 0 0 00 00 0.0 0.0 0.0 001, 1 Hodge EV-N 1. Pro. TO. 2000 '�"."fl-Cdr=tSFootn�Ca 11111"AIINWEI I F.i "I Hove Leed Hiccligiez-.7- .... . ................ . General Footing Doodl 51. l - 0500 .1 Cgh RdwIllool CilWatom W ACI 318-11. IBC 2012. CBC 2013, ASCE 7.10 Lead �ftl,,Sflcrm Used: ASCE 7.10 General Information wie,bilp,ep-.. Sell Dorrig V fe C-28cidyl 2.50 kel �, L. ===N 1.50 ed, Reter Yee Eirl Mocti. 60.0 3,1422 0 ksi ByTooN Weighl Selp Sl`dN) _No 2W.Gd --S o.ery 5:0 Pd =.Rol. (fo e F.. CoM ow 9 Vol- Firoore 0. 'o SN,O 07M l 001, �Iysil m ere % Be AIN RW A s Win Al-% T- 0.00180 FENEW dl A fi-N orece . or. 0 0 ell 0.0 A �e 0-mNs'll 1.0 1 m" Slift Ser" Feder Add Fill - 'o I Yee orree . WiN ple, drnere. Alowdeep- per kel of - oow _ Ag.er.-, --reele Y.. =oe or Well e o,= oo S Add Pedeeted . for S; Prod- No U" Peel " f" Oil No 131-1 res Wdrtrporderi 4�1 1 LMN, mre-. Z-Z A� 4 w f FWNTIdoeer 13.0 i � TT F Do Irl P, I W;Ioz�zl= 00in Edge of C .Sor-offoo,rg 3o 7.0 R&nforoeg B. Sir. ellererold, Z_Z"e N�, d Beer 7 0 ;t,ire� ft or 4 El"doidt, U'rileed., orvok (W 15.4.42) i""' See. Applied Leads D Lr L s w E H P Cotel -oMI 9.0 00 0.0 18,0 00 0o k 08 0,orbooM 0 0.0 0.0 N 0 0o .0 0.0 0,0 ol .. .......... 0 . W. R,�- ................. ........... . . 000000 00 .. . ..... . .......... cr:0 . ... .... 1� 00 0.0 0�0 0. do 0.0 N, V-� 0.0 0�0 0.0 00 do 0,0 .01, Hodge Erg-N,1A, R 20DO PSF Sol - Concrete Foofi�,Cde lard- 76l5JS,l,A.ME5 Engineer, , Hoop elooll) P�il Gig Hator, WA P,7� ll,ordedColecrel wrilool 253a57 ................ [General Footing -cm DeSavlo,, Orlooe,9-1500,oi DEMON SUAWRY 111.1illiel SO,, AppW 0"" -N--- PAS 097M Sol B-M 1458 el I SO kel -0 S-H�ZZo P AS: We 01 . x x 00l 00 k-ft WO -n PASS =9 rh 0- q Z-Z 0IkO 00 �A Noo-q PASS a. S1 ,ON ed k 00k WS"` PAS$ A N-Z-Z k 00 k No SINing PASS A`. Lied, ddk 001, NoLldm PA 0 Z 1- 1*11 3 k4l 11,674 k-h :� 220 1 �057W-I 63H PA:15 013125%5 Z.(-X) 3Wkt 80 11.674 l .20D-1 EUS-0 5OW-1 60H PAS 0 3255 X Z 3 k 11.674 k- 6OS-0 5OW-1 60H PAS' 32M XF , -Z) 3WIA 80 41 94 k h :=I� 50W�1.801 PASS 2971 1 �Sy ieree, (-X) 22.264 MOm M�50L I ODS-1 00H PA '2" - (-X) �:q' 'Sh.; 22 291 em 75 0 0 .1 200450L:= 1,a)H PA:'s dN (-Z) 22 2B4 or 75 0 0 ., 20045% �-IIDH PA S 0 �71 1� SNSe,(-Z) 22,264 p M , per .1 20D �-I 6CS- I 60H PA: 5 a m 2.q" Red" 90 074 rei V00ire, A 200-0501-I.ODS-1.6011 IWPEM-1N 1. P . 2000 PSF &I - Corcrele Foo�j Call labons 2615 JMI A, AW E5 E h_ � Hodge oreall) Pol,iLrSJF-I GS Hal WA PL , -IMIC-F.,� poPiloedi r-: hc ............. General Footing oederl M.Al ber APPIW QW." PASS 09933 Sol BroriN 1.490 W 1 W k9 -D-s-� jeori Z Z PASS Ne 0--iNg 011-1 00 41 MO "N PAS- Are O-N-,-, d. IS 00 No 0-- PASS 0. SION - x x 00 k NeSd, ,- 0. sldN Z-Z Ilk 001, No side, PASS N. �0 , 0.lr 001, No Uplift -S omm z Fl- (-X) 4W k fl 13 488 k-fl :�.201) �-1 EDS-1.60H PASS 0,3670 Z 'I"m (X) 13 488 K-11 %L-1,60S.1 all PA4rS 0 m X IF I `� k�'� 13 488 k h .1.2nCD �-1 6�1,60H Me 0 m XFI- Z) 495Dkfi 13 488 1,41 200 �-1 �-1.60H PAS "3096 X) � = 23 222 poi �Om .1 200-05OL-1 8DS-1 R)H PAS: 30% gr "=(X) 23 222 W 75 a .1 200 �-1 6OS-1.60H PA. 0 We Sirere 23222. d �00 T 501L-1.1�1,60H �-Z) PASS me Z) 0 23222. � 0 .1200 2w 501-40OS-iSDA PAS. , mx -N 95 NO le, 1.d o .1 200.�-1 �l R)H 42 of 46 2000 PSF Sol Cakdation romenq Im RqW Tifie John C*n"Me Fwl. om Loel F-, 2515JAh,A,,NWE5 E tD P Eicdcfe, General Footin� O-v. 57-ne-iie, C." Raf- C,I,,I,ti m per ACI 31&11, IBC 2012. CBC 2013, ASCE 7-10 LoSd C.Z..U.n. jeed : ASCE 7.10 General Info-ation Pr.p."i.. SMI De.igrr V.I., 2.50 A�e So r1en-ro W 1.50 kd fc CZ. 60.0 1 No R W" "'i � Corom. Eagx MoAAS 3,122.0 k. Sod PnSi� Reeistenoo (W Wini;� 250. C -Deorry 145 0 pO SoMonciae From Coeff O.W Ve- %- 0, So shn, 0.7M AnAr'" Selling. M� S- 16 Ben*V Red S. M.N.%T-Reind. Owe) e1he, WIN fi IMP O,emnirV&fuyi`� 1.0 1 �r, SrdN Sere" F.. to I- "' Z -ddW of epZu M __I Fig N 1, Sol Pimue Y. MIS ::'h�'� � p- h .oe R, . for eit,xy' inormi ye. Pedecol W 1. 'z P-e No = " I' sn" No DIrrensims Wain maw Io'X X Me 5.0 ft LSrQrhpSm1dIoZ-ZA)ds Foonng ThMme 14:'0 'i H�11 Pecierel dinenew, I I..ZZ in 3.0 n A; Borond Wing &0 Runfon,,,i 4 �.Iel . z z N."ker.a. So partonoing B. Se, 4 JZ1 Bi Distdouton M A (AGIISAQ D- Pown �er I=. " ='-de nw" P - Lood 10.0 1 OB O�orxi:P, M ................... V V� @ 11 P11 1, on,, Foolrpc bd.tiin ZI5J&,r..NWE5 104e ".Iu poinil-dFoonn dpr,M Gig �, WA IW.�C-F000rql nonloedIg " , " �' --": " -"I c IS HOdW IW,� M'385I e-T ri�v M7 General Footing M", Dowromn Cod.R.f-- Caku�tiomp�AC1318-11,IBC2012.CBC2013,ASCE7-10 LoSdComb tioneUeed ASCE7.10 Gwenraf lnfbrmaflon WW OW Proper ve, ft �. �yrrnenqh 2.50 A, R- Y. W. a k��' -.8convBPoom No 3,1422 ksi Son P,,,,R,,,-I. S'dow') W.0 pd Conc,ee Donory 5G od SoXon-e RoW Coeff 0.30 veluee Fieve, ow shee 0,750 -ly- �P�' 'El oo ft in S.1 % Rer SE , TS�bn.� 0 0 k. '. AAoe%T-ReW 0.00180 0.0 A .'n �orunr,, Woy FSoo, 10 1 M'n Slid, Seer, F- 1:0 1 1--onw,plend.- . 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O-Aring _XX 00 MO,w "q PAS n1a �- -Z-Z 00 k� 00 �ft No O-V PAS: AS Slidm-xmx 01, 00 k NO sift PA. We SidrQ.Z.Z 00k No Slickng A. up(M Ouk 00 k No U01ift PAS 11117 1 F 0" 15298 k4I 2M 1 1�50W-1.60H PAS: .7 Z F1 . �' :�,, " 16 298 k fi 2W-I �05M,1.60H 3 0 M7 XF�e(-Z) 610k 1 15 2R8 k h 2W 1 MS -OM -IBM PASS 03967 XF-(Z) 610 �4r Z6 , fi 200 IMS-050W-1.60H PAS 0 750psi 1 2W 51-4.60S-1.601H PA. 0 3122 ey = (-X) S MO ni ., M��-t(M 1.9XI PA 03122 SS =Si- N) �M :il� O� M 0 p, :1.20M5DI--�MS 1.BDH PASS 3122 . S= (-Z) 750mi 2DM�- 6)6- S)H PASS 06153 2�M Punching 98 793. 1500mi -1 2DDA 5DL-IS)S- I DH H1* 114 1 R ""' 20" PSF So - C-Ste Fool Celculd s I EiERT"w 111111n Me " E5 G�� WA Join, Hocip .�Conome wdID, P-LoeclFoofi �oor`v' 'o, kedng 2S34957 M General Footing DESMAWWRY a. Rd. Iere Applid OW." -M-0iietilneffier -S 099M Sol �iry 1.499 rd 1,50 W �-S-H Z-2 Is PASS N O= X X 00 " 0 0 kA No PAS IV: O-mll Z-Z 00 k-n 00kh N. PAS: N. S" X-X '0' Ook �Sdixl S N. S, N ZZ 1).k 11 PASS Y. up�'.' 00k ool� No uptA PASS 04147 Z Fliene (-X) ewkft 20 ?W k n :�M=-O -IoM PAS 14;47 1 F =X' k-ft :Wk 20738 k-h 2D) oDS-05DW-1IM PAS' 0. 4, 20 738 k ft :12DD 1,6�050W-IB)N PASS 04147 X=R) 86MD kAft M?W A 2DD-1 6OS-0 5M- 60H PASS 031N M27 . MOpi 2DM� ISDS�1,(M PASS 0' 23 V: rei M 0 pa X04� 1.�' M PASS . 3; 0�4 23 776 mi 75 0 mi 230-0 50L I 6DS-ISDH PASS 031N 1 vy (-Z) 23776. " 0 0 .1 2DD� 50L 1 ODS-1 Sell P.S. 06%7 2-wey PU-N 98918. 1 M � mi t ZD,C 50L,1 60S, I oDH 43 of 46 Hodge Engineering, Inc. Project Title: 2615 Jahn Ave NW E5 Engineer: Project ID: Gig Harbor, WA Project Descr: Hod.. g#253-857-7055 Cngin-. --nq lic Printed: I I NOV 2015,10:23AM File C:\Users\JOHNHO-IOOCUME-1\ENERCA-I\GRADEB-I.EC6 Concrete Beam ENERCALC. INC. 1983-20`15, Build:6.15.10,6, Ver:6.14.12.31 Description : 18"X16" Grade Beam CODE REFERENCES Calculations per ACI 318-11, 1 BC 2012, ASC E 7-10 Load Combination Set: IBC 2012 Material Properties fc 1/2 2.50 ksi Phi Values Flexure: 0.90 fr= fc 7.50 375.0 psi Shear: 0.750 W Density 145.0 pcf 01 0.850 ), LtWt Factor 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups 40.0 ksi E - Stirrups = 29,000.0 ksi fy - Main Rebar 60.0 ksi Stirrup Bar Size # = # 3 E - Main Rebar 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 Load Combination JBC 2012 1 -Ni MID r.- 24 in �p OA Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height = 26.0 in, Top Flange Width 24.0 in, Flange Thickness 8.0 in Span #1 Reinforcing.... 344 at 4.0 in from Bottom, from 0.0 to 6.0 ft in this span 144 at 3.0 in from Top, from 0.0 to 6.0 ft in this span 144 at 9.0 in from Top, from 0.0 to 6.0 ft in this span 144 at 11.0 in from Bottom, from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D = 0.350, L = 0.080, S = 0.030 Uniform Load on ALL spans: D = 0.350, L = 0.080, S = 0.030 ksf, Tributary Width 12.0 ft Load for Span Number 1 Uniform Load D = 0.010, L = 0.040 ksf, Tributary Width = 12.0 ft, (floor loading) Uniform Load D = 0.0150, S 0.0250 ksf, Tributary Width 22.0 ft, (roof loading) DESIGN SUMMARY 000�- Maxim- um- Bendin--g Stress Ratio 0.538: 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0 <360 Mu: Applied 39.352 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Mn * Phi: Allowable 73.179 k-ft Max Downward Total Deflection 0. 003 in Ratio= 21495 Load Combination +1.20D+1.60L+0.50S+1.60H Max Upward Total Deflection 0.000 in Ratio= 999 <180 Location of maximum on span 3.005ft Span # where maximum occurs Span # I Vertical Reactions Support notation Far left is #1 Load Combination Support i Support 2 Overall MAXimum 20.252 20.252 Overall MINimum 2.730 2.730 +D+H 14.965 14.965 +D+L+H 19.285 19.285 +D+Lr+H 14.965 14.965 +D+S+H 17.695 17.695 +D+0.750Lr4O.750L+H 18.205 118.205 +D+0.750L+0.750S+H 20.252 20.252 44 of 46 +D+0.60W+H 14.965 14.965 Hodge Engineering, Inc. Project Title: 2615 Jahn Ave NW E5 Engineer: Project ID: Gig Harbor, WA Project Descr: Hod e253-857-7055 Origin- . -nc-gi - lic Printed: I i NOV 2M,10:23AM File= C:\Users�JOHNHO-1\DOCUME-I\ENERCA-1\GRADEB-l.EC6 [-Co-ncrete 'Beam ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver.6.14.12.31 Description : 18"X16" Grade Beam Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.70E+H 14.965 14.965 +D+0.75OLr+0.750L+0.450W+H 18.205 18.205 +D+0.750L+0.750S+0.450W+H 20.252 20.252 +D+0.750L+0.750S+0.5250E+H 20.252 20.252 +0.60D+0.60W+0.60H 8.979 8.979 +0.60D+0.70E+0.60H 8.979 8.979 D Only 114.965 14.965 Lr Only L Only 4.320 4.320 S Only 2.730 2.730 W Only E Only H Only Shear Stirrup Requirements Between 0.00 to 1.55 ft, PhiVc < Vu, Req'd Vs = 0.05904, use stirrups spaced at 10.000 in Between 1.56 to 4.44 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 4.45 to 5.99 ft, PhiVc < Vu, Req'd Vs = 13.710, use stirrups spaced at 9.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.000 39.35 73.18 0.54 +1.40D+1.60H Span # 1 1 6.000 31.43 73.18 0.43 +1.20D+0.5OLr+1.60L+1.60H Span # 11 1 6.000 37.30 73.18 0.51 +1.20D+1.60L+0.50S+1.60H Span # 1 11 6.000 39.35 73.18 0.54 +1.20D+1.6OLr+0.50L+1.60H Span # 1 1 6.000 30.18 73.18 0.41 +1.20D+1.6OLr+0.50W+1.60H Span # 1 1 6.000 26.94 73.18 0.37 +1.20D+0.50L+1.60S+1.60H Span # 1 1 6.000 36.73 73.118 0.50 +1.20D+1.60S+0.50W+1.60H Span # 1 1 6.000 33.49 73.18 0.46 +1.20D+0.5OLr+0.50L+W+1.60H Span # 1 1 6.000 30.18 73.18 0.41 +1.20D+0.5OL40.50S+W+1.60H Span # 1 1 6.000 32.22 73.18 0.44 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 6.000 33.04 73.18 0.45 +0.90D+W+0.90H Span # 1 1 6.000 20.20 73.18 0.28 +0.90D+E+0.90H Span # 11 1 6.000 20.20 73.18 0.28 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L4.750S+0.5250E+H 1 0.0033 3.000 0.0000 0.000 Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 0.00 20.25 26.23 26.23 0.00 1.00 13.04 PhiVc < Vu 13.193 26.4 10.1 10.0 +1.20D+1.6OL40.50S+1.60H 1 0.01 20.25 26.14 26.14 0.29 1.00 13.04 PhiVc < Vu 13.097 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.02 20.25 26.04 26.04 0.57 1.00 13.04 PhiVc < Vu 13.001 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.03 20.25 25.95 25.95 0.86 1.00 13.04 PhiVc < Vu 12.906 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.04 20.25 25.85 25.85 1.14 1.00 13.04 PhiVc < Vu 12.810 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.05 20.25 25.76 25.76 1.42 1.00 13.04 PhiVc < Vu 12.715 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.07 20.25 25.66 25.66 1.70 1.00 13.04 PhiVc < Vu 112.6119 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.08 20.25 25.57 25.57 1.98 1.00 13.04 PhiVc < Vu 12.523 2�6 of 4b"' 10-0 +1.20D+1.60L+0.50S+1.60H 1 0.09 20.25 25.47 25.47 2.26 1.00 13.04 PhiVc < Vu 12.428 26.4 10.11 10.0 Hodge Engineering, Inc. Project Title: 2615 Jahn Ave NW E5 Engineer: Project ID: Project Descr: Gig Harbor, WA Hod 253-857-7055 c n g i n ... -n q ginC.� . ... . . .. . . ............ ................................... Printed: 11 NOV 2015, MDAM File C:\UsersUOHNHO-I\DOCUME-1\ENERCA-1\GRADES-l.EC6 F-Concrete Beam ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.14.12.31 Description : 18"X16" Grade Beam Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 0.10 20.25 25.37 25.37 2.54 1.00 13.04 PhiVc < Vu 12.332 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.11 20.25 25.28 25.28 2.81 1.00 13.04 PhiVc < Vu 12.237 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.12 20.25 25.18 25.18 3.09 1.00 13.04 PhiVc < Vu 12,141 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.13 20.25 25.09 25.09 3.37 1.00 13.04 PhiVc < Vu 12.046 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.14 20.25 24.99 24.99 3.64 1.00 13.04 PhiVc < Vu 11.950 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.15 20.25 24.90 24.90 3.91 1.00 13.04 PhiVc < Vu 11.854 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.16 20.25 24.80 24.80 4.18 1.00 13.04 PhiVc < Vu 11.759 26.4 10.1 10.0 +1.20D+1.6OL4.50S+1.60H 1 0.17 20.25 24.71 24.71 4.45 1.00 13.04 PhiVc < Vu 11.663 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.19 20.25 24.61 24.61 4.72 1.00 13.04 PhiVc < Vu 11.568 26.4 10.1 10,0 +1.20D+1.60L+0.50S+1.60H 1 0.20 20.25 24.51 24.51 4.99 1.00 13.04 PhiVc < Vu 11.472 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.21 20.25 24.42 24.42 5.26 1.00 13.04 PhiVc < Vu 11.377 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 20.25 24.32 24.32 5.53 1.00 13.04 PhiVc < Vu 11.281 26.4 10.1 10.0 +1.20D+1.60L-+0.50S+1.60H 1 0.23 20.25 24.23 24.23 5.79 1.00 13.04 PhiVc < Vu 11.185 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.24 20.25 24.13 24.13 6.06 1.00 13.04 PhiVc < Vu 11.090 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.25 20.25 24.04 24.04 6.32 1.00 13.04 PhiVc < Vu 10.994 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.26 20.25 23.94 23.94 6.58 1.00 13.04 PhiVc < Vu 10.899 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.27 20.25 23.85 23.85 6.84 1.00 13.04 PhiVc < Vu 10.803 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.28 20.25 23.75 23.75 7.10 1.00 13.04 PhiVc < Vu 10.708 26.4 10.1 10.0 +1.20D+1.60L.+0.50S+1.60H 1 0.30 20.25 23.65 23.65 7.36 1.00 13.04 PhiVc < Vu 10.612 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.31 20.25 23.56 23.56 7.62 1.00 13.04 PhiVc < Vu 10.516 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.32 20.25 23.46 23.46 7.88 1.00 13.04 PhiVc < Vu 10.421 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.33 20.25 23.37 23.37 8.13 1.00 13.04 PhiVc < Vu 10.325 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.34 20.25 23.27 23.27 8.39 1.00 13.04 PhiVc < Vu 10,230 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.35 20.25 23.18 23.18 8.64 1.00 13.04 Ph!Vc < Vu 10,134 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.36 20.25 23.08 23.08 8.89 1.00 13.04 PhiVc < Vu 10.039 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.37 20.25 22.99 22.99 9.14 1.00 13.04 PhiVc < Vu 9.943 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.38 20.25 22.89 22.89 9.40 1.00 13.04 PhiVc < Vu 9,847 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.39 20.25 22.79 22.79 9.65 1.00 13.04 PhiVc < Vu 9.752 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.40 20.25 22.70 22.70 9.89 1.00 13.04 PhiVc < Vu 9.656 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.42 20.25 22.60 22.60 10.14 1.00 13.04 PhiVc < Vu 9.561 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.43 20.25 22.51 22.51 10.39 1.00 13.04 PhiVc < Vu 9.465 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 20.25 22.41 22.41 10.63 1.00 13.04 PhiVc < Vu 9.370 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.45 20.25 22.32 22.32 10.88 1.00 13.04 PhiVc < Vu 9.274 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.46 20.25 22.22 22.22 1 1A2 1.00 13.04 PhiVc < Vu 9.178 26.4 10.1 10.0 +1.200+1.60L+0.50S+1.60H 1 0.47 20.25 22.13 22.13 11.36 1.00 13.04 PhiVc < Vu 9.083 26.4 10.1 10.0 +1.20D+1.60L,+0.50S+1.60H 1 0.48 20.25 22.03 22.03 11.60 1.00 13.04 PhiVc < Vu 8.987 26.4 10.1 10.0 +1.20D+1.60L+0.50S,+1.60H 1 0.49 20.25 21.93 21.93 11.84 1.00 13.04 PhiVc < Vu 8.892 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.50 20.25 21.84 21.84 12.08 1.00 13.04 PhiVc < Vu 8.796 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.51 20.25 21.74 21.74 12.32 1.00 13.04 PhiVc < Vu 8.701 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.52 20.25 21.65 21.65 12.56 1.00 13.04 PhiVc < Vu 8,605 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.54 20.25 21.55 21.55 12.80 1.00 13.04 PhiVc < Vu 8.509 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.55 20.25 21-46 21,46 13.03 1.00 13.04 PhiVc < Vu 8.414 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.56 20.25 21.36 21.36 13.26 1.00 13.04 PhiVc < Vu 8.318 26.4 10.1 10.0 +1.20D+1.6OL4.50S+1.60H 1 0.57 20.25 21.27 21.27 13.50 1.00 13.04 PhiVc < Vu 8.223 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.58 20.25 21.17 21.17 13.73 1.00 13.04 PhiVc < Vu 8.127 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.59 20.25 21.07 21.07 13.96 1.00 13.04 PhiVc < Vu 8.032 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.60 20.25 20.98 20.98 14.19 1.00 13.04 PhiVc < Vu 7.936 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.61 20.25 20.88 20.88 14.42 1.00 13.04 PhiVc < Vu 7.840 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.62 20.25 20.79 20.79 14.65 1.00 13.04 PhiVc < Vu 7.745 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.63 20.25 20.69 20.69 14.87 1.00 13.04 PhiVc < Vu 7,649 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.64 20.25 20.60 20.60 15.10 1.00 13.04 PhiVc < Vu 7.554 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.66 20.25 20.50 20.50 15.32 1.00 13.04 PhiVc < Vu 7.458 26.4 10.1 10.0 +1.20D+1.60L+0.50S+1.60H 1 0.67 20.25 20.40 20.40 15.55 1.00 13.04 PhiVc < Vu 7.363 246 of 419-1 10-0 +1.20D+1.60L+0.50S+1.60H 1 0.68 20.25 20.31 20.31 15.77 1.00 13.04 PhiVc < Vu 7.267 26.4 10.1 10.0 Py Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Docurnent(s): D15-0226 Grantor: SAM RONDOS, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Within 45"' Avenue South and adjacent to 12214 45 1h Avenue South Abbreviated Work Description: Work within the City Right -of -Way including storm drainage, driveway access, and utilities including undergrounding of power. 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 WHEIEOF, said individual has caused this instrument to be executed this day of v 2015. 1,Z1 IJC,1,447� Prope—rt� Nkner / XuthdriiWSi-g�'a'-'t STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that SAM RONDOS is the person who appeared before me, and said individual acknowledged that he signed this instrument and acknowledged it to be his free and voluntary act for the uses and purposes mentioned in this instrument. Dated /12 45 115 LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 rl tary Pbblic in and for the State of Washington iding at CAKL� I L-4- My appointment expires f 2015 DATED this day o �66 5 GRANTEE: CITY of TUKWILA By: '4&4, 1 — Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Name: ��co-e -.q- a�r( NOTARY PUBLIC, in and for the State of --�' - I - Washington, residing at My commission expires: 6') �5 /,-)-q It 3 Allan Ekberg, Mayor Jack Pace, Director 11/2/2017 SAM RONDOS 10816 42 ST SW SEATTLE, WA 98146 RE: Permit No. D 15-0226 RONDOS RESIDENCE 12214 45 AVE S Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/10/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/10/2017, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: Dl 5-0226 6300 Southcenter Boulevard Suite #100 * Tukwila, Washington 98188 * Phone 206-431-3670 0 Fax 206-431-3665 City of Tukwila Department of Community Development December 16, 2015 SAM RONDOS 10816 42 ST SW SEATTLE, WA 98146 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0226 RONDOS RESIDENCE - 12214 45 AVE S Dear SAM RONDOS, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING - C DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. 1 do not find the site plan requested under Planning's comments when this permit was first reviewed, nor do I find any of the other information requested on September 25, 2015. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. 1. Provide a Civil site plan to include (1) water main within 45th Ave. South (2) new F water meter with I" water service line showing connection to existing water main (3) show and label any pavement cuts with street (4) undergrounding of power from existing power pole across street to house (5) on -site drainage infiltration trench (6) existing catch basin within street with on -site drainage connection — if applicable (7) drainage flow arrows and downspout connection(s) to infiltration trench (8) F.F. elevations and spot elevations (9) show & label proposed driveway (10) show & label on plan sheet any proposed water, sanitary sewer, storm drainage, power and other utilities (gas, cable, telephone, etc.) as applicable. (see enclosed sample Civil site plan) . 2. Record at King County Recorder's Office a Private Sanitary Side Sewer Easement and Maintenance Agreement. Within Lot C, City of Tukwila, Lot Consolidation No. L12-020 (a.k.a.) Assessors Tax Lot No. 017900-0696; for the benefit of Lot B, City of Tukwila, Lot Consolidation No. L12-020 (a.k.a.) Assessors Tax Lot No. 017900-0693. (See example — enclosed.) 3. Record at King County Recorder's Office a Private Storm Drainage Easement and Maintenance Agreement. Within Lot B, City of Tukwila, Lot Consolidation No. L12-020 (a.k.a.) Assessors Tax Lot No. 017900-0693; for the benefit of Lot C, City of Tukwila, Lot Consolidation No. L12-020 (a.k.a.) Assessors Tax Lot No. 017900-0696. (See example — enclosed.) 4. Owner to sign with Notary a Joint Side Sewer & Hold Harmless Agreement, for the two (2) houses (on Lots B & C of City of Tukwila, Lot Consolidation No. L12-020) to share one (1) side sewer. Public Works will prepare document for signature. Owner/Applicant shall pay cost of recording at King County Recorder's Office in the amount of $76.00 as part of this Building permit. (See draft agreement for reference only — enclosed.) 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. 6qnn,z,thr,.tv, P_,ivA_d �,,;f,jYm0 a T,,Z,,*I� 1,VA;t,. OQIRQ . Pl�_W)Aj I I _:?X7f) . r-- )/)A /f-21 2.<K1Z 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 messenizer service. If you have any questions, I can be reached at (206)431-3655. Sincerely, -, " —4a Bill Rambo Permit Technician File No. D15-0226 ZOIV) 0- — �Inn - - 1 .1 — , . 1 1.1— - -1 — — I— - — — ---- lot) S, I ne.j L -7,.L City of Tukwila Department of Community Development Bill Rambo 6300 Southcenter Boulevard Suite 100 Tukwila, WA 98188 RE: Project# - D15-0226 Dear Mr. Rambo, Below you will find the responses to your correction letter dated 9/25/15 for the above noted project. Each response will directly correspond with the numbers on the correction letter. If you have any questions regarding the responses or would like me to clarify something you will find all of my contact information below. Thanks. Buildin?, Department 3. We have had our engineer review the geo-report and provide gravity analysis to insure the structural engineering is consistent with the geo-report. We have also removed the beam call outs on our plans to eliminate confusion. 4. 1 have revised the elevation so north, south, east and west. 5. This home does not have a furnace, but will be heated with wall heaters as indicated on sheet 1. 1 have gone through the plan and identified the wall heater locations for easy reference. Stan Xinnear Reatity Yfomes Inc. 1308,4(e,-�ander,Ue. E. Suite B 'Fife, WA 98424 * - (253) 722-2259 * - (253) 926-8515 E- staiLkinnear@reafityhomesinc.com CORRECTM LT R # --L- -'s-AILA NOV 2 3 2015 PEAMIT CENTER DI '6 oz* S � ZT I., ion, '7JL11 City of Tukwila Department of Community Development Bill Rambo 6300 Southcenter Boulevard Suite 100 Tukwila, WA 98188 RE: Project# - D15-0226 Dear Mr. Rambo, Below you will find the responses to your correction letter dated 9/25/15 for the above noted project. Each response will directly correspond with the numbers on the correction letter. If you have any questions regarding the responses or would like me to clarify something you will find all of my contact information below. Thanks. Building Departmen 3. We have had our engineer review the geo-report and provide gravity analysis to insure the structural engineering is consistent with the geo-report. We have also removed the beam call outs on our plans to eliminate confusion. 4. 1 have revised the elevation so north, south, east and west. 5. This home does not have a furnace, but will be heated with wall heaters as indicated on sheet 1. 