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HomeMy WebLinkAboutPermit D15-0307 - RIVERSIDE INTERURBAN - LOT 1 NEW SINGLE FAMILY RESIDENCE1 1113 MA m ml I Dim OLIN I m Ift" IN LOT 1 12604 40 AVE S D15-0307 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.Rov COMBOSFR PERMIT Parcel No: 7340600662 Permit Number: D15-0307 Address: 12604 40TH AVE S Issue Date: 3/3/2016 Permit Expires On: 8/30/2016 Project Name: RIVERSIDE INTERURBAN - LOT 1 Owner: Name: LE TIEN+VUI NGUYEN Address: 205 S 112TH ST, SEATTLE, WA, 98168 Contact Person: Name: BOB RESTER Address: PO BOX 731310, PUYALLUP, WA, 98373 Contractor: Name: BRC FAMILY LLC Address: PO BOX 731310, PUYALLUP, WA, 98373 License No: BRCFAFL901QQ Lender: Name: AMERICAN CONTRACTORS INDEMNITY Address: 625 THE CITY DR S #305 , ORANGE, CA, 92868 Phone: (253) 820-8311 Phone: Expiration Date: 11/18/2016 DESCRIPTION OF WORK: NSFR - 3074 SF LIVING SPACE, 522 SF GARAGE, 335 SF DECK Project Valuation: $416,590.63 Fees Collected: $11,417.98 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: 22 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE Current 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 296-466: 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: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 40 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: e-'73 Zo 3 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 f this permit does not presume to give authority to violate or cancel the provisions of any other state or local I ws regulating construction or the performance of work. I am authorized to sign and obtain this development eft and agree to the conditions attached to this permit. Date: /-3 Print Name: This permit shall Mcome 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. S: 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 40 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: 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. 60: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 61: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 62: New grading contours as shown on Public Works permit no. PW08-163 shall be completed as part of this Building permit. Any fill material and/or stockpiles (existing or new) not shown on the above mentioned plans, shall be removed by the Owner's Contractor. Coordinate with the Public Works Project Inspector. 63: Land altering, retaining walls, drainage, and other activities shall be completed in accordance with all geotechnical recommendations by Ages Engineering, LLC, dated November 23, 2015; Cornerstone Geotechnical, Inc., dated June 9, 2006; and subsequent geotechnical evaluations. 64: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. _ $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 65: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 66: Installing sanitary side sewer within recorded private water easement. KC rec. no. 20070725001690. Contact Valley View Sewer District (206) 242-3236 to determine if sanitary sewer easement is needed. 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 1 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 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://ww-,v.Tukwi]aWA.gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: (0111 use 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.: 734060-0662 Site Address: 12604 40th Ave S, Tukwila 1"'m PROPERTY OWNER Name: BRC Family Address: P.O. Box 731310 City: Puyallup State: Wa Zip: 98373 CONTACT PERSON — person receiving all project communication Name: Bob Rester Address: P.O. Box 731310 City: Puyallup State: Wa Zip: 98373 Phone: (253) 820-8311 Fax: (253) 881-3042 Email: brester@thebrcf.com GENERAL CONTRACTOR INFORMATION Company Name: BRC Family Address: P.O. Box 731310 City: Puyallup State: Wa Zip: 98373 Phone: (253) 820-8311 Fax: (253) 881-3042 Contr Reg No.: CC BRCFAFL901 Q Exp Date: 11/18/201.6 Tukwila Business License No.: BUS-0996177 .f ARCHITECT OF RECORD Company Name: Rueppell Home Design Architect Name: Darin Rueppell Address: 424 29th St NE - Suite B City: Puyallup State: Wa Zip: 98372 Phone: (253) 297-8040 Fax: Email: darin@rueppell.com ENGINEER OF RECORD Company Name: ELR Engineering Engineer Name: Eric L Rice PE Address: 1915 Dayton Ave NE City: Renton State: Wa Zip: 98056 Phone: (206) 200-8764 Fax: Email: elreng33@gmail.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: American Contractors Indemnity Address: 625 The City Drive S #305 raiT Orange State: CA Zip: 92868 H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 9.9-1 I.docx Revised: August 2011 Page 1 of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): N� DETAILED BUILDING INFORAAITION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement t' floor 1,334 2 rid floor 1,740 Garage m carport ❑ 522 Deck —covered m uncovered ❑ 335 Total square footage 3,931. M, Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 7,631.15 1 furnace <I00k btu 3 1 thermostat 1 emergency generator PLUMBING: Value of pluurhing/gas piping work $ 7,193.99 fuel type: ❑ electric ® gas appliance vent 5 ventilation fan connected to single duct wood/gas stove 1 water heater (electric) other mechanical equipment 2 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 2 shower 4 lavatory (bathroom sink) 1 sink 3 water closet 1 water heater (gas) 1 lawn sprinkler system 4 gas piping outlets H:Wpplications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 l.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ®... Water District #125 ❑ .. Highline ❑ .. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila m...Valley View ❑ .. Renton El.. Seattle ❑ ...Sewer use certificate El... Letter of sewer availability provided SEPTIC SYSTEM: El.. 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): m ...Civil Plans (Maximum Paper Size — 22" X 34") m ...Technical Information Report (Stonn Drainage) m .. Geotechnical Report ❑... Hold Harmless — (SAO) m ...Bond m .. Insurance ❑ ...Easement(s) ❑ .. Maintenance Agreement(s) ❑... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ m ...Total Cut 40 Cubic Yards ❑ .. Work In Flood Zone m ...Total Fill 10 Cubic Yards m .. Stone Drainage m ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ..Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ ...Traffic Control ❑ .. Looped Fire Line Irrigation Domestic Water m u „ ...Permanent Water Meter Size ............... 1 WO # ❑ —Residential Fire Meter Size ................. WO # El ...Deduct Water Meter Size .................... ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ❑ ...Water Main Extension Public ❑ - 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) ❑ ...water ❑ ...sewer ❑ ...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\Foms-Applications On Line\2011 ApplicationsWombinat ion Permit Application Revised 8-9-1 Ldo" Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. 19:11191117 Signature: Print Name: Robert D Rester Day Telephone: Date: 10/23/2015 (253)820-8311 Mailing Address: P.O. Box 731310 Puyallup Wa 98373 City State Zip H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 9-9-1ldocx Revised: August 2011 - bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adiust estimated fees A _ PROJECT NAME (tom r r PERMIT # • 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. APPLICATION BASE FEE Enter total construction cost for each improvement category: Mobilization $1,000.00 $800.00 $2,000.00 S 6p Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements Calculate improvement -based fees: / B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume 40 10 cubic yards cubic yards $250 (1) $115.00 r°T LA Use the following table to estimate the grading plan review fee. Use the PE. i %AU C« N E R greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY u 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 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION nv (1 +4+5) $ --38Ss9— 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 Dlq,s oto 'r 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) $ 115.00 (6) 7. Pavement Mitigation Fee ( � �� t>. ) $ (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 to estimate the pavement mitigation fee. M 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 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Technology Fee (5% of 6+8) Approved 09.25.02 2 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 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H . Transportation Mitigation I. Other Fees 0.00(9) $ $ $ Total A through I $ /0 13 ���6-06 -(10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ! I S -) �' 5— 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) In lation Cascade Water Alliance RCFC 01.01.2014-12.3 . 015 Total Fee 0.75 $625 $6 $6630 1 $1125 0 12.5 0 $16,137.50 1.5 $2425 $30,0 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 7,950 6 $12525 $300,250 $312, Tem or ry Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 3 Last Revised 01/01/14 C)}-m l2./ (Clear Form DESCRIPTIONS QUANTITY PAID PermitTRAK $8,711.64 D15-0307 Address: 12604 40TH AVE S Apn: 7340600662 $8,711.64 DEVELOPMENT $4,168.10 PERMIT FEE R000.322.100.00.00 0.00 $4,163.60 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 R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,517.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $115.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $115.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $237.16 TECHNOLOGY FEE R000.322.900.04.00 0.00 $237.16 TOTAL FEES PAID BY RECEIPT: R7815 $8,711.64 Date Paid: Thursday, March 03, 2016 Paid By: MERRITT RILEY Pay Method: CREDIT CARD 06783D Printed: Thursday, March 03, 2016 12:11 PM 1 of 1 979? SYSTEMS Date Paid: Friday, December 11, 2015 Paid By: MERRITT RILEY Pay Method: CREDIT CARD 08903D Printed: Friday, December 11, 2015 9:17 AM 1 of 1 ripp SYSTEMS INSPECTION RECORD Retain a copy with permit ►� 03o INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 DIVISION (206) 43°1-367 P 'ect: i�S t T e of Inspection: I L ^/At — Address: 1 Date Called: Special Instructions: l Date Wante M. p.m. lRequester'. Phone No: UZApproved per applicable codes. LJ Corrections required prior to approval. '-' paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,#100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ecr. Al jr Type of Inspection: 1 CS Address: Date Called: Special Instructions: LO lRequester: Date Wan' ed: / a l Z1 � (l p.m. Phone No: INApproved per applicable codes. LJ Corrections required prior to approval. Inspector: Datel % 0I 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD `` Retain a copy with permit iyY-0307 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 Pr ' ct: tvL=VSI Ye Type of Inspection: UL Address: Gt1K l 4 P S Date Called: Special Instructions: / Date Wanted a.m. p.m. Requester: Phone No: Approved per applicable codes. -1 Corrections required prior to approval. (Inspector: IDate i11Z1N REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD r. Retain a copy with permit INSrrCTION 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' ct: 1 V&A ) I>6 T e of Ins9ection, OwAl & &A (/!- Address: ©�Avr —S Date Call d: Special Instructions: Date Want a.m. 2/ h (a Request .r: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit i 30 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 Pr ' ct: t,cz INDC Type of Inspection: � c- Address: Date Called: Special Instructions: Z�T� Date Wa ed: % 2/ N, p.m. lRequesfer: Phone No: FYI l N Approved per applicable codes. Corrections required prior to approval. 'Inspector: Dated/T14� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ml Retain a copy with permit 0� INSPTCTION N0, 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 ' ct: FJ '' 1 P T,,y�'e of Inspection: % M(A-L L, Address: S G40 Date Called: Special Instructions: Date Wan edh / Zj(p p.m. Requester: Phone No: IInspector: A Iuate:IIlei 11(� I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit I-1> 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 Pr(x'ect: vas) D T of Inspection: � �3t,JG .A Address: Date Called: Special Instructions: Date Wanted: % .m. i 2� / Requester: Phone No: 0 Approved per applicable codes. LJ Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD a copy with permit jvs- Retain I 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 Pr ' ct: 1 Q4tJ� �� Ty a of Inspection: >P)d ; /A%4L. Address: op 711 &FS Date Called: Special Instructions: Date %a�d: / p.m. lRequefter: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit�S IN N4ETfON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspecti n: Address: 1260 Z,/0174 Date Called: Special Instructions: zo°r Date Wanted % �/ a.m. Requester: Phone No: V) Approved per applicable codes. Corrections required prior to approval.I El LA-J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IN INSPECTION RECORDr ( U-7 _ I Retain a copy with permrt 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 Pit: IC�V67a/W n/i n� T of Inspe tion: �� �/1��u1 Address: )" -i4 AtIr Date Called: Special Instructions: [v� Date Wan te /z .m a / P.m. Requester: Phone No: NApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: /►_ Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD R) Retain a copy with permit l -�'o7 INSPE ION 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: V'8��t D�' r3h-�✓ T pe of Inspection: U Address: WQ /l 1 GGy® Date Called: Special Instructions: 207_I Date Want: Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. U paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit IN ION 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 P,.ro 1 ect: ) �t' /1 ► er /)/ W��� Type of nspection: !/V, Address: I21od ©1 Date Called: Special Instructions: Date Want / a. Requester: Phone No: INApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l INSPECTION RECORD I . S:- Retain a copy with permit 0 k� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ct: v�S T e of Inspection: r Address: IZCoG 7C%� Date Called: Special Instructions: zC / / Date Wanted `� a. '7 / p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD t� Retain a copy with permit INSPI717TTON 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 /Typ�lnspection: PPVC191-1-Aw-mN Address: oo24 g> Date Called: Special Instructions: Z^`j0 Date Want // a.m. t ' p.m. Requester: Phone No: Approved per applicable codes. 191 Corrections required prior to approval. COMMENTS: I—r164TZ1J AJr I 6V CG AA IGS o.0 (Inspector: A (Date: gIZV 116 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I �S �3°� —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 Pro'ect: P1 V 6' -)6iW vYdJ3A Type of Inspection: 61,A Z)Af6w Address: lip Date Called: Special Instructions: ear ' � Date Wa'49nte p.m. Requester. Phone No: ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: Q /? REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Cl Retain a copy with permits, v� 11\15%EMON 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: 1 &"NS► I✓ it93 rzu zflAPJ T e of Inspection: td" !If I&G'M61Ar._ Address: ®%%i Date Called: Special Instructions: LET / Date Want: J� /� m M. Requester: Phone No: Approved per applicable codes. ® Corrections required prior to approval. COMMENTS: Inspector: /�� Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permits d INSPE N0. 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: IVMlbe I '� ��,✓ T e of Inspection: V&4 /A% ^J1C-4L Address: Date Called: Special Instructions l T GC7 Date Wapel:� a. � p.m. Requeste Phone No: nAppmved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: /44-bA,4-,, I Date' /? REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD r Retain a copy with permit �rS -020-7 INSPVCTION 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: v sI IDC; L7Z:>ZUP�.L14 Type of Inspection: ALAP Address: -4 = S Date Called: Special Instructions: l� / L m Date WantM-9116 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: Jq �l.fl1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD F- Retain a copy with permit lb- S-- 03 INSPErTION 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: �t11r't25iD�' Alm t112 T e of Ins ection: Ci AJS0b T7GAI Address: /Z&jg IwW4 & _� Date Cal d: Special Instructions: GUI + Date Wan d m %q16.e p.m. Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. Inspector: Date: EZL91-16 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 17yy--OW-7� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: rt�F )A. nUM ✓ Tya of Ins ection: P&ke iaf5�r� Address: 2& g J/Q --71 ' S Date Called: Special Instructions: Date Wan .m. Requester: Phone No: PApproved per applicable codes. t.._J Corrections required prior to approval. COMMENTS: Inspector: Date: rya REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit K �I 3:10� INS FTION:N:O]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: / 1 I/t i 1)l' % Tye of Inspection: /A/ 611 Address: 1260 9 /i0 V4 A S Date Called: Special Instructions: Date Wands a.m p.m. Requeste . Phone No: R1Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: Ll.,.A iJ ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. KN INSPECTION RECORD ID7 S- 63a Detain a copy with permit J INSPECTION NO. PERMIT NO. CITY OF TUKWIL,A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: r r 1 bf JAJIMW Type of Inspection: UALL IA16- AAMe- Address: 12&ag qvniAve S' Date Called: Special Instructions: Gam% Date Wanted: m 7 ZZ p-m- Requester: Phone No: 0 Approved per applicable codes. El Corrections required prior to approval. Inspector: A&I Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProjPIMMSIbc- �l Type f inspection: '— i G Address: a6e)q 4ow✓r S Date Called: Special Instructions: LOT. ^ Date Wanted: a Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD tJ—) Retain a copy with permit'0 --0 j6 NSI)MION 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: c Ir Atle, Type of Ins ection: Q Address: y/� [ Date Called: Special Instructio s: i I l�✓� Dat Want d' a.m. . � p.m. Requester: Phone No: IInspector: IDate! — / 6 1,6 I ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. PRO INSPECTION RECORD Retain a copy with permit Pf3- O 3,6 WSPECTION 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'eFt: Type of In ection: A( dress o ,. (— �� k Date Called: Special Instructions: �J� Date Wanted: / a.m. p.m. Requester: Phone No: 11 Approved per applicable codes. Corrections required prior to approval. COMMENTS: mi IL: IInspector: K—C, IDate 6 — / —3 ,i / / I ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD :7] Retain a copy with permit ��,3� ECTION N0, PERM{; N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr eft: Type f Inspec Eon: e Address: 14 Date Cal : Special Instructs ns: Date Wanted: a.m. / — p.m. Re uestel: Phone No: 11— 2,- B NS REINSPECTION FEE REQUIRED. Prior to next inspection,fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD K ZIP®3 Retain a copy with permit y- 677 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 Pr 'ect: i i �I�Sr �F Type of Inspect" n: u �� V✓ gddresO �..�.(,c .Date Called: Special Instructions: Date ante .� a.m. _� p.m. Requester: Phone No: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. iNSPECTION RECORD Retain a copy with permit D d3 I SPECTION 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 'ef-t: Type of Inspe ion. Address: ��� f ,t ll� 6, Date Called: Special Instructions: Date Wanted: a.m. p.m. Reque ter: Phone No: Inspector: B:::� I Date: r L —2n— /ro F-1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit -v� PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: / L- Type of Inspection: f- (r2 Address: .� Suite #: 2 (oo4-- 4-6 1,w2 S Contact Person: Special Instructions: Phone No.: k -.I- Approved per applicable codes. COMMENTS: 1-1 Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: j 6�- �� Z Date: (�y� (� Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress 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 v INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: �t�-sde, f � w - 0 l Type of Inspection: �lllE�,L S�/zl Address: / (� jA� e S Suite #: r J ' /)v Contact Person: Special Instructions: Phone No.: :K9pproved per applicable codes. COMMENTS: 1-1 Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: I Inspector: -f- _41/7 <; - / ljlj ; FA4C7 t�'Date: 7 / I c/ 111--, 1 H rs.: I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Bming AGaress 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 If L Project: -1 ��'? Z5 Type of Inspection: &J(/zW 7)1Va111'9 kal" ho? Address: Suite #: Contact Person. Special Instructions: Phone No.: © Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: / i Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspect: � Date: 4 Z 3`14 Hrs.: 2. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaoress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Simple Heating System Size: Washington State 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. t-ro)ect inrormanon Contact Information Plan 3074 BRCF Heating System Type: O Forced Air Furnace O Heat Pump To see detailed instructions for each section, place your cursor on the word 'Instructions". Design Temperature Instructions Design Temperature Difference (AT) 46 Tukwila AT = Indoor (70 degrees) -Outdoor Design Temp li Area of Building Conditioned Floor Area instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instruction Insulation Attic instructions ------"__-- R-49 Single Rafter or Joist Vaulted Ceilings �i No Vaulted Ceilings in this project. Above Grade Walls (see Figure 1) R-21 Floors Instructions _--- " `. Below Grade Walls (see Figure 1) GPnsfr�tQ'rcSt?_ - No Below Grade Walls in this project. Slab Below Grade (see Figure 1) — No Slab Below Grade in this project. Slab on Grade (see Figure 1) instructions 1­1*.-...-.`--"—` ----" . No Slab on Grade in this project. Location of Ducts Instructions Conditioned Space Fi ure 1. Above Grade 1 3.074 9.0 U-Factor 0.30 f ��" r Conditioned Volume�� r� 27,666 l"'I ^�''Cr�l� X Area = 551 U-Factor X Area 0.026 F 1,956 U-Factor U-Factor 0.056 U-Factor 0.029 U-Factor F-Factor F-Factor Sum of UA Area Area 2,739 Area 1,892._ Area Length Length UA 165.36 UA 50.86, ILIA UA 153.38 UA 54.87 / UA —R : o R I -�. UA Duct Leakage Coefficient 1.00 424.41 Envelope Heat Load 19,523 Btu / Hour Sum of UA X AT Air Leakage Heat Load 13,744 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 33,267 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 33,267 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 46,574 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump DID• 00'1 (07101113) Glazing Schedule Project Information Contact Information Plan 3074 BRCF " Rue ell, Inc. 253 297-8040 DEC 1 12015 pF%MlT CENTER Vertical Glazing (Windows and glazed doors) Plan Component Glazing ID Descriotion Ref. U-factor - • -1 1 E _- - MINIM - MINIM E E- E _- E MEMENIME IMEMIN __ E MINE IN MINE MIIMIME IM __ E- <l MINE KI E_ City ofTukvAla BUILDING DIVISION R402.3.3 Exception (15 sq. ft. max.)0 Width Height Qt. Feet Inch Feet Inch MMEME ©MEMO MME©E ©MEMO MMEME MMEME =MEMO ©MEMO MME©E EMEMO ©MEMO MMEME MMEME MMEME MME©E MMEMO MMEME ©MEMO MMEME MMEME MMEME MMEME MMEME MMEME MMEME MMEME MMEME EMEME MMEME MMEME -MEMO MMEME MMEME EE■E■ MMEME MMEME Glazing Area UA / 1 • 11 1 1 • 11 1 �1 •1 •• 1 • 1 ' 1 1 1 • 11 11 111 1 •1� 1 1 1 • 11 1 1 1 �1 11 111 11 111 1 1 III 11 111 11 111 11 111 11 111 11 111 11 111 � 11 111 11 111 11 111 11 111 11 111 11 111 11 111 11 111 D1q*"M Sum of Area and UA 1 550.31 165.08 Area Weighted U = UA/Area 1 .30 FILE STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN PLAN 3074 December 3, 2015 REVIEWED FOR BODE COMPLIANCE APPROVED FEB 2 4 2016 City of Tukwila BUILDING DIVISION Client: BRC Family Homes RECEM CRY OF TWel"I.A Site: Lot 1 I DEC 112015 S. 126th and 41 st Ave S. Tukwila, WA PERMITCENTER Calculated by: Eric L. Rice, PE ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 NC' A_ RICF 4 F Email: elreng33@gmail.com WASHf�� z � � w 34839 �4 tC� CISTP- CNAL ti C ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Scope of Work: Project: BRC Family Homes - Plan 3074 Job No. 3074FTMOD120117 Figured by: ELR Checked by: Date: 12/3/2015 Sheet: 2 ELR Engineering was asked to provide permit submittal structural calculations for the proposed Rueppell Home Design plan 3074 for BRC Family Homes. Our structural engineering information is shown in the "Construction Sketches" section of these calculations and on the submitted S-sheets. The information in this report conforms to the 2012 International Building Code as amended by the local jurisdiction. These calculations are valid only for the specific site stated on the cover sheet of these calculations. Questions should be addressed to the undersigned. Eric L. Rice, PE ELR Engineering SITE: LOT 1, S. 126TH AND 41ST AVE S TUKWILA, WA PLAN 3074-NORTH ELEVATION ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Vertical Calculations a F O R T E� MEMBER REPORT Roof, URH1 e` 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 6' 6" t b 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design ReSt11tS - Actual Cm tocatiort . ,.` Mowed Resuk LIDF Load. Cod tbinatiot%(patbem) °" Member Reaction (Ibs) 4032 @ 64 1/2" 10313 (3.00") Passed (39%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3263 @ 5' 5 1/2" 6810 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5654 @ 4' 8" 6937 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.039 @ T 6 3/8" 0.208 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.063 @ 3' 6 5/16" 1 0.313 Passed (L/999+) -- 1 1.0 D + 1.0 S (All Spans) Demection criteria: LL (L/3bo) and TL (L/24o). 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. Applicable calculations are based on NDS. Supports • Bearing Loads to -Supports {Ibs) llecessories., Total Available Required,: Clead Snow. Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 651 1001 1652 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1573 2459 4032 None LOddS Location ; = Tributary Width DeA(t (0.90j ;. Snow - (1.15) Comments 1 - Point (lb) 4' 8" N/A 1381 2302 2 - Uniform (PSF) 4' 6" to 6' 6" 17' 3" 17.0 25.0 3 - Point (Ib) 8" N/A 99 166 4 - Point (lb) 2' 8" N/A 120 201 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_CodePeports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppeil Home Design Forte Software Operator Job Notes Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.corn System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 2 of 19 i F 0 R T E' MEMBER REPORT Upper floorlLower roof, LRH1 r 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam PASSED Overall Length: 17' 4" 17' 4" 0 a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual aesi,. n Re3tdt5 Acfual 6,uicadon qAlloviled_ °; ,Result 1QF; Wad; Con kination pattern) ,:' „ Member Reaction (Ibs) 4990 @ 5 1/2" 5363 (1.50") Passed (93%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4306 @ 1' 7" 15085 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 20478 @ 8' 2 1/2" 38424 Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.256 @ 8' 8" 0.547 Passed (L/769) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.489 @ 8' 8" 0.821 Passed (L/403) 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 16' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 5". 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. Bearing Load§ to snpputts {!bs) a Supports Total Ailable .\ Regwred or Dead love e. Snow „total AcCessones 1 - Hanger on 13 1/2" DF beam 5.50" Hangers 1.50" 4940 4382 6817 16139 See note 2 - Hanger on 13 1/2" DF beam 5.50" Hangers 1.50" 4940 4382 6817 16139 See note s • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD connector: impsoit,stron -rie Connectoirs : suppott ". Mode► = Seat Len Accessories 1- Face Mount Hanger Connector not found N/A N/A N/A N/A 2- Face Mount Hanger Connector not found N/A N/A N/A N/A Loeds ,:Location'; , Tributary :1NidHt Dead (090),„ Floor Live (i.Od) snow '(315) "Commeirts:: 1 -Point (lb) 3" N/A 2436 4382 4061 2 - Point (lb) 17' 1" N/A 2436 4382 4061 3 - Uniform (PLF) 0 to 17' 4" N/A 191.0 - 318.0 4 - Uniform (PSF) 0 to 17' 4" 8' 1" 10.0 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 Rueppeil Home Design Forte Software Operator.!,Job Notes ;. Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com (IS) SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 4 of 19 Ft0 R T E " MEMBER REPORT Upper floorkower roof, UF,1 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16 OC PASSED Overall Length: 17' 8" 4 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual DG'5ltjii;RE5Ult5 -r A[6atC9rLocation' Allovireii, z Result IDF, Loa4ComMnatiori(Patteernj -:: Member Reaction (Ibs) 607 @ 2 1/2" 2126 (3.50") Passed (29%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 521 @ 1' 2 3/4" 1688 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2529 @ 8' 9" 2577 Passed (98%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.442 @ 8' 9" 0.569 Passed (L/464) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.574 @ 8' 9" 0.854 Passed (L/357) 1.0 D + 1.0 L (All Spans) TJ-Pror°" Rating N/A N/A Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 1' 3 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. - 4 Supports �, s" , 6earrngy - Loads M Siippot'tg {Ibs) Asoessones' Total kvadabte Required Dead Floor , ,Lii Total ` 1 - Stud wall - HF 3.50" 3.50" 1.50" 140 467 607 Blocking 2 - Stud wall - HF 5.50" 4.00" 1.50" 143 476 619 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. `A ead Floor Live daL:8 1 . Uniform (PSF) 0 to 17' 8" 16" 12.0 40.0 Residential - Living Areas 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 -parry 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_CodeRepotts.aspx. The product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Nolen, Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 5 of 19 F 0 R T E ` MEMBER REPORT Upper floorlLower roof, UFJ2 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED 0 Overall Length: 1T 17' 0 E All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizonta L; Drawing is Conceptual ii2Si �n ii8St11iS Actual � tocadon '' ; dilpweif Result 1DF' 'Load _Cotnbrnatfori:�(+pttetvt) ; Member Reaction (Ibs) 555 @ 6" 911(1.50") Passed (61%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 490 @ 1' 5 1/4" 1688 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2219 @ 8' 6" 2577 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.340 @ 8' 6" 0.533 Passed (L/565) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.442 @ 8' 6" 0.800 1 Passed (L/435) 1.0 D + 1.0 L (All Spans) T3-ProT"' Rating N/A N/A I -- -- Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 1 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. SuppOrt5ota1 Bearing < toads o Supports (fhs) ilccessones: zAvadable - Required Bead Total 1 - Hanger on 11 1/4" HF beam 6.00" Hanger' 1.50" 136 453 589 See note' 2 - Hanger on it 1/4" HE beam 6.00" Hanger' 1.50" 136 453 589 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD tOhilectoi, SIn1)I 01T- TOntJnT __ onneCtOtS `. Suppo't Model,_: - .... Seat Length Tbp Nails Face Nails Merriber,IVatls ltccessotie5 1 - Face Mount Hanger LU210 1.50" N/A 10-10d common 6-10d x 1-1/2 2 - Face Mount Hanger LU210 1.50" N/A 10-10d common 6-10d x 1-1/2 -Dead IgoorLive Loads 'LgGation, :` ='Spaany '(A,9fl) ;- {i:fiD) - Gammenis - 1 - Uniform (PSF) 0 to 17' 16" 12.0 40.0 Residential - Living Areas 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 Rueppell Home Design Forte'Sbftware .Operator Job Notes Eric Rice Plan 3074 KR Engineering (206)200-8764 elreng33@gmail.com {Zj) SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 6 of 19 F,0 R T E MEMBER REPORT Upper floor/Lower roof, LRH2 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED Overall Length: T 3" 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design ReSttIts Actuat @Location A)iowed -_ _` Ytesulit LDF `_wad: Cotntnnilioi%(pattern) Member Reaction (Ibs) 1190 @ 0 3281 (1.50") Passed (36%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 763 @ 7" 2657 Passed (29%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 967 @ 1' 7 1/2" 1979 Passed (49%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.016 @ 1' 7 1/2" 0.108 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.024 @ 1' 7 1/2" 1 0.162 Passed (L/999+) -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (1./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 .. Toads_ to Suppaits'(ibs) Aocessoriesi To1�i Available Required ;' 'Dead fide 5titow 7ogi ", 1 - Trimmer - HF 1.50" 1.50" 1.50" 369 494 601 1464 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 369 494 601 1464 None Tributary Dead floo[ love ;Snow ` ' LOads , location ` . :Width (0.90) := _... _ (1;00) <. _ (l.15) ' Comments 1 - Uniform (PLF) 0 to 3' 3" N/A 222.0 304.0 370.0 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 tale evaluation reports refer to http://www.woodbywy.can/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes ' Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD (ITI j SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0,40 3074.4te Page 7 of 19 MEMBER REPORT Upper floorkowerroof, LRH3 1 F, R T 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 8' 6" t' r n 0 Ali locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual ,De5i� #t;ResliFE� _• Actual �.t-ocat;vn . '=•, � At1o+�+red:> °;,; Resuif :I.DF. 