1 have gone through the plan and identified the wall heater locations for easy reference. Stan Kinnear Reality Yfomes Inc. 1308,Ak-T.ander,4ve. E. Suite B 'Fife, W .A 98424 (P - (253) 722-2259 IF - (253) 926-8515 E- stamkinnear@rea[iUhomesinc.com City of Tukwila Department of Community Development September 25, 2015 SAM RONDOS 10816 42 ST SW SEATTLE, WA 98146 RE: Correction Letter # I COMBOSFR Permit Application Number D15-0226 RONDOS RESIDENCE - 12214 45 AVE S Dear SAM RONDOS, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size I 1xl7 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Provide a site plan cover sheet. Site plan shall show topographical site elevations or ground sloping. Show north arrow. Site plan shall show property lines with dimensions, setbacks, utilities, fire hydrant. Show finished floor elevations in relation to finished grade to verify grade and slope away from the building and other necessary information as required for the site plan. Include a vicinity plan and survey plan showing streets and parcels with location of this property. 2. Provide additional plan and elevation details to identify a footing drain or crawl space water discharge system. The discharge system shall be separate from the roof drain system. Footing drains shall discharge to a separate designed drainage field, dispersion pit or storm drain. Refer to any recommendations provided by the geotechnical report. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405. 1, R408.6) 3. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural. 4. Show elevations on the elevations sheet as north, east, south and west. 5. 1 could not find a furnace on the plans. Please show location of a furnace or heating system. Specify electric, assuming it is not gas. FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. Submit a site plan showing the access from the public street and the location by vehicular distance of the closest fire hydrant. 6300 Southcenter Boulevard Suite #100 e Tukwila Washington 98188 o Phone 206-431-3670 * Fax 206-431-3665 PLANNING DEPARTMENT: VALERIE LONNEMAN at (206)433-7140 if you have questions regarding these comments. Please provide a site plan with setbacks indicated and include the parcel number to verify parcel location. Tree retention is encouraged as possible --indicate tree protection measures for any trees to remain on lot or any nearby trees on adjacent lots that may suffer from root compaction as a result of construction activities. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. PROJECT: Sam Rondos (SFR) 12214 45th Ave. South TL no. 017900-0693 1 st Review Comments PERMIT NO: D15-0226 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 1. Provide a completed Residential Sewer Use Certification for this Building permit. (see enclosed) 2. Provide a Civil site plan to include (1) water main within 45th Ave. South (2) new I" water meter with I" water service line showing connection to existing water main (3) show and label any pavement cuts with street (4) undergrounding of power from existing power pole across street to house (5) on -site drainage infiltration trench (6) existing catch basin within street with on -site drainage connection — if applicable (7) drainage flow arrows and downspout connection(s) to infiltration trench (8) F.F. elevations and spot elevations (9) show & label on plan sheet any proposed water, sanitary sewer, storm drainage, power and other utilities (gas, cable, telephone, etc.) as applicable. (see enclosed sample Civil site plan) 3. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) 4. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 5. Work within the 45th Ave. South Public 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. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet'must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely, Bill Rambo2 Permit Technician File No. D15-0226 6300 Southcenter Boulevard Suite #100 * Tukwila Washin2ton 98188 9 Phone 206-431-3670 9 Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0226 DATE: 12/21/15 PROJECT NAME: RONDOS RESIDENCE SITE ADDRESS: 12214 45 AVE S Original Plan Submittal X Response to Correction Letter # 2 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: C ?L Af Building Division F-1 Fire Prevention El Planning Division ,t�v\ AWC el-ls- Public Works Structural F-1 Permit Coordinator PRELIMINARY REVIEW: DATE: 12/29/15 Not Applicable El Structural Review Required (no approvallreview required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/24/16 Approved Approved with Conditions Corrections Required Denied F] (corrections entered in Reviews) (ie.- Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ED Fire El PIng El PW El Staff Initials: 12/1812013 ARMT COC1-10 COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0226 DATE: 12/1/15 PROJECT NAME: RONDOS RESIDENCE SITE ADDRESS: 1221445 TH AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: P - A M AVS- UL CA* Ylk� 133 u0i I d t, %ga V i s i o �nn Fire Prevention Planning Division Structural Public F Permit Coordinator PRELIMINARY REVIEW: DATE: 12/3/15 Not Applicable F-1 Structural Review Required F-1 (no approvallreview required) REVIEWER'S INITIALS: DATE: APPROVALS OR CO"ECTIONS: DUE DATE: 12/31/15 Approved F-1 Approved with Conditions F-1 Corrections Required R (corrections entered in Reviews) Notation: (A 60W? REVIEWER'S INITIALS: Denied El (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire El Plngj,31�' PW�!( Staff Initials: KA& 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0226 DATE: 09/01/15 PROJECT NAME: RONDOS RESIDENCE SITE ADDRESS: 12214 45 AVE S X Original Plan Submittal Response to Correction Letter DEPARTMENTS: a% W 11� Building Division *?- 4 �j 11101* Public Works PRF,LIMINARY REVIEW: Not Applicable 1-1 (no approvallreview required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Revision # before Permit Issued Revision # after Permit Issued hpk corr?�, Do� VU &1�1 Fire Prevention Planning Division 10 Structural 1:1 Permit Coordinator of DATE: 09/03/15 Structural Review Required DATE: DUE DATE: 10101115 Approved 1:1 Approved with Conditions 1-1 Corrections Required x (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied El (ie: Zoning Issues) DATE: Permit Center Use Only T CORRECTION LETTER MAILED: Departments issued corrections: Bldg N— Fire��— PIng;y— PWjr Staff Initials: U4 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: bIS-1 Response to Incomplete Letter # Response to Correction Letter # C1TV OF TUKMLA F� Revision # after Permit is Issued I DEC, 2 F� Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER Project Name: to 126 g S�C� Project Address: Contact Person: Phone Number: ,?0 -6— Summary of Revision: ;17- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on A City of Tukwila Department of Community Development 63 00 Southcenter Boul evard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:,,"/wNvw.'Fukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date. 2: 1 Plan Check/Permit Number: T) t S — o 'Lz_k) Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: M7—_ ( T ProjectAddress: Contact Person: Summary of Revision: S 5 L) �_Ie_\A_51CCA 'OkA �� , A-e-, �> ��t Oeo -�e_c k V_>e_S4e,,J-i6A C t V1 VOL Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 1404 dd- 1, Entered in Permits Plus on 1_i4 -15, (.,TTV of� :iiiKw" � 205 H:\Applications\Form-Applications On Linc\2010 Applications\7-2010 -Revision Subrnittal.doc Revised: May 2011 REALITY HOMES INC Page I of 2 Holne, Inic-io en 1.-.qpafiol Contact Safety 0110*4 Washington State Department of 4j Labor & Industries I REALITY HOMES INC Owner or tradesperson Principals FANCHER, THOMAS E, PRESIDENT FANCHER, THOMAS E, PRESIDENT HANKEL, LOWELL K K JR, VICE PRESIDENT HANKEL, JAMIE S, SECRETARY Doing business as REALITY HOMES INC Claims & Insurance 1308 ALEXANDER AVE E TACOMA, WA 98424 253-926-6822 PIERCE County Search L&I i I i A-Z Index Hell) My Secure L&I Workplace Rights Trades & Licensing WA UBI No. Business type 602170782 Corporation Governing persons JAMIE SCOTT HANKEL KENNETH HANKEL-LOWELL JR; THOMAS EDWIN FANCHER; License Verify the contractor's active registration license certification (depending on trade) and any past violations. ,C,.o,,n,.s.t..r.u,.c,t,!.o.n....C,o,.n,t.,r�c,,t.o.r. Active. Meets current requirements. License specialties GENERAL License no. REALIH1984CN Effective — expiration 02115/2002— 02/1512018 Bond No tiond accounts during the previous 6 year period. Insurance Wesco Insurance Co $1,000,000.00 Policy no. WPPI02030905 Received by L&I 01/08/2016 Effective date 02/12/2016 Expiration date 02112/2017 Wesco Insurance Co $1,000,000.00 Policy 110. WPPI02030904 Received by L&I 02/11/2015 Effective date 02/1212015 Expiration date https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602170782&LIC=REALIH1984CN&SAW= 01/13/2016 ILEGEND PROPERTY LINE — — — — — — — — — — — — — ADJACENT PROPERTY LINE — — ROAD CENTERLINE/ROW CENTERLINE — — ROW LINE — — — — — — — EASEMENT LINE BSBL W PROPOSED WATER SERVICE LINE PROPOSED STORM DRAIN LINE SS PROPOSED SIDE SANITARY SEWER LINE — — — — — — — — — — — — — — — — — UTILITIES TRENCH (POWER, TEL & CATV) ------------------------- EAVE/OVERHANG E _ _ _ _ _ _ ] PROPOSED INFILTRATION TRENCH FM1 PROPOSED YARD DRAIN 69 WATER METER CONTACTS CIVIL ENGINEER: PBG, LLC 5130 S. 166TH LANE SEATAC, WA 98188 (206) 446-1292 CONTACT: HAN PHAN, P.E. SURVEYOR: SCHROETER LAND SURVEYING P.O. BOX 813 SEAHURST, WA 98062 (206) 242-6621 CONTACT: RICHARD SCHROETER, P.L.S. I I Ij I I 4" PVC PIPE FOR ROOF DRAIN (SLOPE TO DRAIN) 4" PERFORATED PVC FOR FOOTING DRAIN LINE (SLOPE TO DRAIN) S89 1724E 100.00� 5'BSBL N PROPOSED SINGLE FAMILY RESIDENCE FFE=101.00 ------------------ LO N8901724"IN �... ate . ............ .�. .................\ C Mil7f 111 DOWNSPOUT (TYP) 37.0' sea 0. ow m . 5% FA.FIOI 0 CV r- 5' BSBL HORIZONTAL GRAPHIC SCALE { t.)g yr re ,,Y, f ;Y �ie : ' eiJ i... JJ G:; Cc ICuJatedd c GENERALNOTES: 1. KEEP PERFORATED TIGHLINE TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. 2. BUILDING LOCATION ESTIMATED FROM SITE PLAN PROVID BY CLIENT. 3. NEW GAS SERVICE LINE LOCATION WILL BE DETERMINED BY PSE. epee shall be made to the Apo of work 1^11thow prior approval of T01,?Vila Building Division. NOTE: FirE`;sions wilt require a new Dian submittal and may include additional plan review tees. WITH SOLID LID PLAN VIEW A NTS ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND 4" RIGID PERFORATED PIPE @ 0.0% SPLASH BLOCK These plans have been reviewed by the Public EXISTING GROUND Works Depa:-tment for. conforinance with current City standards. Acceptance is subject to errors and - omissions which do not authorize violations of co adopted standards or ordinances. The res onsibilit p' p Y oonhmh y i T.,,.,,�.�,.,�.. ) •Y i sS l+ r r� F J �`" " `l�l,��: ? �T�`swr�2S �� N N for the adequacy of the design rests totally with the o designer. Additions, deletions or revisions to these w -,...�� .a,�rS.�.:�c�,rt...r•�.c"sr�c�a: a�:�'sy.s�,�r::.'i..�..c�a�•-.'m:v. o drawings after this date will void this acceptance ¢ z and will require a resubmittal of revised drawings � `� � WASHED ROCK 3/4" — 1 1/2" for subsequent approval. FINE MESH SCREEN Final acceptance is subject to field inspection by ELEVATION VIEW the Public Works utilities inspector. Date: By: NTS t'Z IS L_ PLANNINC3 APPROVED No changes can be made. to these plans without approval from th Planning Division of DCD Approved [3y:.(' "Uwa'6 Q SAWCUT EXISTING PAVEMENT (0.5' FROM EDGE) NEW EDGE OF PAVEMENT MATCH EXISTING PAVEMENT. Q INSTALL 1" WATER METER (BY CITY OF TUKWILA). 0 INSTALL %" 200 PSI WATER SERVICE LINE. Q CONSTRUCT UTILITIES TRENCH (POWER, TEL & CATV). Q CONSTRUCT DISPERSION TRENCH PER DETAIL 2. © INSTALL 48 LF 4" PVC SIDE SEWER @ 2.0% MIN. Q INSTALL 8 LF 4" SOLID PVC FOOTING DRAIN. SLOPE TO DRAIN. ® INSTALL 4 LF 4" SOLID PVC ROOF DRAIN. SLOPE TO DRAIN. 10 INSTALL YARD DRAIN RIM=99.00, IE(W)=96.90, IE(N)=97.00, IE(E)=97.10. S 'dP., C PErr-i�1IT R�:0LIi1�I� FOR: 0 ?A%clhanical -tricat Q Plumbing 0 Gas Piping Gi'y of Tukwila ^^"'�"'"" `NISH GRADE 24" _ I �-- WASHED ROCK 3/4" — 1 1 /2" r� DISPERSION TRENCH DETAIL SCALE: NONE 11 CONSTRUCT PERFORATED TIGHLINE INFILTRATION TRENCH PER DETAIL Q INSTALL 10 LF 4" PVC STORM DRAIN @ 1.00%. 0 INSTALL 4 LF 4" PVC STORM DRAIN TIGHLINE ® 0.50% MIN. IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 1,958 SQ. FT. DRIVEWAY & WALKWAY 583 SQ. FT. PATIO 25 SQ. FT. TOTAL 2,566 SQ. FT. 2,566/7,414 = 0.346X 100% = 34.6% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND (INCLUDING COVERED PORCH 1,958 SQ. FT. OVERHANG) TOTAL 1,958 SQ. FT. 1,958/7,414 = 0.264 X 100% = 26.4% MAX. BUILDING COVERAGE LP11! = 1 i�iVlslON Know what's below. UTILITIES - , Call before you dig. WATER AND SEWER: POWER: GAS: TELEPHONE: CABLE: CITY OF TUKWILA SEATTLE CITY LIGHT PUGET SOUND ENERGY QWEST COMCAST 6300 SOUTHCENTER BLVD. 700 FIFTH AVENUE, SUITE 3300 1-888-321-7779 1-800-526-3557 1-866-771-2281 TUKWILA, WA 98188 SEATTLE, WA 98124 (206) 433-0179 (206) 386-4200 BACKFILL EXISTING GROUND a 4" SOLID PIPE ® 2.0% MIN. WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC WASHED ROCK 3/4" - 1 1 /2" 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) tU01- 2.0'Ap ° W►rh�N�' 1i G n'Kom PERFORATED TIGHLINE CONNECTION DETAIL SCALE: NONE Ru OUNDATION—\ Permit Plan review approval is subject to errors and ornissic Approval of construction documents does not author the violation of any .adopted code or ordinance. Recv f approved field Copy and conditions Jacnowledg 6y. Date: — City Of Tukwila 4" PVC DOWNSPOUT DRAIN LINE g FINISH GRADE :. :... ,. BACKFILL .:.�PROVIOE:�12" MIN COVERAGE :OF.:DRAIN..WITH CLEAN 1 1/2" - 3/4" .. WASHED` *: ROCK * �' ;' F: s zs, �. r .FILTER FABRIC �� c Y �) • (MIRAFI 10OX OR EQUIVALENT) f f' t i REFERENCE s T SHEET NO. 1 SP1 °F 1 SHEETS CSC O C� O O7 = r �°°. QC!, it �U) o JJ I— Lu C> > Q W �— W`��LLJ z�Q —� w C) _ 0 UJ DC CN I-- / , CV V U) r- O 0 O ,0 42815 hoc, ��G1 STE,�c�,F' � NNAL 0 c B In '` U� z.. cu LU 00 U N 00 �- 0 iv 0 N �� fa 0 1%,, r- M N� Ln -9 Ui I— wLn �� 0 N Q Q w Cn _ _ z � M o C'7 m o m z w � Z o w Y Cl) _ SUILDING DIVISION ,r� << - :..... Z 0 NOS 4" PERFORATED PVC FOOTING DRAIN LINE w 0 DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS z AND OTHER FITTINGS AS NEEDED. RECEIVED CITY OF TUKWILA W RREC ION DRAINAGE DETAIL SECTION A -A DEC 2 2 2a�5 LTR# LT SCALE: NONE PERMIT CENTER 3 - 1: li Printed on 111 h912015 at q.23: 00 AM 11 �\, NOTE.' Some options may show on your set of house plans that are not included or a part of your Construction Contract with Reality Homes Inc. 3D rendering - NOT to 5ca/e The Construction Site is Located within King County. REVIEUNED F012 CODE COMPkiANCE. APPROVED JAN 0 8 2016 City Of "191 BUILDING DIVISION Design Criteria 5now Load ---- 25 k7s blind 5peed -- e5 mph Exposure ------- B Seismic --------- D Heating 5ystem Electric kVall Heaters Appliance Fuel 5ource 51ove Electric Dryer Electr/c plater Heater Electric Glazing 5q Ft 175. 00 sq ft Ext. Door 5q Ft 36.17 sq ft Total Glazing 5q Ft 214.17 sq ft divided by Heated Living 5pace 1852 sq ft Glazing Percentage 11.56 % "Garage Nindows not Included" 5quare Footage Totals 1st Floor j0gq sq ft 2nd Floor 753 sq ft Garage 4P q sq ft Front Porch cover 141 sq ft House Designer - Engineer of record - Truss Manufacter - List of codes Reality Homes, Inc. 130e Alexander Ave. 5. Fife,kYA g8424 253.722.2268 Hodge Engineer/ng 2615 Jahn Ave. NkV Gig Harbor, kVA q,5335 253.857.7055 /7W Building components Group Inc. 8351 rovana circle 5acramento, CA g582B g16.367.0116 2012 -International residential codes ., Sheet Index 517eet 1 of B - cover 5heet 517eet 2 of 8 - Floor Plan 5heet 3 of 8 - Foundation & Floor Framin Sheet 4 of B - roofin & Drainage Sheet 5 of B - Elevations Sheet 6 of B - Floor Covering & Cross 5ections_ Sheet 7 of B - Details 517eet B of 8 - Details Sheet J 1- Manfacturer Joist La out 5heet I. 1- Engineer's Lateral Design Page Sheet D 1- En ineer's Detail Pa e 517eet N 1- Engineer's Notes ! aa4 :;T 1 % NOV 2 3 2015 No �N °rmq qv o 44 N sk�oso�ow��vw�w�o� �n� Sheet Description Cover 5heet Plan Name l852 Apple Tree NOTE.• Some options may show on your set of house plans that are not included or a part of your Construction Contract with Reality Horner Inc. Framing otes Roof Trusses shall be Pre-Engineered/Pre-Manufactures Wood Trusses spaced at 24" o.c. Flat ceiling trusses over entire area with the exception of Scissor Truss over Specified areas. Note Line of soffit on Floor Plan. Install "5impson" H2.5 or H1 at each end of every truss. All clips � shall be fully nailed with 'N10' nails per mfr. direction. o All Trusses shall be installed and braced according to the Manufacturer's instructions. Design calculations shall be kept with 9 p �- the Building Permit and shall be made readily available to the Building Inspector at the time of inspection. All Permit documents shall be kept in a waterproof enclosure for the duration of the project. Outlooks shall be 2x4 spaced at 45" o.c. @ each Oable End. Roof Sheathing Nailing shall be at bd @ 6" o.c. Panel Edges and 12 o.c. @ Intermediates. o Wall Sheathing Nailing shall be at bd @ 6 o.c. Panel Edges and 12 o.c. @ Intermediates, U.N.O. (See Panel Details for additional information.) All Exterior Wall Headers shall be a 4x w/ 2 sheets of R-5 Rigid Insulation install on inside of header. In the case that a 6x header is i required, insulation of header is not required. All Exterior Wall Headers shall be a 4xb DF#2 U.N.O. A ll Blocking @ Roof Trusses exposed to the exterior shall be screened "Bird Block". C5arage dotes i Garage walls, columns, and ceilings adjacent to or under dwelling areas shall have materials approved for One -Hour fire resistive r.. construction. Air ducts passing through one -hour fire resistive construction shall be a minimum of 26-gauge steel. All electrical switch plates and box covers in the garage shall be metal and lights with boxes behind them shall not be plastic. All piping passing through one -hour fire resistive construction shall be metal. Asir ducts and or Piping supported by structural members that are required to be fire protected shall be installed after the sheetrock has been applied. Ducts and or Piping may be enclosed within a soffit that has the same degree of fire protection required for the structural members that it attaches to. Framing members for the soffit shall not exceed 16" on center. Water heater shall have a relief valve drain line to the outside of the building. Per P2803.6.1 (10) of the 2012 IRG, the discharge not terminate more than 6 in above the fl000r or waste receptor. WIff-AW -- 12� 2" 11 ` 101, ,1 4,011 ' 3=73/4" I 5040L5 5040L5 j _ _.._ ....................... .........._._...._._-----..._....... ............ _._ Fgress Fgress i Bedroom #3 11 Bedroom #2 o o 4069 2068 2668 25OkV / Neat Bulb 50 GFM - f - ..__._..... Whls er i ............... 2668 ----._._._ t , p ,� �0 _.___._-02_:::Ta1lRailrng Green / i Bath fN -� ---- "�-- -- -- -- -- — -- -- 2668 -, -- — - 24x30 Attic CF \ Access (-off \\ --- {�Yalk In ry Closet _. L- --.... ...................... _...... ............... -_.. ......._..... -- in o W Master Bed ! !! Panasonic Whisper reen 250W NHF Master Heat Bulb See Note 1 mL- 1 , Bath 5030L5 Second Floor Plan Scale 1/4" = 1 ' Horizontal blocking for gypsum board support add connection between interior a4d exterior wall spaced 0 24" 0L.. Eerior Y�lal! 2x4 interior wall_ Ladder Framna mall `Detail 4x E EADER i IN x , ALI:; - aaus�2 r'on F.nr_ m N y N o m m 6' 6" 5.0" 0'--8 1/2" - i i 50401-5 tHB Family Room 41,0" 6' 0" Min 72566Landing - - Homeauner Re5pons/b16/y 60610 Tempered Nook ---- q'_ 91" -- ---- 6, 1„ ----- ch 15004Y i --- _.._.......................... _-..............._._._........ 50 GFM..............._._..........................._.._.------........_..._............i , !Nhlsper f Ut%l%t �q (Green �' Fb „ -_w, 18 c i M I A ce 14! ,l y �50 GFM S?o {Whleper %i"��` ........... ...... ............ ...... .... ._... _.............................. ............. .._._._._..._._....__"-" 00 GFM Motlon Sensor "hisper Green I ( W H - ��6� ----------- ---- \�� -\ `�� M11736'k36"Lan g- Homeavner -- --- Respons/b1111y_ - 01$ 1/2" ------- 4"Bollard for Crash ProQ1v-n All Appliances with lgnitlon are to be min 18"off ground. 20 min F/ Rated "N strapped at thlyds. DoorW5elf Closing / nges & 5elfLaf-hing 2 Car Garage Garage is 5heetrocked (Type X) and Taped 6x8 Post, Main Floor Plan Scale 114" = 3 =6" 6'-9 1/2" -- 4'--O" 4.0" 4036L5 i. ...._................. _..... ._...... _.�. ...17Ish"uiasher— I �, Hoakup Onki ; tV J; DM f-AlrGap 1 M' Vaulted Kitchen' 106 1/2" Z 2000ry gin_......... ----- i 666,13 3�� 6, 6„ 13' 0 1/4 12'--6 1/2" - Yaulted Dining Room 1I 11 �1 0 z a - I i --- 2000PY N I Vaulted Living Room Vault Ends Here —3D_d . ...... --- - -- -- ---------- -- i�Mln 36536-Lend 7 - Nomeauner � Re5pons/61/Ity �9. 5050FX I I 1 4x4 Post (P1) \ _. 3 112"x 10 112" 61-5 (6 1) A m 0 0 IzzS 0 0 o m � O ry o m VYlndow MFG is Jeldwen & U Factor 15.30 and skylights are. 50 Exterior Door MFG is OrePac & U Factor 15.20. ININDOkV 5GHEDUL E QTY FLOOR 151ZE 56RE55 TEMPERED D55CRIPTION 1 1 120505H 5IN61_5 HUNG 1 1 4036L5 LEFT 5LIDIN6 - - 1 - - -- - -- 1 i5040L5 -- ._.... 5050FX ---- --- LEFT 5L1DIN6 -- - - FIXED 61-A55 1 1 160610 L 5X EXT. 51_I175R-6LA55 3 2 1504OL5 1KIF5 LEFT 5LIDIN6 _�... - -- .._...._.. 20505H -- ---- ------ - .YES-- --...----._...._._....- -- 5/NGLE HUNG ..__...------.... 1 2 50..30. Y55 LEFT 5LIDIN6 .....- - -- - - ---- - ---- --- -- .._..._....... - -—.._.._._.__. ........ ------._.......__...-- - --- - ------------- --- -- DOOR 5cHEDULE QTY FLODR_ SIZE 0_55cRIPTION 1 1 _ 126be R IN HIN65D 5LAB DOOR 2 _ 1 1— 1 3068 R IN 3068 L EX HINGED 5LAtB DOOR EX7: HINGED DOOR 521 2 11 B070 L 6ARA65 5P20 - 5 TOCK TON DEGRA TRIM 22 12468 R IN HIN65D 51-AB DOOR 1 2 2668 L IN HIN65D 5Lr4B DOOR _1_ 1 2 1 2668 R IN 3068 L EX HIN65D DOOR 501 5XT. HIN65D DOOR P09 1 2 12668 L IN HIN650 SLAB DOOR 1 2 1 2468 R IN HINGED SLAB DOOR 1. Panasonic N171sper Green Ahole House Fan Model #FYOBYK53 50 GFM Cont/n. Setting W GFM Spot Vent/lat/on Setting. FOR JAN 0 8 2016 CRY Of TuWla BUILDING DIVISION Printed on 1111,512015 at 9.23: 00 AM I ry�o' � 01 www p� I `16 Wz�N �N.; O M w�� w m� �-4V v° O 14 _._........._._._-._..............._.. 1.J 1 I l..i j'�� ' • i H NOV 2 3 2015 �8 �'EANItT C:ENTE Sheet Description Floor Plan NOTE.' Some options may show on your set of house plans that are not included or a part of your Construction Contract with Reality Homes Inc. Foundation dotes - Two 5to See Building Sections and Details Sheet within this set for Details and Callouts for Foundation and Wall to Foundation connectivity. Two Story Perimeter Foundation that will support a 2x6 Framed Stud Wall shall consist of a 16"x 8" Min. Continuous Concrete Footing w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. Garage Foundations that will support a Two Story 2x6 Framed Stud Wall shall consist of a 16"x b" Min. Continuous Concrete Footing w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. Foundation Stem Walls for a Two Story Bearing Walls shall consist of a 22" - 24" Tall x 8" Wide Stem Wall w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. All Continuous Concrete Footings for Exterior Bearing Walls that incorporate a Concrete Stem Nall shall have #4 Yertical Rebar with hook spaced @ 4b" o.c. Mono pours are ok with without vertical rebar. Please See Engineering "L" Pages for Holddown Locations. If Foundation needs to be a Stepped Foundation, See "Step Footing" on Engineering Sheet D1. Foundation Contractor to verify vent placement is done to I RG code. To ensure plumbing access for fixtures, see drain dimensions on foundation. See Floor Joists MFG Layout for Start Location. NOTF-: To Prevent Water Wicking sole Plate. Rimjolsts, acid Exterior Wall to lExtendover roundation Wall !'z". Second Floor l�ramin Plan - Scale 114" �I 9 1/2" L Fl--1 B Joists 6a I q 2" o. c. Install per MFG specs. 0' 1 !1/2 24W" 40' 11 " Cover entire crawl area with 6 mil plastic. Lap joints minimum 12" m . ......... ............ ._------ .� i Praln I � � Oi I ensio — _ ri- _ ._ -- - 13'--3 1/2" ...__.. _..--._..._.......... - ---------- q' 11 1/2„ Garage 5/ab Note 11 `--4 1/2" -10T0"- 4" Thick Concrete Floor 51ab Slope to opening for drainage I ; 2" drop min from rear towards opening Maximum 14"Mom top of 51emwa/l to Garage Slab to meet 1B" Frost Depth -- — — — — ——— — — — — — — —J Garage Door Buckout tu/- Garage Door Buckout cu/-T -- -- ---' Continuous Foot!