'Load: Conbmation,(paEtcr;!ij i . ,, . , z Member Reaction (Ibs) 3148 @ 4" 18906 (5.50") Passed (17%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2222 @ 1' 3" 6810 Passed (33%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 5682 @ 4' 3" 6937 Passed (82%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.084 @ 4' 3" 0.261 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.123 @ 4' 3" 0.392 Passed (L/765) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (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. a �Iring; toads to 9aPp4r#s {16s) z r , Up�lbrt5 Accessones Total AvadaCNe ` Required bead Snow Total '' _ 1 - Column - HF 5.50" 5.50" 1.50" 1000 1292 1573 3865 Blocking 2 - Column - HF 5.50" 5.50" 1.50" 1000 1292 1573 3865 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary [5ead o'r 4 .Ftoive Snaw L/SdLt$ Location , (1.09J . 1 - Uniform (PLF) 0 to 8' 6" N/A 222.0 304.0 370.0 Residential - Living Areas 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 ASIM standards. For current code evaluation reports refer to http://www.woodbywy.com/serv!oWs_CodeReports.aspx. The product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software operator::f.ob Notes , Eric Rice Plan 3074 ELR Engineering (206)200-8764 eireng33@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4fe Page 8 of 19 r a F Q R T E ' MEMBER REPORT Upper floor/Lower roof, UFH1 4 1 piece(s) 6 x 12 Douglas Fir -Larch No. 2 PASSED Overall Length: 8' 6" 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontaI.;Drawing is Conceptual PD20t il=Results Actual @Location Atlowetf liesutt Lt3F ` Lid Coiibirtatiai (paten) -'_ Member Reaction (Ibs) 7411 @ 8' 4 1/2" 10313 (3.00") Passed (72%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3624 @ 7' 3 1/2" 8244 Passed (44%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 9644 @ 4' 4" 10166 Passed (95%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.071 @ 4' 3 1/4" 0.275 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.131 @ 4' 3 1/4" 0,412 Passed (L/754) I - 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (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. Bearing Wagi: to Supports #ibs) d Total AvaHable Requireq Dead Floor : Yotal SuPpolrts Aaessories r Live .Snow a," 1 - Trimmer - HF 3.00" 3.00" 1.50" 2155 1517 1901 5573 None 2 - Trimmer - HF 3.00" 3.00" 2.16" 3344 1517 3905 8766 None - ,... Trf6utary �edq " Floorlire 1 - Uniform (PSF) 0 to 8' 6" 8' la' 10.0 - 2 - Uniform (PSF) 0 to 8' 1 1/2" 1T 3" 17.0 25.0 3 - Point (lb) 8' 1 1/2" N/A 1381 - 2302 4 - Uniform (PLF) 0 to 8' 6" N/A 107.3 357.0 - Linked from: LF11, Support 2 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 Rueppell Home Design Forte Software Operator Job Notes Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 12/312015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 9 of 19 MEMBER REPORT Upper floor/Lower roof, UFH2 QflF, R E 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 4' 11" 4 8' 10 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual D85I'11 R@SUItS ,.Actgali�%Loptroa � kflowed' r` Result .tDF`- Load: Combmation.(pattern); Member Reaction (Ibs) 2200 @ 0 3281 (1.50") Passed (67%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1547 @ 8 3/4" 3502 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2704 @ 2' 5 1/2" 3438 Passed (79%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.032 @ 2' 5 1/2" 0.164 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.066 @ 2' 5 1/2" 0.246 Passed (U892) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: ILL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. $uPpa t3earlgg Loads W Supports{Ibs) + ilcce4sories lotai Available"' RGgmred': Dead live Snow 7otai 1-Trimmer -HF 1.50" 1.50" 1.50" 1139 680 1060 2879 None 2-Trimmer-HIP 1.50" 1.50" 1.50" 1139 680 1060 2879 None LOddS > {Location 3Yihutary Width , . Dead . <,` {9G) Root',live (man snow 125) �` Snow (1 1Sj. ' ) Cominerlts 1 -Uniform (PSF) 0 to 4' 11" 81111 10.0 2 - Uniform (PSF) 0 to 4' 11" 17' 3" 17.0 - 25.0 3 - Uniform (PSF) 0 to 4' 11" 6' 11" 12.0 40.0 - 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_C Reports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric Rice Plan 3074 ELR Engineering (206) 200-8764 e1reng33@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD (!}) SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 10 of 19 [T,, 0 R T E - MEMBER REPORT Upper floor/Lower roof, UFJ3 2 piece(s) 2 x 12 Hem -Fir No. 2 PASSED Overall Length: 17' 6" 1 CI E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual f325i ti Rest ltS _ , AcNiat tocapon . ` A1lovvetl= :: Resuk t�F , Load. coinMriation (pattern) .. . , Member Reaction (Ibs) 1139 @ 2" 4253 (3.50") Passed (27%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1043 @ 1' 2 3/4" 3375 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4079 @ 6' 11 3/16" 4482 Passed (91%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.328 @ 8' 3 7/8" 0.567 Passed (L/621) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.461 @ 8' 4 3/16" 1 0.850 1 Passed (1-/442) 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 6' 2 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. >�anng- , .Loads tb $uptwRs (ibs) a " SuPPorts Accessories' :Tota1 A1.0 a ttequired fetid Ftoor %tal 1 - Stud wall - HF 3.50" 3.50" 1.50" 320 819 1139 Blocking 2 - Stud wall - HF 5.50" 4.00" 1.50" 247 575 822 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. t-Tributary Dt!ad floor lire Loads udatony„ witattr Co:9o)Comments 1 - Uniform (PSF) 0 to 17' 6" 1' 4" 12.0 40.0 Residential - Living Areas 2 - Point (lb) 4' N/A 138 461 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_CodePeports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design Forte'Software Operator _. aob Notes Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 11 of 19 • I F O R T E � MEMBER REPORT Upper floor/Lower roof, UFH3 ,j ! 1 piece(s) 6 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 6' 6" 10 M D All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual i)251 ' in.lkeSult�, ., r. ` "' Actu01 �.iocatrort , ; ' ``• A11avr'ed Result . _ LDF Load: Zombirtation (Pattern) �; , , Member Reaction (Ibs) 4608 @ 6' 4 1/2" 10313 (3.00") Passed (45%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1102 @ 10 1/2" 5844 Passed (19%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 2265 @ 3' 3" 4028 Passed (56%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.039 @ 3' 3" 0.208 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.063 @ 3' 3" 0.313 Passed (L/999+) -- 1.0 D + 1.0 Lr (Ail Spans) Deflection criteria: LL (L/360) and TL (1-1240). 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. Applicable calculations are based on NDS. $upp�fiS Bea ring, Loads to SirPpotts fibs? ArceSsones; " Total Availaiile: Regwred Deatl Rif Snow Togl 1 - Trimmer - HF 3.00" 3.00" 1.50" 1227 932 1001 3160 None 2 -Trimmer - HF 3.00" 3.00" 1.50" 2149 932 2459 5540 None lotatfon" Trib`tt�ry ; ' W1d#b „ Dead (Q0) „' Roof Live tnansriow i 251..;ti, Snow (1133 ;s Comments 1 - Uniform (PSF) 0 to 6' 6" 8' 1" 10.0 - 2 - Uniform (PSF) 0 to 6' 6" T 2" 12.0 40.0 - 3 - Point (lb) 1 1/2" N/A 651 - 1001 Linked from: URHI, Support 1 4 - Point (lb) 6' 4 1/2" N/A 1573 2459 Linked from: URH1, Support 2 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 Rueppell Home Design Forte Software Operator Job Notes Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 12 of 19 F,0 R T E - MEMBER REPORT Upper floor/Lower roof, LR81 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 PASSED 78 Overall Length: 13' 2" 4 . r' �r- 13' 2" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual ©851.' e:Resi11t5Actuat WcationAilowed Resyk� ,-,�..,18F, ';Wad Cotnbirt Iticin'(Pat#ernj ,;.._ - " Member Reaction (Ibs) 1516 @ 4" 18906 (5.50") Passed (8%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1228 @ 1' 3" 6810 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4497 @ 6' 7" 6937 Passed (65%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.139 @ 6' 7" 0.417 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.248 @ 6' 7" 0.625 Passed (U606) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L1360) and TL (1-1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. x x , d++ .� '� , Hearing z, . des.,. � �.',c� � 7A�'i.`± --xotai,,' �'Wiii1 ib1,N . ,Required , loads to Supports (Ibs) z- '� . ,SSdF ..�,�' 5 ..�•`. � DeeadM �..5novv w4t* AMAccessories.=, '�'�:.At� � � � y � r„": 1 - Column - HF 5.50" 5.50" 1.50" 665 850 1515 Blocking 2 - Column - HF 5.50" 5.50" 1.50" 665 850 1 1515 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. v ; e h $ TribtrtatY >yead , Snowv� 1 - Uniform (PSF) 0 to 13' 2" 5' 2" 17.0 25.0 Snow 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 Rueppell Home Design Forte $dftware Operator Job Notes Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 0 SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 13 of 19 F, 0 R T E MEMBER REPORT Main floor, MFG1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 35' 7" 0 0 E 0 0 ® S All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual �ldlSl iiLSLi1tS 'Actudf�Lucdtwn,, '.;Ailovveti , .,, #tesult �. IAF Load: COiibtn8tron;(Pattern) ,j Member Reaction (Ibs) 5054 @ 14' 7" 6563 (3.00") Passed (77%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 2080 @ 13' 10 1/4" 3045 Passed (68%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -2666 @ 14' 7" 2989 Passed (89%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Dell. (in) 0.059 @ 11' 5 5/8" 0.214 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.068 @ 11' 5 7/8" 0,321 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3S' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. SUppOlt5 , .Bearing.:: Loads.to5upports(ibs) ` Aaessorles fatal Available ., Requ[red Dead love Total 1 - Column - HF 3.00" 3.00" 1.50" 500 1727 2227 Blocking 2 - Column - HF 3.00" 3.00" 1.73" 840 2953 3793 Blocking 3 - Column - HF 3.00" 3.00" 2.31" 1165 3889 5054 Blocking 4 - Column - HF 3.00" 3.00" 1.54" 681 2692 3373 j Blocking 5 - Column - HF 3.00" 3.00" 1.62" 773 2761 3534 Blocking 6 - Column - HF 3.00" 3.00" 1.50" 510 1725 2235 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. `` .Tributary Dead Floor Live r �,+ LOdE13 Location , ' F. YVidth . T: (0 90) j:: (1:00) : Comments _ , 4 1 - Uniform (PSF) 0 to 35' 7" 819.1 12.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 11' 9" to 15, 9" N/A 126.0 337.0 Linked from: MF11, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims 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 Rueppell Home Design Forte Sofiware'Operator Job Notes l Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 14 of 19 I,-, F O D T E � MEMBER REPORT Main floor, MFJ1 1 , ` ! 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 12" OC PASSED Overall Length: 8' 7 1/2" 1 y � u 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual .De51 nAesullts Actual t�zoeaiban _ Allavrod" . .. Resplt LbF .,Load: Combination::{Pattern)'` Member Reaction (Ibs) 503 @ 2 1/2" 2126 (3.50") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 448 @ 1' 3/4" 1388 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1492 @ 4' 1917 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.087 @ 4' 3 5/16" 0.274 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.121 @ 4' 3 1/4" 0.410 Passed (1-/815) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating N/A N/A Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 8 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. A 15% increase in the moment opacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Supports t Be0>ang' lls) loads to Supports {Iopr I A cessoneal Total AvaaWbie" £ Required Dead Live Tota! 1 - Beam - DF 3.50" 3.50" 1.50" 138 365 503 Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 126 337 463 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Ladd5 l4Cation ' ., Spac+hg x Dead {fl 9, ' Fioox Live {i pU) 16 i 1Ms,- t - Uniform (PSF) 0 to 8' 7 1/2" 12" 12.0 40.0 Residential - Living Areas 2 - Point (PLF) 4' 12" 54.0 - 3 - Point(PLF) 4' 12" 107.0 357.0 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. product application, input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes ; Eric Rice Plan 3074 ELR Engineering (206)200.8764 elreng33@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 15 of 19 G1�3 F, 0 R T E 0 MEMBER REPORT Main floor, MFG2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 356" 0 0 1000 ®0 © 07 ® 09 10 11 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizonta I.; Drawing is Conceptual ©8S19i1 RCStiiS Actual l ocatton :Allowed'. R 161F Loads Combirt8�ion (Pattemj Member Reaction (Ibs) 4 926 @ 8' 2" 6563 (3.00") Passed (75%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1655 @ 2' 5 3/4" 3045 Passed (54%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -2003 @ 1' 9" 2989 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.039 @ 0 0.200 Passed 2 999+ 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.046 @ 0 0.200 Passed (2L/904) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (U240). Overhang deflection criteria: LL (0.2") and TL (0.2"). Bradng (Lu): All compression edges (top and bottom) must be braced at 35' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. Applicable calculations are based on NDS. SuPP9 Bearing' ` Loads to Supports (hs} ',. Accessories total Ava718ble itegaired Dead F`e „Total 1 - Column - HF 3.00" 3.00" 2.24" 1262 3635 4897 Blocking 2 - Column - HF 3.00" 3.00" 2.17" 1001 3751 4752 Blocking 3 - Column - HF 3.00" 3.00" 2.25" 1150 3776 4926 Blocking 4 - Column - HF 3.00" 3.00" 2.18" 1110 3655 4765 Blocking 5 - Column - HF 3.00" 3.00" 2.18" 1121 3651 4772 Blocking 6 - Column - HF 3.00" 3.00" 2.18" 1118 1 3642 4760 Blocking 7 - Column - HF 3.00" 3.00" 2.18" 1121 3649 4770 Blocking 8 - Column - HF 3.00" 3.00" 2.18" 1112 3651 4763 Blocking 9 - Column - HF 3.00" 3.00" 2.24" 1144 3755 4899 Blocking 10 - Column - HF 3.00" 3.00" 2.14" 979 3706 4685 Blocking 11- Column - HF 3.00" 3.00" 2.23" 1260 3626 1 4886 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed, u Trtbptary :bead Fioor love LCBdS Locatioirv., Width , v .{0.90) - (1:06) Comments 1 - Uniform (PSF) 0 to 35' 6" 8' 2 3/4" 12.0 40.0 Residential -Living Areas 2 - Uniform (PSF) 0 to 35' 6" 15' 9" 12.0 40.0 Residential - Living Areas 3 - Uniform (PSF) 0 to 35' 6" 9111, 6.0 - 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 Rueppell Home Design Forte Software Operator Job Notes , y Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD {ri) SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0,40 3074.4te Page 16 of 19 F O R T E' MEMBER REPORT Main floor, MFG3 1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 11' 6" 0 I. 1 7 1/2" 8' 3" �. 17 1/2" 0 E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Ti251 n Resutis '. _. _. Attuai Ioct+on > . Allovwed Result '; urF.'toaQ.,Combittation (Pattern) Member Reaction (Ibs) 1800 @ 1' 9" 6563 (3.00") Passed (27%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1043 @ 2' 5 3/4" 3045 Passed (34%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) 2328 @ 5' 9" 2989 Passed (78%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.119 @ 5' 9" 0.267 Passed (L/805) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.149 @ 5' 9" 1 0.400 1 Passed (L/643) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: ILL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 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. SLIOtkS Bearing ;Loads t0 Supports Ib$) AGeessories Tote► ;Available' Required Dead �OOt Live ' Total 1- Column - HF 3.00" 3.00" 1.50" 434 1367 1801 Blocking 2 - Column - HF 3.00" 3.00" 1.50" 434 1367 1801 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. TriUutary ;_ DCad Floor Live L08tIS Location = Width (0.40j . -: (i.Oq)Alcommettts >. , 1 - Uniform (PSF) 0 to 11' 6" 5191, 12.0 40.0 Residential - Living Areas 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 ASfM 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 Rueppell Home Design Forte Software Operator Job Notes Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code: IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 17 of 19 /1 F 0 R T E - MEMBER REPORT Main floor, MFG4 1 piece(s) 6 x 12 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 11' 6" I^/• 1 7 1!2" 4' 1 1!2" 4' 1 1/2" �. 1' 7`1!2' 0 E 0 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Deslgtt Rt�su[ts ""=Actual ,Location' , ",'' dllotvett -. Result z_ -LiiF 't-oia.,xim6matiori"(hatterri) '= _ Member Reaction (Ibs) 10897 @ 1' 9 3/4" 15469 (4.50") Passed (70%) 1.0 D + 0.75 L + 0.75 S (Adj Spans) Shear (Ibs) 4430 @ 8" 8244 Passed (54%) 1.15 1.0 D + 1.0 S (Ail Spans) Moment (Ft-Ibs) -7902 @ 1' 9 3/4" 10166 Passed (78%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.026 @ 0 0.200 Passed 2 999+ 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.042 @ 0 0.200 Passed 2 999+ 1.0 D + 1.0 S (Alt Spans) • Uenection O'Itena: LL (L/3bU) and I L (L/24U). Overhang deflection criteria: LL (0.2") and TL (0.2"). Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 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. w SU�OS w. Bearing : 6oatls to Supports (lbA) Accessor;es; �, Total ; Available Required Dead . Floor Live .. 5now Total 1 - Column - HF 4.50" 4.50" 3.17" 4803 2879 5246 12928 Blocking 2 - Column - HF 4.50" 4.50" 1.50" 1591 3173 1131/-391 5895/-391 Blocking 3 - Column - HF 4.50" 4.50" 1.87" 2822 2817 1982 7621 Blocking • Blocking Panels are assumed to carry no loads applied airecuy above them and the full load Is applied to the member being designed. Loads` s.,. Location Tributary Width `Dead (0.90) . Hoar We' (1:003 ,snow, (1159 : comments `f ;.; 1 - Uniform (PSF) 0 to 11' 6" 8' 7" 12.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 11' 6" 9111, 10.0 - 3 - Uniform (PSF) 0 to 4' 9" 8191, 12.0 40.0 4 - Uniform (PSF) 4' 9" to 8' 9" 6' 11" 1 12.0 40.0 5 - Uniform (PSF) 8' 9" to 11' 6" B' 9" 12.0 40.0 6 - Uniform (PSF) 0 to 11' 6" 81111 10.0 - 7 - Uniform (PSF) 0 to 11' 6" 173" 17.0 25.0 8 - Point (lb) 2" N/A 1381 2302 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 Rueppell Home Design Forte Software.Operator Jpb Notes _:., Eric Rice Plan 3074 ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 18 of 19 F 0 R T E"' MEMBER REPORT Main floor, MFB1 �ilc1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 13' 2" 13' 2" o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Deli. n Results _ •, acivai {a7,towthoa `� ; Aflovved' Result LDI~'; :Loan: CombinaHoti (pa�tem) ' '- *� Member Reaction (Ibs) 1985 @ 5 1/2" 5156 (1.50") Passed (39%)s 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1642 @ 1' 3" 5922 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5776 @ 67" 6032 Passed (96%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.274 @ 6' 7" 0.408 Passed (L/537) 1.0 D + 0.75 L + 0.75 S (Ail Spans) Total Load Defl. (in) 0.322 @ 6' 7" 0.613 Passed (L/457) 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (1-/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 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 Bca tmS.. Loads to SUPPOlS (li►s) �PPo fiatat {tugiiable,y Required Deatl ' 1110Or Sgow =Total . Accessories 1 - Hanger on 9 1/2" HF beam 5.50" Hanger' 1.50" 309 1712 713 2734 See note' 2 - Hanger on 9 1/2" HF beam 5.50" Hanger' 1.50" 309 1712 713 2734 See note ' • At ranger supports, the I otal tfeanng dimension is equal to tre width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 Caitnectora Sim ,son>Stron -Tie GonnecEors%> f = }. . Support '. Model Seat Length ; r4 PlatlsNails Member Nails , `, /►c[esseries , 1- Face Mount Hanger Connector not found N/A N/A N/A N/A 2- Face Mount Hanger Connector not found N/A N/A N/A N/A t 08aS , Loratioe s Tributary :^ toad FioOr i ire su0w commerhts: -` 1 --Uniform (PSF) 0 to 13' 2" 4' 4" 8.0 60.0 25.0 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 Rueppell Home Design Forte:Software Operator J6b Notes, Eric Rice Plan 3074 ELR Engineering (206) 200-8764 elreng33@gmail.com (t� SUSTAINABLE FORESTRY INITIATIVE 12/3/2015 11:42:33 AM Forte v5.0, Design Engine: V6.4.0.40 3074.4te Page 19 of 19 RENGINEERING Wood Column ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: Renton, WA 98056 Project Descr: phone: 206.200.8764 email: elreng33@gmail.com Description : )> ROOF framing member = post for girder truss at garage Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 _General Information_ _ Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.080 ft ( Used for non -slender calculations ) ELR ENERCALC, Wood Section Name 6x8 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Project ID: Printed: 3 DEC 2015,11:39AM Build:6.15.10.6, Ver.6.15.10.6 Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 41.250 inA2 Cf or Cv for Compression 1.0 Fb - Tension 875.0 psi Fv 170.0 psi Ix 193.359 inA4 Cf or Cv for Tension 1.0 Fb - Compr 875.0 psi Ft 425.0 psi ly 103.984 in^4 Cm: Wet Use Factor 1.0 Fc - Prll 600.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc -Pere 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticityx-x BendingBending Axial • • • y-y g Kf: Built-up columns 1.0 NDS 15.32 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr: Repetitive ? No (non -gib Dory) Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for X-X Axis budding=10.080 ft, K =1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis budding=10.080 ft, K =1.0 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Column self weight included : 90.090 IbsDead Load Factor AXIAL LOADS ... Girder truss: Axial Load at 10.080 ft, D = 2.436, L = 4.382, S = 4.061 k LRH1: Axial Load at 8.0 ft, Yecc = -3.750 in, D = 2.504, S = 2.756 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7436 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.1631 k Bottom along Y-Y 0.1631 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.983 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.03173 in at 5.480 ft above base Applied Axial 13.429 k for load combination : S Only Applied Mx 1.1 k-ft Applied My 0. Along X-X 0.0 in at 0.0 ft above base Fc :Allowable si 509.93 psi for load combination : n/a Other Factors used to calculate allowable stresses .. . PASS Maximum Shear Stress Ratio = 0.02022 :1 Bending Compression Tension Load Combination +D+S+H Location of max.above base 10.080 ft Applied Design Shear 5.930 psi Allowable Shear 195.50 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.624 0.3137 PASS 7.983 ft 0.01230 PASS 10.080 ft +D+L+H 1.000 0.624 0.5151 PASS 7.983 ft 0.01107 PASS 10.080 ft +D+Lr+H 1.250 0.624 0.2458 PASS 7.983 ft 0.008856 PASS 10.080 ft +D+S+H 1.150 0.624 0.6915 PASS 7.983 ft 0.02022 PASS 10.080 ft +D+0.750Lr+0.750L+H 1.250 0.624 0.3949 PASS 7.983 ft 0.008856 PASS 10.080 ft +D+0.750L+0.750S+H 1.150 0.624 0.7436 PASS 7.983 ft 0.01757 PASS 10.080 ft +D+0.60W+H 1.600 0.624 0.2141 PASS 7.983 ft 0.006919 PASS 10.080 ft +D-0.60W+H 1.600 0.624 0.2141 PASS 7.983 It D.006919 PASS 10.080 ft +D+0.70E+H 1.600 0.624 0.2141 PASS 7.983 ft D.006919 PASS 10.080 ft +D-0.70E+H 1.600 0.624 0.2141 PASS 7.983 It D.006919 PASS 10.080 It +D+0.750Lr+0.750L+0.450W+H 1.600 0.624 0.3470 PASS 7.983 ft D.006919 PASS 10.080 It ELR Engineering Project Title: g 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: a E Q F ;lltt�E/fl%CINEER/NG phone; 206.200.8764 email: elreng33@gmail.com i ----- -..... ._ ..... -- .-. __. __ _.__ _._.....__.. _.._J Printed: 3 DEC 2015, 11:39AM Description : )> ROOF framing member = post for girder truss at garage load Comhina#ion Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750Lr+0.750L-0.450W+H 1.600 0.624 0.3470 PASS 7.983 ft 0.006919 PASS 10.080 ft +D+0.750L+0.750S+0.450W+H 1.600 0.624 0.5788 PASS 7.983 ft 0.01263 PASS 10.080 ft +D+0.750L+0.750S-0.450W+H 1.600 0.624 0.5788 PASS 7.983 ft 0.01263 PASS 10.080 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.624 0.5788 PASS 7.983 ft 0.01263 PASS 10.080 ft +D+0.750L+0.750S-0.5250E+H 1.600 0.624 0.5788 PASS 7.983 ft 0.01263 PASS 10.080 ft +0.60D+0.60W+H 1.600 0.624 0.1259 PASS 7.983 ft D.004151 PASS 10.080 ft +0.60D-0.60W+H 1.600 0.624 0.1259 PASS 7.983 ft 0.004151 PASS 10.080 ft +0.60D+0.70E+H 1.600 0.624 0.1259 PASS 7.983 ft 0.004151 PASS 10.080 ft +0.60D-0.70E+H 1.600 0.624 0.1259 PASS 7.983 ft D.004151 PASS 10.080 ft ;Sketches;° II 1�0,879yk Loads are total entered value. Arrows do not reflect absolute direction. ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Lateral Calculations _ W_oo_dW_ o_rk_s_®_ _Sh_earwalls SOFTWARE FOR WOOD DESIGN 3074 1.wsw Woodworks® Shearwalls 10.42 Dec. 3, 2015 09:40:38, Level 2 of 2 68' 64' 60' 56' 52' 48' 44' 40' 36' 32' 28' 24' 20' 16' 12' 8' 4' 0' 0' 4' 8' 12' 16' 20' 24' 28' 32' 36' 40' F�'� WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Dec. 3, 2015 09:40:38 Orange = Selected wall(s) 0' 4' 8' 12' 16' 20' 24' 28' 32' 36' 40' [:] -11 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3074 1.wsw Level 1 of 2 Dec. 3, 2015 09:40:38 Orange = Selected wall(s) 0' 4' 8' 12' 16' 20' 24' 28' 32' 36' 40' Woodworks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.42 3074_1.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project ELR Engineering Plan 3074 1915 Dayton Ave NE, Renton, WA 98056 (206)200-8764, elreng33@gmail.com DESIGN SETTINGS Dec. 3, 201611:37:12 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 + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) - - - - 4.00 1.00 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 when comb' d w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: wall capacity Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION 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 Irregular (Horz or in -plane v. ) Enclosure Enclosed Building System Bearing Wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.600g Ss:1.500g - - - Fundamental Period E-W N-S Site Location: - T Used Approximate Ta 0. 182s 0. 182s 0. 182s 0. 182s Elev: 100ft Avg Air density: 0.0763 lb/cu ft Rigid building - Static analysis Maximum T 0.255s 0.255s Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity (%) 15 15 Fa: 1 . 00 Fv: 1.50 Loaded at 751 Woodworks® Shearwalls 3074_l.wsw Dec. 3, 201511:37:12 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth in Height ft Ceiling 23.50 10.5 Level 14.50 12.0 8.00 Level 4.50 10.0 9.00 Foundation 4.00 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 2 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 2 Structural sheath 24/16 7/16 - 3 Horz 27000 8d Nail N 3 12 Y 1,3 3 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 4 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 835001 8d Nail N 2 12 Y 1 1,2,3 Legena: 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 Ib/in. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing - casing nail; Roof- roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Ai (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-3/4" (gypsum sheathing, 25/32" fiberboard), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8". Cooler or gypsum wallboard nail: 5d =. 086" x 1-5/8" 6d = .092" x 1-7/8" 8d = .113"x 2-3/8" 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df- Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg - Panel edge fastener spacing Fd - Field spacing interior to panels Bk- Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes - Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b in d in Spcg in SG E pSiA6 Standard Wall 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 w6 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 2w3 4 Hem -Fir Stud 1 1.50 5.50 16 1 0.43 1.20 w2 Legena: Wall Grp - Wall Design Group b - Stud breadth (thickness) d - Stud depth (width) Spcg - Maximum on -centre spacing of studs for design, actual spacing may be less. SG - Specific gravity E - Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. Woodworks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (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). 3 Woodworks® Shearwans 3074_1.wsw Dec. 3, 201511:37:12 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit Shearlines Gp Dir Int Ext Vjibs] Max v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Ln1, Lev2 1 S->N 1.0 2125 98.8 98.8 339 1.00 S 339 7278 0.29 1 N->S 1.0 2035 94.7 94.7 339 1.00 S 339 7278 0.28 Level 1 Ln1, Levl 1 S->N 1.0 2859 133.0 133.0 339 1.00 S 339 7278 0.39 1 N->S 1.0 2769 128.8 128.8 339 1.00 S 339 7278 0.38 Line 2 Ln2, Levl 4 S->N 1.0 2196 337.8 337.8 833 1.00 S 833 5416 0.41 4 N->S 1.0 2384 366.7 366.7 833 1.00 S 833 5416 0.44 Line 5 Ln5, Levl 1 S->N 1.0 2263 98.4 98.4 339 1.00 S 339 7786 0.29 1 N->S 1.0 2450 106.5 106.5 339 1.00 S 339 7786 0.31 Line 6 Level 2 Ln6, Lev2 1 S->N 1.0 2451 80.4 80.4 339 1.00 S 339 10325 0.24 1 N->S 1.0 2242 73.5 73.5 339 1.00 S 339 10325 0.22 Level 1 Ln6, Levl 1 S->N 1.0 2815 97.9 97.9 339 1.00 S 339 9732 0.29 1 N->S 1.0 2605 90.6 90.6 339 1.00 S 339 9732 0.27 E-W W For HM-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit Shearlines qp Dir Int Ext V Ibs Max v Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 1 Both 1.0 329 46.9 46.9 339 1.00 S 339 2370 0.14 Level 1 LnA, Levi 1 W->E 1.0 742 106.0 106.0 339 1.00 S 339 2370 0.31 1 E->W 1.0 707 101.0 101.0 339 1.00 S 339 2370 0.30 Line B Level 2 LnB, Lev2 3 Both 1.0 1.0 2076 345.9 345.9 638 638 1.00 A 1276 7656 0.27 Level 1 LnB, Levl 2 W->E 1.0 1.0 3041 - 347.6 638 638 1.00 X 1276 11165 0.27 2 E->W 1.0 1.0 3007 - 343.6 638 638 1.00 X 1276 11165 0.27 Wall B-2 2 W->E 1.0 1.0 1506 347.6 347.6 638 638 1.00 1276 3509 0.27 2 E->W 1.0 1.0 1489 343.6 343.6 638 638 1.00 1276 3509 0.27 Wall B-1 2 W->E 1.0 1.0 2085 347.6 347.6 638 638 1.00 1276 7656 0.27 2 E->W 1.0 1.0 2062 343.6 343.6 638 638 1.00 1276 7656 0.27 Line C LnC, Levl 1 Both 1.0 1587 71.1 71.1 339 1.00 S 339 7560 0.21 Line D Level 2 LnD, Lev2 1 Both 1.0 1541 59.3 59.3 339 1.00 S 339 8802 0.18 Level 1 LnD, Levl 1 W->E 1.0 2983 - 134.6 339 1.00 S 339 7504 0.40 1 E->W 1.0 3021 - 136.3 339 1.00 S 339 7504 0.40 Wall D-4 1 W->E 1.0 1211 134.6 134.6 339 1.00 339 2708 0.40 1 E->W 1.0 1227 136.3 136.3 339 1.00 339 2708 0.40 Wall D-3 l W->E 1.0 1121 134.6 134.6 339 1.00 339 2426 0.40 1 E->W 1.0 1136 136.3 136.3 339 1.00 339 2426 0.40 Wall D-2 1 W->E 1.0 942 134.6 134.6 339 1.00 339 2370 0.40 1 E->W 1.0 954 136.3 136.3 339 1.00 339 2370 0.40 Line E LnE, Levl 1 W->E 1.0 2236 - 123.1 339 1.00 S 339 6150 0.36 1 E->W 1.0 2277 - 125.4 339 1.00 S 339 6150 0.37 Wall E-2 1 W->E 1.0 1272 123.1 123.1 339 1.00 339 2765 0.36 1 E->W 1.0 1295 125.4 125.4 339 1.00 339 2765 0.37 Wall E-3 1 W->E 1.0 1231 123.1 123.1 339 1.00 339 3385 0.36 1 E->W 1.0 1254 125.4 125.4 339 1.00 339 3385 0.37 Line F LnF, Levl 1 Both 1.0 1817 79.0 79.0 339 1.00 S 339 7786 0.23 Lugenu. Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W--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 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 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add 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 = v/Total = 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. WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 HOLD-DOWN DESIGN ( flexible wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Hold-down Cap Ibs Crit Res . Line 1 1-1 L End 0.00 5.00 1 3618 1-1 L Op 3 0.00 7.00 1 368 1-1 R Op 1 0.00 9.00 1 2007 3069 1-1 L Op 2 0.00 15.00 1 1170 1215 1-1 R Op 2 0.00 17.00 1 1208 1109 99 2x sill 1200 0.08 1-1 L Op 3 0.00 25.50 1 1640 1998 1-1 R Op 3 0.00 30.00 1 900 785 115 2x sill 1200 0.10 V Elem 0.00 33.50 1 799 471 328 Refer to upper level 1-1 R End 0.00 36.50 1 1935 3798 Line 2 2-1 R End 7.00 36.50 8 2-2 L End 7.00 36.50 2002 2-2 L Op 1 7.00 38.00 1 444 2-2 R Op 1 7.00 41.50 1 653 2-2 R End 7.00 44.00 1 1987 2-3 L End 7.00 44.50 1 3069 403 2665 STHD14 3500 0.76 2-3 L Op 1 7.00 47.50 1 3331 4526 2-3 R Op 1 7.00 64.00 1 3069 4332 2-3 R End 7.00 67.00 1 3331 2019 1312 STHD14 3500 0.37 Line 5 5-1 L End 30.00 44.00 1 894 3982 5-1 R End 30.00 67.00 1 968 3982 Line 6 6-1 L End 37.00 0.00 1 1539 4854 6-1 L Op 1 37.00 20.50 1 666 864 V Elem 37.00 20.50 1 594 1852 Refer to upper level 6-1 R Op 1 37.00 23.50 1 1367 1630 6-1 L Op 2 37.00 31.50 1 1293 1675 V Elem 37.00 35.00 1 124 459 6-1 R End 37.00 36.50 3611 Line A A-1 L End 12.00 -3.50 572 A-1 R End 24.00 -3.50 2402 A-2 L End 24.00 0.00 1 1431 3782 A-2 L Op 1 27.50 0.00 1 1386 877 509 STHD14 3500 0.15 A-2 R Op 1 33.50 0.00 1 1431 877 554 STHD14 3500 0.16 A-2 R End 37.00 0.00 1 1386 3782 Line B B-1 L End 0.00 5.00 1 5953 9240 B-1 L Op 1 3.00 5.00 1 5917 4652 1265 HTT5-(26)1 4375 0.29 B-1 R Op 1 9.00 5.00 1 5953 4429 1525 HTT5-(26)1 4375 0.35 B-1 R End 12.00 5.00 1 5917 4176 1741 HTT5-(26)1 4375 0.40 B-2 L End 12.00 5.00 1 3157 4024 V Elem 13.50 5.00 1569 Refer to upper level B-2 L Op 1 14.50 5.00 1 3121 518 2603 HTT5-(26)1 4375 0.59 V Elem 22.00 5.00 1595 Refer to upper level B-2 R Op 1 22.50 5.00 460 B-2 R End 24.00 5.00 2223 Line C C-1 L End 0.00 19.00 1 646 2037 C-1 L Op 1 2.50 19.00 1 646 438 207 2x sill 1200 0.17 C-1 R Op 1 6.00 19.00 1 646 706 C-1 L Op 2 12.50 19.00 1 646 1315 C-1 R Op 2 24.00 19.00 1 646 1790 C-1 R End 37.00 19.00 1 646 2780 Line D D-1 L End -1.00 36.50 1 1919 D-2 L End 0.00 36.50 1 1701 5776 D-2 R End 7.00 36.50 1 1238 2938 D-3 L End 7.00 36.50 1 1222 1340 D-3 L Op 1 14.00 36.50 1 1439 2513 V Elem 19.00 36.50 1 278 1644 Refer to upper level D-3 R End 20.00 36.50 68 V Elem 20.00 36.50 1 479 1405 V Elem 21.00 36.50 1 7 552 Refer to upper level D-4 R Op 1 29.00 36.50 1 751 2592 V Elem 35.00 36.50 1 898 Refer to upper level D-4 R End 37.00 36.50 1 1238 4151 Line E E-1 L End -1.00 44.00 1 0 E-1 R End 7.00 44.00 1 1830 6 Woodworks® Shearwans 3074_1.wsw Dec. 3, 201511:37:12 HOLD-DOWN DESIGN ( flexible wind design, continued) E-2 E-2 E-2 E-2 E-3 E-3 Line F F-1 F-1 L End L Op 1 R Op 1 R End L End R End L End R End 7.00 15.00 18.00 20.00 20.00 30.00 7.00 30.00 44.00 44.00 44.00 44.00 44.00 44.00 67.00 67.00 1 1 1 1 1 1 1118 1139 1118 1139 1256 1256 2053 295 132 59 273 2102 2457 2457 844 846 2x sill 2x sill 1200 1200 0.70 0.70 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Obs] Res . Line 1 1-1 L End 0.00 5.00 1 1734 1-1 L Op 2 0.00 7.00 1 209 1-1 R Op 1 0.00 9.00 1 799 1072 1-1 L Op 2 0.00 27.50 1 765 1281 1-1 R Op 2 0.00 33.50 1 799 471 328 2x sill 1200 0.27 1-1 R End 0.00 36.50 1 765 1786 Line 6 6-1 L End 37.00 0.00 1 650 2463 6-1 L Op 1 37.00 20.50 1 594 1152 6-1 R Op 1 37.00 22.50 1 650 619 31 2x sill 1200 0.03 6-1 L Op 2 37.00 32.50 1 594 619 6-1 R Op 2 37.00 34.50 209 6-1 R End 37.00 36.50 1734 Line A A-1 L End 24.00 0.00 1 468 1785 A-1 L Op 1 27.50 0.00 1 468 424 44 2x sill 1200 0.04 A-1 R Op 1 33.50 0.00 1 468 424 44 2x sill 1200 0.04 A-1 R End 37.00 0.00 1 468 1785 Line B B-1 L End 0.00 5.00 1 2796 7026 B-1 L Op 1 3.00 5.00 1 2796 1451 1345 MSTC52 3975 0.34 B-1 R Op 1 9.50 5.00 1 2796 1373 1424 MSTC52 3975 0.36 B-1 R End 12.00 5.00 1 2796 431 2365 MSTC52 3975 0.59 B-2 L End 12.00 3.00 268 B-2 L Op 1 13.50 3.00 1569 B-2 R Op 1 22.00 3.00 1595 B-2 R End 24.00 3.00 314 Line D D-1 L End 0.00 36.50 1 479 3537 D-1 L Op 1 17.00 36.50 1 479 2245 D-1 R Op 1 20.00 36.50 1 479 1347 D-1 L Op 2 29.00 36.50 1 479 1683 D-1 R Op 2 35.00 36.50 1 898 D-1 R End 37.00 36.50 1 1853 Legena: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb ci - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 2015 11:37:12 STHD14 for studs with thickness > 0'-3": (2)2x HF HTT5-(26)16dx2.5 for studs with thickness > 0'-3": (2)2x HF MSTC52 for studs with thickness > 0'-3": (2)2x HF Refer to Shear Results table for perforation factors Co. WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 DRAG STRUT FORCES t flexible wind desiant Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Right Opening 1 0.00 9.00 1 363 352 1-1 Left Opening 2 0.00 15.00 1 103 99 1-1 Right Opening 2 0.00 17.00 1 284 275 1-1 Left Opening 3 0.00 26.00 1 82 79 1-1 Right Opening 3 0.00 30.00 1 281 273 Line 2 2-3 Left Wall End 7.00 44.00 1 554 601 2-3 Left Opening 1 7.00 47.50 1 310 336 2-3 Right Opening 1 7.00 64.00 1 869 944 Line 6 6-1 Left Opening 1 37.00 20.50 1 428 396 6-1 Right Opening 1 37.00 23.50 1 197 182 6-1 Left Opening 2 37.00 32.00 1 366 339 Line A A-2 Left Wall End 24.00 0.00 1 356 339 A-2 Left Opening 1 27.50 0.00 1 89 85 A-2 Right Opening 1 33.50 0.00 1 267 255 Line B 13-1 Left Opening 1 3.50 5.00 1 862 853 B-1 Right Opening 1 9.00 5.00 1 369 365 B-2 Left Opening 1 15.00 5.00 1 1829 1808 Line C C-1 Left Opening 1 3.00 19.00 1 80 80 C-1 Right Opening 1 6.00 19.00 1 56 56 C-1 Left Opening 2 12.50 19.00 1 127 127 C-1 Right Opening 2 24.00 19.00 1 366 366 Line D D-2 Left Wall End 0.00 36.50 1 94 95 D-3 Left Opening 1 14.00 36.50 1 670 679 D-4 Right Opening 1 29.00 36.50 1 526 532 Line E E-2 Left Wall End 7.00 44.00 1 586 597 E-2 Left Opening 1 15.00 44.00 1 167 170 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case -a <-- Line 1 1-1 Right Opening 1 0.00 9.00 1 270 258 1-1 Left Opening 2 0.00 27.50 1 311 297 1-1 Right Opening 2 0.00 33.50 1 94 90 Line 6 6-1 Left Opening 1 37.00 20.50 1 273 250 6-1 Right Opening 1 37.00 22.50 1 139 127 6-1 Left Opening 2 37.00 32.50 1 269 246 Line A A-1 Left Opening 1 27.50 0.00 1 76 76 A-1 Right Opening 1 33.50 0.00 1 76 76 Line B B-1 Left Opening 1 3.50 5.00 1 942 942 B-1 Right Opening 1 9.00 5.00 1 605 605 B-1 Right Wall End 12.00 5.00 1 1402 1402 Line D D-1 Left Opening 1 17.00 36.50 1 300 300 D-1 Right Opening 1 20.00 36.50 1 175 175 D-1 Left Opening 2 29.00 36.50 1 333 333 Legena: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner: Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS NS W For HIW-Cub ASD Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Ln1, Lev2 1 S->N 1.0 2017 93.8 93.8 339 1.00 S 339 7278 0.28 1 N->S 1.0 1911 88.9 88.9 339 1.00 S 339 7278 0.26 Level 1 Ln1, Levl 1 S->N 1.0 2567 119.4 119.4 339 1.00 S 339 7278 0.35 1 N->S 1.0 2598 120.8 120.8 339 1.00 S 339 7278 0.36 Line 2 Ln2, Levl 4 S->N 1.0 1879 289.1 289.1 833 1.00 S 833 5416 0.35 4 N->S 1.0 1899 292.1 292.1 833 1.00 S 833 5416 0.35 Line 5 Ln5, Levl 1 S->N 1.0 2553 111.0 111.0 339 1.00 S 339 7786 0.33 1 N->S 1.0 2566 111.6 111.6 339 1.00 S 339 7786 0.33 Line 6 Level 2 Ln6, Lev2 1 S->N 1.0 2559 83.9 83.9 339 1.00 S 339 10325 0.25 1 N->S 1.0 2365 77.5 77.5 339 1.00 S 339 10325 0.23 Level 1 Ln6, Levl 1 S->N 1.0 3134 109.0 109.0 339 1.00 S 339 9732 0.32 1 N->S 1.0 3146 109.4 109.4 339 1.00 S 339 9732 0.32 E-W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit Shearlines 9p Dir Int Ext V Ibs Max v Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 1 Both 1.0 533 76.1 76.1 339 1.00 S 339 2370 0.22 Level 1 LnA, Levl 1 W->E 1.0 679 97.1 97.1 339 1.00 S 339 2370 0.29 1 E->W 1.0 673 96.2 96.2 339 1.00 S 339 2370 0.28 Line B Level 2 LnB, Lev2 3 Both 1.0 1.0 1691 281.8 281.8 638 638 1.00 A 1276 7656 0.22 Level 1 LnB, Levl 2 W->E 1.0 1.0 3210 - 366.9 638 638 1.00 X 1276 11165 0.29 2 E->W 1.0 1.0 3188 - 364.3 638 638 1.00 X 1276 11165 0.29 Wall B-2 2 W->E 1.0 1.0 1590 366.9 366.9 638 638 1.00 1276 3509 0.29 2 E->W 1.0 1.0 1579 364.3 364.3 638 638 1.00 1276 3509 0.29 Wall B-1 2 W->E 1.0 1.0 2201 366.9 366.9 638 638 1.00 1276 7656 0.29 2 E->W 1.0 1.0 2186 364.3 364.3 638 638 1.00 1276 7656 0.29 Line C LnC, Levl 1 W->E 1.0 2192 98.1 98.1 339 1.00 S 339 7560 0.29 1 E->W 1.0 2186 97.9 97.9 339 1.00 S 339 7560 0.29 Line D Level 2 LnD, Lev2 1 Both 1.0 1721 66.2 66.2 339 1.00 S 339 8802 0.20 Level 1 LnD, Levl 1 W->E 1.0 2197 - 99.1 339 1.00 S 339 7504 0.29 1 E->W 1.0 2204 - 99.4 339 1.00 S 339 7504 0.29 Wall D-4 1 W->E 1.0 892 99.1 99.1 339 1.00 339 2708 0.29 1 E->W 1.0 895 99.4 99.4 339 1.00 339 2708 0.29 Wall D-3 1 W->E 1.0 826 99.1 99.1 339 1.00 339 2426 0.29 1 E->W 1.0 828 99.4 99.4 339 1.00 339 2426 0.29 Wall D-2 1 W->E 1.0 694 99.1 99.1 339 1.00 339 2370 0.29 1 E->W 1.0 696 99.4 99.4 339 1.00 339 2370 0.29 Line E LnE, Levl 1 W->E 1.0 1808 - 99.5 339 1.00 S 339 6150 0.29 1 E->W 1.0 1818 - 100.1 339 1.00 S 339 6150 0.30 Wall E-2 1 W->E 1.0 1029 99.5 99.5 339 1.00 339 2765 0.29 1 E->W 1.0 1034 100.1 100.1 339 1.00 339 2765 0.30 Wall E-3 1 W->E 1.0 995 99.5 99.5 339 1.00 339 3385 0.29 1 E->W 1.0 1001 100.1 100.1 339 1.00 339 3385 0.30 Line F LnF, Levl 1 W->E 1.0 2319 100.8 100.8 339 1.00 S 339 7786 0.30 1 E->W 1.0 2348 102.1 102.1 339 1.00 S 339 7786 0.30 10 Woodworks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 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. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearine. H/W--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 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 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add 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 = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 Woodworks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 � HOLD-DOWN DESIGN ( rigid wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Shear Tensile ASD Holddown Force [Ibs] Dead Uplift Cmb'd Hold-down Cap Obs] Crit Res . Line 1 1-1 L End 0.00 5.00 3618 1-1 L Op 3 0.00 7.00 368 1-1 R Op 1 0.00 9.00 1 1843 3069 1-1 L Op 2 0.00 15.00 1 1097 1215 1-1 R Op 2 0.00 17.00 1 1085 1109 1-1 L Op 3 0.00 25.50 1 1539 1998 1-1 R Op 3 0.00 30.00 1 792 785 8 2x sill 1200 0.01 V Elem 0.00 33.50 1 758 471 288 Refer to upper level 1-1 R End 0.00 36.50 1 1B16 3798 Line 2 2-1 R End 7.00 36.50 8 2-2 L End 7.00 36.50 2002 2-2 L Op 1 7.00 38.00 444 2-2 R Op 1 7.00 41.50 653 2-2 R End 7.00 44.00 1987 2-3 L End 7.00 44.00 1 2626 403 2222 STHD14 3500 0.63 2-3 L Op 1 7.00 47.00 1 2653 4526 2-3 R Op 1 7.00 64.00 1 2626 4332 2-3 R End 7.00 67.00 1 2653 2019 635 STHD14 3500 0.18 Line 5 5-1 L End 30.00 44.00 1 1008 3982 5-1 R End 30.00 67.00 1 1013 3982 Line 6 6-1 L End 37.00 0.00 1 1668 4854 6-1 L Op 1 37.00 20.50 1 828 864 V Elem 37.00 20.50 1 627 1852 Refer to upper level 6-1 R Op 1 37.00 23.50 1 1489 1630 6-1 L Op 2 37.00 31.50 1 1490 1675 V Elem 37.00 35.00 1 131 459 Refer to upper level 6-1 R End 37.00 36.50 3611 Line A A-1 L End 12.00 -3.50 572 A-1 R End 24.00 -3.50 2402 A-2 L End 24.00 0.00 1 1641 3782 A-2 L Op 1 27.50 0.00 1 1634 877 757 STHD14 3500 0.22 A-2 R Op 1 33.50 0.00 1 1641 877 764 STHD14 3500 0.22 A-2 R End 37.00 0.00 1 1634 3782 Line B B-1 L End 0.00 5.00 1 5611 9240 B-1 L Op 1 3.00 5.00 1 5587 4652 935 HTT5-(26)1 4375 0.21 B-1 R Op 1 9.00 5.00 1 5611 4429 1182 HTT5-(26)1 4375 0.27 B-1 R End 12.00 5.00 1 5587 4176 1410 HTT5-(26)1 4375 0.32 B-2 L End 12.00 5.00 1 3333 4024 V Elem 13.50 5.00 1569 Refer to upper level B-2 L Op 1 14.50 5.00 1 3309 518 2791 HTT5-(26)1 4375 0.64 V Elem 22.00 5.00 1595 Refer to upper level B-2 R Op 1 22.50 5.00 460 B-2 R End 24.00 5.00 2223 Line C C-1 L End 0.00 19.00 1 891 2037 C-1 L Op 1 2.50 19.00 1 889 438 451 2x sill 1200 0.38 C-1 R Op 1 6.00 19.00 1 891 706 185 2x sill 1200 0.15 C-1 L Op 2 12.50 19.00 1 889 1315 C-1 R Op 2 24.00 19.00 1 891 1790 C-1 R End 37.00 19.00 1 889 2780 Line D D-1 L End -1.00 36.50 1919 D-2 L End 0.00 36.50 1 1436 5776 D-2 R End 7.00 36.50 1 903 2938 D-3 L End 7.00 36.50 1 900 1340 D-3 L Op 1 14.00 36.50 1 1128 2513 V Elem 19.00 36.50 1 311 1644 Refer to upper level D-3 R End 20.00 36.50 68 V Elem 20.00 36.50 1 535 1405 V Elem 21.00 36.50 1 8 552 Refer to upper level D-4 R Op 1 29.00 36.50 1 374 2592 V Elem 35.00 36.50 898 Refer to upper level D-4 R End 37.00 36.50 1 903 4151 Line E E-1 L End -1.00 44.00 0 E-1 R End 7.00 44.00 1830 12 Woodworks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 HOLD-DOWN DESIGN ( rigid wind design, continued) E-2 E-2 E-2 E-2 E-3 E-3 Line F F-1 F-1 L L R R L R L R End Op 1 Op 1 End End End End End 7.00 15.00 18.00 20.00 20.00 30.00 7.00 30.00 44.00 44.00 44.00 44.00 44.00 44.00 67.00 67.00 1 1 1 1 1 1 904 909 904 909 1603 1623 2053 295 132 59 273 2102 2457 2457 614 632 2x sill 2x sill 1200 1200 0.51 0.53 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 5.00 1734 1-1 L Op 2 0.00 7.00 209 1-1 R Op 1 0.00 9.00 1 758 1072 1-1 L Op 2 0.00 27.50 1 719 1281 1-1 R Op 2 0.00 33.50 1 758 471 288 2x sill 1200 0.24 1-1 R End 0.00 36.50 1 719 1786 Line 6 6-1 L End 37.00 0.00 1 678 2463 6-1 L Op 1 37.00 20.50 1 627 1152 6-1 R Op 1 37.00 22.50 1 678 619 59 2x sill 1200 0.05 6-1 L Op 2 37.00 32.50 1 627 619 8 2x sill 1200 0.01 6-1 R Op 2 37.00 34.50 209 6-1 R End 37.00 36.50 1734 Line A A-1 L End 24.00 0.00 1 760 1785 A-1 L Op 1 27.50 0.00 1 760 424 335 2x sill 1200 0.28 A-1 R Op 1 33.50 0.00 1 760 424 335 2x sill 1200 0.28 A-1 R End 37.00 0.00 1 760 1785 Line B B-1 L End 0.00 5.00 1 2278 7026 B-1 L Op 1 3.00 5.00 1 2278 1451 827 MSTC52 3975 0.21 B-1 R Op 1 9.00 5.00 1 2278 1373 905 MSTC52 3975 0.23 B-1 R End 12.00 5.00 1 2278 431 1847 MSTC52 3975 0.46 B-2 L End 12.00 3.00 288 B-2 L Op 1 13.50 3.00 1569 B-2 R Op 1 22.00 3.00 1595 B-2 R End 24.00 3.00 314 Line D D-1 L End 0.00 36.50 1 535 3537 D-1 L Op 1 17.00 36.50 1 535 2245 D-1 R Op 1 20.00 36.50 1 535 1347 D-1 L Op 2 29.00 36.50 1 535 1683 D-1 R Op 2 35.00 36.50 898 D-1 R End 37.00 36.50 1853 Legend: Line -Walla At wall or opening - Shearline and wall number At vertical element - Shearline Positn - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, includes perforation factor Co, factored forASD by 0.60 Dead- Dead load resisting component, factored forASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes 13 WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 STHD14 for studs with thickness > 0'-3": (2)2x HF HTT5-(26)16dx2.5 for studs with thickness > 0'-3": (2)2x HF MSTC52 for studs with thickness > 0'-3": (2)2x HF Refer to Shear Results table for perforation factors Co. 14 Woodworks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 DRAG STRUT FORCES (rigid wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case -> <_ Line 1 1-1 Right Opening 1 0.00 9.00 1 326 330 1-1 Left Opening 2 0.00 15.00 1 92 93 1-1 Right Opening 2 0.00 17.00 1 255 258 1-1 Left Opening 3 0.00 26.00 1 73 74 1-1 Right Opening 3 0.00 30.00 1 253 256 Line 2 2-3 Left Wall End 7.00 44.00 1 474 479 2-3 Left Opening 1 7.00 47.50 1 265 268 2-3 Right Opening 1 7.00 64.00 1 744 752 Line 6 6-1 Left Opening 1 37.00 20.50 1 476 478 6-1 Right Opening 1 37.00 23.50 1 219 220 6-1 Left Opening 2 37.00 32.00 1 408 409 Line A A-2 Left Wall End 24.00 0.00 1 326 323 A-2 Left Opening 1 27.50 0.00 1 82 81 A-2 Right Opening 1 33.50 0.00 1 245 242 Line B B-1 Left Opening 1 3.50 5.00 1 910 904 B-1 Right Opening 1 9.00 5.00 1 390 387 B-2 Left Opening 1 15.00 5.00 1 1931 1917 Line C C-1 Left Opening 1 3.00 19.00 1 110 110 C-1 Right Opening 1 6.00 19.00 1 77 77 C-1 Left Opening 2 12.50 19.00 1 176 175 C-1 Right Opening 2 24.00 19.00 1 506 504 Line D D-2 Left Wall End 0.00 36.50 1 69 69 D-3 Left Opening 1 14.00 36.50 1 494 495 D-4 Right Opening 1 29.00 36.50 1 387 388 Line E E-2 Left Wall End 7.00 44.00 1 474 476 E-2 Left Opening 1 15.00 44.00 1 135 135 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case -> <_ Line 1 1-1 Right Opening 1 0.00 9.00 1 256 243 1-1 Left Opening 2 0.00 27.50 1 295 279 1-1 Right Opening 2 0.00 33.50 1 89 85 Line 6 6-1 Left Opening 1 37.00 20.50 1 285 263 6-1 Right Opening 1 37.00 22.50 1 145 134 6-1 Left Opening 2 37.00 32.50 1 280 259 Line A A-1 Left Opening 1 27.50 0.00 1 123 123 A-1 Right Opening 1 33.50 0.00 1 123 123 Line B B-1 Left Opening 1 3.50 5.00 1 767 767 B-1 Right Opening 1 9.00 5.00 1 493 493 B-1 Right Wall End 12.00 5.00 1 1142 1142 Line D D-1 Left Opening 1 17.00 36.50 1 335 335 D-1 Right Opening 1 20.00 36.50 1 195 195 D-1 Left Opening 2 29.00 36.50 1 372 372 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. > Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 15 WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Ibs Area s .ft Story E-W Shear [Ibs] N-S Diaphragm E-W Force Fpx [Ibs] N-S 2 43401 1254.5 9591 9591 9591 9591 1 79158 2023.0 9264 9264 15832 15832 All 122559 - 18855 18855 - - 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 = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 16 WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 SHEAR RESULTS ( flexible seismic design) N-S W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plfj Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 1 Both .74 2816 131.0 131.0 179 1.00 S 179 3859 0.73 Level 1 Lnl, Levl 1 Both 1.0 3468 161.3 161.3 242 1.00 S 242 5199 0.67 Line 2 Ln2, Levl 4A Both .72 2382 366.5 366.5 426 1.00 S 426 2768 0.86 Line 5 Ln5, Levl 1 Both 1.0 2264 98.4 98.4 242 1.00 S 242 5561 0.41 Line 6 Level 2 Ln6, Lev2 1 Both 1.0 3898 127.8 127.8 242 1.00 S 242 7375 0.53 Level 1 Ln6, Levl 1 Both 1.0 5085 176.9 176.9 242 1.00 S 242 6952 0.73 E-W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plfJ Crit Shearlines @p Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 1 Both .87 553 79.0 79.0 209 1.00 S 209 1466 0.38 Level 1 LnA, Levl 1 Both .77 1020 145.6 145.6 186 1.00 S 186 1304 0.78 Line B Level 2 LnB, Lev2 3' Both .68 .68 2812 468.6 468.6 310 310 1.00 A 620 3721 0.76 Level 1 LnB, Levl 2 Both .61 .61 3599 - 411.3 276 276 1.00 X 552 4829 0.75 Wall B-2 2 Both .61 .61 1782 411.3 411.3 276 276 1.00 552 1518 0.75 Wall B-1 2 Both .61 .61 2468 411.3 411.3 276 276 1.00 552 3311 0.75 Line C LnC, Levl 1 Both .62 1169 52.4 52.4 151 1.00 S 151 3369 0.35 Line D Level 2 LnD, Lev2 1 Both 1.0 3349 128.8 128.8 242 1.00 S 242 6287 0.53 Level 1 LnD, Levi 1� Both 1.0 5215 - 235.2 242 1.00 S 242 5360 0.97 Wall D-4 1 Both 1.0 2117 235.2 235.2 242 1.00 242 1934 0.97 Wall D-3 1 Both 1.0 1960 235.2 235.2 242 1.00 242 1733 0.97 Wall D-2 1 Both 1.0 1647 235.2 235.2 242 1.00 242 1693 0.97 Line E LnE, Levl 1 Both 1.0 1186 - 65.3 242 1.00 S 242 4393 0.27 Wall E-2 1 Both 1.0 674 65.3 65.3 242 1.00 242 1975 0.27 Wall E-3 1 Both 1.0 653 65.3 65.3 242 1.00 242 2418 0.27 Line F LnF, Levl 1 Both 1.0 1011 44.0 44.0 242 1.00 S 242 5561 0.18 Legena: 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 seismic force along shearline. H/W--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 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add 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 = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "W" indicates 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. 17 WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [Ibs] Dead Ev Cmb'd Hold-down Cap Ibs Crit Res . Line 1 1-1 L End 0.00 5.00 3618 1-1 L Op 3 0.00 7.00 368 1-1 R Op 1 0.00 9.00 2524 3069 716 171 2x sill 1200 0.14 1-1 L Op 2 0.00 15.00 1465 1215 283 534 2x sill 1200 0.44 1-1 R Op 2 0.00 17.00 1465 1109 259 615 2x sill 1200 0.51 1-1 L Op 3 0.00 25.50 2116 1998 466 584 2x sill 1200 0.49 1-1 R Op 3 0.00 30.00 1057 785 183 456 2x sill 1200 0.38 V Elem 0.00 33.50 1059 471 110 698 Refer to upper level 1-1 R End 0.00 36.50 2524 3798 Line 2 2-1 R End 7.00 36.50 8 2-2 L End 7.00 36.50 2002 2-2 L Op 1 7.00 38.00 444 2-2 R Op 1 7.00 41.50 653 2-2 R End 7.00 44.00 1987 2-3 L End 7.00 44.50 3329 403 94 3020 STHD14 3500 0.86 2-3 L Op 1 7.00 47.00 3329 4526 2-3 R Op 1 7.00 64.00 3329 4332 1011 8 STHD14 3500 0.00 2-3 R End 7.00 67.00 3329 2019 471 1782 STHD14 3500 0.51 Line 5 5-1 L End 30.00 44.00 894 3982 5-1 R End 30.00 67.00 894 3982 Line 6 6-1 L End 37.00 0.00 2640 4854 6-1 L Op 1 37.00 20.50 1334 864 202 672 2x sill 1200 0.56 V Elem 37.00 20.50 1033 1852 Refer to upper level 6-1 R Op 1 37.00 23.50 2367 1630 380 1118 2x sill 1200 0.93 6-1 L Op 2 37.00 31.50 2424 1675 391 1140 2x sill 1200 0.95 V Elem 37.00 35.00 215 459 6-1 R End 37.00 36.50 3611 Line A A-1 L End 12.00 -3.50 572 A-1 R End 24.00 -3.50 2402 A-2 L End 24.00 0.00 2111 3782 A-2 L Op 1 27.50 0.00 2111 877 205 1439 STHD14 3500 0.41 A-2 R Op 1 33.50 0.00 2111 877 205 1439 STHD14 3500 0.41 A-2 R End 37.00 0.00 2111 3782 Line B B-1 L End 0.00 5.00 7524 9240 2156 440 HTT5-(26)1 4375 0.10 B-1 L Op 1 3.00 5.00 7524 4652 1086 3957 HTT5-(26)1 4375 0.90 B-1 R Op 1 9.00 5.00 7524 4429 1033 4128 HTT5-(26)1 4375 0.94 B-1 R End 12.00 5.00 7524 4176 975 4322 HTT5-(26)1 4375 0.99 B-2 L End 12.00 5.00 3736 4024 939 650 HTT5-(26)1 4375 0.15 V Elem 13.50 5.00 1569 Refer to upper level 3-2 L Op 1 14.50 5.00 3736 518 121 3338 HTT5-(26)1 4375 0.76 V Elem 22.00 5.00 1595 Refer to upper level B-2 R Op 1 22.50 5.00 460 B-2 R End 24.00 5.00 2223 Line C C-1 L End 0.00 19.00 476 2037 C-1 L Op 1 2.50 19.00 476 438 102 140 2x sill 1200 0.12 C-1 R Op 1 6.00 19.00 476 706 C-1 L Op 2 12.50 19.00 476 1315 C-1 R Op 2 24.00 19.00 476 1790 C-1 R End 37.00 19.00 476 2780 Line D D-1 L End -1.00 36.50 1919 D-2 L End 0.00 36.50 3178 5776 D-2 R End 7.00 36.50 2137 2938 D-3 L End 7.00 36.50 2137 1340 313 1110 2x sill 1200 0.93 D-3 L Op 1 14.00 36.50 2574 2513 586 647 2x sill 1200 0.54 V Elem 19.00 36.50 604 1644 Refer to upper level D-3 R End 20.00 36.50 68 V Elem 20.00 36.50 1041 1405 Refer to upper level V Elem 21.00 36.50 16 552 D-4 R Op 1 29.00 36.50 1112 2592 V Elem 35.00 36.50 698 Refer to upper level D-4 R End 37.00 36.50 2137 4151 Line E E-1 L End -1.00 44.00 0 E-1 R End 7.00 44.00 1830 18 WoodWorksO Shearwalls 3074_1.wsw Dec. 3, 2015 11:37:12 HOLD-DOWN DESIGN ( flexible seismic design, continued) E-2 E-2 E-2 E-2 E-3 E-3 Line F F-1 F-1 L L R R L R L R End Op 1 Op 1 End End End End End 7.00 15.00 18.00 20.00 20.00 30.00 7.00 30.00 44.00 44.00 44.00 44.00 44.00 44.00 67.00 67.00 593 593 593 593 699 699 2053 295 132 59 273 2102 2457 2457 69 64 366 384 2x 2x sill sill 1200 1200 0.31 0.32 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-downfibs] Res . Line 1 1-1 L End 0.00 5.00 1734 1-1 L Op 2 0.00 7.00 209 1-1 R Op 1 0.00 9.00 1059 1072 250 237 2x sill 1200 0.20 1-1 L Op 2 0.00 27.50 1059 1281 299 76 2x sill 1200 0.06 1-1 R Op 2 0.00 33.50 1059 471 110 698 2x sill 1200 0.58 1-1 R End 0.00 36.50 1059 1786 Line 6 6-1 L End 37.00 0.00 1033 2463 6-1 L Op 1 37.00 20.50 1033 1152 269 150 2x sill 1200 0.13 6-1 R Op 1 37.00 23.00 1033 619 144 559 2x sill 1200 0.47 6-1 L Op 2 37.00 32.50 1033 619 144 559 2x sill 1200 0.47 6-1 R Op 2 37.00 34.50 209 6-1 R End 37.00 36.50 1734 Line A A-1 L End 24.00 0.00 788 1785 A-1 L Op 1 27.50 0.00 788 424 99 463 2x sill 1200 0.39 A-1 R Op 1 33.50 0.00 788 424 99 463 2x sill 1200 0.39 A-1 R End 37.00 0.00 788 1785 Line B B-1 L End 0.00 5.00 3788 7026 B-1 L Op 1 3.00 5.00 3788 1451 339 2676 MSTC52 3975 0.67 B-1 R Op 1 9.50 5.00 3788 1373 320 2736 MSTC52 3975 0.69 B-1 R End 12.00 5.00 3788 431 101 3457 MSTC52 3975 0.87 B-2 L End 12.00 3.00 288 B-2 L Op 1 13.50 3.00 1569 B-2 R Op 1 22.00 3.00 1595 B-2 R End 24.00 3.00 314 Line D D-1 L End 0.00 36.50 1041 3537 D-1 L Op 1 17.00 36.50 1041 2245 D-1 R Op 1 20.00 36.50 1041 1347 314 9 2x sill 1200 0.01 D-1 L Op 2 29.00 36.50 1041 1683 D-1 R Op 2 35.00 36.50 898 D-1 R End 37.00 36.50 1853 Legend Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component factored for ASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: STHD14 for studs with thickness > 0'-3": (2)2x HF HTT5-(26)16dx2.5 for studs with thickness > 0'-3": (2)2x HF 19 Woodworks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 MSTC52 for studs with thickness > 0'-3": (2)2x HF Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 20 WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 DRAG STRUT FORCES ( flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y Line 1 1-1 Right Opening 1 0.00 9.00 462 462 1-1 Left Opening 2 0.00 15.00 131 131 1-1 Right Opening 2 0.00 17.00 362 362 1-1 Left Opening 3 0.00 26.00 104 104 1-1 Right Opening 3 0.00 30.00 358 358 Line 2 2-3 Left Wall End 7.00 44.00 630 630 2-3 Left Opening 1 7.00 47.50 353 353 2-3 Right Opening 1 7.00 64.00 990 990 Line 6 6-1 Left Opening 1 37.00 20.50 811 811 6-1 Right Opening 1 37.00 23.50 373 373 6-1 Left Opening 2 37.00 32.00 694 694 Line A A-2 Left Wall End 24.00 0.00 514 514 A-2 Left Opening 1 27.50 0.00 128 128 A-2 Right Opening 1 33.50 0.00 385 385 Line B B-1 Left Opening 1 3.50 5.00 1071 1071 B-1 Right Opening 1 9.00 5.00 459 459 B-2 Left Opening 1 15.00 5.00 2271 2271 Line C C-1 Left Opening 1 3.00 19.00 62 62 C-1 Right Opening 1 6.00 19.00 43 43 C-1 Left Opening 2 12.50 19.00 98 98 C-1 Right Opening 2 24.00 19.00 283 283 Line D D-2 Left Wall End 0.00 36.50 173 173 D-3 Left Opening 1 14.00 36.50 1230 1230 D-4 Right Opening 1 29.00 36.50 964 964 Line E E-2 Left Wall End 7.00 44.00 326 326 E-2 Left Opening 1 15.00 44.00 93 93 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y --> <-- Line 1 1-1 Right Opening 1 0.00 9.00 447 447 1-1 Left Opening 2 0.00 27.50 514 514 1-1 Right Opening 2 0.00 33.50 156 156 Line 6 6-1 Left Opening 1 37.00 20.50 543 543 6-1 Right Opening 1 37.00 22.50 276 276 6-1 Left Opening 2 37.00 32.50 534 534 Line A A-1 Left Opening 1 27.50 0.00 159 159 A-1 Right Opening 1 33.50 0.00 159 159 Line B B-1 Left Opening 1 3.50 5.00 1595 1595 B-1 Right Opening 1 9.00 5.00 1025 1025 B-1 Right Wall End 12.00 5.00 2375 2375 Line D D-1 Left Opening 1 17.00 36.50 814 814 D-1 Right Opening 1 20.00 36.50 474 474 D-1 Left Opening 2 29.00 36.50 905 905 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of.* Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. > Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 21 j WoodWorks@ Shearwalls 3074_1.WsW Dec. 3, 201511:37:12 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Ibs Area s .ft Story E-W Shear [Ibs] N-S Diaphragm E-W Force Fpx [Ibs] N-S 2 43401 1254.5 9591 9591 9591 9591 1 79158 2023.0 9264 9264 15832 15832 All 122559 - 18855 18855 - - 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 = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 22 Woodworks® Shearwalls 3074_1.wsw Dec. 3, 2015 11:37:12 SHEAR RESULTS (riaid seismic desion) N-S W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Pbs] Res . Line 1 Level 2 Lnl, Lev2 1 Both .74 2766 128.7 128.7 179 1.00 S 179 3859 0.72 Level 1 Lnl, Levl 1 Both 1.0 3597 167.3 167.3 242 1.00 S 242 5199 0.69 Line 2 Ln2, Levl 4 Both .72 1873 288.2 288.2 426 1.00 S 426 2768 0.68 Line 5 Ln5, Levl 1 Both 1.0 3618 157.3 157.3 242 1.00 S 242 5561 0.65 Line 6 Level 2 Ln6, Lev2 1 Both 1.0 4331 142.0 142.0 242 1.00 S 242 7375 0.59 Level 1 Ln6, Levl 1 Both 1.0 4557 158.5 158.5 242 1.00 S 242 6952 0.66 E-W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res Line A . Level 2 LnA, Lev2 1 Both .87 964 137.7 137.7 209 1.00 S 209 1466 0.66 Level 1 LnA, Levl 1 Both .77 1067 152.5 152.5 186 1.00 S 186 1304 0.82 Line B Level 2 LnB, Lev2 3 Both .68 .68 2385 397.5 397.5 310 310 1.00 A 620 3721 0.64 Level 1 LnB, Levl 2" Both .61 .61 3749 - 428.5 276 276 1.00 X 552 4829 0.78 Wall B-2 2" Both .61 .61 1857 428.5 428.5 276 276 1.00 552 1518 0.78 Wall B-1 2" Both .61 .61 2571 428.5 428.5 276 276 1.00 552 3311 0.78 Line C LnC, Levl 1 Both .62 2217 99.3 99.3 151 1.00 S 151 3369 0.66 Line D Level 2 LnD, Lev2 1 Both 1.0 3743 143.9 143.9 242 1.00 S 242 6287 0.60 Level 1 LnD, Levl 1 Both 1.0 2814 - 127.0 242 1.00 S 242 5360 0.53 Wall D-4 1 Both 1.0 1143 127.0 127.0 242 1.00 242 1934 0.53 Wall D-3 1 Both 1.0 1058 127.0 127.0 242 1.00 242 1733 0.53 Wall D-2 1 Both 1.0 889 127.0 127.0 242 1.00 242 1693 0.53 Line E LnE, Levl 1 Both 1.0 2206 - 121.5 242 1.00 S 242 4393 0.50 Wall E-2 1 Both 1.0 1255 121.5 121.5 242 1.00 242 1975 0.50 Wall E-3 1 Both 1.0 1215 121.5 121.5 242 1.00 242 2418 0.50 Line F LnF, Levl 1 Both 1.0 2405 104.6 104.6 242 1.00 S 242 5561 0.43 1 nnnnrl 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. """ means that this wall is critical for all 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 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add 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 = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 'W indicates 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. 23 I WoodWorks® Shearwalls 3O74_1.wsw Dec. 3, 201511:37:12 nULU-UUVVN UtbIUN Level 1 Line- 1-1 L End 1-1 L Op 3 1-1 R Op 1 1-1 L Op 2 1-1 R Op 2 1-1 L Op 3 1-1 R Op 3 V Elem 1-1 R End Line 2 2-1 R End 2-2 L End 2-2 L Op 1 2-2 R Op 1 2-2 R End 2-3 L End 2-3 L Op 1 2-3 R Op 1 2-3 R End Line 5 5-1 L End 5-1 R End Line 6 6-1 L End 6-1 L Op 1 V Elem 6-1 R Op 1 6-1 L Op 2 V Elem 6-1 R End Line A A-1 L End A-1 R End A-2 L End A-2 L Op 1 A-2 R Op 1 A-2 R End Line B B-1 L End B-1 L Op 1 B-1 R Op 1 B-1 R End B-2 L End V Elem B-2 L Op 1 V Elem B-2 R Op 1 B-2 R End Line C C-1 L End C-1 L Op 1 C-1 R Op 1 C-1 L Op 2 C-1 R Op 2 C-1 R End Line D D-1 L End D-2 L End D-2 R End D-3 L End D-3 L Op 1 V Elem D-3 R End V Elem V Elem D-4 R Op 1 V Elem D-4 R End Line E E-1 L End E-1 R End pa seismic aeslgi Location [ft] X Y 0.00 5.00 0.00 7.00 0.00 9.00 0.00 15.00 0.00 17.50 0.00 25.50 0.00 30.00 0.00 33.50 0.00 36.50 7.00 36.50 7.00 36.50 7.00 38.00 7.00 41.50 7.00 44.00 7.00 44.50 7.00 47.00 7.00 64.00 7.00 67.00 30.00 44.00 30.00 67.00 37.00 0.00 37.00 20.50 37.00 20.50 37.00 23.50 37.00 31.50 37.00 35.00 37.00 36.50 12.00 -3.50 24.00 -3.50 24.00 0.00 27.50 0.00 33.50 0.00 37.00 0.00 0.00 5.00 3.00 5.00 9.00 5.00 12.00 5.00 12.00 5.00 13.50 5.00 14.50 5.00 22.00 5.00 22.50 5.00 24.00 5.00 0.00 19.00 2.50 19.00 6.00 19.00 12.50 19.00 24.00 19.00 37.00 19.00 -1.00 36.50 0.00 36.50 7.00 36.50 7.00 36.50 14.00 36.50 19.00 36.50 20.00 36.50 20.00 36.50 21.00 36.50 29.00 36.50 35.00 36.50 37.00 36.50 -1.00 44.00 7.00 44.00 2560 1520 1520 2159 1119 1040 2560 2618 2618 2618 2618 1429 1429 2588 1137 1148 2285 2349 239 2759 2759 2759 2759 7105 7105 7105 7105 3892 3892 902 902 902 902 902 902 2317 1153 1153 1642 675 1164 18 8 1153 Tensile ASD Holddown Force [lbs] 3618 368 3069 1215 1109 1998 785 471 3798 8 2002 444 653 1987 403 4526 4332 2019 3982 3982 4854 864 1852 1630 1675 459 3611 572 2402 3782 677 877 3782 9240 4652 4429 4176 4024 1569 518 1595 460 2223 2037 438 706 1315 1790 2780 1919 5776 2938 1340 2513 1644 68 1405 552 2592 898 4151 0 1830 Cap Crit 716 207 2x sill 1200 0.17 283 588 2x sill 1200 0.49 259 670 2x sill 1200 0.56 466 627 2x sill 1200 0.52 183 518 2x sill 1200 0.43 110 679 Refer to upper level 94 23081STHD14 3500 471 10701STHD14 3500 202 475 2x sill 1200 Refer to upper level 380 1035 2x sill 1200 391 1064 2x sill 1200 Refer to upper level 0.66 1 0.311 0.40 0.86 0.89 205 2087 STHD14 3500 0.60 205 2087 STHD14 3500 0.60 2156 21 HTT5-(26)1 4375 0.00 1086 3538 HTT5-(26)1 4375 0.81 1033 3709 HTT5-(26)1 4375 0.85 975 3903 HTT5-(26)1 4375 0.89 939 807 HTT5-(26)1 4375 0.18 Refer to upper level 121 3495 HTT5-(26)1 4375 0.80 Refer to upper level 102 566 2x sill 1200 0.47 165 360 2x sill 1200 0.30 313 126 2x sill 1200 Refer to upper level 328 86 2x sill 1200 Refer to upper level Refer to upper level 0.101 0.071 24 Woodworks® Shearwans 3074_1.wsw Dec. 3, 201611:37:12 HOLD-DOWN DESIGN ( riaid seismic desian. continued) E-2 E-2 E-2 E-2 E-3 E-3 Line F F-1 F-1 L L R R L R L R End Op 1 Op 1 End End End End End 7.00 15.00 18.00 20.00 20.00 30.00 7.00 30.00 44.00 44.00 44.00 44.00 44.00 44.00 67.00 67.00 1103 1103 1103 1103 1662 1662 2053 295 132 59 273 2102 2457 2457 69 64 877 894 2x 2x sill sill 1200 1200 0.73 0.75 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 5.00 1734 1-1 L Op 2 0.00 7.00 209 1-1 R Op 1 0.00 9.00 1040 1072 250 218 2x sill 1200 0.18 1-1 L Op 2 0.00 27.50 1040 1281 299 58 2x sill 1200 0.05 1-1 R Op 2 0.00 33.50 1040 471 110 679 2x sill 1200 0.57 1-1 R End 0.00 36.50 1040 1786 Line 6 6-1 L End 37.00 0.00 1148 2463 6-1 L Op 1 37.00 20.50 1148 1152 269 265 2x sill 1200 0.22 6-1 R Op 1 37.00 23.00 1148 619 144 673 2x sill 1200 0.56 6-1 L Op 2 37.00 32.50 1148 619 144 673 2x sill 1200 0.56 6-1 R Op 2 37.00 34.50 209 6-1 R End 37.00 36.50 1734 Line A A-1 L End 24.00 0.00 1374 1785 417 6 2x sill 1200 0.00 A-1 L Op 1 27.50 0.00 1374 424 99 1049 2x sill 1200 0.87 A-1 R Op 1 33.50 0.00 1374 424 99 1049 2x sill 1200 0.87 A-1 R End 37.00 0.00 1374 1785 417 6 2x sill 1200 0.00 Line B B-1 L End 0.00 5.00 3213 7026 B-1 L Op 1 3.00 5.00 3213 1451 339 2100 MSTC52 3975 0.53 B-1 R Op 1 9.00 5.00 3213 1373 320 2160 MSTC52 3975 0.54 B-1 R End 12.00 5.00 3213 431 101 2882 MSTC52 3975 0.73 B-2 L End 12.00 3.00 286 B-2 L Op 1 13.50 3.00 1569 B-2 R Op 1 22.00 3.00 1595 B-2 R End 24.00 3.00 314 Line D D-1 L End 0.00 36.50 1164 3537 D-1 L Op 1 17.00 36.50 1164 2245 D-1 R Op 1 20.00 36.50 1164 1347 314 131 2x sill 1200 0.11 D-1 L Op 2 29.00 36.50 1164 1683 D-1 R Op 2 35.00 36.50 898 D-1 R End 37.00 36.50 1853 Legena: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component factored for ASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: STHD14 for studs with thickness > 0'-3": (2)2x HF HTT5-(26)16dx2.5 for studs with thickness > 0'-3": (2)2x HF 25 Woodworks@ Shearwalls 3074_1.wsw Dec. 3, 201511:37:12 MSTC52 for studs with thickness > 0'-3": (2)2x FIF Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.61D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 26 WoodWorks® Shearwalls 3074_1.wsw Dec. 3, 2015 11:37:12 DRAG STRUT FORCES (riaid seismic desian) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y -a <--- Line 1 1-1 Right Opening 1 0.00 9.00 479 479 1-1 Left Opening 2 0.00 15.00 136 136 1-1 Right Opening 2 0.00 17.00 375 375 1-1 Left Opening 3 0.00 26.00 108 108 1-1 Right Opening 3 0.00 30.00 372 372 Line 2 2-3 Left Wall End 7.00 44.00 496 496 2-3 Left Opening 1 7.00 47.50 277 277 2-3 Right Opening 1 7.00 64.00 778 778 Line 6 6-1 Left Opening 1 37.00 20.50 727 727 6-1 Right Opening 1 37.00 23.50 334 334 6-1 Left Opening 2 37.00 32.00 622 622 Line A A-2 Left Wall End 24.00 0.00 538 538 A-2 Left Opening 1 27.50 0.00 134 134 A-2 Right Opening 1 33.50 0.00 403 403 Line B 13-1 Left Opening 1 3.50 5.00 1116 1116 B-1 Right Opening 1 9.00 5.00 478 478 B-2 Left Opening 1 15.00 5.00 2366 2366 Line C C-1 Left Opening 1 3.00 19.00 117 117 C-1 Right Opening 1 6.00 19.00 82 82 C-1 Left Opening 2 12.50 19.00 186 186 C-1 Right Opening 2 24.00 19.00 537 537 Line D D-2 Left Wall End 0.00 36.50 93 93 D-3 Left Opening 1 14.00 36.50 664 664 D-4 Right Opening 1 29.00 36.50 521 521 Line E E-2 Left Wall End 7.00 44.00 607 607 E-2 Left Opening 1 15.00 44.00 173 173 Level 2 Drag Strut Line- Position on Wall Location [ft] Force fibs] Wall or Opening X Y -> <_ Line 1 1-1 Right Opening 1 0.00 9.00 439 439 1-1 Left Opening 2 0.00 27.50 505 505 1-1 Right Opening 2 0.00 33.50 153 153 Line 6 6-1 Left Opening 1 37.00 20.50 603 603 6-1 Right Opening 1 37.00 22.50 306 306 6-1 Left Opening 2 37.00 32.50 593 593 Line A A-1 Left Opening 1 27.50 0.00 278 278 A-1 Right Opening 1 33.50 0.00 278 278 Line B B-1 Left Opening 1 3.50 5.00 1353 1353 B-1 Right Opening 1 9.00 5.00 869 869 B-1 Right Wall End 12.00 5.00 2014 2014 Line D D-1 Left Opening 1 17.00 36.50 909 909 D-1 Right Opening 1 20.00 36.50 530 530 D-1 Left Opening 2 29.00 36.50 1012 1012 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of - Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. > Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 27 a, t ELR Engineering 1915.Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Construction Sketches -GENERAL STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1. International Building Code - 2012 edition with local jurisdiction amendments as applicable 2. ASCE / SEI 7-10 Minimum Design Loads for Buildings and Other Structures 3. AF&PA NDS-12 / SPDWS 2008 / WFCM 2012 National Design Specification for Wood Construction / Special Design Provisions for Wind & Seismic / Wood Frame Construction Manual for One and Two Family Dwellings 4. ACI 318-11 Building Code Requirements for Structural Concrete 5. AISC 360-10 / 341-10 Specification for Structural Steel Buildings / Seismic Design Manual 6. AWS D1.1 / D1.1M:2006 / Structural Welding Code -Steel 7. TMS 402-11 / ACI 530-11 / ASCE 5-11 Building Code Requirements for Masonry Structures DESIGN CRITERIA 1. Wind - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure coef f icient (GCpi) _ ± 0.18 2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, SS = 1.500, SI = 0.600, SDS = 1.000, SDI = 0.600, Seismic Design Category = D, Basic seismic -force -resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (Cs) = 0.154 (orthogonal 1) & 0.154 (orthogonal 2),Response modification factor (R) = 6.5 (orthogonal 1) & 6.5 (orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure 3. Roof - Dead: 17 psf Live: 20 psf Snow: 25 psf 4. Floor - Dead: 12 psf Live: 40 psf, 60 psf (deck) 5. Soils - Vertical bearing pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 150 psf/ft of depth Coefficient of friction (capacity): 0.25 (multiplied by dead load) Active design lateral load: 40 psf/ft of depth At -rest design lateral load: 60 psf/ft of depth STRUCTURAL OBSERVATION 1. Structural observation is required only when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION 1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to verify that the site soils provide the minimum vertical bearing pressure capacity stated above. PIPE PILES 1. Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. 2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer's requirements. REINFORCED CONCRETE 1. f'c = 3000 psi(*) at 28 days. Min 5-14 sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. (*) Special inspection is not required - 3000 psi compressive strength is specified for weathering protection only - structural design is based on f'c = 2500 psi. 2. Maximum aggregate size is 7/8". Maximum slump = 4 inches. 3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by volume of concrete). 4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings. S. No special inspection is required. 6. Vibrate all concrete walls. Segregation of materials shall be prevented. ,REINFORCING STEEL 1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318. 2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615. 3. Welded wire mesh shall conform to ASTM A185. 4. Reinforcing steel shall be accurately placed and adequately secured in position. The following protection for reinforcement shall be provided: Min Cover Cast against and permanently exposed to earth - 3" Exposed to earth or weather - 1.5" for #5 bar and smaller 2" for #6 bar and larger Slabs and walls at interior face - 1.5" S. Lap continuous reinforcing bars 32 bar diameters (1'-6" min) in concrete. Corner bars consisting of 32 bar diameter (1'-6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS 1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMBER 1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger: DF #2 (Fb=875 psi) 3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi) 2. Wall studs shall be: Bearing walls with 10'-0" maximum stud length 2x4 HF stud grade or btr at 24" (max) oc - carrying only roof and ceiling 2x4 HF stud grade or btr at 16" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 24" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 16" (max) oc - carrying only two floors, roof and ceiling Non -Bearing walls with maximum stud length noted 2x4 HF stud grade or btr at 24" (max) oc - 10'-0" maximum stud length 2x6 HF stud grade or btr at 24" (max) oc - 15'-0" maximum stud length 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and (1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1)2x king header support for clear spans exceeding 5'-011. 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns. Orient blocking such that wood grain in blocking is oriented vertically. 5. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 6. Provide double blocking between floor joists under all partition walls perpendicular to floor joists. WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD 1. All wood connectors shall be Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.9.1 of the International Building Code. 4. All wood in contact with ground or concrete to be pressure -treated with a wood preservative. 5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: • Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. • Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches from exposed earth. • Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6. All field -cut ends, notches, and drilled holes of preservative -treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the product manufacturer. ,7.wAll wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative -treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcf) ACQ (Alkaline Copper Quat) Greater than 0.40 MCQ (Micronized Copper Quat) Greater than 0.34 CA-B (Copper Azole) Greater than 0.21 CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 uCA-C (Azole Biocide) Greater than 0.14 b) When actual wood preservative retention levels do not exceed the levels in 4.a) above, all wood connectors and fasteners shall, at a minimum, be hot -dipped galvanized by one of the following methods: ■ Continuous hot -dipped galvanizing per ASTM A653, type G185. ■ Batch or Post hot -dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and lag screws, may be hot -dipped galvanized as per ASTM B695, Class 55 minimum. c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. 8. Do not mix stainless steel and hot -dipped galvanized wood connectors and fasteners. 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 10. Where a connector strap connects two wood members, install one half of the total required nails or bolts in each member. 11. All bolts in wood members shall conform to ASTM A307. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANCHORAGE 1. All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG -BOLT 2 Wedge Anchor. Install in accordance with ICC ESR-1771, including minimum embedment depth requirements. NAILS 1. Nailing of wood framed members to be in accordance with IBC 2012 table 2304.9.1 unless otherwise noted. Connection designs are based on "Common Wire" nails with the following properties: Penny Weight Diameter (Inches) Length (Inches) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 GNRARWAT,T.G 1. All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the shearwall schedule. All exterior walls shall be sheathed with 7/16" APA rated sheathing (24/16) - blocked - with minimum nailing 0.131" diameter x 2.5" nails @ 6" OC edges/12" oc field unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous (2)2x top plate. Use (1)Simpson MSTA24 connector each end unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 4. All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. Holdown anchors may be wet -set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with prior approval from the Engineer of Record. Provide the full embedment into concrete as stated on the plans. FLOOR AND ROOF DIAPHRAGMS 1. Apply 23/32" APA rated Sturd-I-Floor(24" oc) nailed to floor framing members with 0.148" diameter x 3" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 2. Apply 7/16" APA rated sheathing(24/16) nailed to roof framing members with 0.131" diameter x 2.5" nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 3. Blocking of interior edges is not required unless noted otherwise on the plans. BUILT-UP WOOD COLUMNS 1. All columns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened per standard detail. 2. All columns not specified or otherwise noted on the plans supporting girder trusses or beams shall be (3)2x studs gang fastened per standard detail. MANUFACTURED WOOD TRUSSES 1. Trusses shall be designed, fabricated, and installed in accordance with the "Design Specifications for Light Metal Plate Connected Wood Trusses" by the Truss Plate Institute. 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of Washington. 3. Roof trusses shall be fabricated of Douglas Fir -Larch or Hem -Fir. 4. All mechanical connectors shall be IBC approved. 5. Submit design calculations, shop drawings and installation drawings stamped by a licensed engineer of all trusses to the owner's representative for review and Building Department approval. 6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written approval of the registered design professional. 7. Where trusses align with shearwalls, a special truss shall be provided that has been designed to transfer the load between the roof sheathing and the shearwall below. This truss shall be designed to transfer a minimum of 100 plf along the full length of the truss. 8. All temporary and permanent bracing required for the stability of the truss under gravity loads and in -plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads transferred to the main building system shall be identified and submitted to the engineer of record for review. PARALLEL STRAND LUMBER (PSL) 1. Parallel strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, E=1.8E6 psi for columns. LAMINATED VENEER LUMBER (LVL) 1. Laminated veneer lumber shall be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, E=2.OE6 psi. 2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 12" OC. Use three rows of 0.148" diameter x 3" nails for beams with depths of 14" or more. 3. Provide full depth blocking for lateral support at bearing points. LAMINATED STRAND LUMBER (LSL) 1. Laminated strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2325 psi, E=1.55E6 psi for beams and Fb=1700 psi, E=1.3E6 psi for beams/columns and Fb=1900 psi, E=1.3E6 psi for planks. GLUED LAMINATED WOOD MEMBERS (GLB) 1. Glued laminated wood beams shall be Douglas Fir, kiln -dried, stress grade combination 24F-V4 (Fb=2400 psi, E=1.8E6 psi) unless otherwise noted on the plans. 2. Fabrication shall be in conformance with current applicable ANSI/AITC A190.1 and ASTM D3737. 3. AITC stamp and certification required on each and every member. WOOD I -JOISTS 1. Joists by Truss Joists/MacMillan or approved equal. 2. Joists to be erected in accordance with the plans and any Manufacturers drawings and installation drawings. 3. Construction loads in excess of the design loads are not permitted. 4. Provide erection bracing until sheathing material has been installed. 5. See manufacturer's references for limitations on the cutting of webs and/or flanges. STEEL CONSTRUCTION 1. Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other shapes and plate) unless noted otherwise. 2. All fabrication and erection shall comply with RISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and RISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre -qualified welds (as defined by AWS) shall be used. 4MA$ONRY 1. Construction shall meet the requirements of IBC Chapter 21. 2. Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of f'm = 1500 psi, using Type "S" mortar, f'c = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an f'c = 2000 psi in maximum lifts of 4'-0". 5. Bond beams with two 45 horizontally shall be provided at all floor and roof elevations and at the top of the wall. 6. Provide a lintel beam with two 45 horizontally over all openings and extend these two bars 2'-0" past the opening at each side or as far as possible and hook. 7. Provide two 45 vertically for the full story height of the wall at wall ends, intersections, corners and at each side of all openings unless otherwise shown. 8. Dowels to masonry walls shall be embedded a minimum of 1'-6" or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under "REINFORCING STEEL". Lap all reinforcing bars 40 bar diameters with a minimum of 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have (1) #5 @ 48" OC horizontally and (1) #5 @ 48" OC vertically. 12. Embed anchor bolts a minimum of 5". GENERAL CONSTRUCTION 1. All materials, workmanship, design, and construction shall conform to the project drawings, specifications, and the International Building Code. 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify the architect of any discrepancies prior to construction. Discrepancies: The contractor shall inform the engineer in writing, during the bidding period, of any and all discrepancies or omissions noted on the drawings and specifications or of any variations needed in order to conform to codes, rules and regulations. Upon receipt of such information, the engineer will send written instructions to all concerned. Any such discrepancy, omission, or variation not reported shall be the responsibility of the contractor. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been completed. 4. The contractor shall coordinate with the building department for all permits and building department required inspections. S. Do not scale drawings. Use only written dimensions. 6. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the architect and the structural engineer. 7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer for approval prior to fabrication or construction. 8. All structural systems which are to be composed of field erected components shall be supervised by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with instructions prepared by the supplier. 9. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, or procedures required to perform the work. 10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record, therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop drawings prior to submitting for review by the engineer of record. Submissions shall include a reproducible and one copy. Reproducible will be marked and returned. Re -submittals of previously submitted shop drawings shall have all changes clouded and dated with a sequential revision number. Contractor shall review and stamp all revised and resubmitted shop drawings prior to submittal and review by the engineer of record. In the event of conflict between the shop drawings and design drawings/specifications, the design drawings/specifications shall control and be followed. r A. r snearwan bcneauie ((1),(2),(3),(7),(13)1 Bottom Bottom Edge Framing plate Bottom plate Bottom Anchor Anchor Top plate ASD Mark Field plate when bolt Top plate ASD per Sheathing (ply/OSB) No. sides sheathed Fastener size fastener spacing fastener member at adjoining when directly plate nail nail spacing directly on bolt dia. spacing, connector connector spacing Vseismic Vwind (+40%) plan (14) spacing panels on wood size in each concrete (8) 2x plate (9),(15) (11),(15) (1 2) (12) (4),(5) 3x plate (10) row 7/16" 0.131" 2x 0.148" 1-row 2x or 3x 72"(2x) A35 or 145 203 W6A 1 6 12 2x dia. x 5/8 PLY/OSB dia. x 2.5" (unblocked) 13" 72"(34 LTP4 pif plf 3.25" 7/16" 0.131" 2x 0.148" 1-row 2x or 3x 72"(2x) A35 or 193 271 WEB PLY/OSB 1 dia. x 2.5" 6" 6" (unblocked) 2x dia. x 101, 5/8" 72"(3x) LTP4 36 plf plf 3.25" 7/16" 0.131" 0.148" 1-row 2x or 3x 68"(2x) A35 or 242 339 W6 1 6" 12" 2x 2x dia. x 5/8 30 PLY/OS8 dia. x 2.5" 8„ 72"(3x) LTP4 pif plf 3.25" 7/16" 0.131" 0.148" 1-row 2x or 3x 48"(2x) A35 or 348 487 W4 1 4" 12" 2x 2x dia. x 5/8 21 PLY/OSB dia. x 2.5" 6" 60"(3x) LTP4 pif pif 3.25" W3 7/16" 1 0.131" 3" 12" 2x 2x 0.148" dia. x 1-row 2x or 3x 5/8" 36"(2x) A35 or 16„ 452 633 PLY/OSB dia. x 2.5" 4" 45"(3x) LTP4 pif plf 32V' 7/16" 0.131" 3x(5) 0.148" 2-rows 2x or 3x 28"(2x) A35 or 594 832 W2 PLY/OSB 1 dia. x 2.5" 2" 12" 2x diax . 7"(6) 5/8" 34"(3x) LTP4 12„ pif pif 3.25" 7/16" 0.131" 3x(5) 0.148" 3-rows 3x A35 or 8" 904 1266 2W3 PLY/OSB 2 dia. x 2.5" 3" 12" 2x dia. x 6"(6) 5/8" 23"(3x) LTP4 pif pif 3.25" 2W2 19/32" 2 0.148" 2 12" 3x(5) 2x 0.148' dia. x 3-rows 4"(6) 3x 5/8" 12"(3x) A35 or 4" 1620 2268 PLY dia. x 3" LTP4 plf pif 3.25" General Notes: (unless noted otherwise) (1) Wall stud framing is assumed to be as per the general structural notes. ELR Engineering 1915 Dayton Ave NE (2) All panel edges are to be supported by framing members - studs, plates and blocking (unless noted otherwise). Renton, WA 98056 (3) Allowable shears in table above assume either 1) wall studs at 24" oc with panel long -axis oriented horizontallyQ 2) wall studs at 16" oc with phone: 206.200.8764 panel long -axis oriented vertically or horizontally. email: elreng33@gmail.com (4) Where the fUR thickness of (2)2x or 3x mudsills are directly connected to wall studs, use (2) 0.148" dia.x4" end nails (20d box) per stud. (5) (2)2x material can be used in lieu of 3x material provided the (2)2x is gang nailed as per the associated shearwall bottom plate nailing. (6) Where bottom plate attachment specifies 2 or more rows of nails into the wood floor below, provide rim joist(s), joist(s) or blocking that has a minimum total width of 2.5 inches. (7) Unless noted otherwise, provide (1)2x treated mudsill with 5/8" diameter anchor bolts at 72" oc and located within 4" to 12" from the cut ends of the sill plate. Provide a minimum of two anchor bolts per mudsill section. (8) Provide .229"x3"x3" plate washers at all anchor bolts in 2x4/3x4 mudsills and .229"x3"x4.1/2" plate washers at all anchor bolts In 2x6/3x6 mudsills. The distance from the Inside face of any structural sheathing to the nearest edge of the nearest plate washer shall not exceed 1/2". Embed anchor bolts 7 inches min. into concrete. Min. anchor bolt concrete edge distance (perp. to mudsill) Is 1-3/4". Min. anchor bolt concrete end distance (parallel to mudsill) is 8". (9) Use 0.131 x 1-1 /2" long nails if connector is in contact with framing. Use 0.131 x 2-1/2" long nails if connector Is installed over sheathing. (101 Adjoining horz. panel joints are not permitted to be located on either side of the top plate or the bottom plate. Locate adjoining horz. panel joints at mid -line of rim joist or at mid -line of blocking in wall above/below. (11) Spacing shown assumes top plate connectors are installed on one side of wall. If installed on both sides of wall, required spacing can be multiplied by two (2). (12) Table above shows ASD allowable unit shear capacity. LRFD factored unit shear resistance is calculated by multiplying ASD values above by 1.6. (13) Shearwalls designated as FTAO (force transfer around openings) or perforated require sheathing and shear nailing above and below all openings for the full extent of the shearwall. (14) Shearwall edge nailing is required along full height of all holdown members. At bulit-up holdown members, distribute edge nailing into all laminations. (15) LTP4's and/or A35's are not required at the top of the shear wall when/where the shear wall is sheathed on one side only And when/where the location of adjoining horz. panel joints meets note (10) requirements. rev. 06.19.15 UPPER ROOF FRAMING PLAN NOTE: ALL OVERFRAME TO BE 2x6" HF#2 FOR SPANS UP TO 10'-0", FOR SPANS OVER 10'-O" USE 2x8" HF#2. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER. NOTE: ENGINEERING FOR SUPPORT OF ROOF FRAMING IS BASED ON THE PROVIDED ROOF TRUSS LAYOUT. VERIFY CONSISTENCY WITH TRUSS MANUFACTURER'S ENGINEERING/LAYOUT WHEN AVAILABLE. W6 W6 W6 O El UPPER FLOOR SW PLAN (1)LTS12 & 6x8 DF2 POST -- - --------�--- I I (1 )LTS 12 & 6x8 DF2 POST -_---_--J L--_---_- GIRDER TRUSS 11 HUC0612-SDS zz I 1 it o`j Ht (TYP) m I MANUFACTURED SCISSORS m _TRUSSES 24" O.C. ABOVE (SEE TRUSS ENGINEERING o -FOR ADDITIONAL INFORMATION) MI �" NII Nw 1 �T s z1 II � �s SD-1 SD-2 o I� II x { (1)LTS12 & 6x8 DF2 POST HUC0612-SDS (1)LTS 12 & 6x8 OF2 POST PROVIDE 2x8 LEDGER _ _ GIRDER TRUSS W/(3)SDS1/4x4.5 SCREWS - - - _ r = - INTO UPPER STORY WALL STUDS (16" C) 6x8 DF2 (TYP) I14.& JlI (4)2x6 POST I I I EPC6Z/6x6 POST(TYP) MANUFACTURED rTTIUSSE� 24"1 O.C. a T a a E TRUSS ENGINEE JNG ,-FOR ADDITIONAL INFORMATION a N a o n I o +(4)2x6 POST m w (2)2x iTRiMMER -4s8 nr� �- 26 - --- 6.12 BE2 (2)2x SD-2 II POINT LOAD ABO /// E J TRIMMER (2)2x6 POST o (3)2x6 POST II II II II m I a oo o � u d > � III N al III o LUS 10-2 II o o gj (2)2x4 POST � w LBW 2 2x12 I o a to HUC46 ,II I� (3)2xI 4 POST la LBW 4x 0 I L W 1 DE2_ 4 F------- ---� OI o ? Lew o' LBW v 2 202 o Q _ Q LBW FLUSH 4x6 DF2 of I I I I (2)12x1 TRIMMER (2)2x POST I I I (3)2.6 POST L J I (3 2x6 POST PF VIDE FULL DEPTH { BL CKING AT CANT. - - - FL R JOISTS (TYP) 6x8 DF2 4x8 DF2 I I L 0 PROVIDE SOLID 13LOCKINGI IN RIM JOIST SPACE UNDER I POINT LOAD _ _ _ _ _ _ Q _ ALL POINT LOADS FROMI ABOVE L -ABeVE ETYPN PROVIDE 2x8 LEDGER 4x8 DF2 W/(3)SDS1/4x4.5 SCREWS EPC67/6x6 POST INTO UPPER STORY WALL CONTINUOUS TO STUDS (16" OC) FOUNDATION (TYP) 6x10 DF2 H 1(TYP) Np LOWER ROOF/UPPER FLOOR FRAMING PLAN 1/4"=I'-0" NOTE: ALL OVERFRAME TO BE 2x6" HF#2 FOR SPANS UP TO 10'-0", FOR SPANS OVER 10'-0" USE 2x8" HF#2. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER, NOTE: ENGINEERING FOR SUPPORT OF ROOF FRAMING IS BASED ON THE PROVIDED ROOF TRUSS LAYOUT. VERIFY CONSISTENCY WITH TRUSS MANUFACTURER'S ENGINEERING/LAYOUT WHEN AVAILABLE. '. y . 18 18 i e W6 ti 'L J� S2 50-2 MAIN FLOOR SW PLAN PBS6 FTG. W/ `N ---- L r --- ---- ---r J I r -------------------- " r I pm I r 36"DIA.x12" THK. I FTC. W/(4)#4 E.W. 4" CONC. SLAB 0/ 4" COMP. FILL I SLOPED 3" TOWARD DOOR d I I I I -S -1 I I I I I I I I I I I I I I I so-1 I I I I I I I I I I US28 'P,c;-/Ua. PT HF2 LED ER I 36"DIA.x12" THK. (2)SDS1 4x4.5016" OC (TYP) 9 FTG. W/(4)#4 E.W. 1 6'-1 6'-11'" r 3'-11" 6'-1" EPC6Z/6x6 POST L_ PBS6 FTG. 6, 2 "SC ( # 4. 'ia i STNOa L, LUSLEDGER F PT (2)SD51/(x4F, 16' OC TYP O ® - LJ -- -- _ --- a I o I PC6Z/6x6 POT 4" CONC. SLAB J 29 I L J ;� C x 4" CC1ClP. ,�fLL Sp_3 PT o 29 0 16" O.0 m, ,n, o 'L6" 4'-0" 4'-0" 2'-b' so-3 10'-O" 7'-0"' . 3) 4"S .x10' THK. 4 .W.(2 LOC.) t1- W4w `^W4 POST J V� �\ mA --(4)2x6 - - --------------------- �6z12 DF2 GIRDER, (3)2x6 4x8 DF2 GIRDER, (3)2x4 PT HF2 POST, HF2 POST, 30" DIA.00' AND 22" DIA.xB" THK. FTG. W/(2)#4 E.W. L (TYP., U.N.O.) -� THK. FTG. W/(3)#4 E.W. I I o (THIS GIRDER LINE, U.N.O.) 1" AIR GAP(TYP) olw o 40" DIA.%10" THK. FTG. CANT.(TYP) I W/(3)#4 E.W. m I n 1 I /®M--� e-- -- Z�---L---� / o 3� _ 25" DIA.z10" THK. � w ,,12" OC N FTG. W/(3)#4 E.W. I SD 1 SD-1 SD-3 I o w 24'" TALL (MIN.) IV m o FULL DEPTH BILK . I STEMWALL (TYP) — POST ABOVE _ j I POST ABOVE 1 25" DIA.x10" THK. FTC. W/(3)#4 E.W. I I T ALONG THIS GIRDER LINE I 29 I I 3' 1 1 11 I �_ 1 ] 1 1., 2 3'-2 3'-2 2 " 2 3-2+ 31 2 2 2 2 2" 2 -2 " 3'-22 3•_2" 3'-2" ` I I I o POST ABOVE 25" DI A.x70" THK. FTG. W/(3)#4 I m x 'ram S GIR PO 3 ABOVE I - - E3_ _ I 1 s NOTE: F (3)2x6 POST PROVIDE SOLID BLOCKING 30"DIA,x10" THK. IN RIM JOIST SPACE UNDER FTG. W/(3)#4 E.W. ALL POINT LOADS FROM I NDATION VENTS TO BE MIN. 30"DIA x1 FTG. /( 0 " )# OF 3'-0" FROM CORNERS PER R408.2 US28 HGRS./2x8 PT HF2 LEDGER ABOVE (TYP) L (2)SDS1/4x4_5016" OC / -- ----- � 4° ao P°s y, ao � �y r �q Sao Q y o so-3 s �aP �� aP so EI '° 3 2z 6 POST m m 5D-2 L - - - - ---J a I HUC610- PBS66, 24"Sa.x73" T, �\ OS W6 HUC610-SOS �" f6 �P FTG. WC.) /(3)#4 E.W.(2 LOG \. IMP P SD-2 x10" THK. E.W.(2 LOC.) 12'-8" CRAWL SPACE PONY WALLS 13'-10" 11'-6" (WHERE OCCUR) SHALL BE 2v6 HF2 STUDS AT 16" OC WITH MAX. PONY WALL LOWER FLOOR FRAMING FOUNDATION PLAN HE(*)IGHT OF 8'-0" / -INDICATES SHEARWAARWALL FOR FULL LENGTH OF PONY 1/4"=1'-O" ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY JOIST MANUFACTURER. WALL TO ACCOMMODATE SITE NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER. GRADE. Ages Engineering, LLI C A Geotechnical and Environmental Services, LLC P.O. Box 935 Puyallup, WA. 98371 (253)845-7000 www.agesengmeenng.com PRELIMINARY GEOTECHNICAL REPORT Lot 1 Riverside Interurban 12604 — 40th Avenue S. FILE Tukwila, Washington Project No. A-1233 CITY 01` ^I:%i'a YtILA DEC 1 1 2015 r ji ` FEWED FOR Q.DE COMPLIANCE PERMIT CENTER ' APPROVED Prepared For: FEB 2 4 2916 BRC Family P. O. Box 731310 fi City of Tukwila Puyallup, Washington 98375 19UILDING DIVISION November 23, 2015 Ages Engineering, LLC Puyallup, WA.98371 P.O. Box 935 Main (253) 845-7000 A Geotechnical and Environmental Services LLC www.ageseiigineering.com November 23, 2015 Project No. A-1233 Bob Rester BRC Family P. O. Box 731310 Puyallup, WA. 98375 Subject: Preliminary Geotechnical Report Lot I - Riverside Interurban 12604 — 40`h Avenue S. Tukwila, Washington 98168 Dear Mr. Rester, As requested, we have conducted a preliminary geotechnical study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates the site is generally underlain by 0.5 feet of old fill overlying native, medium dense to dense tan, silty sand with gravel consistent with glacial till. The native soils became dense and unweathered at a depth of 2.0 feet below surface grades. We did not observe groundwater seepage in any of the test holes excavated on site. In our opinion, the soil and groundwater conditions at the site are suitable for the planned development. The new structure can be supported on typical spread footing foundations bearing on the existing organic -free native soils observed below 0.5 feet on the site, or on structural fill placed above these native soils. Floor slabs and pavements can be similarly supported. Detailed recommendations addressing these issues and other geotechnical design considerations are presented in the attached report. We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Ages Engineering, LLC Page 1 253-845-7000 Respectfully Submitted, Ages Engineering, LLC wS- Bernard P. Knoll, H Principal BPK bpk Project Number: A-1233 Project Name: Lot 1 Riverside Interurban Date: November 23, 2015 Ages Engineering, LLC Page 2 253-845-7000 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION...................................................................1 2.0 SCOPE..........................................................................................I 3.0 SITE CONDITIONS........................................................... • .... • .........2 3.1 Surface.................................................................................2 3.2 Soils....................................................................................2 3.3 Mapped Soils.........................................................................3 3.4 Groundwater..........................................................................3 4.0 GEOLOGIC HAZARDS.....................................................................3 4.1 General..................................................................................3 4.2 Seismic..................................................................................4 4.3 Erosion..................................................................................4 5.0 CONCLUSIONS AND RECOMMENDATIONS.........................................5 5.1 General.................................................................................5 5.2 Site Preparation and Grading.......................................................5 5.3 Excavations...........................................................................6 5.4 Foundations ............................................. •................................7 5.5 Slab -on -Grade Floors................................................................7 5.6 Lower level and Building Walls...................................................8 5.7 Retaining Walls......................................................................9 5.8 Storm water...........................................................................10 5.9 Drainage.............................................................................10 6.0 ADDITIONAL SERVICES...................................................................10 7.0 LIMITATIONS..................................................................................10 Figures SiteVicinity Map...............................................................................Figure 1 Exploration Location Plan.....................................................................Figure 2 GeologicMap..................................................................................Figure 3 Appendix Site Exploration.................................................................. ..Appendix A Ages Engineering, LLG Page 1 253-845-7000 Preliminary Geotechnical Report Lot 1 Riverside Interurban 12604 — 40th Avenue S. Tukwila, Washington 1.0 PROJECT DESCRIPTION We discussed the project with the site developer. According to these conversations, we understand the project site consists of a residential lot located within the recently graded Riverside Interurban Trs. residential development in Tukwila, Washington. The subject site is designated as Lot 1 located at 12604 — 401h Avenue South in Tukwila, Washington. The location of the site is shown on the Site Vicinity Map provided in Figure 1. The site will be developed with a new single-family residence located in the approximate center of the lot. The subject site is a corner lot. The front of the new residence will face 40`h Avenue South to the west. The garage will face South 126`h Street to the north. A driveway extending off of South 1261h Street will provide access to the garage. A retaining wall with a maximum exposed height of 2.5 feet will be constructed along the eastern side of the driveway. The development storm water will remain on site. Storm water from the driveway will sheet flow to a gravel strip located along the western side of the driveway. Storm water from the roof downspouts and the footing drains will discharge to an infiltration trench located along the western side of the new residence. Detailed building plans are currently not available. However, based on our experience with similar projects, we expect the new residence will consist of a two-story wood -framed structure its' main floor constructed as a raised floor over a crawl space. The attached garage will have a slab -on -grade floor. Foundation loads for the structure should be relatively light in the range of 1 to 3 kips per lineal foot for bearing walls and up to 25 kips for column loads. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. 