_g— —Continuous Footlnej - -- - -- - - — ---- - -- —— 40'--11 Foundation Plan Scale 114" _ 11 NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall s outlined in the geotechnical comply with recommendations a report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. Provide foundation venting with a net free area of crawl space/150 per IRC Code R400. Vents provide 73 sq in of flow in each vent per MFG. _A: 1 rh 16' 10 3/4" N 0 N N N �V REV EWER FOR 0 COMPLIANCE APPROVED JAN 0 8 2016 City of `° ul'cvilla BUILDING DIVISION i.ppi A NOV 2 3 2015 IERNIIT CENTER Printed on 1111,512015 at q.23: 00 AM �o ism � QQQ ywww �"•1 �� t k5 Nry " v3o4 Printed on 11/1 B/2015 at 9.23:00 AM NO TE 5orne options may show on your set of house plans that are not included or a part of your construction Contract with Reality Homes Inc. Downspouts _l Downspouts ... ... Woof Drainer e Plan 5cale 1/8" = I' Roof Ventina Reauirements Attic Ventilation shall be in accordance to Section R506. Exception applied due to use of continuous Ridge Vent ("Gore -Vent") ventilating upper portion. Exception rate of ventilation per s.f. = 1 / 300, or 1 s.f. of ventilation per 300 s.f of Attic Space. Lower portion of roof is vented with bird blocks installed between every truss. Roofina Dotes Use Composition Asphalt Shingles per Building Package Specification. Maintain a distance of 12" Min. from any Ridge or Valley. Use 2 Layers of Felt on roofs with less than 4/12 roof pitch. Use "Cor-a-Vent" Roof Vent or equal at entire Ridge Area. Use Aluminuml Gutters or equivilant. Truss Notes Pre -Engineered / Pre -Manufactured Roof Trusses (Pitch Specified on Page 4 - If vaulted truss, inside vault is half pitch size U.N.O.) @ 24" o.c. Use "Bird Blocks" between each Truss @ Plate Line. Use "Simpson" H2.5 @ Each End of Every Truss. Place Outlooks over Gable Ends @ 45" o.c. RA15ED PEEL TO WALL CONNECTION Vaulted area Woof Framing Plan Scale 114 - 1 MANUFACTURED ROOF TRUSS WITH ENEMY HEEL. T'SHEAR WALL NAILING PER PLAN O 1/16' OSB OR; SMART SIOE PANEL B.LOCKING W/ 8d 6` roc INM DOUBLE TOP PLATE # TOP CHORD BIRD BLOcK ROOF SHEATHING PER PLAN W/ Sd e � 6' oc INTO BIRD 13LOCK BLOCKING. SIMPSO.N HI CLIP. TYPICAL AT ALL TRUSS'BOTTOM' GHORP TO DOUBLE: TOP PLATE INTERSECTIONS O SOFFIT MATERIAL PER DESIGN PLAN! `X2 F,LrE ool= OVER FR,4ME i>ET,41L NrS. REVIEWED FOR BODE COMPLIANCE APPROVED JAN 0 8 2016 CKY ofTul(wila BUILDING DIVISION C. i✓i �,j' IL NOV 2 3 2015 NEWT CENTER �o �N N� J wk�o� z o : ryvi m� WI M) O�4N Ny, � "�R'�•��Z�� O� O O N Q� ►� O tq tk " Pz:.a,��o ° A� ° o skoow�o� �R�v3v�Qc�uo-��3oan� vz ��z a� 4"1 p.�•Q� � Cr" p �� '� U�tp� 31w,,OpiOj O u tQ•� v. �0,�° � " •y��'�.o uj iw Q� hZ � t�"�'k O mImw0 ��' Oa-C_ �� v � szi— A ti � !i Q- >° I_Z: r1) how ° ° �w�w41� Vi z- 2 �uj0 �u�il� v ti °v °vim I 517eet Description Woofing Plan Plan Name 1052 Apple Tree v3oA L:. NOTE.' Some options may show on your set of house plans that are not included or a part of your Construction Gontractcuith Reality Homes Inc, i'xP"Band in all gables ,elevations Scale 114" = it !Nest ........... .................. M RWN L P Smart 5ide L. P Cedar Shakes North ?x GutEaak�r Provlcle 2x4 Bub -Fa f5�ehlrid $ rcc77e rbr. So.^rtt 1,al-0-1 f" cv►-hara. 50ff`iric Bast South Exterior Finish Notes Front Building Face - Horizontal "Smart 5ide" by LP 5ides and Rear Building Faces -"Smart Panel" by LP Barge - 5/4 x 6 Pre -primed "White Wood" Corner Boards - 1" x 4" Pre -Primed "White Wood". Window Trim - 1" x 4" Pre -Primed "White Wood". Windows - White Vinyl Thermopane, sized per plan. Gutters & Downspouts - Continuous Metal. Gable Vents - Pre -manufactured 12" x 16" Wood. Printed on i 1/1,W0 15 at 9.23: 00 AM N^o U m� o00 n2 4zA O " v3o4 Sheet Description Elevations Plan Name l852 Apple Tree Printed on 11/1 B/2015 at 9.23: 00 AM NOTE Some options may show on your set of house plans that are not included or a part of your Construction contract with Reality Homes Inc. Cross Section A Scale 114" _ 1 ' - Laminate action .o Floor Covering & Gross 5ectioh_Locator .._................. .. No Scale A5 � 5cale 1/411 - it 0 Cross Section B Scale 1/4" =--1 ' - i _CLZr— _L_— �.rr7.4_S �P_ r'f%FYI kale 714 " = 7 " cross Section P 5cale 1/4" = I ' wm mom -- 1--- CILr -- 1--- CILr Ns� � Nm Q) N o `rygv 41 :33 a� N !Z: v a o° AN Sheet Description Cross 5ections Plan Name `A -'LA l e52 Apple Tree _ — / NOV 2 3 2015 PERMIT CENTER v�3o4 NOTE• Some options may show on your set of house plans that are not included or a part of your Construction contract with Reality Homes Inc. j. _. 7/16" 05B APA Rated Sheathing - ----- Composition Roofing over 15 lbs. Felt i ` ! .......... MFG Trusses at 24"o.c. f ��, 4„ Insulation Baffle around eave perimeter R-4q Insulation 1 1/2" Gypsum Wall Board Double 2x6 Top Plate __.._....._.___ .. 2x6 Studs @ 16"oc R-21 Insulation - - -- 1/2" Gypsum Wall Board -- --- -- PVA Primer 2x6 Sole Plate -- 11 7/8" LPI-16 Floor Joists at 16" o.c. 3/4" T&G Plywood or Equiv 5ubfloor Glued & Nailed 1 . R-30 Insulation 50, Gypsum Wall Board Type X Double 2x6 Top Plate 2x6 Studs @ 16"oc ---------- R-21 Insulation To R 4 112" Gypsum Wall Board yp (Type X Fire -Rated GWB on Warm Walls of house only) Simpson MA5A 2x6 Mud Sill --- Straps. See Engineering for 8"X24" Foundation Wall spacing requirment Up to 48" tall - 1 FDN to extend a Horizontal & 1 Vertical minimum of b" rebar @ 48" oc above final grade. 4" Slab Slope to Opening Minimum 18 Frost Depth C —� Vented Blocking Water-Resitive Barrier (Tyvek) 7/16" Min 05B with Lap Siding (Shown on detail) or -1/16" Smart Panel Siding R-4q Insulation ' 1/2" Gypsum Wall Board Double 2x6 Top Plate - 2x6 Studs @ 16"oc R-21 Insulation 1/2" Gypsum Wall Board PVA Primer - ---- 2x6 Sole Plate 11 118" LPI-15 Floor Joists at 16" o.c. 3/4" T&G Plywood or Equiv 5ubfloor — Glued & Nailed No Insulation R-21 Insulati 5/8" Gypsum Wall Board Type X Double 2xb Top Plate 2x6 Studs @ 16"oc R-21 Insulation 1/2" Gypsum Wall Board (Type X Fire -Rated GWB on Warm Walls of house only) q 1/2" LPI-18 Floor Joists at 1 q.2" o.c. 3/4" T&G Plywood \ or Equiv 5ubfloor Glued & Nailed \ R-30 Insulation 2x6 Mud Sill 8"X24" Foundation Wall Up to 48" tall - 1 Horizontal & 1 Vertical rebar @ 48" oc 1/16" OSB APA Rated Sheathing Composition Roofing over 15 lbs. Felt ........... -- MFG Trusses at 24"o.c. 4„ Insulation Baffle around eave perimeter m 314 T&G Plywood or Equiv i 5ubfloor Glued & Nailed 2x4 Top Plate I -Joists per plan I 4x6 Header Align studs iy 5imp on MA5A i Crawl Accessi with I -Joists 5trt @ 4' o.c. I Per Plan j _ ........ _.. 2, 6„ - �'-1 I!-=1 I i--1 —1 I-1 I III-1 I-1 I! I I-11 y Vented Blocking =a.i-� 1.._I 1 I L ' �.� iI '.:._... _.I I .....__._I I I -.I I ............I 1.... 1 !_._........I I .-.._.I I L......_...I I— ;...._!I. -� 12"x6" Concrete Footing with 1 #4 Rebar on Ramblers 16"x8" Concrete Footing with 1 #4 Rebar on 2 Story Houses Scale 1/2"=1' Fong l�lall Deta/l (Rim Joist 5_ stemW Water-Resitive Barrier (Tyvek) 7/16" Min OSB with Lap Siding (Shown on detail) or 7/16" Smart Panel Siding _= Simpson MASA —' j Straps. See i m Engineering for spacing requirment FDN to extend a minimum of 6" above final grade. - Minimum 15" Frost Depth 1 1 _ T I_ 16"x5" Footing w/ 2 LE Horizontal #4 Rebar Scale 1/2"=1' 2 5tolu Aall Section rA2 )- R-4q Insulation --------- --' 1/2" Gypsum Wall Board Double 2x6 Top Plate -- 2x6 Studs @ 16"oc R-21 Insulation ---- 1/2" Gypsum Wall Board PVA Primer q 1/2" LPI-18 Floor Joists at 1 q.2" o.c. 3/4" T&G Plywood or Equiv 5ubfloor Glued & Nailed R-30 Insulation --- 2x6 Mud Sill 6"X24" Foundation Wall Up to 48" tall - 1 Horizontal & 1 Vertical rebar @ 48" oc 7/16" OSB APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG Trusses at 24"o.c. - - Insulation Baffle around eave perimeter Vented Blocking Water-Resitive Barrier (Tyvek) '1/16" Min 05B with Lap Siding (Shown on detail) or 7/16" Smart Panel Siding Simpson MA5A Straps. See Engineering for spacing requirment FDN to extend a minimum of 6" bove final grade. Minimum 18" Frost Depth ' �------' 12"x6" Footing w/ 2 -� -.--.._.._.. _........ Scale 1 /2"=1 ' Horizontal #4 Rebar 5i a/e 5tog4 Mall Section !;\A3 1/2" GWB (Type 1/— Double 2xb Top Plate 2x6 Studs @ 16"oc — R-21 Insulation (Warm Walls only UNO) 1/2" Type X GWB 2x6 Mud Sill 6"X24" Foundation Wall Up to48"tall -1 Horizontal & 1 Vertical I rebar @ 46" oc j; ; 4" Concrete Slab III=1 I III —III .......... III --1 I I i1; III —I I I —I I I Ili --Ili- _..Ili Ili I I'I; ---III---Ili---I I i-- I I IT =1 I I --Ili I I!=1 I --III—Ili I I -1 12"xb" Footing w/ 2 Horizontal #4 Rebar �A4 --- - 7/16" OSB APA Rated Sheathing Composition Roofing over 15 Ibs. Felt ... _..._........._.... .-.--..-.--.--...._.... MFG Trusses at 24"o.c. Garage 5ection Vented Blocking Water-Resitive Barrier (Tyvek) 7/16" Min OSB with Lap Siding (Shown on detail) or 7/16" Smart Panel Siding Simpson MA5A Straps. See Engine:-ering for spacing requirment FDN to extend a minimum of 6" above final grade. Minimum 15" Frost Depth Scale 1/2"=1' Ci% Of Tuk'A ila BUILDING DIVISION NOV 2 3 2015 PERMIT CENTER Printed on I W eI2013 at 9.23: 00 AM �o cri � o00 J E uuo o m v�04 oado %5 V� U �% � 1� �.O p� �w 4i �w O., N % � ao p j47. � ��, y v % %�Z rZ �r4%% � o% 14, �XZ— �o % NZ w 'k vo- � ,,Wa� y3� w��ap Ewa �tQ4�iN Is � � v N Z3 �o�w �wojzi °. iss tQ w ��OD a%) QL � w v � 0Z3 �v IV_v�.v� VN�a�� S�SZZZU) Q �Q �\ ��"" •�.�+" "" �-t Nam•; �1 5Zz rk Z,� ZZO� � ° � N � � � p� � V JG � � 0 `1 NyRSZ-Zi %A) Sheet Description Details Plan Name l8.52 Apple Tree Printed on I W eI2015 at 923.•00 AM NOTE: .dome options may show on your set of house plans that are not included or a part of your Construction Contract with Reality Homes Inc. BC4/BG46/ BG6/BCS 664 for use with 4x4 Post B646 for use with 4x6 Post BG6 for use with 6x6 Post BCb for use with bxb Post Post Footing (Size specifed on Plans) 0 0 a, Beam (Size specifed on Plans) ;Post (Size specifed on Plans) )Post to Beam connection Post (size specifed ,Z'on Plans) ArBA44/ABA<46/ i ABAWABA bb = h N r A<BA44 for use with 4x4 Post ABAr46 for use with 4x6 Post _ A<BAt66 for use with 6x6 Post AtBA 65 for use with bxb Post ABA Post Base connection HUC451HU0410/HUC412 HUG68/HUC610/HU0612 HU04b use with 4xb Beam HUC410 use with 4xl0 Beam or 3 1 /5 x q GLB HUC412 use with 4x12 Beam or 3 1 /b x 10 1 /2 GLB or 3 1 /5 x 12 GLB HU066 use with bxb Beam HU0610 use with bx10 Beam or 5 11b x q GLB HU0612 use with 6x12 Beam or 5 11b x 10 1 /2 GLB or 5 1 /5 x 12 GLB *Contact General Contractor if size not listed* HUC connection to House R311.5.1 Width. Stairways shall not be less than 36 inches 014 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 4.5 inches (114 mm) on either side of the stairway and the minimum clear width of the stairway at and below the handrail height, including treads and landings, shall not be less than 32 inches ('787 mm) where a handrail is installed on one side and 21 inches (bqb mm) where handrails are provided on both sides. R511.5.6.1 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 3b inches 065 mm). 1 1/6 X 11 1/2 055 STEP ! 1"x8" Toekick MAX 13/4" R15E MIN 10" RUN 2X12 5TAIRJACK Stair Riser Detail m � er Q�ar 5rea��r� , Notch in Mono Truss for Ledger --------------------- H2.5 on each 2"x4" Pressure Blocking w/ two (2) 1 bd side of truss truss to block and three (3) 16d block to ledger/Rim Joist Mono- Truss Connection Detai/ General Notes All construction to conform to the 2012 International Residential Code CONCRETE: Compressive strength for basement and foundation walls exposed to weather as well as porches, carport slabs and steps shall be a min. 3,000 p.s.i. at 26 days. Concrete shall be air entrained at between 5 & "7%. REINFORCING STEEL: All steel #4 or smaller shall be A<-615, grade 40, unless installed in a reinforced concrete foundation, otherwise grade 60. SMOKE ALARMS: "Shall be installed in each sleeping room and at a point centrally located in the corridor or area giving access to each separate sleeping area. Required alarms shall received their primary power from the building wiring and shall be equipped with battery backup. Alarms shall be interconnected to provide audibility in all areas." MFG INSTALLATION: R106.1.2 Manufacturer's installation instructions. Manufacturer's installation instructions, as required by this code, shall be available on the job site at the time of inspection. FASTENER NOTES: As a minimum, any fastner in contact with pressure treated wood must be Hot Dip galvanized (A ATM A125 for connectors and A ATM 153 for fasteners and anchors). SANITARY SEINER: To Provide Adequate Drainage the Sewer Connection will exit the home UNDER the Footing. DO NOT EXCAVATE THE SITE TO DEEP! V IHOLE HOUSE VENTAtLATION: Ventalation shall consist of source specific Intermittently operating fans with a minimum 50 cfm rating in bathrooms and utility and a minimum 100 cmf in the kitchen. Utility room fan to be controlled by a timer. kNindows in habitable rooms to include integral fresh air intake vents. DRYER VENTING: Dryer to be vented to outside. Maximum length not to exceed 25 feet less 5' for each q0 degree bend. Per IRC 1502. LOA tWED FOR OMPLIANCE PROVED 0 8 2016 ip `iultwlla G DIVISION NOV 2 3 2015 PxtiPAdiT C E N 11R �o h U �N N� d P4O �qV � M W m4 A N� NZSQ'xi.0 ,i °� N PZ� r: a ;,Z3 3o a P_n'`iz�3°v°�°��3rz o°a�i zz �w Al SZ: -� �� • N,O stz p 41 �~ Otw N�wN.Ovi �S4�ujZ�� w�5 L,gs\3 �.i� om�i� m-3`m�w o� AZ Z3)�� uww.yQvv. sz,4��i� nyiw� o � 3 ova? v �� v �.v � a•'O� S QQ;Z o � % .4 xZw�u-,,�3� �i�v�� •��41 �uj0 QZz� O pw�j 0, �R3,��°v� �3�� Sheet Description Details Plan Name l852 Apple Tree DESIGN CRITERIA UNLESS NOTED OTHERWISE: BUILDING CODE: IRC (ALLOWAIit._E STRESS RESS DIiSIGN) ROOF LOADS: LIVE.- : 30 PSF DEAD: 15 PSF DURATION INCREASE~: 1151"o DEFLECTION CRITERIA: L/360LI'VE L/240TOTAL FLOOR LOADS: LIVE. 40 PSI: DEAD: 15 PSI' DURATION INCREASE: 100% DEFLECTION CRITERIA: I.,1480 LIVES L/240 TOTAL ALL BEAMS SIZED BY OTIII R UNLESS NOTED OTHERWISE. BEAMS SIZED ILY EIUTTIG. WILL BE DESIGNATED: "BEAM SEG1 D B EiE! I'T4CY" ON HIS LAYOUT. RE'sFE.R, TO FRAMING DETAILS FOUND ON LP DE"I`AIL SHEET PROVIDE I). FLOOR LAYOUT ASSUMES ROOT' FRAMING "IO BE MANI.JI'AC'1'IJ:ItI I)'I'RtJSSE S AND ALL ROOF LOADS BEARDIRECTLY ON I'vri R10R WAI; .S. ROOF LOADS DO NOT III.lAR ON INTERIOR WALLS. LS. OTHER ASSUMPTIONS HAVE BF'EN MADE ABOUTTHE ROOF FRAMING TIIAT MAY NOT BE CONSISTENT WITE1 1E11". ARCIII [1:C T'S INTENT. ARCHITECTAND CONTRACTOR MUST REVIEW TIIESL DRAWINGS BEFORE PURCHASE AND INSTALLATION T'O ENSURE~ THAT I'LOOR FRAMING LAYOUT MEETS STRUCTURAL R.I`QLJIR.FMGNTS OF ROOF :FRAMING. PROVIDE SOLID FRAMING 6SQUASLI BLOCK$', PER DETAILS B2 & D2 AND SIMILAR, AT BEARING FOR ALL FRAMING MEMBERS" I'O MATCH WIDTH OF POSTED NII?MBE R FROM ABOVE. REFER TO ARC.I-1'ITECI*URAL / STRUCTURAL DRAWINGS FOR CONCENTRATED LOAD LOCATIONS. IT IS THE RESPONSIBILITY OFTHE CONTRACTOR, ARCHITECT, AND ENGINEER OF RECORD TO REVIEW THESE DRAWINGS PRIOR TO CONSTRUCTION. SHOULD ANY DISCREPANCIES OCCUR BETWEEN THESE DRAWINGS AND ACTUAL. CONDITIONS, CONTACT IIUT-rIG BUILDING PRODUCTS BEFORE PROCEEDING. START FRAt' M 1 II I II .. - M...... __ - - _... _... _. - - _......... ---- --- -- --j � M,41N FLOO� FIRAMINe PLAN SCALE: 1/4" -1' -0" 508018-01 REALITY HOMES: RONDOS -1852 APPLE TREE DATE. 08/20/15 PARR LUMBER, TACOMA CONTACT: MICHAEL MAIN FLOOR LAMING LAYOUT: Cl ------------------------------I JOIST --------------------------------- [-JOIST LPI15 X 9 1/2" (21 STICK(S) TOTAL) (2/2) (8/21) (6/23) (4/33) (2/34) (1/35) (4/36) TOTAL LINEAR FOOTAGE - 68SFEET ----------------------------I JOIST 5LOCK ----------------------------- I-JOIST BLOCK LPIIS X S 1/2" - ST TOTAL (RANDOM LENGTH) -------------------------------- Rim ----------------------------------- RIM 1" SOLID START X 9 1/2" - 160TOTAL (10/16') ------------------------------ HANGERS --------------------------------- HANGER SIMPSON ITS 256/9.5 (4 TOTAL) START FRAMIWs UPPER FLOOR FR4MINCz PLAN SCALE: 1/4" -1'-0" 508018-01 REALITY HOMES: RONDOS -1852 APPLE TREE DATE: 08/20/15 PARR LUMBER, TACOMA CONTACT: MICHAEL UPPER FLOOR FRAMING LAYOUT: Cl ------------------------------I JOIST --------------------------------- I-JOIST LP118 X 11 -116" (24 STICK(S) TOTAL) (4/11) ("OW (3/19) (10/33) TOTAL LINEAR FOOTAGE ■ 536FEET ----------------------------I JOIST 5LOCK ----------------------------- I-JOIST BLOCK LPI18 X 11 i/8" m 41' TOTAL (RANDOM LENGTH) -------------------------------- Rim ----------------------------------- RIM 1" SOLID START X it 1/8" - 112' TOTAL (1/16') -----------------------------LP 5EAMS --------------------------------- LP LVL BEAM 1 3/4" X 11 1/8" 2.0E (3 STICK(S) TOTAL) (I/5) (1/9) (1/11) LP LVL BEAM 3 1/2" X 11 116" 2.0E (1 STICK(S) TOTAL) (I/5) ---------------------------GLU—LAM 5EAMS ------------------------------ GLU-LAM BEAM 3 1/2" X 10 1/2" 24F-V4 STD. CAMBER (1 STICK(S) TOTAL) (1/18) GLU-LAM BEAM 5 1/2" X 12" 24F-V4 STD. CAMBER (I STICK(S) TOTAL) (1/24) ------------------------------ HANGERS --------------------------------- HANGER SIMPSON IUS 2B&III.88 (6 TOTAL) REWFEWED FOR .CODE COMPLIANCE APPROVED '� JAN 0 8 2016 City Of Tumla BUILDING DIVISIONV e:•....,.-.,. ,, C 6FT"Ir 01F.,, . NOV 2 3 2015 PERMIT CENTER u W ry W I ^^CL L.L N Lo 00 O Q z o O oy Q V ) W W O m uw �- w -� U U _I 2 OC � O W O � z = 1 DATE OF DESIGN: 08/20/15 DATE OF REVISION: DESIGNER: c I HUTTIG DESIGN NUMBER: 508078-01 PAGE: ORIGINAL PLAN DATE: SCALE: 1 /4„ = 1'-0" 2012 IBC LATERAL ANALYSIS AND'� ,GRAVITY LOAD ENGINEERING SITE CRITERIA DESIGN WIND WIND (IBC) SEISMIC SOIL RISK SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION LOAD (MPH) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss r2� 110 MPH B D E II <15% NONE RONWS5.45FNAVES.RG 0.5649 1.5039 30FT FOR: REALITY HOMES, INC. FLAN: RONDOS RESIDENCE SINGLE SITE: 4'5TH AVE. S. SITE PREPARATION PER G. FOLLOW ALL RECOMMENDATIONS GEORESOURCES GEOTECHNICAL OF THE GEOTECHNICAL REPORT. A REPORT DATED OCTOBER 2(o, 2015., GEOTECHNICAL ENGINEER OR HIS REPRESENTATIVE 15 TO OBSERVE A. FOUNDATIONS ARE TO BE EXPOSED SUBGRADE CONDITIONS FOUNDED ON UNDISTURBED STIFF OR PRIOR TO PLACEMENT OF DENSER NATIVE SOILS OR STRUCTURAL FILL OR FOUNDATIONS. STRUCTURAL FILL. ISOLATED FOOTING THE EXPOSED SUBGRADE SOIL IS TO ARE NOT TO BE USED. CONTINUOUS BE PROOF -ROLLED AND STRIP FOOTINGS ARE TO BE COMPACTED TO A FIRM AND UTILIZED. GRADE BEAM FOOTINGS UNYIELDING CONDITION, TREES ARE ARE REQUIRED TO REDUCE THE TO BE REMOVED BY OVERTURNING POTENTIAL FOR DIFFERENTIAL TO REMOVE A MAJORITY OF THE SETTLEMENT. MINIMUM FOOTING ROOTS. WIDTHS ARE 24 INCHES AND EXTERIOR FOOTINGS ARE TO BE 10' H. ALL STRUCTURAL FILL IS TO BE IN BELOW GRADE. ACCORDANCE WITH THE GEOTECHNICAL REPORT AND BE B. FOOTINGS ARE TO BE EXCAVATED COMPACTED TO 95 PERCENT AND THE SUBGRADE COMPACTED MAXIMUM DRY DENSITY. WITH A LARGE MECHANICAL COMPACTOR TO A FIRM AND UNYIELDING CONDITION. IF LOOSE SILT AND SANDS ARE ENCOUNTERED E FOLLOW THE GEOTECHNICAL INSTRUCTIONS TO OVER -EXCAVATE A 5TI-1D14RJ ;° 0.R MINIMUM OF 2 FEET. — 7.3 .e. °s C. THE PROPOSED STRUCTURE SHOULD BE CONSTRUCTED WITH FLEXIBLE COUPLINGS TO CONNECT CRITICAL UTILITIES TO POTENTIALLY � PREVENT LOSS OF FUNCTION FROM THE POTENTIAL SETTLEMENT OF LIQUEFACTION. D. ALL AREAS UNDER HOUSE, - DRIVEWAY, AND OTHER LOAD - BEARING AREAS ARE TO BE STRIPPED OF ORGANIC RICH, SOILS. TH15 WILL BE ON THE ORDER OF 4uoozz — — — — — — — — — INCHES PER THE REPORT. E, IN ORDER TO PROVIDE FIRM BEDD ING FOR FLOOR SLABS, AREAS ARE TO BE PREPARED FOLLOWING 1 THE GEOTECHNICAL REPORT 1 — — — — — — — — - EARTHWORK SECTION. EXPOSED I _ _ _ _ _ _ _ _ _ _ _ _ SOILS UNIFORMLY COMPACTED TO 95 15THD14RJ STl-ID14RJ PERCENT MODIFIED PROCTOR. ALL I I L FLOOR SLAB AREAS ARE TO HAVE A MINIMUM 4 INCH THICK LAYER OF WASHED PEA GRAVEL ($" TO NO, S 51EVE SIZE) OR CLEAN $II MINIMUM CRUSHED ROCK PER THE j 1 GEOTECHNICAL REPORT. USE A VAPOR RETARDER CONSISTING OF I I 48 PLASTIC SHEETING BENEATH FLOOR SLABS. IF PEA GRAVEL IS USED, A 2 - INCH LAYER OF CLEAN CRUSHED 4 . ROCK CAN BE PLACED OVER TO j �� 3. PROVIDE A WORKING SURFACE FOR I REINFORCEMENT. 4" CONCRETE F. FOLLOW GEOTECHNICAL REPORT I I SLOPE TOWARD GAS i OPENINGS.CONTINUOUS WET WEATHER REQUIREMENTS FOR I AT DOOR CI WORKING MID-OCTOBERTHROUGH I L----------__—_— ABOUT MAY AS DIRECTED BY THE GEOTECHNICAL ENGINEER. — 5TH014 — — — 5TI41 — — 5THD 14 I. ALL MATERIAL PROPOSED FOR USE AS IMPORT FILL SHOULD BE SAMPLED, TESTED, AND APPROVED BY THE SOILS ENGINEER PRIOR TO PLACEMENT AS FILL. PLACE AS SPECIFIED ON THE GEOTECHNICAL REPORT. J. ALL SURFACE WATER RUN-OFF SHALL BE CONTROLLED TO PREVENT EROSION, POND ING, AND INFILTRATION INTO THE FOUNDATION SOILS DURING CONSTRUCTION AND FOR THE LIFE OF THE STRUCTURES. FOLLOW THE GEOTECHNICAL REQUIREMENTS FOR DRAINAGE. ROOF RUNOFF IS TO BE COLLECTED AND DISCHARGED AWAY FROM THE STRUCTURE. THE GRADE AWAY FROM THE FOUNDATION SHALL FALL A MINIMUM OF (o INCHES WITHIN THE FIRST 10 FEET. t%*1A I N FLOOR R 1�I I NG / FOUNIDAT I ON I DO NOT SCALE (1/�•" =1') 5THD 14RJ III :J I 5THD 14 _,4N ENr_;;lNEEf;ZNGT JOIST MFR. SHOP DRAWINGS TO SE PROVIDED TO HODGE ENGINEERING AS SOON AS COMPLETED 2 D1 LEGEND POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER Rl TOTAL DEAD 10 3.0 LI 2.0 FOR BEER ��I uN RI 4x8 DF*2 3-1/2'xl2' GLB STUD/COLUMN ®=4x4 =2x6 DESIGNATOR 0 =4x6 l=(2)2x6 =2x4 0=(2)2x4 0=6x6 a=(3)2x6 ■=(3)2x4 0 =6x8 ®=(4)2x6 o=(4)2x4 ®=8x8 SHEARWALL DESIGNATOR SEE SFEARWALL SCI•MULE Doa HOLDDOWN/STRAP DESIGNATOR STI 014 SEE FIOLDOODSTRAP El M&A l2rSMG C514 DETAIL CALL -OUT 1 8 O�ND�ING� AIL D1 41-00-00 FlLim 1' minim 1 o lu w 1 U rL ?- _t D2 ft ti i �'- z ' ZZ Z LU 22 _JI BEAR C WA n } = ' wLu 0 m p D2 BEARING WAL (L U 11 BE RINCs ALL 4x8 DF*2 BE RI C� AL 13 ; ngi Q, �. ,. CO n BEARING WAL m' 0 WO LSS H'15 TZ :: k B RING )ALL . _._ _ O, 4x8 DF*2 I 13EARi%W&L 11 11iy- z o u Ic �- I- 17 o ' m D2 cl ul 04(3).. cn z m ; (YLus ju r�ao u1 — WAL { 5-1/2'XIO-1/2' V8 CONTINUOUS BALANCED GLB 4x8 DF*2.�S ,. \">.41 - - -._...'.. hi filbswilli UFP R FLOOR FR 1 ING GRAVITY LOAD ENG;INEEfRING DO NOT SCALE (1/4" =1' ) JOIST MFR. SHOP DRAWINGS TO 5E PROVIDED TO HODGE ENGINEERING AS SOON AS COMPLETED.,.. FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING; CONNECTION 20'DIA. OR 24'DIA. x 8' O2OoR24 ■ POST PER PLAN OR 40000'APTXCITY 24 24'x24'x8' W/(2) +'4 E.UJ. li�u 55000 CAPACITY 30 30'x30'x8' WK3) 04 E.U). ® B5000 CAPACITY POST PER PLAN 36 36'x36'x8' WK4) 414 E.W. ® 120000 CAPACITY POST PER PLAN 42 42'x42'xlO' W/(5) 04 E.W. 16500" CAPACITY POST PER PLAN 12 60 54 48 48'x4B'x12' W/(rc) 1*4 E.UI. 210000 CAPACITY POST PER PLAN (54' AV WK-7) 04 CAP = 21K) (9;0'x12' 111/(8) 04 CAP ■ 33K) (12'x15' 111/(11) 04 CAP - 41K) .0-' POSITIVE POST TO FOOTING CONNECTION PER PLAN ' MAT PER :... FOOTING SCHEDULE FROM SOILOSIDES 4 BOTTOM RVf1EWED FOR 0D COMPLIANCE � ''•. APP OVED �' JAN 0 8 2016 Y '.. City Of TukWlIa BUILDING DIVISION NOV 2 3 2015 PE RMIT CENTER ENGINEERED USING BUILDER PROVIDED MFR TRU55 LAYOUT COMPLETED BY THE TRUSS CO JOB NUMBER 5.1508283. DO NOT SWITCH TRUSS MANUFACTURER OR LAYOUT WITHOUT CONSULTING ENGINEER OF RECO DIMENSIONS PROVIDED BY TRU55 MFR. BUILDER TO VERIFY ALL DIMENSIONS PRIOR TO ORDERING MATERIAL. N z_ U9 w QC o Z — r BUILDING CODE 201215C WIND EXP. B 110MPH SEISMIC DESIGN CATEGORY p ROOF SNOW LOAD 25 F5F ENGINEER JOHN H. DATE 820.18 REVIEW JOHN H. ANALYST JESSE R SHEET OF SHEETS JOB NUMBER 150689 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT INLESS AN ORIGINAL RED SEAL ENGINEERING2012 IBC LATERAL ANALYSIS AND:l LOAD �t m FOR: REALITY HOMES, INC. PLAN: RONDOS RESIDENCE SINGLE SITE: XXXX 45TH AVE. S. SITE CRITERIA DESIGN WIND WIND (IBC) SEISMIC SOIL RISK SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC Al ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY PER CONDITIONS REPORT PER SPECTRAL SPECTRAL EL LOAD (MPH) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 1 110 MPH B D E II <15% NONE RONDMA65TNAYESRO 0.564g I 1.503g 1 3 Uf=f=EfR FL00E-, LATEfP-.-AL ENGINEEfQ-ING; DO NOT 6CALE(1/0" =1' ) SHEATH ALL EXTERIOR WALLS AS&UNLESS NOTED OTHERWISE. Kitchen Dining Room Living Room d STRAP WAM; B TOG V MST31 OR cam TOP PLATE EXTEND IEAAER OVER EXTEND i-ADER OVER &VARRIALLS SEARIOLL$ �'IAIN FL00� LATERAL ENGrINEEfi�IN� DO NOT 5CALE(1/5" =1') SHEATH ALL EXTERIOR WALLS AS GJ�� UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO BE 12' MINIMUM AWAY FROM HOLDOWNS 3'O.c. NAILING - SHEATHING TO MUD SILL TYPICAL ALL EXTERIOR WALLS 41-00-00 �00f= FFiAMING; GF,,AVIT*� LOAD ENGINEEF..,ING DO NOT SCALE (1/4" =1' ) ROOF SHEATHING SCHEDULE SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 40LBS 7/16" 24/16 70LBS 1/2" 32/16 130LBS 5/8" 40/20 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. 11503.2.L1(i) 2012 IBC SHEARWALL / ANCHOR SCHEDULE 2X BOTTOM STUD AND PLATE SILL PLATE ATTACHMENT BLOCKING RIM JOIST OR ATTACHMENT APA RATED NAIL SIZE & SIZE@CAPACITY BLOCK (PL LABEL SHEATHING (1) SPACE @ ADJOINING CONNECTION SEISMIC/WIND 2) (4) (14) (21) EDGES (4) (5) EDGES (3x6) O TOP PLATE T ANCHOR BOLT PLACEMENT 0 (15)(16) (7) (g) NAILING TO WOOD BELOW TO CONCRETE EDGE OF PLATE (9) BELOW (10) WASHER (20)(22) (19) 7/16' OSB8d @ 6" O.C. 2x 16d @ 4" O.C. 16d @ 6" O.C. /8" @ 48' O.0 O.C. 2 @ 36 CENTER 240/335 5W ONE SIDE ONE 7/16" OSB ONE SIDE 8d @ 4" O.C. 3X LTP4 @ 32" O.C. 16d @ 4" O.C. /8" @ 40" O.0 2" @ 28" O.C, 1/2" FROM SHEATHING 350/440 7/16" OSB 8d @ 3" . D.C.X LTP4 @ 12" (2) ROWS 16d 5/8" @ 24" O.0 1/2" @ 17" O.0 1/2" FROM 450/730 ONE SIDE O.C. @ 6" O.C. SHEATHING TONE (2 @ O. 1/2" FROM SIDE 8d @ 2" O.C. 3x LTP4 @ 8" O.C. @ 4OSC. 15" 2 @ 15 0. 1/8" SHEATH NG 560/820 7/16" OR 6d COOLER @ 5/8" @ 60" O.C. SIl6 5/8"GWB 8d @ 7" O.C. 4" O.C. 16d @ 8"O.C- 5/8" @ 60" O.C. CENTER 75/145 16d @ 4" O.C. 4-1/2" SW6 BOTH BOTH SIDES SIDES 8d @ 3" O.C. 3X LTP4 @ 6" O.C. & LTP5 @ 12" �2" @ 8""p WASHER 900/1460 D.C. REQUIRED SHEARWALL NOTES: (1) INSTALL PANELS VERTICALLY - DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" O.