2.0 SCOPE On October 10, 2015, we advanced three hand -augured Test Holes to a maximum depth of 6.0 feet below surface grades. Using the information obtained from our subsurface exploration, we developed geotechnical design and construction recommendations for the project. Specifically this Preliminary Geotechnical Report addresses the following: • Reviewing the available geologic, hydrogeologic and geotechnical data for the site area, and conducting a geologic reconnaissance of the site area. Ages Engineering, LLC _ Page 1 253-845-7000 • Addressing the appropriate geotechnical regulatory requirements for the planned site development, including a Geologic Hazard evaluation. • Advancing three test holes in the planned new development area to a maximum depth of approximately 6.0 feet below surface grades. • Providing geotechnical recommendations for site grading 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, and drainage and erosion control measures. • Providing geotechnical recommendations for design and construction of new foundations and floor slabs, including allowable bearing capacity and estimates of settlement. • Providing geotechnical recommendations for lower level building or retaining walls, including backfill and drainage requirements, lateral design loads, and lateral resistance values. • Provide recommendations for the development storm water. • Providing recommendations for site drainage. It should be noted that our work does not include services related to environmental remediation or design and performance issues related to moisture intrusion through was. An appropriate design professional or qualified contractor should be contacted to address these issues. 3.0 SITE CONDITIONS 3.1 Surface The subject site is a rectangular -shaped residential lot located at 12604 — 40"' Avenue South within the Riverside Interurban Trs. development in Tukwila, Washington. The lot is currently unoccupied. The subject site and surrounding site area were recently graded as part of the Riverside Interurban Trs. residential development. The lot is bordered with S. 126t' Street to the north, 40a' Avenue South to the west, and unoccupied residential Iots to the south and east. The location of the site is shown on the Site Vicinity Map provided in Figure 1. In general, the surface in the vicinity of the site slopes down to the east. Localized grading during development of the area resulted in altered grades on the lot. The surface grades on Lot 1 slope down to the southwest at surface grades ranging from 10 to 35 percent. The ground surface consists of exposed soil. 3.2 Soils The soils we observed in the test holes generally consist of 0.5 feet of old fill overlying native silty sand with gravel consistent with glacial till. We observed 0.5 feet of old fill in the upper portion of all three test holes excavated on the site. Underlying the fill in Test Hole TH-1, located in the center of Lot 1, we encountered native, light brown, moist, dense, silty sand with gravel and cobbles consistent with glacial till. The glacial till Ages Engineering, LLC _ Page 2 253-845-7000 was medium dense and weathered in the upper portions. The dense un-weathered glacial till was encountered at a depth of 2.0 feet below surface grades. Figures A-1 and A-2 present more detailed descriptions of the subsurface conditions encountered in the test holes. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. 3.3 Maimed Soils According to The Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, by Derek B. Booth and Howard H. Waldron, the soils in the vicinity of the site are mapped as (Qvt) Till. The Vashon glacial till was deposited during the Vashon stade of the Frasier glaciation approximately 10,000 years ago. The till was deposited along the base of the advancing glacial ice and consequently over -ridden by the glacial ice mass. The glacial till, and all units under the till, will typically be found in a very dense condition, and will exhibit a high shear strength and low compressibility where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. 3.4 Groundwater We did not encounter groundwater seepage in any of the test holes excavated at the site. However, we encountered weathering in the upper portions of the site soils indicating a seasonal perched water table likely develops at times during the wet winter season. Perched groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). 4.0 GEOLOGIC HAZARDS 4.1 General According to Section 18.45.120 in the City of Tukwila Municipal code defines geologically hazardous areas as follows: "areas of potential geologic instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15%; 2. Class 2 areas, where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils; 3. Class 3 areas, where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%; 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope". Ages Engineering, LLC _ Page 3 253-845-7000 Based on the current site grades observed by us, the general site area has occasional slopes of 15 percent and is therefore classified as "Class 1" — areas where landslide potential is low. Slopes between 15 and 40 percent are present to the east and west of the subject site. These areas are classified as "Class 2" - areas where the landslide potential is moderate. According to Section 18.45.120 (C) in the City of Tukwila Municipal code, "each development proposal containing or threatened by an area of potential geologic instability Class 2 or higher shall be subject to a geotechnical report pursuant to the requirements of TMC Chapter 18.45.040 C, and 18.45.060. The geotechnical report shall analyze and make recommendations on the need for and width of any setbacks or buffers necessary to achieve the goals and requirements of TMC Chapter 18.45. Development proposals shall then include the buffer distances as defined within the geotechnical report". Based on our study, the site is underlain with dense to very dense silty sand with gravel consistent with glacial till that will exhibit a high shear strength and low compressibility, even in a steeply sloping environment. Due to the existence of dense, relatively impermeable glacial till underlying the site, it is our opinion that the site is inherently stable and no buffers or setbacks are necessary to protect the site and adjacent properties from the Class 2 potential geologic instability designation. 4.2 Seismic The state of Washington has adopted the 2003 International Building Code (IBC). Based on the soil conditions encountered and the local geology, per chapter 16 of the 2003 (IBC) site class "C" can be used in structural design. This correlates to Soil Profile Type Sc in the 1997 Uniform Building Code (UBC). This is based on the inferred range of SPT (Standard Penetration Test) blow counts for the upper 100 feet of the site relative to hand excavation progress and probing with a %-inch diameter steel probe rod. The presence of glacially consolidated soil conditions were assumed to be representative for the site conditions beyond the depths explored. 4.3 Erosion Temporary Erosion and Sediment Control (TESL) measures must be in place prior to and maintained during construction activity at the site. In our opinion, the potential for erosion is not a limiting factor in site development. Erosion hazards can be mitigated by applying Best Management Practices (BMPs) outlined in the Washington State Department of Ecology's (Ecology) Stormwater Management Manual for Western Washington. Temporary Erosion and Sediment Control (TESC) measures, as required by the City of Tukwila, should be in place prior to the start of construction activities at the site. Ages Engineering, LLC Page 4 253-845-7000 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed development. The new structures can be supported on conventional spread footings bearing on the native organic -free soils observed below a depth of 0.5 feet on the site, or on structural fill placed above these native soils. Floor slabs can be similarly supported. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and constriction specifications. 5.2 Site Preparation and Grading To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new development areas. The old fill observed in the upper 0.5 feet will not be suitable for support of structural elements. Prior to construction these existing old fill soils should be removed from under areas of new foundations and floor slabs. Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, and to provide adequate foundation and floor slab support, the native subgrade must be in a stable condition. Prior to placing structural fill, and to prepare the foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of Ages Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native surface soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as Ages Engineering, LLC _ Page 5 253-845-7000 structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on - site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular soil that meets the following gradation requirements: U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the'/e inch fraction Prior to use, Ages Engineering, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. 5.3 Excavations All excavations at the site associated with confined spaces, such as utility trenches and lower level building and retaining walls, must be completed in accordance with local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the existing near -surface fill soils and the upper weathered portions of the native silty sand soils would be classified as Type C soils. The deeper dense, unweathered silty sand with gravel soils would be classified as Type A soils. According to WSHA, 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 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane 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 excavation 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 slope crest. If these safe temporary slope inclinations cannot be achieved due to property line constraints, shoring may be necessary. Ages Engineering, LLC Page 6 253-845-7000 This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. 5.4 Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free native soils or on structural fills placed above these native soils. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. As discussed in the "Site Preparation and Grading" section of this report, the existing fill soils observed in the upper 0.5 feet of the site will not be suitable for support of structural elements. Prior to construction these existing fill soils should be removed from under new foundation areas. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 3,000 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 325 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Foundation Parameter Summary Descri Lion *Design Value Net Allowable Bearing Capacity 3,000 psf Friction Coefficient 0.35 Lateral Resistance 325 pcf 'Details regarding the use of these parameters are provided in the section above. 5.5 Slab -On -Grade Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. As discussed in the "Site Preparation and Grading" section of this report, the existing fill soils observed in the upper 0.5 feet of the site will Ages Engineering, LLC _ Page 7 253-845-7000 not be suitable for support of structural elements. Prior to floor slab construction, these organic soils should be removed from under new floor slab areas. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a firm and unyielding condition. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will not assist in uniform curing of the slab, and may serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively drain the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. 5.6 Lower Level and Building Walls The magnitude of earth pressure development on below -grade walls, such as basement or retaining walls, will greatly depend on the quality of the wall backfill and the wall drainage. We recommend placing and compacting wall backfill as structural fill. Wall backfill below structurally loaded areas, such as pavements or floor slabs, should be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM Test Designation D-1557 (Modified Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To guard against hydrostatic pressure development, drainage must be installed behind the wail. We recommend that wall drainage consist of a minimum 12 inches of clean sand and/or gravel with less than three percent fines placed against the back of the wall. In addition, a drainage collector system consisting of 4-inch perforated PVC pipe should be placed behind the wall to provide an outlet for any accumulated water. The drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. The wall drainage material should be capped at the ground surface with 1-foot of relatively impermeable soil to prevent surface intrusion into the drainage zone. Alternatively, the 12-inch wide drainage layer placed against the back of the wall can be replaced with a Mirafi G100N Drainage Board, or an approved equivalent. If drainage board is used, the 4-inch perforated PVC pipe should be covered with at least 12 inches of clean washed gravel and the drainage board should be hydraulically connected to drainpipe and surrounding gravel. With wall backfilI placed and compacted as recommended and the wall drainage properly installed, unrestrained walls can be designed for an active earth pressure equivalent to a fluid weighing 35 pcf. For restrained walls, an additional uniform lateral pressure of 100 psf should be included. These values assume a horizontal backfill condition and that no other surcharge Ages Engineering, LLC _ Page 8 253-845-7000 loading, such as traffic, sloping embankments, or adjacent buildings, will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of the wall foundation and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the "Foundations" section of this report. Lower Level Building and Retaining Wall Parameter Summary Description Condition *Design Value Earth Pressure Unrestrained 35 pcf Earth Pressure Restrained Additional 100 psf Earth Pressure Surcharge Dependant upon magnitude *Details regarding the use of these parameters are provided in the section above. 5.7 Retaining Walls To accommodate the planned finish grades, there will be one retaining wall constructed on Lot 1. The retaining wall will be constructed along the eastern side of the driveway and will have a maximum exposed height of 2.5 feet. We expect the new retaining wall will consist of a segmental block wall. Segmental Block Wall, If the new retaining wall will consist of segmental block walls, we recommend they consist of the Allan Block Retaining Wall System, or an equivalent approved by us. New Allan Block® walls that are 4.67 feet (7 blocks) or less in height can be constructed as gravity walls. The new retaining walls should be constructed according to the manufacturers' specifications and the recommendations provided in this report. We recommend the following recommendations be incorporated into the construction of the wall: • We recommend using the Allan Block® AB Stones with a 12 degree batter. • If a cap block is used, it must be entirely above ground and as such will not be considered in the total height of the wall. • A minimum of 12 inches of toe embedment is necessary for erosion protection purposes. • If the wall will have a maximum total height of no more than 4.67 feet (7 blocks), the Allan Block® AB Stone blocks with a 12 degree batter can be used to construct a gravity wall and therefore no reinforcement will be necessary behind the wall. • If the wall will have a maximum total height of more than 5.33 feet (8 blocks), geogrid reinforcement will be necessary. • The Allan Block® wall can be used to support the existing medium dense to dense native soils, or new structural fill. • With the wall constructed as recommended in this report, no drainpipe will be necessary behind the wall. • A 6-inch thick layer of crushed rock should be placed along the wall subgrade to provide a leveling course. Ages Engineering, LLC Page 9 253-845-7000 5.8 Storm Water The storm water collected in the roof and foundation drains will discharge to an infiltration trench before overflowing into the existing storm system in the site roadways. 5.9 Site Drainage .Surface, Final exterior grades should promote free and positive drainage away from the building area. All ground surfaces, pavements, and sidewalks should be sloped away from the structure. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structure. Subsurface, We recommend installing a continuous drain along the lower outside edge of the perimeter building foundation. The foundation drain should be tightlined to an approved point of controlled discharge. The roof drain should not be connected to the footing drains unless a backflow device will be installed, or an adequate gradient will prevent backflow into the footing drains. Subsurface drains must be laid with a gradient sufficient to promote positive flow to the point of discharge. All drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. 6.0 ADDITIONAL SERVICES Ages Engineering, LLC should review the final project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configura- tions or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. 7.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Ages Engineering, LLC and is intended for the exclusive use of BRC Family and Ages Engineering, LLC Page 10 253-845-7000 their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of construction. If variations appear evident, Ages Engineering, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Ages Engineering, LLC Page 11 253-845-7000 C"" 507 Cq sM Cavrry �y ?` ., S ire 1r. y ;Tlot, •�4 a� tr^srn,r �i- ' r _ r. SW wth u S 1160 St '" `. .. ;authtyrl 14f ' S i HC slits 0 It 12 Vh sl 1N12.'-. S7..Yh 2 ' SW •241n it 6 t ; 5124!h St f IJUL z] � -��� Watt, St $1291h st i S t2hh St sw Y Ise SOD < Pr t S 132rro St ;133rj5 ` 5 1341h \t Sw 13-11" 41 f to^Ih St 1 liCtn St < C Cw r 7 S 1401n $1 154 7� L4ir S 142na 1t b SW 141-0 sl 6 . .. r S 1441ts St '" . 1* W1h St S 4'1h St i SAP-, sl & 1 swl u` •h it - . . fi Sw 1;2Pd SI S t;2ye3 St S IyiM S[ t i a -4S .st !uln k f�+t715e . - s tshth Sr f:Y (.Q't1f'a1 J f ISM =t FrVr ..a C th $I SW %Off, st s with st s Imb st Leave Preview Feedback Tips .,. 200b1iw SOG sr. ° ,•Snu lCtic Approximate Site Location -Id Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agcsengmeering.com Site Vicinity Map Lot 1 - Riverside Interurban 12604 — 401h Avenue S. Tukwila, Washington 4, ' y r A I ; 3 KEY: APPROXIMATE LOCATION OF TEST HOLE TH-1 0 Ages Engineering, LLC P. O. Box 935 Puyallup, WA.98371 Main (253) 845-7000 www.agesengineering.coun Exploration Location Plan Lot 1 - Riverside Interurban 12604 — 40'b Avenue S. Tukwila, Washington Project No.: A-1233 I November 2015 1 Figure 2 Qvi j Qpf tM Qpogr, Qpor QV l Approximate Site Location Ages Engineering, LLC P. O. Boa 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Geologic Map Lot 1 - Riverside Interurban 12604 — 40`h Avenue S. Tukwila, Washington Project No.: A-1233 I November 2015 F Figure 3 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Lot I - Riverside Interurban Tukwila, Washington On October 10, 2015, we explored subsurface conditions at the site by excavating three hand -augured test holes to a maximum depth of 6.0 feet below surface grades. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. The test hole logs are presented on Figure A-2. A geotechnical engineering representative from our office conducted the field exploration, maintained a log of each test hole and, classified the soils encountered, collected representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-L Representative soil samples obtained from the test holes were placed in sealed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test hole logs. Project No. A-1233 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL GW Well -Graded GRAVEL WITH GP Poorly -Graded GRAVEL GRAVEL < 5 % FINES GRAVEL GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay WITH COARSE More than 50% Of Coarse Fraction Retained on BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAINED No. 4 Sieve GRAVEL GM Silty GRAVEL SOILS WITH > 15 % FINES GC Clayey GRAVEL SAND SW Well -Graded SAND WITH SP Poorly -Graded SAND More than 50% Retained on SAND < 5 % FINES No. 200 Sieve SAND SW-SM Well -Graded SAND with silt SW -SC Well -Graded SAND with clay WITH More than 50% Of Coarse Fraction Passes BETWEEN 5 AND 15 % FINES SP-SM Poorly -Graded SAND with silt SP-SC Poorly -Graded SAND with clay No. 4 Sieve SAND SM Silty SAND WITH > 15 % SC Clayey SAND FINES FINE GRAINED Liquid Limit Less than 50 ML Inorganic SILT with low plasticity CL Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity SOILS SILT AND CLAY MH Elastic inorganic SILT with moderate to high plasticity More than 50% Passes Liquid Limit 50 or more CH Fat inorganic CLAY with moderate to high plasticity Organic SILT or CLAY with moderate to high plasticity No. 200 Sieve HIGHLY ORGANIC SOILS PEAT NOTES: (1) Soil descriptions are based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit_ Dashed lines indicate stratigraphic change within the unit. (3) Fines are material passing the U.S. No. 200 Sieve. AgesA Engineering, LLC g Unified Soil Classification System (USCS) Lot I - Riverside Interurban P_ O. Box 935 Puyallup, WA. 98371 12604 — 4e Avenue S. Main (253) 845-7000 Tukwila, Washington www.agesen&eering.com Project No.: A-1233 November 2015 Figure A-1 P.O. Box 935 es w LLC A En ineerinPupflup,XVA.98371 g g g/o6roe (253) 845-7000 Test Hole TH-1 DATE: October 10, 2015 LOGGEDBY: BPK ELEV: Depth Soil Description Notes (feet) M% I Other 0 5 Light brown mottled orange silty SAND with gravel and cobbles to 3 inches, medium dense, moist. (SM) (Weathered Glacial Till) Light brown silty SAND with gravel and cobbles to 4 inches, dense, moist. (SM) (Glacial Till) Test hole terminated at 6.0 feet below surface grades. No groundwater seenaee encountered. Test Hole TH-2 DATE: October 10, 2015 LOGGED BY: BPK ELEV: Depth Soil Description Notes (feet) I I M% IOther 0 5 Light brown silty SAND with gravel and cobbles to 4 inches, dense, moist. (SM) (Glacial Till) Test hole terminated at 6.0 feet below surface grades. No groundwater seepage encountered. Test Hole TH-3 DATE: October 10, 2015 LOGGED BY: BPK ELEV: Depth Soil Description Notes (feet) M%o I Other 5 Light brown silty SAND with gravel and cobbles to 4 inches, dense, moist. (SM) (Glacial Till) Test hole tenninated at 6.0 feet below surface grades. No groundwater seepage encountered. Figure A-2 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director January 07, 2016 BOB RESTER PO BOX 731310 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0307 RIVERSIDE INTERURBAN - LOT 1 - 12604 40TH AVE S Dear BOB RESTER, 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 DEPARTMENT: Rebecca Fox at 206-431-3683 if you have questions regarding these comments. 1) All roof surfaces must meet the minimum 5:12 pitch. (Tukwila Municipal Code 18.50.050) Correct 4:12 pitch, sheet A-O 2) Label building heights on all finished elevations. Measure from average grade plane to mid -point of highest point. • 3) Certificate of Sewer Availability legal description incorrectly refers to Lot 2, rather than Lot 1 of Tukwila SP L09-059--Correct this form to show Lot 1. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, c Bill Rambo Permit Technician File No. D15-0307 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 111 Indemnification and Hold Harmless and rermit i emporary in Nature Reference Number(s) of Related Document(s): D15-0307 Grantor: BRC FAMILY, LLC, a Washington State limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 40"' Ave. South and adjacent to 12604 40"' Ave. South. Abbreviated Work Description: Work within the City Right -of -Way including: pavement cut & restoration, driveway access, water service line with water meter, sanitary side sewer, storm drainage, street use, utilities and 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 WH REO , said individual s) have caused this instrument to be executed this � day of � , 2qJ— ignature / Property Owner STATE OF WASHINGTON ) )ss. COUNTY OF KING ) I certify I have know or have satisfactory evidence that �(fiq CS 7&) o"j n is the person who appeared before me, and said person acknowledged that he signed this instrument on oath stated that he was authorized to execute the instrument and acknowledge as the . .... o?K,r rn leg4, i,,+ of BRC FAMILY, LLC, a limited liability company, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated D -h 3'/ (v LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON ._COMMISSION EXPIRES MAY 29, 2018 Notary Public in and for the State of Washington residing at :nktj ► �CA- My appointment expires 65I �q !/ Page 2of3 r DATED this � day of Marc—k— , 2016. GRANTEE: CITY of TUKWILA By: 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 t my hand and official seal the day and year first above written. 1 LAURIE A. WERLE Name: NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 NOTARY PUBLIC, in and for the State of Washington, residing at �(9�Lu`1 Cl My commission expires: Page 3of3 i PERMIT COOK® COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0307 DATE: 01/26/16 PROJECT NAME: RIVERSIDE INTERURBAN - LOT 1 SITE ADDRESS: 12604 40 AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Pen -nit Issued DEPARTMENTS: Building Division ❑ Fire Prevention ❑ Planning Division ❑I Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 01/28/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/25/16 Approved ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/1 MOD y PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0307 DATE: 12/16/15 PROJECT NAME: RIVERSIDE INTERURBAN - LOT 1 SITE ADDRESS: 12604 40TH AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARtMENTS i AT Auk I ---lg i,�- Cor,-2 I-6-1 � Building Division Fire Prevention Planning Division Public Works Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 12/17/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: DATE: DUE DATE: 01/14/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping V— PW ❑ Staff Initials: ] 2/18/2013 City of Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: hyR:!/www.ci.tukwila.wa.us Revision submittals must be submitted in personal the Permit Center. Revisions will not be accepted through the mail, fax, etc. o. Date: % o'?S �l�D Plan ChecldPermit Number: D15-0307 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ RECEIVED Revision # „^ after Permit is Issued CITY OF TUKWILA ❑ Revision requested by a City Building Inspector or Plans Examiner JAN 2 6, 2016 Project Name: Riverside Interurban —Lot 1 PERMIT CENTER Project Address: 12604 40 Ave S Contact Person: 3J �� �t'S' I t r Phone Number: .Rnmmsiry of Revicinn: L-v I 1 Sheet Number(s): 40 ^ A "Cloud" or highlight all areas of revision including dat"revislo Received at the City of Tukwila Permit Center by: S�-- Entered in TRAKiT on k —V \applications orms-applications on line\revision submittal Created: 8-13-2004 Revised: Cli� of Tukwila cF��ICAII�A�BII.,I WATER Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hqp://www.TukwilaWA,Pov 16 ROM PERMIT NO.: Part A: To be completed by applicant Site address (attach map and le al description showing hydrant location and size of main): 17/_AU LlA't•h .1a < '77LJ^/_/)-- /i/_/_11 Owner Information -Agent/Contact Person Name: C - 1 ;Name: rr Address: % ✓ Address: O L l" s - Phone: — Phone: This certificate is for the purposes of s, Residential Building Permit . ❑ Preliminary Plat ❑ Short Subdivisionr, 1 :,r + Commercial/Industrial Building Permit ❑ Rezone ❑ Other fl Estimated number of service connections and water meter size(s): f DIX 1 1 21,E Vehicular distance from nearest hydrant to the closest point of structure is ft, Area is served by (Water Utility District): Owner/Ag t Date PERMIT CENT -t Part B: To be completed by water utility district 1. The proposed project is within -T u.1G V) t G./4 K r/uc (City/County) 2. EE No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2i 9 D ® gpm at 20 psi residual for a duration of 2 hours at a velocity of 16 fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct. i nsa Co u w3TU W E6T-2 D i ST- i c 125 9 — 3 o °— /'�' Agency one By Date ��tp;RZ-S Zob-Z�l2—`TS47 �--• � 9-36-15 Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the.City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature Date ))'IS -- District Representative M-.AAA- Pa,c Date 9 - 3o --15 3460 S 148th suite 100 Seattle, WA 98768 Phone. (206) 242 3236 Far. (206) 242-1527 CERTIFICATE OF SEW I,VAILABILIC�Y /..NON MINIM Residential.- $ 50.00 Commercial. -$ Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A• (To Be Completed ly ARplicantl Purpose of Certificate: (K Building Permit ❑ Short Division Proposed Use: ❑ Preliminary Plat or PUD ❑ Rezone ❑ Commercial Residential Single Family 0 Residential Multi -Family Applicant's Name ❑ Other ❑ Other Phone Number a53 _ d Property Address S 6� Tax Lot Number 73 c Legal Description (Attach Map and legal Description if Necessary); lIlrr5 Rccorr,��n� f nt�!'(nP n aol ao31sgocao9 Rs 4.0 - sD IGi�W� A Sp s P �o�� firs ;n 1..Ogf L"d f of SA Pltif` Part B. (,To be Completed by Sewer Agency) 1. a. A Sewer Service will be provided by side sewer connection only to an existing size sewer ❑ [E feetfrom the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) The construction of a collection system on the site and/or ❑ (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR C` a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; Permit $ r/O r/ O a. District Connection Charges due prior to connection: GFC: $, SFC: $ Unit: $ I Total $ p a o (Subject to Change on January 1 st) Either a King County/METRO Capaci Charge, �......... WSSD or Midway Sewer District Connection ._ _ 1_ _ CORRECTION! Lyn bps-o30"7 RE:C2:1V D CITY OF TUIMPLA JA N 2 6 2016 PERMIT T CENTER rClip. r4#1r 3460 S 148th Suite 100 t Seattle, WA 98768 eiFTA Phone: (206) 242-3236 J ! Fax: (206) 242-1S27 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential. $ 50.00 Commercial. $100.00 3 Certificate of Sewer Availability OR Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant) Purpose of Certificate: jK Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial IRI Residential Single Family ❑ Residential Multi -Family ❑ Other Applicant's Name C rn Phone Number 5z id Property Address j a (� ��` A s �� Tax Lot Number %3 (� Legal Description (Attach Map and legal Description if Necessary); Vdr r!5 i e' nt.c" r b,Q r� -T-RS L_o a cr ` 0- ,Yw , A 5 P R��Qrd�rs aoI s9ocoog - Sp Of Part B: (To be Completed by Sewer Agency) 1 ❑ a. A Sewer Service will be provided by side sewer connection only to an existing �� size sewer p� feetfrom the site and the sewer system has the capacity to serve the proposed use. ❑ b. Sewer service will require an improvement to the sewer system of: cr ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) The construction of a collection system on the site and/or DEC 1 1 2015 ❑ (3) Other (describe) F P - tUit I- G E N TE 2. Must be completed if 1. b above is checked (71 a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C, b. The sewer system improvement will require a sewer comprehensive amendment. 3. 0 a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR C a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; Permit $ `�©o o 1. a. District Connection Charges due prior to connection: GFC: $ SFC: $F. Unit: $ Total $ OO a a (Subject to Change on January 1 st) Either a King County/METRO Capacit Charge, SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. 0;0 112 b. Easements: Required ❑ May be Required c. Other I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. BY /Zo� /"^'he»y.�/-1 Title s �,� S: ee/a i Date I /O Oj Zoi ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -pasty beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that 1 have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date Reset Fo I rint Form BRC FAMILY LLC Page 1 of 2 Home I.ispafiol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries BRC FAMILY LLC Owner or tradesperson PO BOX 731310 PUYALLUP, WA98373 Principals 253-881-3035 RILEY, MERRITT ANN, PARTNER/MEMBER PIERCE County MORRISON, LORI DEE, PARTNER/MEMBER (End: 12/02/2015) RILEY, WILLIAM JOSEPH, PARTNER/MEMBER (End: 12/02/2015) RILEY, ALTHEA VERA, PARTNER/MEMBER (End: 12/02/2015) Doing business as BRC FAMILY LLC 0 A-L Index Ilelp My L&I Workplace Rights Trades & Licensing WA UBI No. Business type 602 863 429 Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. BRCFAFL901QQ Effective — expiration 11/18/2010-11/1812016 Bond American Contractors Indem CO $12,000.00 Bond account no. 100144304 Received by L&I Effective date 11/18/2010 11/01/2010 Expiration date Until Canceled In.s....u..rance ........................ Wesco Insurance Co $1,000,000.00 Policy no. WPPI01971205 Received by L&I Effective date 11/17/2015 11/18/2015 Expiration date 11/18/2016 Insurance history https:Hsecure.Ini.wa.gov/verify/detail.aspx 03/03/2016 0 >T 0 J O J V) i i O 0 0 0 Q -L �N V) w 12 0 C) Of m c 0 IZ c 0 S E 0 n O 0 i N 0 z REFERENCE SHEET WRAP WASHED ROCK ENTIRELY SHEET NO. 1 WITH FILTER FABRIC SM OF I _ NATIVE FILL EXISTING GROUND r' 2 W W W W Wft W W W W6T REET W W W W W W W W W HORIZONTAL GRAPHIC SCALE SHEETS 10 5 0 5 10 _ _ _ — — — --- _ N89'17'39"�1 Q 318.78' 1 inch = 10 ft. z_ 4" RIGID PERFORATED PVC PIPE (� —• LAID LEVEL (TYP) O — O - S SS SS SS SS SS SS SS SS SS SS SS ,SS SS _- m CO ` SS SS SS BACK 0� {DEWALK EX. 20 DW z � ° °.. •° `.l°- ° : Q EX. 8 SEWER MAIN � EX. 5 WIDE APPROACH ° ° cJ- � SIDEWALK ° �, _ �,„ ° ° WASHED ROCK 3/4" - 1 1/2" M N ° E_X. WATER MAIN � 1 `?° � d' I M W ` '• '°D--�'p'e?.'-:"_e •R __ ;' .p --.a ° .0 e .Dp •° D•pp D' .. 'ep •., ,Op°.. 1� p: (OH) "pK p' ,,�>� .°'VV.�..; .p . 'p°,p .o°� De •,p:e, .'P°p pPF PM ,Sf\ie/ \ 1 p 1 a EX. POWER POLE 11 W D' 3 SITE BEf�CHMARKC ohr+r„� �� �W . ( °�C� T /, ° .\\ e .. 19� ELiEV=98.90 Y /^. ��p/�}�� v Q o ' f 1 p ° ' p ° ' ' / I TREI�C� /\_�i.0 ..V. \ 6 tt'. V /W I�JDTib� • _ �, \ ' �' b 3 1 4Zc�—� "IN BSSL 0,4 NTS LLI------ i--__--- B LANDING & -----p .. p ". 0 � . WALKWAYCOVERED SD C! / , 4 1 I \CD •. D 1`Q 'I \\\ 6A\ RAGE=91.00 0 Q �- I GRADE BREAK I, I J r �'"" ° ° I PROPOSED HOUSE E=75.80 p b I I �/ o,^ I, ' v`ni ep o, 2 1 m I o I p �� 15 , o M \ W z I PROPOSED SINGLL '� �? I I < I II CONNECT TO LOT U_ W • a' � • `, � \\ ', " 'o ° I AWILY RESIDENCE'\ '\, - o W _ FFE= 1, 'Sao ~ ! • ! -APPROVEDI ROOF DRAIN STUB 0 N 9 50 I• ,� �, PLANI�.I IC \ \` I A I L J 0 I I ' , �� I�t? changes Care be made. to these m I Mans without approval from the 2' X 10' LEVEL TRENCH 8 I, Planning t f DCD WITH PERFORATED PIPE i �i'1� Division o -- --- c� --2p4--------------------------------- boo - - ° y'• — AREA DRAIN cK rt�v d S PLAN VIEWV � ROOF-- ------ - _ o p---------- ------------- ---- '_ - NTS WITH SOLID LID Ax ss _ ---- ---- _--_----- - - _ <--------- 5'BSBL _ - _ � �? 0 42815 C .n f�J ` \ _ ------ ----------- - _ �ts `f'O �ECISTERF'� V) I '��'\__- _ LANDING '`` o� `�o �PERFORATED TIGHTLINE STUB OUT sSlo L - - ROOF _ Nn --------------------------------------------- -- OVERKAN-G_ _ - �L=87.90 SS S�°' N89°17'39"W 118.00' _ �� SCALE: NONE b - CONSTRUCTION NOTES: E(J) FOUND 1/2„-REBAR--------____ ROOF / FOOTING DRAIN Cl)e ., P.. Q �,\I AND CAP 22956/36819 ------ _____________ SEE DRAINAGE SECTION A'•v4 \`. � � 'I `I `�, 1� CONSTRUCT (1'W x 12'L x 2'D) GRAVEL STRIP PER DETAIL 2. in 5-14-15 (BENT) I I, ` 1 j� o EX. 6" IDS' >.. I ^ 1s -` c.z SEWE S B° DEPTH-5' '\\ da �� V CONSTRUCT (2'W x 10'L x 1.5'D) ROOF INFILTRATION TRENCH PER DETAIL 1. �►A of w �. C REMOVE AND RECONSTRUCT 4" THICK SIDEWALK. r74 '�.. _ _ _ 1 q, p, I ®INSTALL 42 LF 112' WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. A!� 'L >p. p I , 11 I' II O\\ \\\ I '1, `,, I,, ,,1 ` �•. ����� M r/i�� FOR 4j 81,0'� 1(� C 5 PVT. WATER EASEMENT •-,, O5 UTILITY TRENCH (POWER & COMMUNICATIONS). ��i VtWED.IANCE d KC REC. #20070725001690 `�' ' '` ." P T I 7 s 0D , 1 �y } 1,�G.,i���C.�iti� 1 �� `\ I \ I I Q.€5� i♦AL . _ 00 J i i f 7�( <a i '�i t1 V` �Ji . ` \ I , , , n p ? ° APPROVED +}' *'N cn a ^ 1 © INSTALL 60 LF 4 PVC SIDE SEWER @ 2.0 /o MIN. PROVIDE CLEAN OUT AS REQUIRED. 1 1 I , , , , ; " 4BPIRES: co _ _ _ 7 2 _ _ ❑ ?cYlanicai I`I, FEB 2 4 2016 a = a o O INSTALL 7 LF 4 PVC SOLID FOOTING DRAIN (SLOPE TO DRAIN). o >> cv I Elect, seal ` . ° I I ❑ r~tumkiing EVIStO ,S_ , ® - 0, a) 0 U INSTALL 5 LF 4" PVC ROOF DRAIN (SLOPE TO DRAIN). .we- o o o NO Ganges $hgli be mdde to thel,sco City of Tukwila � � ❑ Gas Piping of.vrork tia itho it prior'approvel'�of ', ', O INSTALL 22 LF 4" PVC SOLID PIPE SD @ 8.5% '' Bl1ILDlNG !VlStO , 1 _° rH to I 1 I p D. I' , I City of ' \TEJ`�1,"JI 0 Bali{(�Iri� (�iVIS10r1. `I `I . • e • e ° I 'I '1 Tukwila 131ill-Pi- {COTE: fi vision:�vrill r 'quire a new plan s6mittal`� 10 INSTALL 17 LF 4" PVC SOLID PIPE SD @ 10.0%. in t, ,#C DIVISION and may ir�ciu a additional plAn review sizes. `�, `�, O 1® INSTALL 1" WATER METER (BY WATER DISTRICT #125). +-� 11 INSTALL AREA DRAIN WITH SOLID LID. o N Z Z z 13 CONSTRUCT 20 LF GRAVITY BLOCK WALL 3 HIGH _ _ _ _ RIM=82.00, IE (S)=79.50, IE (W)=79.60, IE (NE)=79.40 0 ( MAX.).) o c N � � CL CL LEGEND GENERAL NOTES: PARCEL NUMBER _ _ _ _ PROPERTY LINE CORNER SET 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO 7340600662PILE COPY —I _j CONSTRUCTION. B.S.B.L 4" CONCRETE PAVEMENT 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15' MIN.��� 4" PVC DOWNSPOUT DRAIN LINE z m FROM HOUSE FOUNDATION. Plan review approval is subject to errors and omission s. / ? o o m o z FINISH GRADE z :z Y 2 — — RIGHT OF WAY LINE Approval of construction documents does >�Ot fi���I�ATION �� "�hese plans have been reviewed by the Public Z � w O — — RIGHT OF WAY CENTERLINE PROPOSED RESIDENCE the violatian of any adopted codO or crdinancQ, d�svit oz l: , Department for conformance with current of approV®d F Id Copy and 0 dltlOn� Is aCltnowitl , City standards. Acceptance is subject to errors and dy0: — ADJACENT PROPERTY LINE omissions which do not authorize violations of PROPOSED INFILTRATION TRENCH By: adopted standards or ordinances. The responsibility :. :.. BACKFILL ------------------ ROOF OVERHANG LINE ••- - 12" M for the adequacy of the design rests totally with the [fat , PROVIDE IN COVERAGE designer. Additions, deletions or revisions to these -OF.DRAIN WITH CLEAN 1 1/2" - 3/4" drawings after this date will void this acceptancecity../ V1%ASHED ROCK o ®B 6 Q1J o T� and will require a resubmittal of revised drawings 1.0' GRAVEL STRIP ILDf� ®'� / a WI ISION ° for subsequent approval. � > >°�-• � v - p BLI WORKS EARTHWORK VOLUME ESTIMATES: / ° ° ° .FILTER FABRIC 0 /, �a J. ° ° W Final acceptance is subject to field inspection by (MIF�4F1 100X OR EQUIVALENT) LOCATION CUT (CY) FILL (CY) the Public Works utilities inspector. SLOPE / ° Z SITE 40 10 By: Bate: ,►. • , :,' •�' "� ' `' .� Ci LLJ IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,276 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) WALKWAY / LANDING 91 SQ. FT. DRIVEWAY 344 SQ. FT. TOTAL 2,711 SQ. FT. 2,711 / 6,592=0.411X 100% = 41.1 % IMPERV. SURF. COVERAGE a� ° PERK-hT CEN t'ER MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,276 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) TOTAL 2,276 SQ. FT. 2,276 / 6,592=0.345 X 100% = 34.5% MAX. BUILDING COVERAGE 4 CONCRETE DRIVEWAY NOTES: 4" PERFORATED PVC FOOTING DRAIN LINE ® WASHED ROCK 3/4" - 1 Y2" DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS M m AND OTHER FITTINGS AS NEEDED. Know what's below. A L STRIP DETAIL 2 DRAINAGE DETAIL SECTION A —A Q o CSII before you dig.. SCALE: NONE SCA ONE o z 0 0 J N E 0 z 0 J TD 0 J U W i n i 0 rn LO rn C .3 0 i 0 0 Q 65 N V) V) w 0 U ry m i 0 0) d- ry 1.11 01 YC 0 i C 0 L n C 0 E i L2 0 N 0 z W W S SS Cn m P(OH) Cn ■ � 1 Cn P !^ B "Jp ° V) e. SID \ CB ° Cn C I U) u II u o 0 CI in SS` c C Cf) I U G c I � V) co I LEGEND w w w w w w Wto-j". ]A 2 6 T H cc 3m rl R E E T SS SS SS SS SS SS r, n lai r\r rim ruin i i FOUND 1/2T' REBAR------------------------------- _ \I AND CAP 22956/36819 5-14-15 (BENT) ; I \— I ------------------------------- I 5' PVT. WATER EASEMENT I I KC REC. #20070725001690 1 , � I 1 1 , 1 , , 1 ------------ W -- w W W W W W W — — — — N8: INSTALL CONSTRUCTION ENTRANCE 3 _SS S PER DETAIL THIS SYFET SS S� 1 I I I 1 1 1 I 1 I 1 I I 1 I 1 I 5' PVT: \WAl KC RE6. #, \ h PROPERTY LINE _ r, — — RIGHT OF WAY LINE %\/ _ % RIGHT OF WAY CENTERLINE \ OVERFLOW — — — — ADJACENT PROPERTY LINE \\/ SOLID W\L/'" CORNER SET \\ FILTER MEDIA FOR \\� \� C DEWATERING \\\ HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. Know what's below. Call before you dig. I POROUS BOTTOM NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2009 KCSWDM FIGURE C.3.9.13 SCALE: NONE 10.0' MAX. SANDBAGS OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND lil—�I —II —il —lil BE WEIGHTED OR TAPED 1E !— TOE IN SHEETING IN \ I i \ ! mo MINIMUM 4 X4 TRENCH—�—� =! 1=! PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2009 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, - IF STANDARD STRENGTH FABRIC USED. FILTER FABRIC it 75 _ -.L_?_Li__�1__ . A O II II ;L N II II \ \�/\ /\ /\ \/iiice Z 1 i II II'I II iv U T 6' MAX. _ 4 POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED BACKFILL TRENCH WITH 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 3/4" - 1.5" REBAR, OR EQUIVALENT WASHED GRAVEL TES FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE CONTRACTOR TO PROTECT MUD FROM BEING. TRACKED ONTO THE PUBLIC ROAD i EDGE OF EXISTING / PAVEMENT SOP/ INSTALL DRIVEWAY CULVERT �/ K=ZS' MIN. IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS �ICt NOTES "I A AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF 1 1 2915 RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. P Ekf1dii f CENTER IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL xp-- 19 00-b 0 PER 2009 KCSWDM FIGURE C.3.1.A SCALE: NONE UNDISTURBED GROUND VARIES IREWEWED FOR 2' 100E COMPLIANCE ' APPROVED ' FEB 2 4 2M Yw city Of Tumila BUILDING DIVISION DEC 3 0 2015 {,:ity of ukwila PUBLIC Works gnm7TA 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA REFERENCE SHEET SHEET NO. 2 EC1 OF 2 SHEETS N CD co O CO O �h I-- O p 0U) 0-) � Z :;7 Q < _117 0 o a Z wtg-Y J 0 U I- m 43 c C c w � '�/ U C �a 00 - E I ` 0 N N O _ U tp O m m " J Ln to W Ln L 6 _ _ _ _ � _ _ 0 z m m O m W m 0 Z Z Z Lu Y m _ w 0 z O U U) w 0 z 0 U) W W 2012 IRC R403.1.6 FOUNDATION ANCHORAGE: _1V1L Mi 1-110W..l UMNIMAl-: _1WU WOM, OCC.I1UN WOOD SOLE PLATES AT ALL EXTERIOR WALLS ON MONOLITHIC SLABS, RANGE HOODS SHALL DISCHARGE TO THE OUTDOORS THROUGH A SINGLE -WALL R404.1: LIGHTING EQUIPMENT (MANDATORY). WOOD SOLE PLATES OF BRACED WALL PANELS AT BUILDING INTERIORS DUCT. THE DUCT SERVING THE HOOD SHALL HAVE A SMOOTH INTERIOR SURFACE, A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING ON MONOLITHIC SLA55 AND ALL WOOD SILL PLATES SHALL BE SHALL BE AIR TIGHT AND SHALL BE EQUIPPED WITH A BACKDRAFT DAMPER FIXTURES SHALL BE HIGH-EFFICANCY LAMPS. ANCHORED TO THE FOUNDATION WITH ANCHOR BOLTS SPACED A DUCTS SERVING RANGE HOODS SHALL NOT TERMINATE IN AN ATTIC OR CRAWL MAXIMUM OF 6 FEET ON CENTER BOLTS SHALL BE At LEAST 112 INCH IN SPACE OR AREAS INSIDE THE BUILDING. R404.1.1: LIGHTING EQUIPMENT (MANDATORY). DIAMETER AND SHALL EXTEND A MINIMUM OF 1 INCHES INTO CONCRETE FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT OR GROUTED CELLS OF CONCRETE MASONRY UNITS. A NUT AND WASHER EXCEPTION. WHERE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S LIGHTS SHALL BE TIGHTENED ON EACH ANCHOR BOLT. THERE SHALL BE A INSTALLATION INSTRUCTIONS, AND WHERE MECHANICAL OR NATURAL VENTILATION 2012 IRC M1502.4.5 GENERAL: MINIMUM OF TWO BOLT$ PER PLATE SECTION WITH ONE BOLT LOCATED 15 OTHERWISE PROVIDED, LISTED AND LABELED DUCTLESS RANGE HOODS NOT MORE THAN 12 INCHES OR LESS THAN SEVEN BOLT DIAMETERS FROM SHALL NOT BE REQUIRED t0 D15CHARGE.T0 THE OUTDOORS. LENGTH IDENTIFICATION: WHERE THE EXHAUST DUCT 15 CONCEALED WITHIN THE EACH END OF THE PLATE SECTION. INTERIOR BEARING WALL SOLE 2012 IRC M1601.1 DUCT RESIGN: BUILDING CON5TUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL PLATES ON MONOLITHIC SLAB FOUNDATION THAT ARE NOT PART OF A BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHAL BE BRACED WALL PANEL SHALL BE P051TIVELY ANCHORED WITH DUCT SYSTEMS SERVING HEATING, COOLING, AND VENTILATION EQUIPMENT SHALL LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. APPROVED FASTENERS. BE FABRICATED IN ACCORDANCE WITH THE PROVISIONS OF THIS SECTION AND ACCA MANUAL ID OR OTHER APPROVED METHODS. PER WAc I503.2: CONTINUOUSLY OPERATING EXHAUST CONCRETE NOTE: CONCRETE SHALL HAVE MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF f VENTILATION SYSTEMS SHALL PROVIDE THE MINIMUM FLOW RATE OF 15 HOUSE r, 2012 W5EC SECTION R403: CFM BASED ON SQUARE FOOTAGE OF AND NUMBER OF AS SHOWN IN TABLE 4022. CONCRETE SUBJECT TO MODERATE OR SEVERE BEDROOMS. WEATHERING AS INDICATED IN TABLE R301.2 (1) SHALL BE AIR ENTRAINED AS SPECIFIED IN TABLE 402.2. R403.1.1 PROGRAMMABLE THERMOSTAT. IRC M1502.4.5 DRYER EXHAUST DUCT LENGTH IN CONCEALED WHERE THE PRIMARY HEATING SYSTEM 15 A FORCED -AIR FURNACE, AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE CONSTRUCTION REQUIRES EQUIVALENT LENGTH TO BE POSTED WITHIN 6' OF THE DUCT CONNECTION PROTECT DUCT PER IRC M1502.5 FLASHING NOTE 2012 IRC SECTION R103.8: HEATING. AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT APPROVED CORROSION -RESISTANT FLASHING SHALL BE APPLIED TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY. THE THERMOSTAT SHALL ALLOW FOR, At A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE PROVIDE COMBUSTION AIR OPENING GAS FURNACE OPTION PER IRC SHINGLE -FASHION IN A MANNER TO PREVENT ENTRY OF WATER INTO THE WALL (WEEKDAYBAUEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TW0 G240i.62 CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING PROGRAMMABLE SETBACK PERIODS PER DAY. THIS THERMOSTAT SHALL INCLUDE COMPONENTS. SELF ADHERED MEMBRANES USED AS FLASHING SHALL THE CAPABILITY TO SET BACK OR TEMPORARILY OPERATE THE SYSTEM TO R302.12 COMPLY WITH AAMA 111. THE FLASHING SHALL EXTEND TO THE SURFACE OF MAINTAIN ZONE TEMPERATURES DOWN TO 55OF (13°C) OR UP TO 85°F (29°C). THE U5Tl5L = CONSTRUCTION IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A CEILING THE EXTERIOR WALL FINISH. APPROVED CORRO5ION-RE515TANT FLASHING5 THEi� 05TAT SHALL INITIALLY BE PROGRAMMED WITH A HEATING TEMPERATURE THAT TFLOOR ASSEMBLY, SHALL BE INSTALLED THAT THE AREA ALED SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: SET POINT NO HIGHER THAN 10TF (21°C) AND A COOLING TEMPERATURE SET POINT SPA OF THE CONGEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEEL. CE 1, NO LOWER THAN 18T (260C). THE THERMOSTAT AND/OR CONTROL SYSTEM SHALL DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO 1. EXTERIOR WINDOW AND DOOR OPENINGS. FLASHING AT EXTERIOR WINDOW HAVE AN ADJUSTABLE DEADBAND OF NOT LESS THAN 10°F. APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED AND DOOR OPENINGS SHALL EXTEND TO THE SURFACE OF THE EXTERIOR BY A FLOOR MEMBRANE ABOVE AND A CEILING MEMBRANE BELOW, WALL FINISH OR TO THE WATER RESISTIVE BARRIER FOR SUBSEQUENT EXCEPTIONS: DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES DRAINAGE • 1. SYSTEMS CONTROLLED BY AN OCCUPANT SENSOR THAT 15 CAPABLE OF UNDER THE FOLLOWING CIRCUMSTANCES: 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION SHUTTING THE SYSTEM OFF WHEN NO OCCUPANT. IS SENSED FOR A PERIOD WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH 51DE5 OF UP to THIRTY MINUTES. I. CEILING Is SUSPENDED UNDER THE FLOOR FRAMING. UNDER STUCCO COPINGS. 2. SYSTEMS CONTROLLED SOLELY BY A MANUALLY OPERATED TIMER 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. " 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND CAPABLE OF OPERATING THE SYSTEM FOR NO MORE THAN TWO SILLS. HOURS. R302.12.1 MATERIAL5.DRAFT5TOPPING MATERIALS SHALL NOT BE 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. LESS THAN J'GYPSUM BOARD, J' WOOD STRUCTURAL PANELS OR 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR R403.2 DUCTS. OTHER APPROVED MATERIALS ADEQUATELY SUPPORTED. FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. DUCTS AND AIR HANDLERS SHALL BE IN ACCORDANCE WITH SECTIONS R4032.1 DRAFTSTOPPING SHALL BE INSTALLED PARALLEL TO THE FLOOR 6. AT WALL AND ROOF INTERSECTIONS. THROUGH R403.23. FRAMING MEMBER UNLESS OTHERWISE APPROVED BY THE 1. AT BUILT-IN GUTTERS. camaII WAIa ATIMI niir TA ALIA1 I M= Wal11 ATt=n Tin A MIKIIMIIM BUILDING OFFICIAL. THE INTEGRITY OF THE DRAFTSTOPS SHALL BE IRC MI502B PROTECTION REQUIRED: PROTECTIVE SHIELD PLATES SHALL BE PLACED WHERE NAILS OR SCREWS FROM EXCEPTION: ROOF GENERAL NOTES: FINISH OR OTHER WORK ARE LIKELY TO PENETRATE THE CLOTHES DRYER DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING A. CONTRACTOR SHALL PROVIDE ATTIC VENTILATION AS PER CODE EXHAUST DUCT. SHIELD PLATES SHALL BE PLACED ON THE FINISHED FACE OF THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR B. PROVIDE FLASHING a ALL VALLEYS, PITCH CHANGES AND AT VERTICAL PLANES. ALL FRAMING MEMBERS WHERE THERE 15 LE55 THAN 11/4' BETWEEN THE DUCT AND THIS EXCEPTION. C. PROVIDE FLASHING AND COUNTER FLASHING AT CHIMNEYS A MIN. OF V ABOVE ROOF SHEATHING THE FINISHED FACE OF THE FRAMING MEMBERS. PROTECTIVE SHIELD PLATES R403.22 SEALING (MANDATORY) DUCTS, AIR HANDLERS, AND FILTER BOXES 4 CRICKETS AS SHOWN. D. RAFTERS WILL BEAR DIRECTLY TRUSSES OR BLOCKING BETWEEN THE TRUSSES. SHALL BE CONSTRUCTED of STEEL, SHALL HAVE A MINIMUM THICKNE55 of 0.062 SHALL BE SEALED. JOINTS AND SEAMS SHALL COMPLY WITH EITHER THE 4x11 E. HEADERS TO BE A MINIMUM OF 0 pF11 UN.O. INCH AND SHALL EXTEND A MINIMUM OF 2 INCHES ABOVE SOLE PLATE5 AND INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL RESIDENTIAL CODE, AS F. PROVIDE DOUBLE FELT UNDERLAYMENT FOR COMPOSITION ROOFING. (TYP) FOR SLOPES UNDER 4:12 BELOW TOP PLATES. APPLICABLE. G. UNDERLAYMEM SHALL BE APPLIED IN SHINGLE FASHION, PARALLEL TO AND STARTING FROM THE EAVE 4 LAPPED 2, FASTENED SUFFICIENTLY TO HOLD IN PLACE. END LAPS SHALL BE OFFSET BY b FEET. EGRESS NOTES: EXCEPTIONS: VENTILATION CALCULATIONS 4 REQUIREMENTS PER IRC R310.1 BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM 1. AIR -IMPERMEABLE SPRAY FOAM PRODUCTS SHALL BE PERMITTED to BE APPLIED WITHOUT ADDITIONAL JOINT SEALS. R8062: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN S6 OF THE AREA OF THE SPACE EMERGENCY SHALL HAVE At LEAST ONE OPERABLE EMERGENCY ESCAPE AND RESCUE 2• WHERE A DUCT CONNECTION 15 MADE THAT 15 PARTIALLY INACCESSIBLE, VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA TO � 15 PERMITTED PROVIDED THAT AT LEAST OPENING. WHERE BASEMENTS CONTAIN ONE MORE SLEEPING ROOMS, THREE SCREWS OR RIVETS SHALL BE EQUALLY SPACED ON THE EXPOSED W% AND NOT MORE THAN W% OF THE REQUIRED VENTILATING AREA 15 PROVIDED BY VENTILATORS EMERGENCY EGRESS AND RESCUE OPENINGS SHALL BE REQUIRED IN EACH PORTION OF THE JOINT SO AS to PREVENT A HINGE EFFECT. LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE THE EAVE OR SLEEPING ROOM. WHERE EMERGENCY ESCAPE AND RESCUE OPENINGS ARE CORNICE VENTS WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. PROVIDED THEY SHALL HAVE A BILL HEIGHT OF NOT MORE THAN 44 INCHES (118mm 3. CONTINUOUSLY WELDED AND LOCKING -TYPE LONGITUDINAL JOINTS AND MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING. 5EAM5 IN DUCTS OPERATING AT STATIC PRE55URE5 LE55 THAN 2 INCHES OF VENTILATION GENERAL NOTES: WATER COLUMN (500 PA) PRESSURE CLA551FICATION SHALL NOT REQUIRE A, ROOFS TALLER THAN 3' WILL USE BIRD BLOCKING AND AF50 VENTS AS REQUIRED. 2012 IRC R310.1.1 MINIMUM OPENING AREA ADDITIONAL CLOSURE SYSTEMS. B. ROOFS SNORTER THAN 3' WILL USE BIRD BLOCKING AS REQUIRED. ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 51 SQUARE FEET. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, U51NG THE EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MINIMUM NET CLEAR MAXIMUM DUCT LEAKAGE RATES SPECIFIED, DUCT TIGHTNESS SHALL BE VERIFIED OPENING OF 5 SQUARE FEET. BY EITHER OF THE FOLLOWING: MAIN goof= CALCULATIONS: 2012 IRC R310.12 MINIMUM OPENING HEIGHT 1 POSTCONSTRUCTION TEST: TOTAL LEAKAGE SHALL BE LESS THAN OR IX0 Sa. FT ATTIC AREA / 300 : bm Sa. FT. THE MINIMUM NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. EQUAL TO 4 CFM (1133 L/MIN) PER 100 SQUARE FEET (929 M2) OF OF VENTILATION REOUIRED (864 SQ INCHES) 2012 IRC R310.13 MINIMUM OPENING WIDTH CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERENTIAL OF UPPER ROOF VENTING PROVIDED BY AF50 ROOF VENTS (50 SQ IN. PER VENT) THE MINIMUM NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. 0.1 INCHES W.G. (25 PA) ACROSS THE ENTIRE SYSTEM, INCLUDING THE 864 $Q IN x 10% = 605 Sa. IN. REQUIRED. MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTER BOOTS SHALL PROVIDE (I3) AF50 ROOF VENTS = 650 SO. IN. BE TAPED OR OTHERWISE SEALED DURING THE TEST. LEAKAGE TO 2012 IRC R310.1.4 OPERATIONAL CONSTRAINTS OUTDOORS SHALL BE LE55 THAN OR EQUAL TO 4 CFM (1333 L/MIN) PER 100 LOWER ROOF VENTING PROVIDED BY 51FDBLOCKING: (4) 2' DIA HOLES (3.14' EA) = (12.5 SQ. INCHES.) EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL BE OPERATIONAL FROM THE SQUARE FEET OF CONDITIONED FLOOR AREA. AND WITH AF50 ROOF VENTS (50 Sa. R PER VENT) INSIDE OF THE Roots WITHOUT THE USE OF KEYS, TOOLS, OR SPECIAL KNOWLEDGE. 2. ROUGH -IN TEST: TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 4 CFM '4 IN x 3 = 260 SQ IN ED. (1133 L/MIN) PER 100 SQUARE FEET 0929 M2) OF CONDITIONED FLOOR AREA WIDE (2U B1R DBLOCKS = 263 Sa IN. s FRONT !REAR OF HOUSE WHEN TESTED AT A PRESSURE DIFFERENTIAL OF 0.1 INCHES WjG. (25 PA) WINDOW NOTES: ACROSS THE SYSTEM, INCLUDING THE MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTERS SHALL BE TAPED OR OTHERWISE SEALED IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IB LOCATED DURING THE TEST. IF THE AIR HANDLER 15 NOT INSTALLED AT THE TIME OF REQUIRED ENERGY CREDITS: MORE THAN 12 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE THE TEST, TOTAL LEAKAGE SHALL BE LE55 THAN OR EQUAL TO 3 CFM (85 LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF L/MIN) PER 100 SQUARE FEET (929 M2) OF CONDITIONED FLOOR AREA. 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION. HIGH EFFICIENCY WHOLE 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS HOUSE FAN AND FINAL AIR LEAKAGE TEST TO BE s4.0 AIR EXCHANGES PER LOCATED. OPERABLE SECTIONS OF WINDOWS SHALL NOT PERMIT OPENINGS EXCEPTION: HOUR MAX. THAT ALLOW PA55AGE OF A 4 INCH DIAMETER SPHERE WHERE SUCH OPENINGS THE TOTAL LEAKAGE TEST 15 NOT REQUIRED FOR DUCTS AND AIR HANDLER$ ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR LOCATED ENTIRELY WITHIN THE BUILDING THERMAL ENVELOPE. DUCTS LOCATED IN 3a HIGH EFFICIENCY HVAC EQUIPMENT. GAS, PROPANE OR OIL -FIRED WITH MIN. CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. AFUE OF 95°ro OR BETTER EXCEPTIONS: 5b EFFICIENT WATER HEATING. WATER HEATING SYSTEM SHALL INCLUDE THE I. WINDOWS WHO'S OPENINGS WILL NOT ALLOW A 4 INCH SPHERE TO PASS R403.2.2.1 SEALED AIR HANDLER FOLLOWING: GAS/PROPANE/OIL MIN. EF 0.82 THROUGH THE OPENING WHEN THE OPENING IS IN ITS LARGEST POSITION. AIR HANDLERS SHALL HAVE A MANUFACTURER'S DESIGNATION FOR AN AIR 2. OPENINGS THAT ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES LEAKAGE OF NO MORE THAN 2 PERCENT OF .THE DE51GN AIR FLOW RATE WHEN THAT COMPLY WITH SECTION R6123, TESTED IN ACCORDANCE WITH ASHRAE 1133. 3. OPENINGS THAT ARE PROVIDED WITH FALL PREVENTION DEVICES THAT COMPLY WITH ASTM F 20eO. R403.23 BUILDING CAVITIES (MANDATORY). 4. WINDOWS THAT ARE PROVIDED WITH OPENING LIMITING DEVICES THAT BUILDING FRAMING CAVITIES SHALL Not BE USED AS DUCTS OR PLENUMS. COMPLY WITH SECTION R612.4. INSTALLATION OF DUCTS IN EXTERIOR WALLS, FLOORS OR CEILINGS SHALL NOT DISPLACE REQUIRED ENVELOPE INSULATION. FIRE BLOCKING NOTES: PER IRC SECTION R602.a FIRE BLOCKING SHALL BE PROVIDED IN ACCORDANCE WITH SECTION R302.11 SECTION R302.1: CONSTRUCTION, PROJECTIONS, OPENINGS AND PENETRATIONS OF EXTERIOR WALLS OF DWELLINGS AND ACCESSORY BUILDINGS SHALL COMPLY WITH TABLE 302.1 EXCEPTIONS: I. WALLS, PROJECTIONS, OPENINGS OR PENETRATIONS IN WALLS PERPENDICULAR TO THE LINE USED TO DETERMINE THE FIRE SEPARATION DISTANCE. 2. WALL5 OF DWELLINGS AND ACCESSORY 5TRUCTURE5 LOCATED ON THE SAME LOT. 3. DETACHED TOOL SHEDS AND STORAGE SHEDS, PLAYHOUSES AND SIMILAR STRUCTURES EXEMPTED FROM PERMITS ARE NOT REQUIRED TO PROVIDE WALL PROTECTION BASED ON LOCATION ON THE LOT. PROJECTIONS BEYOND THE EXTERIOR WALL SHALL Not EXTEND OVER THE LOT LINE. 4. DETACHED GARAGES ACCESSORY TO A DWELLING LOCATED WITHIN 2 FEET OF A LOT LINE ARE PERMITTED TO HAVE ROOF EAVE PROJECTIONS NOT EXCEEDING 4 INCHES. 5. FOUNDATION VENTS INSTALLED IN COMPLIANCE WITH TH15 CODE ARE PERMITTED. SECTION 313.12 RATPROOFING: 313.12.1: STRAINER PLATES ON DRAIN INLETSSHALL BE DESIGNED AND INSTALLED 50 THAT NO OPENING 15 GREATER THAN I INCH IN THE LEAST DIMENSION. 313.122: METER BOXES SHALL BE CONSTRUCTED IN SUCH A MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 313.12.3: IN OR OM BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SCURELY FASTENED TO THE ADJOINING STRUCTURE. 313.12.4: TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING GREATER THAN INCH IN THE LEAST DIMENSION. W5EC R4013 CERTIFICATE (MANDATORY). A PERMANENT CERTIFICATE SHALL BE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS. THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALL-5, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES± U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (5HGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE 15 MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER 15 INSTALLED IN THE RESIDENCE, THE CERTIFICATE SHALL LIST 'GAS -FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER,' A$ APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS -FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. FOUNDATION VENT CALCULATIONS 8'Ab' SCREENED FOUNDATION TO BE A MINIMUM OF V-0' FROM THE CORNERS PER IRC R 4082 VENTS = 50 SQ. FT. 1,334/300 -- 4A4 50. FT. VENTILATION -OR- 13 VENTS 2012 IRC R806.1 VENTILATION: ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF FOOF RAFTERS SHALL HAVE CRO55 VENTILATION FOR EACH SEPERATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSION OF J' MINIMUM AND 1/4' MAXIMIUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORRO51ON-RE515TANT WIRE CLOTH SCREENING, HARDWARE CLOTH, OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF �6' MINIMUM AND 1/4' MAXIMUM, OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R802.1 F _F 12:12 12 I °1 ■1 ALL ROOF SURFACES TO BE 5:12 MIN. TO MEET TUKWILLA MUNICIPAL COPE 18BO.050 fROOF PLAN D.S. = DOWNSPOUT tWED FOR GQMPLIANGE FEB 2 4 2016 .. City of Tukwila BUILDING DIVISION CORRECTION LTR#�_ RECEIVED CITY OF TUMILA JAN 2 6 2016 PERMIT CENTER 0 o a W- I ou�a. z 00 1u-��zT W Z�" Z8�a 82 I a O v N Z O T♦ 2 oo -� W i 1 �� zO 3,o a0W� O}viz - a`N�W W o 's om= 8 Z� F zp� o O MH a No.W PH �o n� 8 80m.x U pLL�U W I ZUM' iI 011 =Qmwmoo mK Z g0 ILL: WLL<h F ,y Y�W> w� oU)Q>-� j0OWT =3 wWW z � C x,m i0U O OOz W y i- Kw 0 O�}s�Us�`` O$ 08 vZgio U U W� �� K 2 �W�0 M2 a, ' W �- 1 _� i W W x z ~oa 0 z zO N o W ' za 0U_' °N� � z~ i a 7aWKU6 rm wrx i Oa i mZ��� 09 Ww O _U U - oz - O o Za < W d z i LL w 0}UW a zazzo t 1 W, 1 g0m ai_ R 1,1-30 d,cdWti oW xF WZg8� Wc�W�oY Sa ; =0Z�2 1-UOviu 70W.�LL<Y m .0 W z g s" n !;, hIn d' r- O CSC 00 O J Ln �O C� C0 Lr) N N O cy) r o Ln co 0 0. 0 r) o� r) n 1 I I ,fie l I �l . 'i I � �' AI �t 5 MIN. AIR EXCHANGE CEILING FANS PER PLAN 110 VOLT SMOKE DETECTORS HARD WIRED INTERCONNECTED WITH BATTERY BACK-UP CARBON MONOXIDE DETECTOR Yl TEMPERED/SAFETY GLASS QQ ' 4/0x4l(o SL N i I I N Ill! I� I � \ I� } � � I r X BONUS (VAULTED) r x 22'Oxl ro'O I � � X I III c m do b- N 1 FLOOR PLAN CALCULATION5 MAIN FLOOR: .1,334 5F. UPPER FLOOR: 1,140 5F. TOTAL 0 FTG (HEATED).: 3,014 5.-. GARAGE: 522 5.F. ----- ------ t�Y Alp I BrzDROOM 3 R45 x 11'roxl l'0 0 w O LINEN 11 � < 111 S'rox6'0 / T T OEM 4'-12� ow I �3) 2/roxl3/ro PIC I � _ ._ _ _ .•.__ � �• ('-f-Cl A A f%nA 3'-I" 2'=10' 2'-10" 1'-9' 2'-0" 3'-ro' 3'-C " 121-011 v2'-4" II'-S" 13'-0' DEC 1 1 2015 PERMITCENTER UFFE R FLOOR f=LANf' 1/4'=1'-0' -- 5 MIN. AIR EXCHANGE CEILING FANS PER PLAN •► IN7Ntp�TEBCKRUP RC0BASMOKE N RYA CARBON MONOXIDE DETECTOR TEMPERED/SAFETY GLASS QQ O O � ❑�LL W I 5 _ H pU O �'NQN ZZZZ K U_T r N i Lu t 1 ° 8 i 8_ �Eoo �8 ❑ Q5 ao�z� 8Z 1 M Hz , E Oug 66-2 o i iwel }z N o 0NZZL<j2 {?L >>u Zin f o f 5 8 g 3SS33 0 go�5 Za 0: : 0 N Z °�� Ij t guo ww} E QUZO�'8 W WU' Z�~ULL�7 a.F -LLILL W oz i �ap`` S 2_ m aim°' zz i F wF Z o ° N Inw 0,- K - m 5 o� ° �Fw t- xg �dy n.na �a O 0.2 to t� O� }Z}Z❑ U tZQ° ` » W �+ O W W, g'fnao Jw a t WO u WWp F- -FS-"W F- -U W �� W� 0 ,=.,o g ❑ ❑ = O aiwF-•n�.a O z �zQ'�' HUn LLO M w Z-EbO,2 > u Z W GCS ,Nj, 1-K U W a wzP.. Moo oc c �U w-Ro kuu W 0 P U z2o z.W_ K N$S aFz Z82R3 ddW =F : x O 2ie I- UO N LL W m K O W J U C Q ii Lo N O Q- O Al U STONE CAP SIDING PER PLAN EXT. SHEATHING FLASHING STONE CAP SHEATHING WEATHER RESISTANT BARRIER LATH MORTAR SETTING BED . CULTURED STONE MORTAR JOINT 2X STUD WALL INSULATION (WHERE OCCURS) PROVIDE A �' GAP BETWEEN STONE AND CONCRETE SIDING PER PLAN EXT. SHEATHING FLASHING 2X DRIP EDGE SHEATHING WEATHER RESISTANT BARRIER LATH MORTAR SETTING BED CULTURED STONE MORTAR JOINT 2X STUD WALL INSULATION (WHERE OCCURS) PROVIDE A J' GAP BETWEEN STONE AND CONCRETE WOOD CAP < TRIM STONE VENEiz DETAIL CORNER T N.T.S. CORNER BOARDS T IONS RIM DET,4 GARAGE DOOR STOP BLOCK 2x6 TRIM Ix6 MDO TRIM HORIZONTAL LAP SIDING 70.5.5 SHEATHING N.T.-S. KNE�E "i N.T.S. R-21 INSULATION 30" FELT TO EXTEND UP WALL 12' MIN. SHEATHING APPROVED FLASHING (0.19 x 10' ROLL) SIDING (SEE ELEVATIONS) 2' GAP BETWEEN ROOF B SIDING CAP SHINGLE ROOF SHEATHING ROOF SHINGLES Z30# FELT TO EXTEND UP WALL 12' MIN. 2 2 TOW 93BO' VARIES 16d NAILS WHERE SHOWN BfizACE DETAIL N.T.S. 5/4x4 DEG. BEVEL UJINpOUJ TRIM DETAIL N.T.S. NOTE: ALL FRONT EXTERIOR TRIM FIN. ARE TO BE MDO (MEDIUM DENSITY OVERLAY). 10" MIN. OVERLAP mill 0 I= El I �� 11 Ili! I IIIIII1III1 II- F- F C0 � O0� 3 2 2 2 f ( I j/jjfJjf r,�lJ Ir .- Lj trf I r r i rl i.91.50 — — — — — — — — — — — — — — — — — — — — — — — — — — — �xrsrrrv� G ads 5U LD INCH HEIGHT CALC5 NORTH ELEVATION 90,10' EA5T ELEVATION 56.10' 50UTH ELEVATION 0430' WE5T ELEVATION 55.20' AVERAGE GRADE 4' METAL GUTTEi;Z- ON IW RS FASCIA - TOP PLATE .I HEADER 2x2 INSIDE CORNER PRIMED TRIM 6 SEALANT —� EXT. SIDING FELT PAPER INSIDE CORNER TRIM DETAIL ROOF TRUSS NOTE: ALL EXPOSED FASTENERS TO BE SEALED ROOF/WALL FLASHING DETAIL N.T.S. N.T.S. r A I1/11 A I1/11 fl 1 IFF 30 YR. ARCHITECTURAL COMPOSITION ROOFING ff Irk f ROCK VENEER PER MANUFACTURER — Ex�rIN`G�4D NOTE: FDN WALLS TO EXTEND A MIN. OF 4' ABOVE THE ADJACENT FINISHED GRADE 1 —_ FOR WALLS FIN15HED W/ VENEER. PER DETAIL 2 OPT. LANDSCAPE WALL—/ (NOT TO I=XCEEP 4'-0' IN HEIGHT 1/4' --1'-0' NOfRTH ELEVATION - AVERAGE GRADE'30.10, Ix 'KITE' BOARD (TYP.) —5/4x10' BARGE BD HIGHEST ROOF MIDPOINT HARDI-5H , KE SIDING k' ;1 If f 'i/f 1,' r Ijfrl f1F f, IUL�J 11� ��f Z pOzo 11r�� NN 6 W Z Z Q 1 LL ")u�p 0u�a Z ,�,� OO Z r� 1 13�j 1I '�ga 2w�NZF- .1 oa-N ix- zi 3120 W N� LL W O � Z I ZiE -IL z 00 0 V5L2 Qz-u7 I i 101 Q uai o69 ) 0G ag O}NZ a'N}a v�o O 0 8 �' Z U 2- Z a 1 z P. } O O U W OSUBa 8 Z� X, IO.LLZF >wp2 1 w°}z}z'�`WWao a. 76Nm= Zya�� � o o ca � � } Z. LLaJ0 O 4 Now tA? I w 3 0cd � �� �iwo w O O W y moo° O w� U p8 � o ; U _ U U` � �- Wd� p� p LLNQU a p 1 wr- 1 � pm mUUm�.. '- �xy W j =7 1 FO 1 oo=oz yrw-�aaI... t7zui z o95m 0 i p f a W a0}Iil p U ad K N m W z 1 } 1 Q)-. mWa' z w �- m N K W F ow U 1 m Zl~AU) ��zO2 O- 8�0.80' IT-0 u � way- c� i gomfl 1OJ�0 w� N- a F 7d Noggin d LL 0Jw- aa.Z5��0 O F i 5m i wzzmmo F-U O NLL wlW�w & 0: 0:0 W amg 1 DJ 1` A LJ r CD 00 0 J Lf) m 0) � N < N = r r � (o s6.80 (o � p Lo � � N OVERALL AVERAGE GRADE 01,10' N � m � ------------ -— — — — — — — — — — — — — ~ r- .min' CliffOF `VUI(`ILA CL o tCS 0 ll� L 0 JAI 2 G 2016 PERMIT CENTER WEST ELEVATION AVERAGE GRADE 85.20' 10 055 SHEATHING 055 SHEATHING ATTACH A SILL STRIP OF FLASHING MATERIAL AT LEAST 12' WIDE WITH THE TOP EDGE EVEN WITH THE TOP EDGE OF THE ROUGH SILL. EXTEND THIS SILL STRIP AT LEAST 12' BEYOND THE EDGE OF THE ROUGH OPENING FOR WINDOW. ATTACH FLASHING WITH GALVANIXEDROOFING NAILS OR RUST -RESISTANT STAPLES. FORTIFIBER 5K FLASHING NDOW .ANGE APPLY A BEAD OF CAULKING TO THE BACK SURFACES OF THE WINDOW, THEN PLACE THE WINDOW INTO THE ROUGH OPENING WITH FLANGES OVER THE INSTALLED FLASHING STRIPS. AFTER WINDOW IS PLACED, INSTALL THE HEAD FLASHING OVER THE WINDOW FLANGE. THIS 15 ANOTHER STRIP OF FLASHING AT LEAST 12' WIDE. II II II WINDOW II II o GH OPE NC - SILL _ I� AFTER SILL STRIP IS IN PLACE, ATTACH JAMB STRIPS IN51DE OF OPENING AT LEAST 12' WIDE WITH INSIDE EDGE OF FLASHING EVEN WITH EDGE OF WINDOW OPENING. START JAMB STRIPS I' BELOW THE SILL STRIP AND EXTEND JAMB STRIPS 6' ABOVE THE LOWER EDGE OF THE HEADER TOP OF WINDOW OPENINGS. STARTING AT THE BOTTOM OF THE WALL (SOLE PLATE), LAY WATER RE515TANT PAPER UNDER THE SILL STRIP. CUT ANY EXCE55 WATER RE515TANT PAPER THAT MAY EXTEND ABOVE THE SILL FLANGE ON EACH SIDE OF THE OPENING, (SHOWN IN DIAGRAM AS SHORT DASHED LINES), INSTALL SUCCEEDING COUR5E50F WATER RESISTANT PAPER OVER JAMB AND HEAD FLANGES IN SHINGLE -BOARD FASHION. UJINDOUJ FL45NING DE7,41L N.T.S. at -ON (vE:RIP1' UJITIH COUNTY / CITY CODE: REQ.) f='OWEf;R �IETEFR 4 M15C. UTILITIE5 LOC; . ATION DETAIL N.T.S. 0 o h• who Z fn U y V o a � z = p8L" �s`3 N TW Z p� p U S N W� 0 U-02z O - Il 8 ZQZQ}o 3 w o¢ 8 J�O� LLfll W "z E- o 0o z Oy�y oo-b �a G 9fflo. SNOW ag o z LLm� �ta� 13o O(n Z e0 Uzi ZC Wo E86 °oO8� ZwOi _L LL O U W C Q4 u1 IaILL 7H V y FF ZQ Wo mzzawwa 8j,-, 8%2; F? i omm- wl�a wop� z� z po y O �LL WC w3 oWO �o� 0 mW wN od �aS >? V s OZOpo WU OUg OLL, O�M ww dao S ya o omo=U owW= UU�F =o u h-o u aa Z O N O W 1.9ra Ww amW� KK' u a .law v �= m w,~- p� u zwwN= wW W toun- �OZOON Uw a K a V1 W V w m w � FN -cn Z ha (1) g°o �wZz =NIV wo Lu Nag8M 0 E3�vo FFm u 5�` uo wzm to" wW Mnw Wi-00 mKO aS DJ &OUTH ELEVATION I/4'=1'-0' AVERAGE GRADE 84.30' OPT. L (NOT TO EXGEEC EAST ELEVATION 1/4'=1'-0' \\1 AVERAGE GRADE 8a.10' REVIEWED FOR CODE COMPLIANGE APPROVED FEB 2 4 2016 H a city of Tuwla BUILDING DIVISION RECEIVED CITY OF WK ILA JAN 26 26:6 PERMIT CENTER at COMPOSITION ROOF 30# FELT EA. COURSE SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. MANUFACTURED TRUSSES (OR 2XRAFTER5 4 CLG. J5T5.) R-49 ELEC. RESIST. INSULATION BLOWN -IN R-38 ELEC. RESIST. AT SINGLE RAFTER / VAULT 1/2' GYPSUM BD. CEILING SOLID BLK'G .I. GUTTER ON 5/48 FASCIA SIDING (SEE ELEVATIONS) 15# BLDG. PAPER (OR TYVEK) SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. 