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" X 1-1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2-1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" O.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS %" x3" x 3", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. MAX 1/2" FROM SHEATHING SIDE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) NOT USED. (13) 1%2" PLYWOOD SHEATHING MAYBE USED IN PLACE OF THE 3/16" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) NOT USED (18) NOT USED (19) EDGE OF PLATE WASHER A MAXIMUM OF 1/2" FROM THE SHEATHED SIDE OF THE SHEAR WALL (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. (21)SHEARWALL DESIGNATED WITH AN ASTERISK (*) MAY BE SHEATHED WITH 7/16 SMART PANEL OR 5/16 HARDIE PANEL (22) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE:1/2' AB SPACING HOLD DOWN SCHEDULE SIMPSON PRODUCT MODEL FASTENERS NUMBER (1,2,3) ANCHOR BOLTS NAILS SCREWS CAPACITY# HDU2 - 2215# N/A (6)SDS 4"x 2" TO (2) STUDS SSTB16 U.N.O. HDU5 - HF MEMBER 4065# N/A (14)-SDS %ux 21/2" TO (2) SB 5/8x24 U.N.O. HDU5 - DF MEMBER 5645# STUDS MIN. HDUB - HF MEMBER 5655# N/A (20}SDS Y4"X 2Y2" TO (2) SSTB28 OR SB 7/8"X24 HDU8 - DF MEMBER 7870# STUDS MIN. U.N.O. HDU11- HF MEMBER 6865# N/A (30}SDS 74"x21/2- TO 6X6 MIN. SB1x30" U.N.O. HDU11- DF MEMBER 9535# HDU14 - HF MEMBER 10350# N/A 36)-SDS Y4"x 21/2" TO 6X6 MIN SB1x30" U.N.O. HDU14 - DF MEMBER 14445# STHD10/STHDIORJ -1435# (2) STUDS W/ (24)16d N/A N/A STHD14/STHDI4RJ - 3500# (2) STUDS W/ (30)16d N/A N/A 18" END LENGTH + CLEAR (18) 8d EACH SIDE N/A N/A SPAN - CS14 - 2490# HOLD DOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ@RIM JOIST) ENGINEERED U51NG BUILDER PROVIDED MFR TRU55 LAYOUT COMPLETED BY THE TRU55 CO JOB NUMBER 5J508283. DO NOT SWITCH TRU55 MANUFACTURER OR LAYOUT WITHOUT CONSULTING ENGINEER OF RECO DIMENSIONS PROVIDED BY TRU56 MFR. BUILDER TO VERIFY ALL DIMENSIONS PRIOR TO ORDERING MATERIAL. REVWED FOR 006E COMPLIANCE APPROVED JAN 0 8 2016 City of TuWla BUILDING DIVISION FOR WE LEGEND POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER R1 TOTAL DAD 1.0 LIV NOV 2 3 2015 PERN1lT CLN T ER NUNN N z� N Q � G Q L. NG 201218C WIND EXP. 8"110MPH SEISMIC. DESIGN CATEGORY p ROOF SNOW LOAD 25 PI HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 1O O WATER HEATER EXTENT OF 1•-IEADER O FOR SHEAR MIN. 3'XI14' NET5 lI FOR A PANEL SPLICE (IF 1 DOUBLE PORTAL FRAME (TWO BRACED PANELS) O O WATER HEATER SEISMIC EXTENT Or- P► A SINGLE PORTAL FRAME CONE BRACED PANEL) —®— — ,Q -,4 HEADER REQUIRED. (MAY BE LARGER) NEEDED). PANEL EDGES SHALL BE BLOCKED AND OCCUR WITHIN O 1 O 1 '1/16 055 UNO STAGGER SHEATHING STRAPS LOCATED 1/3 AWAY ° . ° ° .. ' 20 FASTEN SHEATHING TO HEADER 24' OF MID-HEfGHT. ONE ROW OF TYP. SHEATHING TO FRAMINGO 1/8' GAP REQUIRED FROM TANK CAP AND BASE. 3 W/ Sd COMMON OR GALVANIZED 15 REQUIRED. DTHE BETWEEN SHEETS 0"' LAG BOLT PER SEISMIC z a 9 2 BOX NAILS IN 3' GRID PATTERN AS SHOWN AND 3' O.C. IN ALL BLOCKING 1NAILING USED 2x4'S `� STRAP MFR ANCHOR INTO 2X SCUD 4 PLACES o ° I FRAMING (STUDS, BLOCKING, MUST BE NAILED TOGETHER WITH (3)16d SINKERS. O Sd NAILS 6 O.C. AT 'BIRD 0 O2 O A DRYWALL PER PLAN O e e e a e a O O ° ° ° O a° e a° o a AND SILLS) TYP. O FASTEN TOP PLATE TO HEADER E 12 (1) CONTINUOUS *4 REBAR BLOCKING' SHEATHING BREAK 2X 5TUDWALL ° ° . ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° " " W/ TWO ROWS OF 1 SINKER REQUIRED AT TOP AND BOTTOM 3 EXTEND WALL SHEATHING 3 3 3 e ° ° NAILS AT 3' O.C. TYP. OF FOOTING. ® TO TOP OF DOUBLE TOP PLATE . VENT FLUTE @ ° ° , (BACKSIDE) BACKSIDE . 3 BACKSIDE) . ° I ® IS' L5TA STRAP (BACKSIDE). EXTEND 3 TO TOP OF PONY WALL IF PRESENT ® SIMPSON HI (UND) O2 e O ANCHOR BASE TO WALL ,� O MIN. WIDTH=16' FOR ONE STORY 2 O HURRICANE TIE TYPICAL IO STRUCTURES, 24' FOR USE IN THE O EACH TRU55/RAFTER TO Lu O FIRST OF TWO STORY STRUCTURES ® TOP PLATE INTERSECTION x ® MIN. (2) 2x4 (ALL DF*2) OR (2)2X6 'j �j O MFR TRU55E5 m 24' O.C. W/ PLAN VIEWT. O S S S �/16' OSB SHEATHING MIN. 2 3 •• 3 O PLAN ROOF SHEATHING NAIL W/ Sd 6' O.C. FOR `' ' PANEL EDGES AND 12 O.G. '' ®STHD14 OR HDUS (UND ON PLAN) . • .: • .: • • _ IN FIELD � O -► a °, °° 12 . ° ° O HEADER EXTENDED OVER • . • 1 ®SHEATH ALL GABLE ENDS b o°. 0 0. 9 .' ae•: d , d. e.. ' v.e• .. '. � ..' s.v . o.............. : •e.. • . ��'� .. •e.► . ' :: - •— 05HEARWALL • :.. ' S/8' ANCHOR BOLL W/ MIN ®3 x3 x229 PLATE WASHER O TOE NAIL BIRD BLOCKING W (2) Sd NAILS .�: ,.: e. SECTION A -A 1 WATER HEATER 5TRAPPING D1 PORTAL FRAME D1 ROOF 5HEATHING D1 11 8 IO TAG FLOORING b 030# FELT EA. COURSE SHEATHING UND. �d — * O 2X SOLE PLATE TO RIM 12 O CUT TOP PLATE OR DROP D05B IYY,. AOOr£ O FLOOR JOIST PER PLAN MANUFACTURED TRUSSES (OR 2X RAFTERS E CLG. ® O 1 W/I6d e 6 O.C. UND. 3/4 T4G TO RIM: BEAM DO NOT CUT BEAM O ad 6' O.C. O 3 O 2 DOUBLE TOP PLATE O O 4X6 HEADER UND O JSTSJ BLOWN -IN INSUL (PER ARCH) 1/2' GWB O 2X OR MFR FLOOR JOIST 3 SIMPSON 36' C514 STRAP O W/(36) Sd OR DROP BEAM j ® ACCESS PER PLAN UND CEILING 2 G.I. GUTTER ON O FASCIA (PER PLAN) ® T ®� RIM 70 TOP PLATE W/I6d M O.C. U.N.O. • W/ CONTINUOUS TOP PLATE. O 2x4 PONY WALL 4 P.T. SILL STRAP MAY BE PLACED ON SIDE TOP _ 3 SIDING (PER ARCH) 2 O JOIST TO TOP PLATE OF PLATE g 2 ® 51MP50N MA5A STRAPS m 4'oc OR 1/2' ANCHOR O 15* BLDG PAPER (OR ®SEE (3) Sd TOENAILED SHEATHING TO STUD 0 ® (6)16d NAILS BOLTS AT 4'ocll/4'x2-�/8 TYVEK)1/16 SHEATHING (PER PLAN) 2X6 HF *2 SHEAR WALL ® 0 (2)16d NAILS 0 16' O.C. X-CF 12 POWDER ACTUATED NAILS a 3'oc STUDS '� 16'O.C. BATt INSUL 0 SCHEDULE 3 -� O ® BEAM PER PLAN O 24'x8' CONCRETE FOOTING W/ (3)#4 REBAR (PER ARCH) 1/2' GWB WALLS �J O DBL 2X TOP PLATE 4 TOP PLATE t0 STUD WI(2) S O 2X CRIPPLES ® PLYWOOD FILLER ® 3 �j (o ® ®INTERIOR PONY WALLS OVER V TALL, SHEATH W/ STRUCTURAL 2X RIM OR (-A-') STRUCTURAL LVL (UN.O. BY MFR) 1 �' 12 4 I6d g 16' O.G. 2X ALIGN STUD W/ FLOOR JOIST (AS REQUIRED) a • i/16' SHEATHING 4 8d NAILS FLOOR FINISH 3/4' TAG O 9 O MULTIPLE 5TUD5 FOR ® O HEADER PER PLAN a ® 9 O 6 6:12 (2) 8d TOE NAIL EACH J015T ®. SUB FLOOR W/10d NAILS ® FLOOR JOIST (PER PLAN) I j ®SQUASH POINT LOAD FROM ABOVE BLOCKS 9 O ® (2)16d NAILS a a ® ALIGN STUDS WITH JOISTS . ® ® BTT I SUL.(PER ARCH) REQUIRED UNDER ALL II DOUBLE 2X CRIPPLE STUDS BLOCK AT BEARING WALLS (OVER UNHEATED SPACES) 5) I/Z' GWB CEILING lI POINT LOADS RIM BOARD t0 FLOOR ' MIN. FOR >6' OPENING UNO. � O T 2x BOTTOM PLATE ® 12 JOIST W/(3) I6d LTP4 PER SHEARWALL I 1 O 12 NO STRAP REQUIRED IF ATTACHMENT t0 SEE SHEARWALL TABLE TABLE CONTINUOUS TOP PLATE 11 8 STRUCTURAL RIM PER FOR ADDITONAL NAILING O SHEAR WALL SCHEDULE 8 o5B SHEATHING W/ LONG O DIMENSION PARALLEL TO 2 BEAM ,AND HEADER AND SUPPORT D1 5TRIP FOOTING / POND' WALL D1 FLOOR TO FLOOR CONNECTION D1 123 STUDS ad NAILS tv 6'O.C. Al0 2x 9 IV O.C. 4 (o EDGES AND Sd NAILS 6 12' O.C. IN FIELD U.N.O. ON ®4' CONCRETE SLAB O SHEAR WALL SCHEDULE O IM RTO O VAPOR BARRIER O O FOOTING CORNER ®, ` • 9 ATTACHMENT TOP PLATE PER SHEAR WALL SCHEDULE 1 O W/ ANCHOR BOLTS 2x R PLAN WALL SCHEDULE SHEAR O STEMWALL COMER 1� MUD SILL TO STUD WALL O � �' O 0 *4 BAR V FROM TOP *4 �► 12' O.C. • (2)16d THRU NAIL TYP (3) I6d THRU NAIL FOR SW3 O \ ad d ' . ® *4 VERTICALS 6 24' O.C. O3 2' MINIMIUM LAP SLPICE SW4 SHEAR WALLS S \ \\/ O d. EXTEND TO 3 OF THE FOOTING BASE. EXTEND ® VERTICAL REBAR NOT 2X6 PT MUD SILL WITH ® \ \ ' MIN. INTO STEMWALL SHOWN FOR CLARITY e ANCHOR BOLTS PER SHEAR WALL TABLE (MIN OF 2 PER PLATE4 W/IN �� . // d . \ � O T TYP (UNO) MIN. (2) 4 0 BOTTOM OF I� 12' OF ANY CORNER) MIN 5'/�/ FTC. 3' MINIMUM COVER • FROM EDGE 11 O ® ROOF DRAIN ` ..: 4.4 . .•��CaP#.i� 12 12 CRAWL SPACE REVIEWED F®� 9 O THIS WALL ENGINEERED 11 ' SLAB ON GRADE OPTION APP 0VED 2 '� FOR 45' UNBALANCED BAGKFILL. CONTACT •. : . +.. : 11I• DROPPED FLOOR JOISTS JAN 0 8 2016 OF RECORD BACKFILR OVER 48' FOR . • �.. ' 13 �- I� P.T. 2A2 HF LEDGER W/ 5/8'x6' AB 624 oc EPDXY ®12' FROST COVER MIN. (UND. BY JURISDICTION) ` . d<' W/ SIMPSON SET. LUS210 City Of T�, Ml jj NATIVE UNDISTURBED 5 JOIST HANGER (UN.O 6 BUILDING t�IVtS1c�N 3 CONCRETE CORNER5 D1 5HEAR WALL NAILING 4 BUILDING 5ECTION D1 GRADE SEAM FOUNDATION WITH 5L,45 D1 13 O FLOOR JOIST OR LANDING 9 O 2x 6 IV O.C. O 2 O O 2X4 LEDGER W(2)10d V 0 I 0 3/4 tsG SUBFLOOR O.C. O3 (3) 2X12 STRINGERS -i' ' O A GYPSUM WALL BOARD INSTALLED W/5d COOLER O DRIVEWAY APPROACH PER ARCHITECTURAL SHEETSX;--7- O O FLOOR JOISTS 4 5-1/2' MINIMUM MATERIAL O DIAGONAL BETWEEN RISE NAILS 8' O.G. OR TYPE 5/UJ SCREWS � 16' O.C. �o O GARAGE SLAB PER PLAN I S �� "� I l� (o ®FLOOR GIRDER ° ® AND RUN - U STEM W,4LL VAPOR BARRIER O O UPPER FLIGHT OF STAIRS 2 0 I6d NAIL a 12' O.C. (UNO.) 1 3 2 O *4 TOP 4 BOTTOM j -1' — ® ®2x PTHF W/ ANCHOR BOLTS II SUPPORTED ON 3/4 TAG 0 8d NAIL 12-O.C. ON ALL CONTINUOUS REBAR SCHEDULE LAN (SEE SHEAR ® sd NAILED 6' O.0 FRAMING MEMBERS NOT At :. : ° ' WALRL ®o PANEL EDGES 12' O.C. PANEL EDGES (UND) .r ' b y®• ' '. //j\/ z O 1 *4 BAR 6 FROM TOP. ® O FIELD ® 2X4 THRUST BLOCK W/10d �—O ®ORIENtaTION OF CORNER ,: .•:::•:.,:' ::,, :. ,;.,:_ ;•::: = t ' '` . • ,:':: ; o ' : _ ''.'` ' `.... ® 4 COMPACTED GRAVEL OVER NATIVE SOIL UNO. N S O (3) REBAR MIN IN STEM 18' COVER PER GEDTECH O V O.C. NAIL TO LANDING JOIST STUD MAY VARY ®'.' ° ' 2'b' O 6 *4 REBAR m 18' ` *4 VERTICALS 9 24" O.C. O 3/4' TAG SUBFLOOR O Sd NAIL 6' O.G. ALL FRAMING MEMBERS AT • " ;8'° ': oc S 1� ®: ' o.a /�/ /�� ,3.:_ - : . �` ° ... EXTEND TO 3 OF THE 2 12 ®2X8 LANDING JOISTS 10d 6 V O.C. RIM TO O TOP PLATE INSIDE CORNER 2 :j PANEL EDGES E 12 O.C. ON ALLFRAMING MEMBERS NOT At PANEL EDGES -1 :: :.: :'. • O �® .' ►.: (o SHEAR WALL PER PLAN O �( CONTINUOUS BUILDING/� O , ' , '�� '' i:,',; 1' ' -.. : A I LA \ \\ \ \\ \\�/\\, NOV 2 3 2015 FOOTING BASE. EXTEND W MIN. INTO STEMWALL TYP eU.N.0) *4 ®A34 FRAMING ANCHORS 0 (p O Sd NAIL 0 6' O.C. (ALL FOOTING PER FOOTING DETAIL°I=REVIEI' 8" �:N i CR ® MIN. (3) BOTTOM OF FTG. 3' MINIMUM COVER a STRINGER TO JOIST OR LSCZ CONNECTOR 11 PANEL EDGESXUN.0) 24 I1 ROOF DRAIN STRINGERS SPANNING OVER 11 NOTCH STRINGER TO REST 12 WALLENGINEERED 6 STEPS MUST BE SUPPORTED W/4X6 BEAM ON 4X4 POSTS. ON LEDGER FTHIS OR 48 BACKFILL. CONTACT 2X TREADS W/(3)10d ' POST TO 15' CONCRETE OR 5TUDWALL FOOTING 12 EACH STRINGER (� 3 OUTSIDE CORNER DETAIL 9KTA ENGINEER OF RECORD R BACKFILL! OVER 48'K 4 13 C� ADE BEAM FOUNDATION WITH FLOOR J015T5 D1 5TAIR LANDING CONNECTION D1 IN51DE/OUT5IDE CORNER D1 CONTINUOU5 5TRIP FOOTING AT GARAGE ENTRY' D1 N z o � w � y 0 z — s i4 0 �o W g J ." = t N •' o > 13 t 9 � d� m 0 a8 w E BUILDING CODE 201215C WIND EXP. B IIOMPH SEISMIC DESIGN CATEGORY p ROOF SNOW LOAD 25 P5F ENGINEER JOHN H. DATE 820.15 REVIEW JESSE R ANALYST 12015 ' %TA COPYRIGHT ©2015 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 26)2 2 18 PRIOR TO USING 5LA5 REINFORCEMENT AND/OR THE EXAMPLE CONSTRUCTION AND CONTROL 14 I FACE of FOOTING JOINi5 SHOWN THE OWNER MUST DETERMINE THE LEVEL OF ACCEPTABLE SLAB CRACKING. O s SEVERAL FACTORS AFFECT SLAB CRACKING INCLUDING SITE PREPARATION, HEAT, MOISTURE, USE SITE PLAN STRUCTURE LOCATION GEOTECHNICAL REPORT O GABLE END SCISSOR O FLOOR J015T PER PLAN ETC. WHEN DIRECTED BY THE OWNER THE BUILDER (WITH THE A5615TANCE OF THE ENGINEER) WILL AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER O TOP OF SLOPE F�4 TRUSS OR RAFTER PER PLAN PROVIDE OPTIONS FOR CRACK CONTROL TO MEET THE CRACK CONTROL BUDGET. AND CIVIL/GEOTECHNICAL ENGINEER 3 OZ DIAPHRAGM OPENINGH/3 BUT NEED NOt GABLE SCISSOR END TRUSS PER PLAN I 2 UNLESS A GEOTECHNICAL REPORT 15 PROVIDED TO EXCEED EE MAXW/ 2X4 VERTICAL BLOCKING O I/8 X 1-I/2 PREMOLDED HODGE ENGINEERING THE BEARING SOILS ARE ASSUMED 0 46' SIMP50N C516 STRAP CONTINUOUS MASTIC JOINT TO BE 1500 PSF. WHEN PROVIDED FOLLOW ALL DIRECTION ® TOE OF SLOPE 1 O CONTINUOUS STUDS NO W/ ad NAILS • ___. ___. .— STRIP. (JOINT MAY BE SAW- OF THE GEOTECHNICAL REPORT. O PONY WALL ,-.—. .--. — . —� .