2X6 STUDS 0 16' O.C. R-21 ELEC. RESIST. AT EXT. WALLS 1/2, GYPSUM BD. IM JOISTS FLOOR FIN15H 3/4' T4G SUB FLOOR FL. JOISTS (SEE PLAN) 1/2' GYPSUM BD CEILING FLOOR FIN15H 3/4' T4G SUB FLOOR FL. JOISTS (SEE PLAN) R-30 ELEC. RESIST. INSULATION AT CRAWL5PACE 6 MIL BLACK 'VI5QUEEN' 2X6 P.T. MUDSILL WITH 5/6' \ \ 0 A.B. o 12' O.C. AT NON -SHEAR WALL5 U.N.O. \\\\\ (SEE SHEAR WALL SCHEDULE FOR ALL OTHERS) (MWNi EANY j\\/\\,\\/\� 12'2O CORNER) \ N MIN. 7" EMBEDMENT \/\/\/\/��\��\\���\��\\���\���\���\// 4' ROOF DRAIN RIGID, NON -PERFORATED DISCHARGED TO AN APPROVED INFILTRATION SYSTEM TYPICAL WALL. SECTION ROOFIING PER PLAN HEADER PER PLAN \ \ R-10 RIGiD_ IN5ULATiON 2x6' STUDS a 16' O.C. 7/16' 05B SHEATHING W/ VAPOR BARRIER JOISTS PER PLAIN 11 5U55HEATHING SiDING PER PLAN Z-FLASHING ACCENT TRIM 1' CLEARANCE ILLUMINATION NOTES. PER IRC SECTION R303:i, ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL 5E PROVIDED WITH A MEANS TO ILLUMINATE THE STAIR INCLUDING LANDINGS 4 TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP OF THE LANDING OF THE STAIRWAY. LIGHTING CONTROLS SHALL SE ACCESSIBLE AT THE TOP 4 BOTTOM OF EACH STAIRWAY WITHOUT TRAVERSING ANY STEPS. NOTES: 4 OR MORE RISERS TO HAVE AT LEAST ONE HANDRAIL RUNNING coNTlNuous THROUGH FULL LENGTH OF STAIR 34' MIN. HT 38' MAX. HT. END SHALL RETURN TO WALL OR NEWEL POST OR VOLUTE. HANDRAIL MUST BE STRONG ENOUGH TO RESIST ;9 A 200 LB. PT. LOAD IN ANY DIRECTION. �D HANDRAIL TO BE PRE ON ON At LEAST ONE SIDE OF STAIR HANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF k' MIN. 4134' MAX. EDGES SHALL HAVE A MIN. RADIUS OF V/8'. ALL REQUIRED GUARDRAILS TO 5E 36' MIN. IN HEIGHT. a Z LU m O ]771-7P/4' MAX RISER HT. 1Y — Im' N. TREAD DEPTH —IN C;UAfi`D 4 ST,A I R REQUIREMENTS HANDRAILS WITH A CIRCULAR CROSS SECTION SHALL HAVE AN OUTSIDE DIAMETER OF AT LEAST II/4 INCHES (32 MM) AND NOT GREATER THAN 2 INCHES (51 MM). IF THE HANDRAIL IS NOT CIRCULAR IT SHALL HAVE A PERIMETER DIMENSION OF AT LEAST 4 INCHES (102 MiM) AND NOT GREATER THAN 61/4 INCHES (160 MM) WITH A MAXIMUM CROSS SECTION OF DIMENSION OF 21/4 INCHES(51 MM). NOSING MIN. 3/4' MAX 1 1/4' RE0JIRED ON STAIRS w/ SOLID RISERS 3j4' PLYWOOD FLR SHEATHING JOIST 2x6 CRIPPLE STUDS a24'o% HUS210-2 HANGER (3) 2x12 STRINGERS (MIN.) 3/4' MAD AND RISER STAIR AT FLOOD? CONNECTIONS HEADER SIDING PER PLAN � J SUB -FLOOR TOP PLATE i' CLEARANCE HEADER \Z-FLASHING -ACCENT TRIM THING 2x STUDS a 16 ' olc DRYWALL 2x4 CLEAT 1/2DRYWALL WATER HEATER SEISMIC STRAPPING PER - MANUFACTURERS SPECIFICATI SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5)-I(6d NAILS SHAPED 2x10 SPACERS WILL BE CUT TOLE INSURE A TIGHT FIT TO WATER HEATER WATER HEATER STRAPS WILL RESIST* LATERAL FORCES EQUAL TO 100% OF GRAVITY LOADING �—VENT FLUE UP THRU ROOF MIN. 1/2' DRYWALL 2x STUDS a 16' O/C IMETAL PLATFORM MUST BE ANCHORED TO WALL GARAGE FIN15H FLOOR WATER HEATER DETAIL SCALE: N.T.S. i 2x4 CLEAT 2x4 CLEAT Ed;1G240�.6.2 (304.6.2) One -permanent -opening method. One permanent opening, commencing within 12 inches (305 mm) of the top of the enclosure, shall be provided. The appliance shall have clearances of at least 1 inch (25 mm) from the sides and back and 6 inches (152 mm) from the front of the appliance. The opening shall directly communicate with the outdoors or through a vertical or horizontal duct to the outdoors, or spaces that freely communicate with the outdoors and shall have a minimum free area of 1 square inch per 3,000 Stu/h C-134 mm2/kUJ) of the total input rating of all appliances located in the enclosure and not less than the sum of the areas of all vent connectors in the space. LINEN r� �ltLITY 2x12 JOISTS IV O.0 2xio JOISTS e 16' O.0 CRAWL SPACE 6 MIL. BLACK VISQUEEN VAPOR BARRIER M1305.1.3 Appliances in attics. ,4ttics containing appliances shall be provided with an opening and a clear and unobstructed passageway large enough to allow removal of the largest appliance, but not less than 30 inches (162 mm) high and 22 inches (559 mm) wide and not more than 20 feet (6096 mm) long measured along the centerline of the passageway from the opening to the appliance. The passageway shall have continuous solid flooring in accordance with Chapter 5 not less than 24 inches (610 mm) wide. ,4 level service space at least 30 inches (162 mm) deep and 30 inches (162 mm) wide shall be present a long all sides of the appliance where access is required. The clear access opening dimensions shall be a minimum of 20 inches by 30 inches (505 mm by -162 mm), and large enough to allow remova I of the largest appliance. 2xl2 JOISTS IV O.0 REVIEWED FOR CODS COMPLIANCE .APPROVED FEB 2 4 2016 eta of-ruwlla BUILDING DIVISION 0-A DEC 1 1 2015 P �NTIT U:N i*t�;= 6ECTION A 1/4'=i'-0' o Q Q =_mN N L) w 2 0Ka G?fflT 3 0�� a ww¢ ao U z'�=~ oqz '0 Z 00-6 yi 9 �o ado `z�K iLU o 0o 0 v53 Ce2 OOzBuz�i ad+ 0 files 5. o4a� ¢� wotg�i gz0S o gs-� s 8 T, W°� i 0 MwN�o =oog� o�� w� �-wr w w oO a� 0 Down' w' 3 wwNmm T, II 'xa 08 NOOZW Mg d4 ~g w S 8 xx ua. `t3"Uu11 Na OHm�m. ffi1 1-O w &a 26in Ow wW00>_tz Oa Uw mZNN pp�,,OZ O2 OJ9J w ow z W O� O O W U U ui- KZ 6- v1Z a. N>�a¢z20 1 J�0 LUOa � d�dW0 $F twi�00cp�p772 $c�$�o QZ5 og=1 F=—UO (=/ILL KN K OLU =J A u d' r- C) 0 � 00 ti z cU U N CD � c 4 n Lo .N m � n 0 0 ry LL fit.. Al�lln� Bnhttdu�t� lOinCn '0 30 P,,O Farrtii 0 30 FCni TM 0.30 i / 0edroam 0 30 x QQ 030 ,I >` .�'llciritss ;i ^Y�g �, r f 9 e � l M, bath 00 s z mq Y� z x r' s x IV- 2, 13k 40N. : 4 4W 1 8 wr 2 3 4�� F a 1 2s All a t 77i77=5 0�4ffr��� rryy w ¢' r N arm` 3 y 4 ,77777i i ar 30 0 8.00 19.0 :.5.40 i'3d 0 iii.2t� 24.0 7.20 226.3 7.38 21.0 0.0 210 27 0 13. i l3 :120.0 38.00 '11y3.�0y 5.#D1 1 si.0 5.40 : 24.0 :: '1.20 0.0 O.Oiqq� 0.0 0.00 013 : D.00 Cyi : qv�� yo.�yo Ohr,lyy? yO/byO ........:: ti.L3 i�.Otl ti:Gi '' 0.0iJ 0.0 0.00 0 0 ' 0.00 �.�ot i3:aly 5'gtr $x f 0.0 0,00 ii3O : ' 0,00 . 0.0 0.00 Svtrt t..... arid i1A .. 530,E ::185 08 ..: Anti Wel�hibd 11=.iJAlArrg... 0:34 Pot Sh 1 f*ot .■ 304.8 mm, ci continuous insulatio n, Int.- Intermediate framing. ' R-valusss are minimums. lJ-factors and SH6C are mWrnums. When Insulation is instalied to a cavity which is lads than the label or design thickness of the Insulation, the compressed R-value of the insulation from Appendix Tabla A101,4 shell not be less than the R-uslue specified In the table. t' The fenestration U-factor column excludes skylights, The SHOC column applies to all ,Slated fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC :requirements InClimate Zones 1 through 3 where the SHOC for such skylights does not exceed 0.30. 0 10/15/21.+TB" means R-10 continuous insulation on the exterlor of the wall, or R-15 on the continuous Insulation on the interior of the wall, or R- 1 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 w1th R-13 cavity Insulation on the Interior of the basement we 11 plus R-5 continuous Insulation an the interior or exterior of the wall,1110/13" means Rdfl 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 ° R-10 continuous insulation Is raquired under heated slab on grade floors. See R402,2.9.1, ° There ere no SHOC requirements In the Marine forte. r Basement wall insulation is not required in warm-humid:locations as deflned'by Figure 11301.1 and Table R301.1. ' Reserved. " First value Is cavity insulation, second Is continuous insulation or insulated siding, an "11+5" moans R-13 cavity insulation plus R-5continuous insulation or Insulated siding. If structural sheathing covers 40 percent or lets of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 In the locatlonb where structural sheathing is used to maintain a t onalstent total shearthing thickness. The second A --value applies when more than half the insulation is on the interior of the mass will. I For mingle rafter- or Joiat-vaulted cellinga, the Insulation may be reduced to R-38, It Int. (intermediate framing) denotes standard framing 18 inches on centarwith headers insulated with a minimums of R-20 insulation. ' Log and solid timber walls with a minimum average thickness of 3,S inches are exempt from this Insulation requirement, ' Nonfer iestration U-factors shell be obtained from measurement, calculation or an approved source or as soadfled In Section R403,13, 46V (;window) and door porlon of thls ordoulaatr uaLrmea the INtalled glazing and door produois. have an area waiphted avorags U-radtot of The Inwrporstad Insulallan requiramarnta are this minlmum prasoriptivel amounts spa flad bythe 2012 WED. r III out as of this grain dmp-dawns AM boxes that am appllaabla is your proJact: As ytw milks saleadons In the drip -do mta for asoh section, values will ba iWMlated for you. if you do net sea this sdadw yw need In the drop-dou colors, plus *as the WSU Energy Edartslzn on at (360) 9813.2042 far m4tarms. Hsatlnd Bva tam iWal, O road At Fmwu 0 "An n,ry 7b see darathd Mal, ttona lareaah aenrmn, p4ae yar cur "the it" 'irlr DtaOWAN f?aak,n 7arnosratur+s �. .. lrrarrworlare �`T •.. tsisign Tsmparafure ©M'Cintcla (8T) dd Tu1MA�A AT�M*Ar riAal➢WU*-WAN DUbn 78mp i4raa o4 Bullallna Cnnditlanar] FlnarArea l,tstr�iT11{prra Gondff}at� FloorAt�t;agftj v�:3:47d Avaraga CaflIng Haight Conti tttnad Volume 12fiorr„oslans Average Calling Height fit; "'. `g'0 27,i3il8 01a2lnra and antra ti-Faeter X Area ■ UA 4rtatrwallOVIR 0.30 861..:v_ 111510 Insulation Ma Mro_ ..,.. U-Faatar X Area ■ UA In�lruafantt �-1B ' � � O,c2a 1 956.: ELt,aa single Rattaror,Falat3�aulud Qtrilinga U faatnr Arer UA ttslr�lclisrta Vaulted No 4au12Ed GaNInQs N 1h15 plCrett T q{ Abovs 4rrd s Walls ffu.r■+ q .:: U-rigor ANJAUA ]r�scus3larca O'Dea : 2,739, 15&38 R•21 Fltoae ,, .. UFaator Area UA lrearrHClrb� �� ^� R•YJ allowGradati4agor Aram IJA 1"t trtretiori ,o Balm, Ceade Walls In tMs gcject. ► `s' � - slab Below tllrada i�r+J4 Ira R F�Facit3r h UA 1r $trn9ilcr 1, No Slab Below Grade In tm or t. ► �• o� stab cnGrlyda(teltstl !�-ta81Gr h ltA Im�ir��stlaea � _ NoSlab on Grade In thU pviack � Looatltn tf rlueta it,wrusrta�� rxrot Leakage tnWflolerd is Qwvcwd Space W t,00 bum of UA 444AII Enw1ople bit Load 19423 ea, i hour sum o•ttAaYa7 AtrLaakagsHeatLaced 1'a,744 ssulltwr uea�t�x o,axe>•x.ora nbcvesmd: Building Der+tgn Hot L *O 03.287 abn i Hcur A�Ipkfr;a+anw7p,77�Ni►r 6DlJ .. Building and Dug Heat Loud 33,287 Bhr l Hour C;�M�at�r�T►l8wrrer8�a'kykaatidn#t,rD OVA J4na:}� 4oaritamssaatteetscerxt Masimrmr Had Equipment Output 411,414 fltul Hsur at t� 1hrnU frost u� x t,iL �b* Feasts h9tatasar aba�.t a�rxare rt�r is u x r,� mr Barr slew TABLE 1507.3.E(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS Number of Bedrooms Dwelling Unit Floor Area 0-1 1 2-3 1 4-5 1 6-7 >7 (sq. tt•) Airflow In CFM <1500 30 45 60 75 90 1501-3000 45 60 75 90 105 3001-4500 1 60 75 90 105 120 4501-6000 75 90 105 120 135 6001-7500 90 105 120 135 150 > 7500 105 1 120 1 135 1 150 165 REVS WED FOR ODE..CO MPLIANCE s�,.. APPROVED FEB 2 4 2016 City ofT11MIa BUILDING DIVISION TABLE 1507.3.3(2) INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORS Run -Time Percentage in Each 4-Hour Segment 25% 1 33b/o 50% 66% 1 75% 100% Factor 4 3 2 1.5 1.3 1.0 Minimum Required Exhaust Rates Table M1507.4 Area to be Vented Ventilation Rates Kitchens 100 cfm Intermittent or 25 cfm contimuously Bathroom / Laundry / Similar 50 cfm Intermittent or areas 20 cfm contimuously PLANS SHALL COMPLY WITH IRC SECTION R402, BUILDING THERMAL ENVELOPE. BLOWER DOOR TESTING R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code offictial. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspection has confirmed sealing (see Table R402.4.1.1), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. PLANS SHALL COMPLY WITH IRC SECTION R403, SYSTEMS. IRC Section R403.2.2 Sealing. Ducts be leak tested in accorda nce ance with WSU RS-33, using the maximum duct leakage rates specified. Duct tightness shall be verified by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm per 100 square feet of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. across the entire system including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Leakage P 9 9 to outdoors shall be less than or equal to 4 cfm per 100 square feet of conditioned floor area. IRC Section R403.4.2 Hot water pipe insulation. (Prescriptive). Insulation for hot water pipe shall have a minimum thermal resistance (R-value) of R-4. IRC Section R403.4.3 Electric water heater insulation. All electric water heaters in unheated spaces or on concrete floors shall be aced o p pl n an incompressible, insulated surface with a minimum thermal resistance or R-10. PLANS SHALL COMPLY WITH IRC SECTION R404, ELECTRICAL POWER AND LIGHTING SYSTEMS., IRC Section R404.1 Lighting equipment (Mandatory) . A minimum of 75 percent of permanently installed lamps in lighting fixtures shall be high -efficacy lamps. PLANS SHALL COMPLY WITH IRC SECTION R406, ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS. FURNACE FAN Fans used for whole house ventilation req. ESM motor. All enclosed Utility Rooms to have 100 s.i. transfer grill. IRC Section R406.1 Scope. This section establishes options for additional criteria to be met for one and two family dwellings and townhouses, as defined in section 101.2 of the International Residential Code to demonstrate compliance with this code. IRC Section R406.2 Additional enerav efficiencv reauirements (Mandatory). 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. WHOLE HOUSE VENTILATION SYSTEM. A mechanical venilation system, including fans, controls, and ducts, which replaces, by direct or indirect means, air from the habitable rooms with outdoor air. WHOLE HOUSE VENTILATION REQUIREMENTS: 100 cfm fan standard on each home. 1500-3000 s.f. 2-3 bedroom = 60 cfm (min. outdoor airflow rate) Fractional on -time = 0.7, Cycle Time (hours) 24 = 0.90, 60cfm/(0.90 x .7) = 95 cfm (per ASHRAE 62-2-2007, Addendum b) Outdoor air shall be supplied to all habitable rooms (at flow rates calculated per IRC Section M1508.3) through the forced air system ducts using the following method: FRESH AIR INLET DUCT SHALL COMPLY WITH THE FOLLOWING: a) Be sized according to IRC Section M1508.3 b) Be ducted from the exterior and connected to the return air stream, at a point within four feet upstream of the forced air handler and shall not be connected directly into the forced air unit cabinet. c) Be equipped with a motorized damper connected to the automatic ventilation control as specified in IRC Section 1508.5.2 and the required air flow rate shall be verified by field testing with a flow hood or a flow measuring station. d) Be insulated to a minumum R-4 when located within heated areas. e) Be connected to filtration device, and be readlily accessible for maintenance and replacement. The filter shall have a minimum efficiency rating (MERV) of at least 6. WSEC SECTION R401.3 RESIDENTIAL ENERGY EFFICIENCY A permanent certificate shall be completed and posted on or within three feet of the electrical distribution panel by the builder or registered design professional. The certificate shall be completed by the builder or registered design professional and shall not cover or obstruct the visibility of the circuit directory label, service disconnect label or other required labels. The certificate shall list the predominant R-values of insulation installed in or on ceiling/roof, walls, foundation (slab, below -grade, and/or floor) and ducts outside conditioned spaces: U-factors for fenestration, and the results from any required duct system and building envelope air leakage testing done on the building. where there is more than one value for each component, the certificate shall list the value covering the largest area. the certificate shall list the types and efficiencies of heating, cooling and service water heating equipment. where a gas -fired unvented room heater, electric furnace, or baseboard electric heater is installed in the residence, the certificate shall list "gas -fired unvented room heater,"electric furnace" or "baseboard electric heater," as appropriate. An efficiency shall not be listed for gas -fired unvented room heaters, electric furnaces or electric basebos4ld0 7 .heatels. 0 y Q+E K W Z� 0190a 0 Z - >•. W8° o Z Zds ono w m z � Q � OpNZ aa ? o 9 OZ- a 5 -{{ W H W Z COjNW� rZ Z�UUtWp,' w so00<WZ�= f�=�i° zaNW�O�Z OmZ tea U. i�00?� 0 O rw ZOy u�i0 w 0 U. � y,a ��o zFa �NZ W � }Da NtQi aUW 7qw a m� o r _ r3 m� W a mZ R(r �Wo}9uSlW N 2 ZN LLO W ZF zw�L, ON c°>w Wto OO- + L. p&, Q'5 ° zi WEd°� w=�m0 WZ (00i a� w0 Pitww�s0 ¢ =r-=w _� PW111111 J U C qct r C:) t o Q _Oct q:zr, Z m M L0 .. Q N MMLo �M CM Se C) C,4 ■ ■ � C: p I` W .^^11. CIO 0 E�l 1 PERMIT CENTER� 2:�ttw+mn rug!? GENERAL STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1. Internationa Bui ing Code - 2012 edition with local jurisdiction amendments as applicable 2. ASCE / SEI 7-10 Minimum Design Loads for Buildings and Other Structures 3. AF&PA NDS-12 / SPDWS 2008 / WFCM 2012 National Design Specification for Wood Construction / Special Design Provisions for Wind & Seismic / Wood Frame Construction Manual for One and Two Family Dwellings 4. ACI 318-11 Building Code Requirements for Structural Concrete 5. AISC 360-10 / 341-10 Specification for Structural Steel Buildings / Seismic Design Manual 6. AWS D1.1 / D1.1M:2006 / Structural Welding Code -Steel 7. TMS 402-11 / ACI 530-11 / ASCE 5-11 Building Code Requirements for Masonry Structures DESIGN CRITERIA 1. Win - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust effect factor = 0.85, Enclosure classification =Enclosed, Internal pressure coefficient (GCpi) = t 0.18 2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, Ss = 1.500, S1 = 0.600, SDS = 1.000, SD1 = 0.600, Seismic Design Category = D, Basic seismic -force -resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (CS) = 0.154 (orthogonal 1) & 0.154 (orthogonal 2), Response modification factor (R) = 6.5 (orthogonal 1) & 6.5 (orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure 3. Roof - Dead: 17 psf, Live: 20 psf, Snow: 25 psf 4. Floor - Dead: 12 psf, Live: 40 psf, Live (deck): 60 psf 5. Soils - Vertical bearing pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 150 psf/ft of depth (up to 2250 psf max.) Coefficient of friction (capacity): 0.25 (multiplied by dead load) Active design lateral load: 40 psf/ft of depth At -rest design lateral load: 60 psf/ft of depth STRUCTURAL OBSERVATION 1. Structural o servation is required only when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION . Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to.verify that the site soils provide the minimum vertical bearing pressure capacity stated above. PIPE PILES 1. Pipe _Hall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. 2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer's requirements. REINFORCED CONCRETE 1. f c = 3000 psi * at 28 days. Min 5-1-� sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. (*) Special inspection is not required - 3000 psi compressive strength is specified for weathering protection only - structural design is based on f'c = 2500 psi. 2. Maximum aggregate size is 7/8". Maximum slump = 4 inches. 3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by volume of concrete). 4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings. 5. No special inspection is required. 6. Vibrate all concrete walls. Segregation of materials shall be prevented. REINFORCING STEEL 1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318. 2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615. 3. Welded wire mesh shall conform to ASTM A185. 4. Reinforcing steel shall be accurately placed and adequately secured in position. The following. protection for reinforcement shall be provided: Min Cover Cast against and permanently exposed to earth - 301 Exposed to earth or weather - 1.5" for #5 bar and smaller 2" for #6 bar and larger Slabs and walls at interior face - 1.5" 5. Lap continuous reinforcing bars 32 bar diameters (1'-6" min) in concrete. Corner bars consisting of 32 bar diameter (1'-6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS . Concrete oor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMBER dress noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger: DF #2 (Fb=875 psi) 3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi) 2. Wall studs shall be: Bearing walls with 10'-0" maximum stud length 2x4 HF stud grade or btr at max oc - carrying only roof and ceiling 2x4 HF stud grade or btr at 16" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 24" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 16" (max) oc - carrying only two floors, roof and ceiling Non -Bearing walls with maximum stud length noted 2x4 HF stud grade or btr at 2411 (max) oc - 1 - " maximum stud length 2x6 HF stud grade or btr at 24" (max) oc - 15'-0" maximum stud length 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and (1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1)2x king header support for clear spans exceeding 5'-0 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns. Orient blocking such that wood grain in blocking is oriented vertically. 5. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 6. Provide double blocking between floor joists under all partition walls perpendicular to floor joists. WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD 1. Ail wood connectors shall e Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.9.1 of the International Building Code. 4. All wood in contact with ground or concrete to be pressure -treated with a wood preservative. 5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: a) Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. b) Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches8. from exposed earth. c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6. All field -cut ends, notches, and drilled holes of preservative -treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the product manufacturer. 7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative -treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless,steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcf) ACQ (Alkaline Copper Quat) Greater than 0.40 MCQ (Micronized Copper Quat) Greater than 0.34 CA-B (Copper Azole) Greater than 0.21 CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 pCA-C (Azole Biocide) Greater than 0.14 b) When actual wood preservative retention levels do not exceed the levels in 4.a) above, all wood connectors and fasteners shall, at a minimum, be hot -dipped galvanized by one of the following methods: i) Continuous hot -dipped galvanizing per ASTM A653, type G185. ii) Batch or post hot -dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and lag screws, may be hot -dipped galvanized as per ASTM B695, Class 55 minimum. c) Plain carbon steel fasteners in SBX/DOT and Zinc Borate preservative treated wood in an interior, dry environment shall be permitted. 8. Do not mix stainless steel and hot -dipped galvanized wood connectors and fasteners. 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 10. Where a connector strap connects two wood members, install one half of the total required nails or bolts in each member. 11. All bolts in wood members shall conform to ASTM A307. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANCHORAGE . All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. expansion bolts into concrete not otherwise specified shall be Simpson Strong -Bolt 2 wedge anchor. Install in accordance with ICC ESR-1771, including minimum embedment depth requirements. NAILS moiling of wood framed members to be in accordance with IBC 2012 Table 2304.9.1 unless otherwise noted. Connection designs are based on "Common Wire" nails with the following properties: Penny weight Diameter (inches) Length (inches) 0.131 -1 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 SHEARWALLS 1. All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the shearwall schedule. All exterior walls shall be sheathed with 7/16" APA rated sheathing (24/16) - blocked - with minimum nailing 0.131" diameter x 2.5" nails @ 6" oc edges/12" oc field unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous (2)2x top plate. Use (1) Simpson MSTA24 connector each end unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 4. All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. Holdown anchors may be wet -set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with prior approval from the engineer of record. Provide the full embedment into concrete as stated on the plans. FLOOR AND ROOF DIAPHRAGMS 1. Apply " APA rated Sturd-I-Floor(24" oc) nailed to floor framing members with 0.148" diameter x 3" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 2. Apply 7/16" APA rated sheathing(24/16) nailed to roof framing members with 0.131" diameter x 2.5" nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 3. Blocking of interior edges is not required unless noted otherwise on the plans. BUILT-UP WOOD COLUMNS 1. All columns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened per standard detail. 2. All columns not specified or otherwise noted on the plans supporting girder trusses or beams shall be (3)2x studs gang fastened per standard detail. MANUFACTURED WOOD TRUSSES 1. Trusses shall e esigned, fabricated, and installed in accordance with the "Design Specifications for Light Metal Plate Connected Wood Trusses" by the Truss Plate Institute. 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of Washington. 3. Roof trusses shall be fabricated of Douglas Fir -Larch or Hem -Fir. 4. All mechanical connectors shall be IBC approved. 5. Submit design calculations, shop drawings and installation drawings stamped by a licensed engineer of all trusses to the owner's representative for review and Building Department approval. 6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written approval of the registered design professional. 7. Where trusses align with shearwalls, a special truss shall be provided that has been designed to transfer the load between the roof sheathing and the shearwall below. This truss shall be designed to transfer a minimum of 100 plf along the full length of the truss. 8. All temporary and permanent bracing required for the stability of the truss under gravity loads and in -plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads h main building system shall be identified and submitted to the engineer of transferred to the g y g record for review. PARALLEL STRAND LUMBER (PSL) , . Parallel strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, E=1.8E6 psi for columns. LAMINATED VENEER LUMBER (LVL) 1. Laminated veneer um er s all be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, E=2.OE6 psi. 2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 12" OC. Use three rows of 0.148" diameter x 3" nails for beams with depths of 14" or more. 3. Provide full depth blocking for lateral support at bearing points. LAMINATED STRAND LUMBER (LSL) 1. Laminated strand lumber s all be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2325 psi, E=1.55E6 psi for beams and Fb=1700 psi, E=1.3E6 psi for beams/columns and Fb=1900 psi, E=1.3E6 psi for planks. GLUED LAMINATED WOOD MEMBERS (GLB) . Glued aminate wood bea_m__s_s_h_aT1 be Douglas Fir, kiln -dried, stress grade combination 24F-V4 (Fb=2400 psi, E=1.8E6 psi) unless otherwise noted on the plans. 2. Fabrication shall be in conformance with current applicable ANSI/AITC A190.1 and ASTM D3737. 3. AITC stamp and certification required on each and every member. WOOD I -JOISTS . Joists y Truss Joists/MacMillan or approved equal. 2. Joists to be erected in accordance with the plans and any Manufacturers drawings and installation drawings. 3. Construction loads in excess of the design loads are not permitted. 4. Provide erection bracing until sheathing material has been installed. 5. See manufacturer's references for limitations on the cutting of webs and/or flanges. STEEL CONSTRUCTION . Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other shapes and plate) unless noted otherwise. 2. All fabrication and erection shall comply with AISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre -qualified welds (as defined by AWS) shall be used. MASONRY 1. Construction shall meet the requirements of IBC Chapter 21. 2. Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of f'm = 1500 psi, using Type "S" mortar, f'c = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an f'c = 2000 psi in maximum lifts of 4'-0". 5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at the top of the wall. 6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars 2'-0" past the opening at each side or as far as possible and hook. 7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners and at each side of all openings unless otherwise shown. 8. Dowels to masonry walls shall be embedded a minimum of l'-6" or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under "REINFORCING STEEL". Lap all reinforcing bars 40 bar diameters with a minimum of l'-6". 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have (1)#5 at 48" OC horizontally and (1) #5 @ 48" OC vertically. 12. Embed anchor bolts a minimum of 5". GENERAL CONSTRUCTION 1. All materials, workmanship, design, and construction shall conform to the project drawings, specifications, and the International Building Code. 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify the architect of any discrepancies prior to construction. Discrepancies: The contractor shall inform the engineer in writing, during the bidding period, of any and all discrepancies or omissions noted on the drawings and specifications or of any variations needed in order to conform to codes, rules and regulations. Upon receipt of such information, the engineer will send written instructions to all concerned. Any such discrepancy, omission, or variation not reported shall be the responsibility of the contractor. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been completed. 4. The contractor shall coordinate with the building department for all permits and building department required inspections. 5. Do not scale drawings. Use only written dimensions. 6. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the architect and the structural engineer. 7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer for approval prior to fabrication or construction. 8. All structural systems which are to be composed of field erected components shall be supervised by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with instructions prepared by the supplier. 9. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, or procedures required to perform the work. 10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record, therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop drawings prior to submitting for review by the engineer of record. Submissions shall include a reproducible and one copy. Reproducible will be marked and returned. Re -submittals of previously submitted shop drawings shall have all changes clouded and dated with a sequential revision number. Contractor shall review and stamp all revised and resubmitted shop drawings prior to submittal and review by the engineer of record. In the event of conflict between the shop drawings and design drawings/specifications, the design drawings/specifications shall control and be followed. Shearwall Schedule [ (1) (2) (3) (7) (13) ] , , , , Bottom Bottom Bottom Anchor Mark No. Edge Field Framing member plate Bottom plate nail plate when Anchor bolt spacing- TopTop plate Vseismic Vwind (plf, per Sheathing sides Fastenerfastener fastener at when plate spacing directly bolt 2x plate connector (plf, +40%, plan (ply/osB) sheathed size spacing spacing adjoining ] g directly nail in on dia. plate/ connector (9,15) spacing p g ASD, ASD, (14) panels size each concrete (8) 3x (11,15) (12)) (12)) wood (10) row (4,5) plate W6A 7/16" 1 0.131" dia.x 6" 12" 2x 2x 0.148" dia, x (1) row 2x or 5/8„ 72"(2x) A35 or 48" 145 203 2.511 (unblocked) 3 25„ 13" 3x 72" (3x) LTP4 W6B 7/16" 1 0.131" dia.x 6" 6" 2x 2x 0.148" dia. x (1) row 2x or 5/8„ 72"(2x) A35 or 36" 193 271 2.5„ (unblocked) 3 25„ 10" 3x 72" (3x) LTP4 W6 7/16" 1 0.131" dia.x 6" 12" 2x 2x 0.148" dia. x (1) row 2x or 5/8„ 68"(2x) A35 or 30" 242 339 2.5" 3.25" 8" 3x 72"(3x) LTP4 W4 7/16" 1 0.131" dia.x 4" 12" 2x 2x 0.148" dia. x (1) row 2x or 5/8„ 98"(2x) A35 or 21" 348 487 2.5" 3.25,, 6" 3x 60"(3x) LTP4 W3 7/16" 1 0.131" dia.x 3" 12" 2x 2x 0.198" dia. x (1) 11 2x or 5/8" A35 or 16" 452 633 2. 5" 3.25" 4 3x 45"(2x) 45 (3x) LTP4 W2 7/16" 1 0.131" dia.x 2" 12" 3x (5) 2x 0.148" dia. x (2) rows 7" 2x or 5/8"3411(3x) 28"(2x) A35 or 12" 594 832 2.5" 3.25,, (6) 3x LTP4 0.131" 0.148" (3) 2W3 7/16" 2 dia.x 3" 12" 3x (5) 2x dia. x rows 6" 3x 5/8" 23"(3x) A35 or 8" 904 1266 2.5" 3.25' (6) LTP4 0.148" 0.148" (3) A35 2W2 19/32" 2 dia.x 2" 12" 3x (5) 2x dia. x rows 4" 3x 5/8" 12" (3x) or 4" 1620 2268 3" 3.25^ (6) LTP4 General notes (unless noted otherwise): 1) Wall stud framing is assumed to be as per the general structural notes. 2) All panel edges are to be supported by framing members - studs, plates, and blocking (u.n.o.). 3) Allowable shears in table above assume either 1) walls studs at 24" oc with panel long -axis oriented horizontally or 2) wall studs at 16" oc with panel long -axis oriented vertically or horizontally. 4) Where the full thickness of (2)2x and 3x mudsills are directly connected to wall studs, use (2)0.148" dia.x4" end nails (20d box) per stud. 5) (2)2x material can be used in lieu of 3x material provided the (2)2x is gang nailed as per the associated shearwall bottom plate nailing. 6) Where bottom plate nailing specifies 2 or more rows of nails into the wood floor below, provide rim joist (s), joist (s), or blocking that has a minimum total width of 2.5". 7) Unless noted otherwise, provide (1)2x treated mudsill with 5/8" diameter anchor bolts at 72" oc and located within 4" to 12" from the cut end of the sill plate. Provide a minimum of two anchor bolts per mudsill section. 8) Provide 0.2291'x3"x3" plate washers at all anchor bolts in 2x4/3x4 mudsills and 0.229'1x311x4-1/211 plate washers at all anchor bolts in 2x6/3x6 mudsills. The distance from the inside face of any structural sheathing to the nearest edge of the nearest plate washer shall not exceed 1/2". Embed anchor bolts 7 inches minimum into concrete. Minimum anchor bolt concrete edge distance (perp. to mudsill) is 1-3/4". Minimum anchor bolt concrete end distance (parallel to mudsill) is 811. 9) Use 0.131 x 1-1/2" long nails if connector is in contact with framing. use 0.131 x 2-1/2" long nails if connector is installed over sheathing. 10) Adjoining horz. panel joints are not permitted to be located on either side of the top plate or the bottom plate. Locate adjoining horz. panel joints at the mid -line of the rim joist or at the mid -line of blocking in the wall above/below. 11) Spacing shown assumes top plate connectors are installed on one side of wall. If installed on both sides of wall, required spacing can be multiplied by two (2). 12) Table above shows ASD allowable unit shear capacity. LRFD factored unit shear resistance is calculated by multiplying ASD values above by 1.6. 13) Shearwalls designated as FTAO (force transfer around openings) or perforated require sheathing and shear nailing above and below all openings for the full extent of the shearwall. 14) Shearwall edge nailing is required along full height of all holdown posts. At built-up holdown members, distribute the shearwall edge nailing into all laminations. 15) LTP4's and/or A35's are not required at the top of the shear wall when/where the shear wall is sheathed on one side only and when/where the location of the adjoining horz. panel joints meets note (10) requirements. % REVIEWED FOR ODE COMPLIANCE 4' APPROVED FEB 2 4 2016 Cifty of Tukwila BUILDING DIVISION DEC 1 1 2015 PERMIT CEN l Ltd 0 o F o 'u�°zd w °gra Ou�a N Z opp �jz N O. 82 �< = �i~� 82 �Saz W� �3 o uia o°'W° oo-� 2 r � � 0 . 5 n° QW 0 �M� G a -,Z LL fL�- O Z aNa }}N Z Z Ng W o 2 U =op aO Om 9H�Ai5 °mod aGga0 s Zak=� �W°n Ww } aw S aZZ2uHpWW� Z� = oo � VZ WIC 4. R;::1 � D°-°mr- x3 ffi 2M �WOp 08 o O O Z . O ZM Z R ap �t=-��"a F- N a w0 O m° m 8 KOW 0�, �' O w W =[CZ yy¢0 z, Zom ° W 2L0ta r. g W T -< U Z W, a= m H LL' pOz°Z o ow o� mZmm. ><jz ffi�dar� 2 o F WW U~ 'F p �¢¢ Z m W 6 1 0-1 S W aS2d wR m Z � 8 U ° d�dWw a Z3 =F U C E QSQ aaa?�gpgqq F O N i O ■ ■ C V r 1 J CIO r C) r gg I O /W ry U I: LO r N O Q O W, U 0 A. 7 ,. ;9d;tieer;5;uW Mks a?�Ysrd!�:. Se 0 It 0000 1 m N r.� LO W . 0 n v.�� 3S'-r II 23'-0' � r PBS6 4"S .x10" THK. FTG. W/(3)4 .W.(2 LOC.) III 01 1 2 SD-1 1104 - - - - - - - - - - - - L - - - - - - -- - - - - - - - - - - - - - - - - - - ---------� N I- 36"DIA.x12" THK. FTG. W/(4)#4 E.W. L71 J L J 4' CONC. SLAB O/ 4' COMP. FILL SLOPED 3' TOWARD DOOR i I I I 1 SD-1 I I I I I I I I I I I I I I I I I i I I I LUS28 GRS./2x8 PT HF2 LEDGER 36"DIA.02" THK. (2)SDS1 4X4.516 OC (TYP) FTG. W/(4)#4 E.W. :�101-0 r40 EPC6Z/6x6 POST O I I L LUS28 HGR ./2x8 PT HF2 LEDGER (2)SDS1/4x4.5 u PBS66, 2 "S .x10" THK. 16" OC (TYP) oo r J I Cl FTG. W/(3)#4 E.W.(2 LOC.) 9XAI I----------- � I I C-I I I o I I PC6Z/6x6 POST 4" CONIC. 5LA3 I 29I N L -� O/ 4' COMP. FILL I SD 3 I i 29 a 2x8 PT HF2 D N - )- I 16" O.G 5j Q 7'-0' I-0" 4'-m" 4'-0" 2'-�' SD-3 10'-m" 7'-0° r * o II W4 I w ra I ED I I I I I rnI N� ') w4 —r -- --- --------------------- - I �HF2 x12 DF2 GIRDER, (3)2xPOST, 306 4x8 DF2 GIRDER, (3)2x4 PT HF2 POST, DIA.0 0 AND 22 DIA.x8 THK. FTG. W/(2)#4 E.W. THK. FTG. W/(3)#4 E.W. (TYP., U.N.O.) O (THIS GIRDER LINE, U.N.O.) 1 " AIR GAP(TYP) 40" DII .x10" THK. FTG. CANT.(TYP) >�'-5" 6'-5" W/(3) 4 E.W. 6 -5 -4 LU I I 7 29 I I `i 0 25" DIAL00" THK. (Ao 01 SD-3 I 12" OC FTG. W/(3)#4 E.W. I o I I I 24" TALL (MIN.) i I STEMWALL (TYP) 71-i FULL DEPTH BL POST ABOVE 0 POS ABOVE 25" DIA.x110 THK. IG. W/(3)#4 E.W. i I i ALONG TH S GIRDER INE I I I I - \ 29 3' 21 3 _21 3 _21 1 3 _21 _21 -2 �' 3'-2 3'-2 �' I I SD-3 m 2 2 2 2 2 2 2 2 3-2 3-2 • • o i POST ABOVE 25" DIA.x� 0" THK. FTG. W/(3) 4 0 W. AL HIS GIR N 1 I a� .� - 15�! P03F ABOVE I R - di 30"DIAx1 HK. (3)2x6 POST I I FTG. 1(-')#4 E.W. „ 1 „ PROVIDE SOLID BLOCKING 30 DIA.x� 0 THK. IN RIM JOIST SPACE I UNDER DATION VENTS TO i3E MIN. FTG. W/(3)#4 E.W. ALL POINT LOADS FROM OM CORNERS PER R408.2 LUS28 HGRS./2x8 PT HF2 LEDGER ABOVE (TYP) - - - - - - - - - (2)SDS 1 /4x4.5®16" OC \ \ /- 8-�- - - -- ------ /J' A29% N /I Z� 6 ti P ti��P 15 `L��� `y��Q' U z o L—_ SD-2)i ------------� x ca - --- -- - - N HUC610-SDS HUC610-SDS W6 PBS66, 24"SQ.x10" THK. ti (A16 of FTG. W/(3)#4 E.W.(2 LOC.) - - - - I � � SD-2 6�caO-Di= II'-S" 13'-I(d' 11'-(0" LOWER FLOOR FRAM ING/FOU1 DAD ION FLA 1/4'=1'-0' ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY JOIST MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER. (3)2x6 _ POST rn CRAWL SPACE PONY WALLS (WHERE OCCUR) SHALL BE 2x6 HF2 STUDS AT 16" OC WITH MAX. PONY WALL H IGHT OF 8'-0" (TYP).. )-INDICATES SHEARWALL F R FULL LENGTH OF PONY WALL TO ACCOMMODATE SITE GRADE. REVIEWED FOR CODE CQMPLIANCE APPRbVED FEB 2 4 tots City of Tukwila BUILDING DIVISION 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/z" 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 comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the buildiniz inspector at time of footing inspection. - - DEC 1 1 2015 PERMIT C;LIV i ER si4vN0 s�j z O Z W 0 a OW� W Z I ov �_ Z> w I �5 Or8W¢82 o =3 on0 0 �8 1 o z zz 9 o}IZ 00Ze 0'N� � �zbME Nc � I zaow orsg-� Zi33Qa a O WN u u11 H TI-� � O 2 W50� w 1 �Z W} N K O W mod' vW = 8% 2 2 I,-- If "', y5 0 '61 d W K � WW>' W0 u/ll62 MW O K N7mW x . i'-1 00ZSWy KC7O V On�} Oo vio U LLIP W W p0- OZZZO U. L) w 11L I 0}-wO �u xu. f pF-WpR N x Z mIW-~aa NU' ZIL z �o°ate 0 o� Wa0}ruu a�u0ullu2ll z c -+Q W U W W p� x '-mlx- W 8 Fm O 1 ow i %WNNV �087 �9222y 09 E 2 'Lx0 WW I W O f zmW aF�a'~z� Z d�CdWvoi -� - =F i WZS8& RUEa5a I r�q �cpiOV5u W OROWW A (1)LTS12 & 6x8 DF2 POST N p Cn (1)LTS12 & 6x8 DF2 POST PROVIDE 2x8 LEDGER W/(3)SDS1/4x4.5 SCREWS INTO UPPER STORY WALL STUDS (16" PC EPC6Z/6x6 POST(TYP) 6x8 DF21(TYF) I II �I)I I I I I I I I I II 26 SD- C-4 I p U) I J HUCQ612-SDS MANUFACTURED SCI l5EE TRU55 ENGINE HUCQ612-SDS _L _ GIRDS R TRUSS N to N H1 (TYP) Lu 350O u�iTRU55ES 0 24' O.G. ABOVE =RINGo - -VFOR ADDITIONAL INFORMATION) Lu lY O O� O m Ill N � Q N O IIIL GIRDS R TRUSS _ I MANUFACTURED 1AT TRU55E5 0 241 O.G. TRU55 ENGINE RINC'a' FOR ADDITIONAL INFORMATI I� �(4)2x6 POST - (2)2x (TRIMMER 4x8_DF2- L-T - - 4---- _ - -11 6x12 DF2 (3)2x6 POST @ 0 H O m O O u (2)2x4 POST N N L !! POINT LOAD HUC46 (1)LTS12 & 6x8 DF2 POST (1)LTS12 & 6x8 DF2 POST (4)2x6 POST I� • 1 0 E -. — (2)2x TRIMMER u (2)2x6 POST u II I ,x U (Y O lu N O� cn b- O i0 � o � N �=D� O to Q (V ON I A III r—---------- u l o o Law I � I ra l I I X l O> I 1_Bw I 0 (2)2x12 ---� O° i 0 LBW FLUSH 4x6 DF2 -14 �"r;o7x5� D (2)I2xl TRIMMER (2)2x POST l (3)2x6 POST J I I (3 2x6 POST P VIDE FULL DEPTH B CKING AT CANT. FL OR JOISTS (TYP)I 4x8 DF2 I I I- -- 0 -- �— 6x10 DF2 H 1(TYP) POINT LOAD ABOVE PROVIDE 2x8 LEDGER W/(3)SDS1/4x4.5 SCREWS INTO UPPER STORY WALL STUDS (16" OC) PROVIDE SOLID BLOCKING — IN RIM JOIST SPACE UNDER( i ALL POINT LOADS FROMI L - - - - - - ABOVE -(TYP} 4x8 DF2 - EPC6Z/6x6 POST CONTINUOUS TO FOUNDATION (TYP) LOWER ROOF/UPPER FLOOR FRAMING PLAN NOTE: ALL OVERFRAME TO BE 2x6" HF#2 FOR SPANS UP TO 10'-0", FOR SPANS OVER 10'-0" USE 2x8" HF#2. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER. NOTE: ENGINEERING FOR SUPPORT OF ROOF FRAMING IS BASED ON THE PROVIDED ROOF TRUSS LAYOUT. VERIFY CONSISTENCY WITH TRUSS MANUFACTURER'S ENGINEERING/LAYOUT WHEN AVAILABLE. UFFER ROOF FIRAt*01ING FLAN l�q=1_0NOTE: ALL OVERFRAME TO BE 2x6" HF#2 FOR SPANS UP TO 10'-0", FOR SPANS OVER 10'-0" USE 2x8" HF#2. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER. NOTE: ENGINEERING FOR SUPPORT OF ROOF FRAMING IS BASED ON THE PROVIDED ROOF TRUSS LAYOUT. VERIFY CONSISTENCY WITH TRUSS MANUFACTURER'S ENGINEERING/LAYOUT WHEN AVAILABLE. RE tWED FOR '00 COMPLIANCE APMOVED FEB 2 4 2016 City of T I�Wla WILDING DIVISION i I_ DEC 1 1 2015 z O 0�° a � g❑� _ Z wa w Q z �jzJlyy --�k G11O �rLtiN H 1 � �s�� f Q Q N p =W cg��LL� p 3 a � aO�zd =aoz f8 82 Z1 z O N O N tL co z00 ZO ¢ QQ � z O N � wz zt~i3 w gs �Oa� g° 1 o z0aa z�a�a U I a(L 8 � � � WLL WOLL�.7 > Vl W(A W ZTZNI�luuO �dVNim=N �Tw.2 Cp Fo� fT- zZ 2000K OIL fN I W �' �g OOZ UUF�C9 o00 W W '- xx �aoW fq �y 0 IL I W ! wD i O}pmNVN ~p p=O Z O 1=-• t6 02 i MZLO>m za0} gmg p a� C91W_- � zJ � V Um-6jS z W-= N F O W w2to 3 U oi��z ppj wz �LL20� Z Z m i w W V N0 a z z 0 pF- w gE� at�d '� 1 .{{�o dr,9WN aN =F i m,g8m, $cud 0 t KOw ¢¢2 . F-UOwiL K W _� y11 �f �5' P ,y f', +i� A, LJ O �- 0 O Q 00 �--' zmM co Ln .. Q IN O .� M � M a p Lo ~ �C,4 co . O c a) o ry oo.. w �t,Ya � fAt�e �i. MAIN FLOOR SW PLAN 1/4' =1'-0' 1/4' =1' -0' -----. W6 --- f0A DEC 1 1 2015 PERMIT CENTER Uf=>f=Ef;RFLOOR 6W FLAN I • M : 0 N -0 Z y W IL o'�W i IL o,54Ez� � O G N } �0 (y/}x aOp Z O � 0 U) a Z zz� 9x oa x m a Zo M ag Z om ��ZovG1 N}}a2 Uo w oge Z U goi� 2 �o ZB� z= 20 as �uw �0mz aped w LU y}Zrn�{�a NaZZF� z� p6NfU= 6 g OLL =002 �N;goZ LL o `� t/lY W3 W W LU oo08 L. N N Z W N O W p}0 LL p rZrj a N UUF�C7 W W ��O Q yQ� ;!��UW ..m W F- OI-mlC�U UUy'- LLO W N- 2mN W 0 WW Ka -W Z W Z WHOP W oF-6 OZla UJW m U p Z aW p = 1 O (W W U �1L=O� N } y W Z Q Z O pW;Q"' N N M pdp O W 0 a WU , �ILL SQZfg�q U=Ix i-O �NWO� W SJ m 4 n 'Y{'s�t`et�t"i'xtit�# »�'�:�✓, {t t.n;4`t��'' Ali �+u Skastt ter: O It O W zmN � .. ,� M coc� _ O � N �N c: 0 `Jc 2y ✓ sst.G" 4" PONY WALL PER PLAN ANCHOR BOLTS (OR APPROVED EQUAL) AND MUDSILL (WHERE OCCURS) PER NOTES (7) & (8) ON SHEARWALL SCHEDULE �._. (TYP, U.N.O.) HIN ADDITIONOALT#4 HORZ.LOCATED HORZ. TIT24" OCPER 12- WHEN STOWALL. STEMWALL = I OVERALL VERTICAL DIMENSION EXCEEDS 24" (TYP) Q SLAB -ON -GRADE Z i o PER PLAN WHERE m ! #4 VERT. AT ;�, OCCURS 48" OC (TYP) EQ. EQ. - LTi,=1It_II 8" (1)#4 CONT. G ... LI 00 SLAB -ON -GRADE PER PLAN WHERE OCCURS W EQ. 8" EQ. #4 AT 48" OC-VERT. HOOK BARS WITH 14" LAP (TYP) -I20„ to 15" L6" UNBAL. BACKFILL—OUTSIDE HIGHER UNBAL, BACKFILL—INSIDE HIGHER .� FOUNDATION WALL DETAILS N.T.S. ROOF DIAPHRAGM NAILING PER GENERAL NOTES ROOF SHEATHING —� PER GENERAL NOTES FULL DEPTH FRAMING CONNECTOR PER SW 2x BLOCKING SCHEDULE w "H1" AT ALL TRUSS/RAFTER N BEARING LOCATIONS WALL FRAMING PER GENERAL Z STRUCTURAL NOTES-TYP(U.N.O.) U HORZ. PANEL JOINT (WHERE OCCURS) w � EDGE NAILING PER SW SCHEDULE — 0 U HORZ. PANEL JOINT (WHERE OCCURS) IL HORZ. PANEL JOINT (WHERE OCCURS) — CIE o- ...,�t_.... _. z 0 c� HORZ. PANEL JOINT (WHERE OCCURS)— U. F. , REF. 1/SD-1 FOR FOUNDATION INFORMATION FRAMING PERPENDICULAR 6 WALL FRAMING DETAILS N.T.S. SILL NAILING PER SW SCHED. (U.N.O., USE "W6" SILL NAILING) FLOOR DIAPHRAGM BOUNDARY NAILING -PROVIDE 0.148" DIA.0" _..._.. AT 6" OC (TYP, U.N.O.) RIM JOIST PER JOIST FLOOR SHEATHING NAILS ® 4" OC — SHEATHING PER SHEAR WALL SCHEDULE STUD/SHEAR WALL PER PLAN SW EDGE NAILING PER SW SCHED. (U.N.O., PROVIDE "W6" NAILING) M — HORZ. JOINT (WHERE OCCURS) SW EDGE NAILING PER SW SCHED. (U.N.O., PROVIDE "W6" NAILING) JOISTS PER PLAN _ _ JOIST BLOCKING ® 48" OC III III_ III -III- III Ill::ll I III Iii-iil Iir (BLOCKING ONLY ONLY REQ'D WHEN . 4 L III -III=- _6 UNBALANCED BACKFILL EXCEEDS 24),r - I'OO APPROVED ALTERNATIVE TO 5/8" DIA. ANCHOR BOLTS AT 6'-0" OC -MASA OR MASAP AT 4'-8" OC -LMA4Z AT 2'-7" OC -LMA6Z AT S-2" OC -MA4 AT 2'-2" OC -MA6 AT 2'-7" OC -MAB15 OR MAB23 AT 1'-11" OC FLOOR JOIST PARALLEL © RIM DETAIL ROOF DIAPHRAGM NAILING PER GENERAL NOTES GABLE END ROOF FRAMING (2) ROWS 0.148" DIA.x3" NAILS AT 16" OC IN EACH ROW 0.148" DIA.0" NAILS AT 8" OC — HORZ. BLOCKING PER SW SCHEDULE (TYP. U.N.O.) — BOTTOM PLATE NAILING PER SW SCHEDULE �— FLOOR DIAPHRAGM NAILING PER GENERAL NOTES (TYP, U.N.O.) FLOOR SHEATHING PER GENERAL NOTES a i3 V FRAMING PARALLEL PROVIDE NAILING PER IBC TABLE 2304.9.1-TYP(U.N.O.) MANUFACTURER'S REQT'S SW EDGE NAILING PER SW SCHED. (U.N.O., PROVIDE V6" NAILING) FLOOR SHEATHING PER GEN. NOTES .......... �- HORZ. PANEL JOINT(WHERE OCCURS) SW EDGE NAILING PER SW SCHED. JOISTS PER PLAN z (U.N.O., PROVIDE "W6" NAILING) REFERENCE NOTE (15) ON SHEARWALL M ICHEDULE AS TO THE CONDITIONS THAT IN MAY ALLOW THE FRAMING CLIPS TO BE HEADER PER PLAN OMITTED STUD/SHEARWALL PER PLAN CONT. DOUBLE TOP PLATE SHEATHING PER SW SCHEDULE (SPLICE PER 13/SD-1) DETAIL @ UPPER FLOOR JOISTS (PERPENDICULAR SHOWN, PARALLEL SIM.) REFERENCE NOTE (6) ON SW SCHEDULE FOR REQUIREMENTS WHEN 2 OR MORE ROWS OF BOTTOM PLATE NAILING IS SPECIFIED-TYP MUDSILL & ANCHOR BOLTS PER NOTES (7) & (8) ON SW SCHEDULE (TYP, U.N.O.) BLOCKING PER JOIST MANUFACTURER REQTS. AT EVERY OTHER JOIST SPACE SHEATHING PER GENERAL NOTES JOISTS PER PLAN N.T.S. PANEL JOINT (WHERE OCCURS) PANEL JOINT (WHERE OCCURS) CONNECTORS PER SW SCHEDULE EDGE NAILING PER SW SCHEDULE PANEL JOINT (WHERE OCCURS) BLOCK ALL HORZ. PANEL JOINTS PER SW SCHEDULE (TYP, U.N.O.) BOUNDARY MEMBER PER PLAN (2)2x MIN. (TYP) SHEARWALL EXTENT PER PLAN FRAMING MEMBERS PER GENERAL STRUCTURAL NOTES (TYP) SW NAILING PER SW SCHEDULE (TYP) — SHEATHING PER SHEAR WALL SCHEDULE STUD/SHEARWALL PER PLAN SW EDGE NAILING PER SW SCHED. (U.N.O., PROVIDE "W6" NAILING) M — HORZ. JOINT(WHERE OCCURS) SW EDGE NAILING PER SW SCHED. (U.N.O., PROVIDE "W6" NAILING) JOISTS PER PLAN APPROVED ALTERNATIVE TO 5/8" DIA. ANCHOR BOLTS AT 6'-0" OC -MASA OR MASAP AT 4'-8" OC -LMA4Z AT 2'-7" OC -LMA6Z AT 3'-2" OC -MA4 AT 2'-2" OC -MA6 AT 2'-7" OC -MAB15 OR MAB23 AT 1'-11" OC FLOOR JOIST PERPENDICULAR ® RIM DETAIL PANEL JOINT (WHERE OCCURS) > EDGE NAILING PER SW SCHEDULE ,. . HOLDOWN PER PLAN (WHERE OCCURS) PANEL JOINT (WHERE OCCURS) SOLID BLOCK UNDER HOLDOWN STUDS MUDSILL PER SW SCHEDULE HOLDOWN ANCHORAGE PER PLAN(WHERE OCCURS) �-� TYPICAL SHEARWALL DETAIL DROPPED BEAM DETAIL N.T.S. PROVIDE (3)0.148" DIA.x3" NAILS PER BLOCK - PROVIDE (3)0.148" DIA.0" TOENAILS PER BLOCK BEAM PER PLAN < W Of C) U U 0 W W S a W a !/ o W m W Lu ZU Q o q _--X� MUDSILL & ANCHOR BOLTS PER NOTES (7) & (8) ON SW SCHEDI,,_ (TYP, U.N.O.) N.T.S. DIAPHRAGM NAILING -PROVIDE 0.148" DIA.x3" INTO ALL MEMBERS AT: 6" OC - WHEN BEAM IS SINGLE MEMBER 12" OC - WHEN BEAM IS (2) MEMBER 18" OC - WHEN BEAM IS (3) MEMBER 24" OC - WHEN BEAM IS (4) MEMBER SHEATHING PER GENERAL NOTES —� JOISTS PER PLAN —' BEAM PER PLAN @—ELU SH BEAM DETAIL N.T.S. N.T.S. SW HOLDOWN PER PLAN (WHERE OCCURS) MATCH HOLDOWN ABOVE (WHERE OCCURS) V SHEATHING :R SW SCHED. LL NAILING :R SW SCHED. SILL NAILING PER SW SCHED. (U.N.O., USE "W6" SILL NAILING) r SH PER SHEAR WALL SCHEDULE D/S WALL PER PLAN FLOOR DIAPHRAGM BOUNDARY NAILING -PROVIDE 0.148" DIA.0" 110 S AILING PER SW SCHED. AT 6" OC (TYP, U.N.O.) (U..., PROVIDE "W6" NAILING) SHEATHING PER PLAN/GENERAL NOTES HORZ. JOINT(WHERE OCCURS) BLOCKING PER JOIST SW EDGE NAILING PER SW SCHED. MANUFACTURER REQTS. (U.N.O., PROVIDE "W6" NAILING) JOISTS PER PLAN 71 RIM JOIST PER JOIST FULL DEPTH BLOCKING OVER ALL BEAM LINES BEARING WALL (WHERE OCCURS) - SHEATHING PER PLAN/GENERAL NOTES — 1x4 x 12" EA. SIDE w/(4)0.148" DIA.0" EA. MEMBER (16 NAILS TOTAL) PER PB44 ORS(2)A34 PLAN BEAM PER PLAN W/MIN. 1" AIR 00 SPACE 0 ENDS TO CONCRETE �Qti G�oN c vf� bj S A35 CLIPS AT 30" OC MANUFACTURER REQTS. o REINF. PER PLAN 90 LB. FELT E FOOTING PER PLAN (CONT. OR SPOT) ° APPROVED ALTERNATIVE TO 5/8" DIA. _... :__. .:_:_: ._.__ _._.. MAX SLOPE PER o a Z .1 I1=:;1_. I_... _� GEOTECH REQTS 0 5 a r) y Z I ANCHOR BOLTS AT 6'-0" OC .III-i Ii I —III_ I,' I l f I I I;; I I I i l 1-11 I -MASA OR MASAP AT 4'-8" OC — i 1—I i L...:.: N J Q 0 ic -LMA4Z AT 2'-7" OC d B , w w a -LMA6Z AT 3'-2" OC DISTANCE FROM 8 DIMENSION PER PLAN SLOPE PER GEOTECHNICAL a o 2 -MA4 AT 2'-2" OC REQUIREMENTS g " p 9 6 -MA6 AT 2'-7" OC oo Z=�b -MAB15 OR MAB23 AT 1'-11 " OC C INTERIOR SUP 9-�o M� CANTILEVER FLOOR JOISTS DETAIL PORT ® FLOOR JOISTS DETAIL OOo EDGE NAILING PER SW SCHED. SW EXTENT PER PLAN SHEATHING PER SW SCHED. BLOCKING AT ALL' HORZ. PA JOINTS(WHERE QCCURS SOLID BLOCK UNDER HOLDOWN STUDS EDGE NAILING PER SW SCHED.-TYP- 5 N.T.S. o � � - W o N.T.S. OV,Zp_ �� 7 uuu����`gW =og-, E° 4 pp I,ap WOQ U�1 ,�f, Uw� �� f Z mI.-t;W29 w0U' L a,}}Q, ywa u'Z5Zp� w _ ¢ ~ = ItL 6 IL tq Y I FRAMING MEMBERS PERPENDICULAR FRAMING MEMBERS PARALLEL N ° g W. a o u. �d NOw w3 ' �ayNm pia 0: 0. 2x BLOCKING 02 0 ° ~ ° ° s ' " n n OOw F' pw U via 0.131 DIA.x2.5 NAILS AT 6 OC 0.131 "DIA.x2.5" NAILS W � 2 o „ FOR FULL EXTENT OF SW BELOW w w o � ° P S w AT 6 OC FOR FULL TRUSS TOP CHORD rr rr � � a . o w 2 s < EXTENT OF SW ROOF SHEATHING 0.131 DIA.x2.5 ° } o m S ° m LL s BELOW (TYP) NAILS AT 6" OC W W=& 2 N 2 o N w FULL HEIGHT GANGED PER GEN. NOTES FOR FULL LENGTH 61 ° } � � j T M. I 2x STUDS PER PLAN AT ROOF DIAPHRAGM E w, (2)2x MINIMUM 7/16" SHEATHING FOR FULL WHEN GREATER THAN 14.5" OF TRUSS w N o 2 m o W EXTENT OF SW BELOW PROVIDE 2x4 FLAT STUDS m W N -- 2 ° ° w ° G TRUSS BOTTOM CHORD 1 AT 16" OC LL W o N o TRUSS BOTTOM c,co Og z¢ 20 H� 2x BLOCKING — CHORD a d y = -- ............. --._ ._...-- ._.: "---- CONT. HORZ. STRAP = o Z & _ ie � 1-U O., K v)0' Ow =J PER PLAN OVER TOP OF WALL CL r ® SHEATHING nAAr TeIIMre. MAIM MUDSILL & ANCHOR BOLTS PER GANGED BLKG. (2-� NOTES (7) & (8) ON SW SCHEDULE (TYP, U.N.O.) TYPICAL DETAIL OF SHEARWALL DESIGNED FOR FORCE TRANSFER AROUND OPENING SPLICE LENGTH (2) ROWS 0.148" DIA. x 3" AT 8" OC IN EACH ROW FOR LENGTH OF SPLICE J TOP CHORD SPLICE BOTTOM PLATE SPLICE HANGERS PER PLAN 4'-0" MIN. BETWEEN SPLICES (SPLICE TO BE LOCATED ® C.L. OF WALL STUD -TYP) @_LOP PLATE SPLICE DETAIL N.T.S. N.T.S. GANGED JOIST ALT: 2 (DOUBLE JOIST) l-ill \ 11_11'_►. ► ..\� _..► �►..11 \ - u1/�_.►.. �.►._..... •� Oman • • N.T.S. EQ. (TYP) EQ. (TYP) ALTERNATE BCxO CONNECTOR AS PER PLAN (OR DSC-NOT SHOWN) u -� — MEMBER PER PLANAQIIII r C OPTION -BOTTOM FLUSH LET -IN AS REQ'D ..,,�� 00 RIM JOIST STRAP PER PLAN (MSTA24, U.N.O.) BCxO TOR J < z m �. AS PERTE PLAN (OR DSCE NOT SHOWN) tom- co L� N LTP4 OR A35 AT 30" OC STRAP PER PLAN MSTA24,, U.N,O.) �+-' o J (o —REVIE D FOR D()DF_. Q PLIANCE ,A" APPROvED DOU 1' FEB 2 f t 2016 � 1r city Of I lawla, v BUILDING IVISION� :I MEMBER FjR PkAN� i I ;.' . `;`� i A 0 Q N DTTolA FLUSH POST PER PLAN DEC 1 1 2015 ■ ■ 0O m PERMIT CENTEF TOP PLATE - - -- { �Y STRAP PER PLAN (MSTA24, U.N.O.) � —`— MEMBER PER PLAN O M � s— = OP FLUSH n n IN —CONNECTOR PER PLAN (WHERE OCCURS) (P. DRAG STUT CONNECTION DETAIL N.T.S. SHEARWALL BOUNDARY MEMBER SHEARWALL BOUNDARY MEMBER PER PLAN RECEIVES EDGE NAILING PER PLAN RECEIVES EDGE NAILING ug SW PER PLAN (WHERE OCCURS) HOEDOWN PER PLAN (WHERE OCCURS) K OrHOLDOWN �k SW PER PLAN (WHERE OCCURS) PER PLAN (WHERE OCCURS) SW BOUNDARY MEMBER 't STRAP -TYPE HOEDOWN SHOWN (HD -TYPE HOEDOWN SIMILAR) HOLDOWN PER PLAN (WHERE OCCURS) (2)2x STUDS EDGE NAILING PER SW(*) SCHEDULE SW PER PLAN (WHERE OCCURS) 2x6 EDGE NAILING PER SW(*) SCHEDULE SW PER PLAN (WHERE OCCURS) �,014 W� ¢ r�)� r 0 M z PER PLAN H0LDO PE „ il w ANCHORAGE PER HOLDOWN MANUFACTURER REQT'S •' SOLID BLOCK UNDER BOUNDARY (WH 0 S) SOLID BLOCK UNDER BOUNDARY MEMBERS -MATCH BOUNDARY MEMBERS -MATCH BOUNDARY �; ANCHORAGE PER HOEDOWN :; EDGE NAILING PER SW SCHEDULE SILL NAILING PER SW(*) SCHEDULE SILL NAILING PER SW(*) SCHEDULE MEMBER SIZE HOEDOWN -MATCH ABOVE MEMBER SIZE MANUFACTURER REQT'S •i r SW PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS) EDGE NAILING PER SW SCHEDULE SHEARWALL BOUNDARY MEMBER '• 2x STUD WALL PER PLAN 2x STUD WALL PER PLAN SHEARWALL BOUNDARY MEMBER PER PLAN RECEIVES EDGE NAILING PER PLAN RECEIVES EDGE NAILING RAMING MEMBER PER PLAN ( STRAP -TYPE HOLDOWN SHOWN (HD -TYPE HOLDOWN SIMILAR) SW PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS) HOEDOWN PER PLAN (WHERE OCCURS) EDGE NAILING PER SW(*) SCHEDULE EDGE NAILING PER SW(*) SCHEDULE � ;' HOLDOWN PER PLAN (WHERE OCCURS) m w „� � PROVIDE 3"X3"XO.229" n- PLATE WAS w FOR HOEDOWN PURPOSES, THIS (3) STUD SW PER PLAN (WHERE OCCURS) SILL NAILING PER SW(*) SCHEDULE SW PER PLAN (WHERE OCCURS) SILL NAILING PER SW(*) SCHEDULE ° E o SOLID BLOCK UNDER BOUNDARY MEMBERS -MATCH BOUNDARY MEMBER SIZE W ANCHORAGE PER PLAN -THREADED i o SOLID BLOCK UNDER BOUNDARY w m MEMBERS -MATCH BOUNDARY w HOLDOWN PER PLAN (WHERE OCCURS) o o m CORNER IS EQUIVALENT TO (2) STUDS * EDGE NAILING PER SW(*) SCHEDULE - * EDGE NAILING PER SW(*) SCHEDULE s N W Z g ° COUPLERS ARE PERMITTED i MEMBER SIZE G PROVIDE 3"X3"X0.229" PLATE WASHER ` - & DOUBLE NUT(WHERE ANCHOR IS r` (1)#4 CONT. REQ'D D TYPE HOLDOWN (B) STRAP TYPE HOEDOWN - SIM. SW PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS) � 3 W g g o o W a ° -••�-L WET -SET . b .. , : - - - - 2x STUD WALL PER PLAN I 2x STUD WALL PER PLAN z �, F � a Z 82 - �J zO �a—� U, C1 TYPICAL HOEDOWN CONNECTION DETAIL 1 TYPICAL HOEDOWN CONNECTION DETAIL TYPICAL HOEDOWN CONNECTION DETAIL WALL CORNER A AND IN FRAMING TYPICAL DETAIL _� 1 m � W I) cu N.T.S. N,T,S, N•'r.s. `-' (*) -INDICATES THAT THE MORE CLOSELY SPACED EDGE AND/OR SILL NAILING (AMONG THE TWO WALLS BEING N.T.S. z� ��oG ag Z � m Z ? 0 N � N m Ig z CONNECTED) AS PER THE SW SCHEDULE, SHALL BE PROVIDED, o e � o g >- goryo CONNECTORS PER SW SCHEDULE o N 8< s= 0 o L, /^fin CONT. TOP PLATE (30" OC, U.N.O.) EXTENT OF HEADER WITH 2 PANELS ,�' Z __ 0. " LL ~ = W a N o B Z O (SPLICE PER DETAIL 13/SD-1) DIAPHRAGM NAILING (2)ROWS 0.148" DIA. X 3" AT 3" OC-PLATE TO HDR (TYP) W a � = m F o N = ° a g p o o N 2x CRIPPLES AT 16" OC CONNECTOR PER SW SCHEDULE PROVIDE 0.148" DIA.x3" AT " SHEATHING PER GENERAL NOTES EXTENT OF R.O. WIDTH HEADER WITH 1 PANEL A35 OR LTP4 AT 30 a cc -w } } � N o W W 21 2 - ; � p W ° T, g m N 0 co (WHERE OCCURS) 6 OC (TYP, U.N.O.) DIAPHRAGM BOUNDARY NAILING " OC (U.N.O.) W W 2 o - a Z o °° o SHEATHING PER GENERAL NOTES BLOCKING PER JOIST MANUFACTURER REQT'S " " PROVIDE 0.131 DIA.x2.5 AT 2-0 MIN. 18-0 MAX o po,,,�' 0W,G .;a N N W N > > N F�ddyy 8 N � � 4" 6 OC (TYP U.N.O.) —��� ' �_, -,, W -��R'Z ~ 3 O coi R dw t W o WWU, W .i --............_............._..........._........._.............................._......._.._......................._.__... ... ............. ---.....__.......... ....._._._...---...--._...__................_._......._. 2 FULL DEPTH BLOCKING N opt o z _ �W�� a Q ROOF TRUSSES PER PLAN Irl I I I I° I°I I I I I I°I WNOa° ow 0, m Z N � s Z o : 9 o V HEADER (1)2x FULL HEIGHT PER PLAN KING STUD JOISTS, RAFTERS, TRUSSES PER PLAN HEADER PER PLAN n n H1 AT EACH TRUSS EDGE NAILING PER SW SCHEDULE s__._s___a-_____e_.__.._.�-_L._a...._...._.n___. I I I I _ _ L ..'_.__...... _........._ .._.____.___._._....._.__.. _,, ~" ° ° I I -- �- - I I - J W; Z a 0wd LL — I - ° ~ Z a 2 � o � � Z NAIL BUILT-UP MEMBERS W 2 ROWS 0.148" DIA.x3" (2)2x TRIMMER STUD REQ'D /O CONY. TOP PLATE _ SPLICE PER DETAIL 13 SD 1 ( / ) n n n 0131 DIA.x2.5 NAILS AT 6 OC U. N.O. CONY. TOP PLATE (' ) .... .......... .. ...-.. .. _..__-_�_�___.__._.___ ___.____ _._- CONY. HEADER- PER PLAN- ° _ I —=.. o.........__......_..-_ --- --1° ..,: - -. (--,._.:._...._..,. _ _ _. __ _ :.._._..__.. __._ .._... _._ _----.------._-- 2)2X12 IF2._.(MIN.)._.__._._..._..........._...._._._....__._._...__._ .__. -----........._.._..........._ ------ - -- -I`1 .. - - --... l ° F-. Z m In 3 o a �, apZffl p,,, co W s pGo d d W _ i W Z J 8 m R Z3 W ° s W n AT 12 OC IN EACH ROW WHEN HEADER CLEAR SPAN 2x STUD WALL PER PLAN (SPLICE PER DETAIL 13/SD-1) _ }� ° I �- - - = -'- ° -'- = �'�- �`I.- -- ._.-..........._....._._.._._ _._ - - - -ll -- _ �eo� ��o " J Q EXCEEDS 5'-0" 2x STUD WALL PER PLAN IJ v TRIMMER/KING STUD HEADER SUPPORT PER 19/SD-2 SHEATHING PER SHEAR WALL SCHEDULE (WHERE OCCURS) HEADER PER PLAN (WHERE OCCURS) SHEATHING PER SW SCHEDULE II. ° MSTA24-OPPOSITE SHEATHIN " I I I,II II I = ° JulLd u 0.131 DIA. X 2.5 AT 3 OC ° ° I I GRID PATTERN -SHEATHING TO SUPPORTING ° I II,I I ALL FRAMING-TYP I I I I I I a = II .I° II II II N o EXTERIOR HEADER TYPICAL DETAIL INTERIOR HEADER TYPICAL DETAIL YOOF EAVE TYPICAL DETAIL I°I r' o (2)2X4 MIN. I°I 1.1 I.. � 'j 1+ o cla N.T.S. � A 2x BLOCKING (TYP, IF REQ'D A z DIAPHRAGM BOUNDARY NAILING 0.131" DIA.x2.5" NAILS AT 6" OC (U.N.O.) 2x4 LEDGER W/(3)0.148" DIA.x3" INTO ALL STUDS ° ° �' T-T-- I • I - - d PANEL JOINT(IF NEE - ---.i t � OVERFRAMING PER PLAN DIAPHRAGM BOUNDARY NAILING n PROVIDE 0.131 DIA.x2.5 AT SHEATHED GABLE END TRUSS SHEATHING PER GENERAL NOTES DIAPHRAGM BOUNDARY. NAILING PROVIDE 0.131" DIA.x2.5" AT SHEATHING PER GENERAL NOTES 'I' ' (' • . •I • • I• 7 16" SHEA, / (U.N.O.) • I• • I• : I: ~z_ NEE= 6 OC U.N.O.) (TYP, .......... SHEATHING PER GENERAL NOTES 6 OC (TYP, U.N.O.) 2x4 OUTRIGGERS AT 4'-0" OC 2x4 BLOCKING TRUSSES PER PLAN -HOLD BACK TOP CHORD FOR LEDGER CONNECTORS PER SW • I. I I I • I '�' .L» .. .. • I• I I i; I I • I: I: L D8 :. .. • I. . . • • •� • I • J I: • .. I, a , " : T : I: ^; SCHEDULE 30 OC, U.N.O. • I' •I • `I 'I' 'I' 'I'CD t SW EDGE NAILING PER SW SCHED. (3)0.148"DIA.x3" NAILS • • I • • • • • • • • _ PROVIDE "W6° NAILING (U.N.O.) EACH END INTO DIAPHRAGM BOUNDARY ' I' 1' I ' I • ' I • • (• • (• ADJACENT WALL STUDS NAILING PROVIDE 0.131" DIA.x2.5" AT 6" OC • I • I • I • I • • I' I I ' I. (1)2X BOTTOM PLATE & (1)2x EATED MUDSILL (TYP) .I. .I. .I. TRUSSES PER PLAN (2) ROWS 0.148" DIA.x3" AT 2x4 BLOCKING (TYP, U.N.O.) ' i; I (1 PA" DIA. ANCHOR BOLT •! TRUSSES PER PLAN GIRDER TRUSS PER TRUSS MANUFACTURER -.2x4 BRACING ®8'-0" OCAT 16" OC IN EACH ROW \'Hl" EACH TRUSS tW -� T.O.C. T T.O.C. ".T.... ° 2"x2"x3 16" WASHERHANGER -� T.O.0 PER TRUSS MANUFACTURER W/(1)A34 EACH END 2x STUD WALL PER PLAN HANGER PER TRUSS Y 4 PER PANEL t. Q 4 CONY. TOP PLATE MANUFACTURER 2x FULL DEPTH BLOCKING o ° 0 0< b o 0 0 a o c (SPLICE PER DETAIL 13/SD-1) SHEATHING PER SW SCHEDULE BEAM PERPLAN' `2 h G �c 7 I ROOF MONO —TRUSS DETAIL :h -..- .----� I . . ,: G ROOF GIRDER/TRUSS CONNECTION DETAIL 23 ROOF GABLE DETAIL (@ PATIO & PORCH) MIN, (1)#4 CONT. HORZ. IN STEMWALL (WHERE OCCURS). LAP BARS 15" MIN. N•T•S' N.T.S. MIN. (1)#4 HORZ. IN STEMWALL (WHERE OCCURS) LOCATED WITHIN 3" TO 5" BELOW THE T.O.C. TYP MIN. (1)#4 CONT. HORZ. LONG. IN FOOTING AT TOP AND BOTTOM. LAP BARS 15" MIN. (3)0.148"DIA.x3" NAILS 0.148"DIA.x3" NAILS DRIVEN #12 SCREWS DRIVEN INTO (2)#4 VERT. HOOK BARS REQ'D PER PANEL WHERE STEMWALL OCCURS EACH END INTO ADJACENT WALL STUDS INTO OPPOSITE FACE (TYP) ONAILS I OPPOSITE FACE (TYP) CONTINUOUS 12" WIDE CONCRETE FOOTING -THICKENED SLAB EDGE PERMITTED AT DOOR OPENING S O 2x BLOCKING SILL NAILING PER SHEAR WALL D BOUNDARY NAILING OVIDE 1" DIA.x2.5" AT TYP) #12 SCREWS (TYP) - - - ,� 1-1/8' (MIN, TYP) - - - MIN "L" MAX "H" MAX "P" (EQ, LBS.) MAX "P" (WIND, LBS.) MAX » » � 'WEDFOR DEFLECTION @ P ODE iE Q O 16 8'-0" 910# 1274# 0.33 inches OMPLIAN �.�' APPROVED 16 9 -0 789# 1105# 0.39 inches, SCHED.-USE "W6" SILL NAILING 6 (TY U.N.O.) I PF1 6 AS A MINIMUM (TYP, U.N.O.) " 2 DGER W/(3)0.148 DIA. " INTO ALL STUDS �� N — N 1 FEB 2 4 2016 -+—� O Q 00 16" 10'-0" 668# 935# 0.44 inches DIAPHRAGM BOUNDARY NAILING PROVIDE 0.148" DIA.x3" AT 6" OC U.N.O.) { � � - -� �� i' 1 ' � tCi z �' � N PF20 20" 8'-0" 1351 # 1891 # 0.36 inches �I� c�fUlil� BUILDING 20 9'-0" 1143 1600 0.42 inches (TYP, DIVISI N .—. 20" 10'-0" 936# 1310# 0.48 inches SHEATHING PER GENERAL NOTES SW EDGE NAILING PER SW SCHED. -,� 1-1/4' (TYP) - 1-1/4' (TYP) 1-1/8' (MIN, -n?) \ � � ?, C� m C'7 PF24 24" 8'-0" 1792# 2509# 0.38 inches n --- -____- PROVIDE "W6 NAILING (U.N.O.) GANGm 2x4 POST u.N.o.t Co � O N �.._ N � Co 24" 9'-0" 1497# 2096# 0.45 inches 24" 10'-0" 1203# 1684# 0.51 inches -� - - - - - O 1. TABULATED CAPACITY (MAX "P") VALUES ARE PER PANEL. HEM -FIR FRAMING IS ASSUMED. TOTAL BRACED LINE CAPACITY IS .- �.,.- ... __,-, "P" `'�. JOISTS PER PLAN TRUSSES PER PLAN -HOLD BACK TOP CHORD FOR LEDGER - - - N •— %' O HANGERS FLUSH HANGER PER TRUSS MANUFACTURER I; I _ - - — - - MAX MULTIPLIED BY THE NUMBER 2. MAX P VALUES MAY BE MULTIPLIED 3. WHEN STORY DRIFT IS NOT A CONSIDERATION, OF PANELS IN THE FRAME. BY 1.4 FOR WIND DESIGN. MAX P (WIND) VALUES ABOVE INCLUDE » » » MAX P VALUES MAY BE MULTIPLIED BY 1.15. MAX ccr.:,`', :'�'-.', ; THE 1.4 INCREASE. » DEC 1 1 2015 P VALUES ABOVE i� ''-' (CS —5 0 ry L tl _�...,j�..l.... i ;. ._ .;fir;. _.. _ •�4,_._. � GMGM 2x6 POST INCLUDE THE 1.15 INCREASE. PE R N'7I.1- L L- N _FE R ROOF MONO —TRUSS TYPICAL DETAIL BUILT—UP COLUMN FASTENING TYPICAL DETAIL FOR PORTAL FRAME FOR ENGINEERED APPLICATIONS FASTENING REQT'S SHOWN ABOVE APPLY ALONG FULL POST HEIGHT N.T.S. N.T.S. PONY WALL (WHERE OCCURS) I I I I I ADDITIONAL #4 CONT. HORZ, AT 24" OC WHEN STEMWALL OVERALL VERTICAL DIMENSION EXCEEDS 24" (TYP) M1 FLOOR FRAMING (WHERE OCCURS) ANCHOR BOLTS (OR APPROVED EQUAL) AND MUD' PER NOTES (7) & (8) ON SHEARWALL SCHEDULE (TYP, WHERE OCCURS, U.N.O.) (1)#4 CONT.-HORZ. LOCATED WITHIN UPPER 12" OF WALL #4 AT .48" OC-VERT. #4 AT 48" OC-VERT. HOOK BARS WITH 14" LP (TYP)-LO" 6" SLAB -ON -GRADE PER PLAN WHERE OCCURS (TYP, OPTIONAL) (1)#4 CONT. TYP. PRESCRIPTIVE FOUNDATION WALL N.T.S. APPLICABLE ONLY TO CRAWL SPACE WALLS AND BASEMENT WALLS WITHIN THE QMONS R NOTED ABOVE. z • I I�i #4 HORZ. AT 18" OC (TYP) -1 #4 VERT. AT 18" OC . Q 2" COVER (TYP) COLD JOINT ALLOWED 8" (TYP, EQ. (TYP) (3)#4-CONT. LONG. SLAB -ON -GRADE PER PLAN (TYP, REQ'D)' • it -II w #4 VERT. AT 16" OC a a� .r #4 AT 18" OC-VERT. HOOK BARS WITH 12" LAP (TYP)- L20" EQ. (TYP) 8" r-- #4 AT 16" OC-TRANS. ' COLD JOINT ALLOWED (4)#4-CONT. LONG. w , I i I-` � _ ^ I -I �' I I_I-III-_ I I.,-..1. 1.-11�1-1 I_ I I •.i_�I I-lpi 1-..��'--0' i �-� �� _, _ � •I J .•�_ _. -III III—III--III—III--III___ 2'-8" S-4" r*',`TYP. ENGINEERED SITE WALL z o W U m 1 #4 AT 16" OC-VERT. HOOK of BARS WITH 14" LAP (TYP)-L2" "' 8" 1 #4 AT 16" OC-TRANS. N.T.S. GENERAL NOTES 1. Concrete strength (f ' c) =2500 psi at 28 days. 2. Steel reinforcement is grade 60. 3. Minimum rebar cover=311(unless noted otherwise). 4. Backfill to be free -draining, granular soil compacted to 90% Modified Proctor. Install 4" diameter PVC perforated drain line. Outfall to approved location. 5. Contractor is responsible for safety, temporary bracing and shoring during construction. 6. When required, all floor framing and noted connections shall be installed prior to backfilling higher than 1/3 of the height of the wall. 7. When required, Slab -on -grade at toe of wall shall be poured and cured(7 days min) before backfilling behind wall. 8. Unless noted otherwise, minimum longitudinal footing reinforcement is (2)#4. 9. Locate bottom of footing on firm, undisturbed soil a minimum of 18" below adjacent grade. r . 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