--. . — CUT AT CONTRACTORS ® SHEATHING PER PLAN OPTION. O H/2 BUT NEED NOT ® EXCEED CONTINUOUS SHEATHING OR :: O SEE PLAN FOR SLAB S MAX Q TRANSFER SHEAR W/ LTP4 �' THICKNESS j ®FACE of STRUCTURE o PLATE -9 24' O.C. ® OO O DOUBLE FLOOR JOISTS —I11 — OR TIM$ERLOK6 Q IVO.C. AROUND OPENING W/ Ill l I I I 1 1 1I I I- 2 LUS210-2 (TYPICAL 4 O CUT ALTERNATE WIRES PLACES) (UN.O. ON PLAN) CONTROL JOINT z AT JOINT — 3 © BLOCKING FOR STRAP a SECOND POUR FIRST POUR 2 ® 6 MIL PLASTIC VAPOR O BARRIER UNDER 4'COMPACTED ° 2GRANULAR FILL OVER NATIVE 501L UNLESS NOTED s a 1 "s O.8 sTHERWISE 8 zo — — 0 BURKE 'KEYKOLD' JOINT o ° m a$ 3 SLOP REINFORCING I' _.9 E - �o ° CLEAR OF JOINT EACH 51DE r s 0= 9€ = 0) 26 22 CONSTRUCTION JOINT 18 14 CABLE END 5CI550R TRU55 D2 LARGE DIAPHRAGM OPENING D2 5LAB JOINTS AND CRACK CONTROL D2 FOUNDATION CLEARANCE FROM 5LOPE5 D2 �- 2 7 , O SHEAR WALL 2 � 19 2 2X PRESSURE BLOCK 15 / \ � ' O O 3/4' t4G PLYWOOD / . BETWEEN W/(3) 10d SUBFLOOR O ER OI (8) 16d NAILS STAGGERED 0 OVERFRAMD G 2 O3 2X OR 3X BOTTOM Z NAILING PER PLAN AT EACH SIDE OF TOP , PLATE PER 5HEARWAL O 4 MAN Lop PLATE SPLICE. 4 \ O 2x4 RAFTERS 0 24' oc SUPPORTEDAT • SCHEDULE W/16d64' r✓' O DOUBLE JOIST OR BEAM OR pL�4TE Sp I 6' oc MAX W O.C. INTO 2X PLATE OR U O PER PLAN 2 LACE O (3)16d NAILS STAGGERED 2 ON TRUSS CORD. 2x6 RAFTERS 24'� .� FOR 3X PLATE USE oc SUPPORTED AT 8 oc MAX W/2x6 s SIMPSON 1/4'X4j' SDS O ® FLOOR J015t AT EACH SIDE OF BOTTOM 3 PLATE SPLICE. ON TRU55 JOINT. SCREWS ®3/4' T¢G FLOORING CD DBL 2X6 STUD 3 O (2)16d NAIL5 ,9 IV or, INTO O O STUDS O O 2x6 VALLEY BOARDS U.N.O. \ O TRUSS/RAFTER PER ®C514 SCRAP 36' MIN. - , , 4 � � WA (3)16d NNAILS ILED TO EACH TRUSS .� 9 PLAN O REQUIRED WHEN SHOWN - ® SIMPSON 36 C514 MAY BE ®H1 EACH TRU55 ON PLAN. SINGLE C514 - USED IN LIEU OF NAILING AS ® 2x6 RIDGE BOARD U.N.O. 8 1/16' 055 W/Sd 6'O.C. SHOWN FOR CLARITY - GLD, CA ED.INOT SHOWN FOR O 2 OR 3 MAY ALSO BE _ �' O ROOF SHEATHING PER PLAN PANEL EDGES VOL. 3 SPECIFIED FIELD OR GWB W/ 1-$/8' SCREWS. O IS' MIN TO SCUD WALL \ N 1 ®HANGER PER TRUSS ® NAIL SHEATHING TO BEAM. (0MFR DO NOT BREAK NOTE: PLATE SPLICE _ 12 / O2x4 LEDGER W/(3)10d SHEATHING APPLIES WHEN NO OTHER 6 161O.C. SPLICE 15 INDICATED. j ®BEAM/RIM JOIST PER STRAP TO JOIST CONNECTION I2 2X6 BLOCKING W/ PLAN _ COM 16d66'O.C. TO TOP �, 2x BLOCKING PLATE 27 23 19 15 JACK TRU55 5HEAR TRANSFER D2 SHEARJALL AT 5EAM D2 PLATE 5PLICE D2 OVERFRAMING D2 WALL FRAMING 24 20 � 1b 2 8 MST60 OR (2) C514 2 O BETWEEN PONY WALL E WALL O O 1/2' MIN FROM CORNER ftm ABOVE WHEN FOUNDATION HOLD DOWN SPECIFIED 5 A / O WHERE FOOTING SECTION ° ° O ONE *4 REBAR IN SHEAR 2 / O RIDGE BLOCKING ° ° \ `- Sp 'A' IS MORE THAN 8' CONE (12 MINIMUM REBAR � °+ SECTION A -A ° LATERAL BRACE O DIAGONAL BRACING 3 Cr�ON � PROVIDE 4' C516 EACH ° ° oSIDE Or 0 o e � LENGTH) tIMBERLOK SCREW COMMON AILS SPLICE W/8-16d o o ® o °° O 30' MIN REBAR LENGTH INSTALLED UPWARD THROUGH TOP O 2X4 VERTICAL BRACING � a ° ° ° ° � PLATES INTO CENTER OF BOTTOM TRU55 (At MID TRUSS) �✓' ®TOP PLATE SPLICE LINE ° ° ° ° CHORD. ® 2X4 LATERAL BRACING ° ° ° ° ® NOTE: HOLDOWNS AT (AT MID HEIGHT) GRADE ° ° O (2) 2X PLATE ° o °°° CORNER ARE SPACED LATERAL $RACE O DOUBLE TOP PLATE ° °°' a -� ® HOLD DOWN PER PLAN o a O 12' FROM EDGE. SPACE GABLE STYLE O O 1/2 WHEN 2x IS FLAT. ELEVATION WOOD PLATED (UN.D. ON PLAN) ° • • a ° ® ° ° ° •�• ® TRUSS ® EXTEND SHEATHING ° d ° 2 O PONY WALL SHEATHING 4 ° ° 3 `� \ O CLEAR SPAN li' MAXIMUM. OVER GABLE FRAMING ° SHEAR NAILING TO MATCH ° ° ° • 8 FOR TYPE RJ HOEDOWN Uplift • _• \ P �/N WALL A$DVE :�:: \ 0' FOR NON RJ HOLDOWNS �® O IF SHEATHING BREAKS ° ° .4 ;.. AT TOP PLATE USE ® 6' MAX 14' MIN PONY WALE •'�''' ` ` '" 2 BUILDING 6' TIM$ERLOK OR 6' 5DWC g ° ° - PONY WALL> 6' REQ. .� ��l ° (O COMPRESSION BLOCKINCx ,; O CODE 2012IBC AT IV O.C. OR A35 AT 32' O ° .' ENGINEERING FOR WIND STUD WALL 5 ON CENTER s ADDITIONAL STORY CD(2) I(od NAILS tv 12' oc EXP. B 110MPH 12MIN O d HDU HOLD DOWN OPT IN I BUILDER TO DETERMINE SEISMIC DESIGN LIEU OF STRAPS STHD STHDRJ IF STHD OR STHD/RJ 15 CATEGORY p APPROPRIATE. ROOF SNOW 28 24 20 16 LOAD 25 P5F D2 CA5LE END TRU55 5RACINC D2 STEP FOOTING 4 POND' WALL FRAMING D2 51MP50N STHD D2 RVFEUMED FOR ENGINEER 2 2 O EXTEND SHEATHING TO 21 17 ODE COMPLIANCE JOHN H. 9 LOWER TRUSS BOTTOM x APPROVE® DATE 820.15 REVIEW CORD JAN 0 8 2016 O 2x FLOOR JOIST OR MFR JE55E R. O NAIL ALL ADJACENT ae CONCRETE WALL. STEEL JOIST. SPACING 4 SIZE PER O TRUSS CORDS W/ (3) n a a' •° a a ° I SCHEDULE WALL PLAN ANALYST ANNA N. 8d NAILS 6 12 O.C. TO a DIMENSIONS PER PLAN Oty of Tukwila BUILDING DIVISI®f WALL STUDS _ O (3) 8d TOE NAILS EACH SHEET . ° ' a •° °; •9d, 'O . v . V a ° ' ° . ° SIDE EVERY IV ON CENTER FOOTING STEEL SCHEDULE - _ O BLOCKING BEHIND : . 1( 4 DIMENSIONS PER PLAN SHEATHING CUT FOR ° 2 ° a :d ° . O3 2x BLOCKING CENTERED OND2 FLASHING : o ` O (2) *4 REBAR W/ 24' MINIMU 3 RADE DOUBLE TOP PLATE. FULL 2 ° DEPTH SPLICE. O—� ' 32 . INCORRECT 2' MIN ®SIMPSON A35 REQUIRED FAILED SOIL: FILL WITH OF SHEETS THICKENED FOOLING ® FOR SW2 E 5W3 SHEAR JOB;NUMBER .._ O 5 F" : i',:': EWALLS. (2) SIMP50N A35 AT 0659 VERTICAL REBAR NOT SW4 4 SW6 SHEAR WALLS 't ,° ' :. •; �.• " :". o• • :` • .' d•. • • <• � ©0 �!�l�A d SHOWN FOR CLARITY (STACxGER AT EACH SIDE :°J.. 3 2015 OF BLOCKING) ° \J a b ° d t d , ,_; , C. E N I INTERIOR SHEAR WALL a . a / NAILING 4 SHEATHING PER . • — SECTION SECTION VIEW OVERALL PERSPECTIVE PLAN. �\" k71f,;af6 v v v GFADE si �� J / EXAMPLE RESIDENCE CORRECT COPYRIGHT 2015 29 25 21 17 DON NOT ENGINEERING,HODGE ACCEPT FOR EWIT D2 EXTEND SHEATHING TO TRU55 50TTOM CORD D2 STEPPED FOOTING D2 INTERIOR 5HEARJALL TO PERPENDICULAR JOI5T5 A50VE D2 UNLESS AN ORIGINAL RED SEAL 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANYWAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2012 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBCTABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 40 PSF EXTERIOR BALCONIES 40 PSF FIRE ESCAPES 40 PSF GUARDRAILS AND HAND RAILS 200 POUNDS GUARD RAIL INFILL COMPONENTS 50 POUNDS PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES Ini1Tdq ASCE 7-10 12.8 EQUIVALENT LATERAL FORCE PROCEDURE. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7-05 TAC. 11= II SITE CLASS PER TABLE 1613.5.2 = D SEISMIC DESIGN CATEGORY = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 3. SOIL HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING 0171500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1613.5.2 SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IRC(R401.3) EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE = 2/3 MAX. PASSING U.S. NO.400 SEIVE 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S-SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE W. ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS RATIO FLYASH (PCY) SIZE (IN) (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 -- 5-1/2 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL: SHALL CONFORM TO ASTM A-706, GRADE 60. PLACE PER ACI 315 AND AC1318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #4, 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NONCONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS (1907). CRACKS: UNREINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A 307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d OA92 4 FASTENER TYPE DIAMETER (IN.) LENGTH (IN.) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0.131 2-1/2 6 4 3 8d "DIPPED GALV.BOX" 0.131 2-1/2 6 4 3 8d "SHINY BOX" 0.113 2-1/2 4-1/2 3 2-1/2 12 GA. STAPLES 0.1055 1-7/8* 6 5-1,/2 4 14 GA. STAPLES 0.080 1-1/2* 6 4 3 15 GA. STAPLES 0.072 11/2* 5 3 2-1/2 10d COMMON WIRE 0.148 3 6 4 3 10d "HOT DIPPED GALV. Box" 0.148 3 6 4 3 10d " SHINY BOX" 0.131 1-3 41/2 3 2-1/4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PSI-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.SX10116 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO.2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. I (Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO.2 4. INTERIOR NON -BEARING STUD WALLS. "HEM -FIR" NO.2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2)16d NAILING AT 6" ON CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16' OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS SPECIFIED TRUS-JOIST BOISE CASCADE LOUISIANA ROSEBURG FOREST GEORGIA MEMBER PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM 2x SCL Fb-1700 PSI Fb=2250 PSI E=1300 KSI E=1500 KSI Fv-400 PSI Fv=275 PSI 1-3/4" PARALLAM 1-3/4" VERSALAM 1-3/4" LP LVL 1-3/4" RIGID -LAM 1-3/4" G-P-LAM 1-3/4" SCL Fb=2900 PSI Fb=2800 PSI Fb-2950 PSI Fb-2900 PSI Fb=3100 PSI E-2000 KSI E=2000 KSI E-2000 KSI E-2000 KSI E-2000 KSI Fv=290 PSI Fv=285 PSI Fv-290 PSI Fv-285 PSI Fv-285 PSI 3-1/2" PARALLAM 3-1/2" VERSALAM 3-1/2" LP LVL 3-1/2" RIGID -LAM 2-PLY G-P-LAM* 3-1/2" SCL Fb-2900 PSI Fb-3100 PSI Fb-2950 PSI Fb-2900 PSI Fb-3100 PSI E=2000 KSI E=2000 KSI E-2000 KSI E=2000 KSI E-2000 KSI Fv-290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 5-1/4" PARALLAM 5.1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3-PLY G-P-LAM* 5-1/4" SCL Fb-2900 PSI Fb-3100 PSI Fb-2950 PSI Fb-2900 PSI Fb=3100 PSI E-2000 KSI E-2000 KSI E-2000 KSI E-2000 KSI E-2000 KSI Fv=290 PSI Fv-285 PSI Fv=290 PSI Fv=285 PSI Fv-285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4-PLY G-P-LAM* Fb-2900 PSI Fb=3100 PSI Fb=2950 PSI Fb-2900 PSI Fb-3100 PSI 7" SCL E=2000 KSI E-2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv-290 PSI Fv=285 PSI Fv=290 PSI Fv-285 PSI Fv-285 PSI RIM BOARD OR APA/ EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: (2304.11): WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS & TREATMENT (1) FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, 2X, & 4X (CEDAR) NONE GALV (G90) POSTS & LEDGERS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z-MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS-14 UNLESS NOTED OTHERWISE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d & H1(U.N.O.) @ 24" O.C. CEILING JOIST TO TOP PLATE TOE NAIL (3) 8d CEILING JOIST TO PARALLEL RAFTER FACE NAIL (3)16d CEILING JOIST: LAP OVER PARTITION FACE NAIL (3)16d COLLAR TIE FACE NAIL (3)16d BLOCKING TO RAFTER TOE NAIL (3) 8d RIM BOARD TO RAFTER END NAIL (2)16d TOP PLATE TO TOP PLATE FACE NAIL (2)16d @ 16" O.C. TOP PLATE @ INTERSECTIONS FACE NAIL (4)16d TOP PLATE LAP FACE NAIL (8)16d STUD TO STUD FACE NAIL (2)16d @ 24" O.C. HEADER TO HEADER FACE NAIL 16d @ 16" O.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL (2)16d STUD TO SOLE PLATE TOENAIL & END NAIL (3) 8d & (2)16d BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL 16d @ 16" O.C. & (3)16d @ 16" O.C. JOISTS AT TOP PLATE, SILL OR GIRDER TOE NAIL (3) 8d BRIDGING TO JOIST TOE NAIL (2) 8d EACH END BLOCKING AT JOISTS TOE NAIL (3) 8d BLOCKING TO TOP PLATE TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3)16d RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" O.C. CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUILT-UP CORNER STUDS FACE NAIL 16d @ 24" O.C. BUILT-UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP&BOTTOM) (2)16d @ 16" O.C. RAFTERS TO 2x RIDGE BEAM TOE NAIL & FACE NAIL (4)16d & (3)16d JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4)16d & (3)16d LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI-400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. SPAN TABLE IRC R802.5.1(3) FLOOR CEILING RAFTERS (30# L.L.) TILE COMP/SHAKE JOISTS (10# D.L.) (40# L.L.) (20# L.L.) (L/240 L.L.) (20# D.L.) (10# D.L.) (L/360 L.L.) (L/240 L.L.) NO.2 H.F. SPACING O.C. MAXIMUM MAXIMUM NO.2 H.F. SPACING O.C. MAXIMUM MAXIMUM MEMBER SPAN SPAN MEMBER SPAN SPAN 12" 10, 14'-10" 12" 12'-2" 13'-7" 2 X 6 16" 9'-1" 12'-10" 2 X 6 16" 101-6" 11'-9" 24" 7'-11" 10'-5" 24" 8'-7" 9'-7" 12" 13'-2" 181-8" 12" 151-4" 17'-2" 2 X 8 16" 12'-0" 16'-2" 2 X 8 16" 131-4" 14'-11" 24" 10'-2" 13'-2" 24" 10'-10" 12'-2" 12" 16'-10" 22'-11" 12" 18'-9" 21'-0" 2 X 10 16" 15'-2" 19'-10" 2 X 10 16" 16'-3" :W'-2" 24" 12'-5" 16'-2" 24" 13'-3" 14'40" 12" 20'-4" 2W-7" 12" 21'-9" 24'-4" 2 X 12 16" 17'-7" 23'-0" 2 X 12 16" 18'-10" 21.'-1" 24" 14'-4" 18'-10" 24" 15'-5" 17'-3" LUMBER SPECIES MEMBER SPECIES POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO.2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC. NO.2 HEM FIR STUDS STUD GRADE HEM FIR STUDS OVER 10' HIGH NO.2 HEM FIR POST AND BEAM DECKING P.T. #2 FIR OSB SHEATHING PER PLAN GLU-LAM BEAMS Fb2400, DRY ADH (EXT. ADH @ EXT. CONDITIONS) PSL MATERIALS* Fb - 2900 E - 2.0 Fv - 290 LVL MATERIALS** Fb-2600 E -1.8 Fv - 285 ER ALL GLB BALANCED WEST SPECIES 24F-1.8E W.S. 2 N w z !2 Ix -y UJI d� G d z - m w= W J g �� E_d a A n� 11- finw� _� 12 O °8O »4 E c E e O iapc E �o� rUILDING ODE 201215C LROOFSNOW GN p PSF ENGINEER JOHN I EVtWED FOR DATE s2D.15 ODE COMPLIANCE REVIEW APPROVED JESSE R JAN 0 8 2016 ANALYST AAIAI A AI City Of Tukwila JILDING DIVISION .fit.IL A OV 2 3 2015 fiff CENTER .011 COPYRIGHT ©2015 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL