Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D15-0289 - RIVERSIDE INTERURBAN - LOT 5 SINGLE FAMILY RESIDENCE
I tki MA m ml 1010 OLIN I m Ift" I'Ll LOT 5 4035 S 126 ST D15-0289 City of Tukwila • "' Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-93SO Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT Parcel No: 7340600669 Permit Number: D15-0289 Address: 4035 S 126TH ST Issue Date: 4/11/2016 Permit Expires On: 10/8/2016 Project Name: RIVERSIDE INTERURBAN - LOTS 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: Phone: (253) 820-8311 Phone: Expiration Date: 11/18/2016 Name: AMERICAN CONTRACTORS INDEMNITY Address: 62S THE CITY DR S #305 , ORANGE, CA, 92868 DESCRIPTION OF WORK: NSFR - 2402 SF LIVING SPACE, 390 SF GARAGE, 172 SF COVERED DECK Project Valuation: $321,972.48 Fees Collected: $10,033.13 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: R-3 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 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan nelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Volumes: Cut: 42 Fill: 20 Number: 0 Water Meter: No uj!-�w Permit Center Authorized Signature: Date: L4 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 o this permit does not presume to give authority to violate or cancel the provisions of any other state or local I s ula ' g construction or the performance of work. I am authorized to sign and obtain this development it a ree to the conditions attached to this permit. 2 Signature: Print Name: Date: L�tl it, [a This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'PUBLIC WORKS PERMIT CONDITIONS' 2: 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. 3: 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. 4: 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. 5: 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. 6: 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. 7: Any material spilled onto any street shall be cleaned up immediately. 8: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 9: 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. 10: The Land Altering Permit Fee is based upon an estimated 42 cubic yards of cut and 20 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. 11: 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. 12: 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. 13: 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. 14: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 15: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 16: 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. 17: 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. 18: Land altering, drainage, and other activities shall be completed in accordance with all geotechnical recommendations by Ages Engineering, LLC, dated November 5, 2015; Cornerstone Geotechnical, Inc., dated June 9, 2006; and subsequent geotechnical evaluations. 19: 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. 20: Private water service line as part of this permit crosses a portion of the adjacent property to the West. Prior to Public Works Final inspection for this permit, Owner/Applicant shall provide a recorded Private Water Easement. Coordinate with the Public Works Inspector. 21: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 22: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 23: 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). 25: 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) 26: 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) 27: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 24: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 30: ***BUILDING PERMIT CONDITIONS*** 31: 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. 32: 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. 33: 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. 34: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 35: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 36: All wood to remain in placed concrete shall be treated wood. 37: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 38: 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. 39: 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. 40: 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. 41: 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). 42: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 43: 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. 44: 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. 45: ***MECHANICAL PERMIT CONDITIONS*** 46: 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. 47: Manufacturers installation instructions shall be available on the job site at the time of inspection. 48: 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. 49: 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. 50: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 51: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 52: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 53: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 54: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 55: 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. 56: 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. 57: 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. 58: 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. 59: 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. 60: 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. 61: 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. 62: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 63: 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 PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SH EATH I NG/SH EAR Y CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southeenter Blvd., Suite 100 Tukwila, WA 98188 littp:Hwvv7v.TukwilaWA. oovv Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: 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: t G 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.corn GENERAL CONTRACTOR INFORMATION Company Name: BRC Family Address: P.O. Box 73131.0 City: Puyallup State: Wa Zip: 98373 Phone: (253) 820-8311 Fax: (253) 881-3042 Contr Reg No.: CC BRCFAFL901 Q Exp Date: 11 / 18/2016 Tukwila Business License No.: BUS-0996177 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 LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: American Contractors Indemnity Address: 625 The City Drive S #305 Orange State: CA Zip: 92868 HAApplicationsWorntt-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldo" Revised: August 2011 Page I of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I' floor 999 2 "d floor 1,403 Garage m carport ❑ 390 Deck — covered m uncovered ❑ 172 Total square footage 2,964 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 rnechauical work S 7,631.15 1 furnace <100k btu 1_ thermostat emergency generator 3 appliance vent 1 wood/gas stove PLUMBING: Value of plumbing/gas piping work IS 7,193.99 fuel type. ❑ electric m gas 5 ventilation fan connected to single duct 1 water heater (electric) other mechanical equipment 2 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 1 shower 5 lavatory (bathroom sink) 1 sink 3 water closet 1 water heater (gas) 1 lawn sprinkler system 4 gas piping outlets H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-11.docx Revised: August 2011 Page 2 of 4 bl, 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 ❑ .. Seattle ❑ ...Sewer use certificate ❑... Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): Z ...Civil Plans (Maximum Paper Size — 22" X 34") ...Technical Information Report (Storm Drainage) m .. Geotechnical Report ❑ ... Hold Harmless — (SAO) ...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.. ❑ ® ...Total Cut 42 Cubic Yards ❑ .. Work In Flood Zone ® ...Total Fill 20 Cubic Yards m .. Storm Drainage ® ...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 tt „ m ...Permanent Water Meter Size ............... WO # ...Residential Fire Meter Size ................. WO # ...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\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 5-9-11.docx 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. PROPERTY OWNER OR AUTHORIZED AGENT: Date: 10/23/2015 Print Name: Robert D Rester Day Telephone: (253) 820-8311 Mailing Address: P.O. Box 731310 Puyallup Wa 98373 City State Zip H:\Applications\Forms-Applications On Line\101I ApplicationsTombination Permit Application Revised 8-9-1 I.docx Revised: August 2011 Page 4 of 4 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME IVeG/S e J:Z*✓a(1, 4m-1 o PERMIT # D)5 ( ¢s5 035 , lZ(IA � ) If you do not prove contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization $1,000.00 Erosion prevention $800.00 Water/Sewer/Surface Water $2,000.00 Road/Parking/Access A. Total Improvements $3,800.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A.$�@0- 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) $ 9 5- -44�O (4) 5. Enter total excavation volume Enter total fill volume 42 20 cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001—100,000 $49.25 for 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 TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 34-!� -388-.56--- 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 Epe. i. F i J I' �l• it `��" !_A Approved 09.25.02 Last Revised 01/01/14 NOV 1$ 2015 PERMIT CENTER I 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) $ q S aa&:eo (6) 7. Pavement Mitigation Fee ( <':' 1 $ (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. N. 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. $ Z-?, (8) 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) $ $ lel3 _— $ �8 Total A through I $ /o (10) 31 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ (f 3 g 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) Installati Cascade Water Alliance RCFC 01.01.2014—12.31.20.15/ /% Total Fee 0.75 $625 $600 f $6630 1 $1125 1 ,T12.50 $16,137.50 1.5 $2425 0, 25 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $1252 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 t emporary Meter 0.75" $300 2.5" 1 $1,500 3 ;Clear Form t DESCRIPTIONS QUANTITY PAID PermitTRAK $7,840.61 D15-0289 Address: 4035 S 126TH ST Apn: 7340600669 $7,840.61 DEVELOPMENT $3,377.60 PERMIT FEE R000.322.100.00.00 0.00 $3,373.10 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 11000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,477.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $95.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $95.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $196.63 TECHNOLOGY FEE R000.322.900.04.00 0.00 $196.63 TOTAL FEES PAID BY RECEIPT: .. :41. Date Paid: Monday, April 11, 2016 Paid By: MERRITT RILEY Pay Method: CREDIT CARD 02323D Printed: Monday, April 11, 2016 1:35 PM 1 of 1 r ! 1f SYS7EM5 Date Paid: Monday, November 16, 2015 Paid By: MERRITT RILEY Pay Method: CREDIT CARD 02661D Printed: Monday, November 16, 2015 9:58 AM 1 of 1 77l � a � SY57EM5 INSPECTION RECORD 62V Retain a copy with permit I CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P 'ect: VY.�+i Tyne of Inspection: p� Address: )26 Date Called: It Special Instructions: Date W qt ? —a Requestet: Phone No: DdApproved per applicable codes. Corrections required prior to approval. COMMENTS: ki Inspector: ANA.A Date: 117-04' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. A") INSPECTION RECORD Retain a copy with permit INSP TION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ' ct: T e of Inspection: Address: 03.5--e-771 5- Date Called: 1-Special Instructions: ZOT- 5�- Date Wa e d: m. J z/ Reques er: Phone No: EgApproved per applicable codes. LJ Corrections required prior to approval. u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD WRetain a copy with permit IN ION 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 P ect. V-4 VWJ !D Ty of Inspection: %'!LL/3/ttif�Y Address: 7-1-I S /— Date Called: Special Instructions: c Date Want : � Z/Z/'� p.m. Request r: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. `—I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPETTION 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: Type of Inspection: Address: e 9123101 S, Date Called: Special Instructions: Z,_F C� J Date % a e d: m � % lRequesler: Phone No: KApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: AL Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 21 ° INSPECTION RECORD Retain a copy with permit / INSPE'CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P '9ect: 1 DC T of Inspection: &/nyo �� ='tom Address: o 97, S. r -- Date Called: Special Instructions: p w G0 Date Wa ted: j / .m. %� Z/ / 6 lRequeslter: Phone No: rEl Approved per applicable codes. Corrections required prior to approval. V11-11 Inspector: Date. 6 U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD l; Retain a copy with permit 1 �� G�,) , 1 INS 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 'ect: P9t45i?r,)0C 1A?222g--R&4j T e of Inspection: / 1 �IJLA7-1O11 Address: Date Called: Special Instructions: Date Wa e. / p.m. lRequetter: Phone No: 4jApproved per applicable codes. Corrections required prior to approval. COMMENTS: rs� r: 4VW Date:11 16 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �9 INSPECTION RECORD Retain a copy with permit INSPCCTION 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 / Type of Inpection: Address: 0a I,, S-r— Date Called: Special Instructions: Z Date Wantedm fk 4z Requester: Phone No: 19 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: � Date// 2/1mt REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l INSPECTION RECORD , ,©29 Retain a copy with permrt I PECTION 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 ect: I i tree ibc )Ormu �/ Type of Inspe tion: Ogw Address: Date Called: Special Instructions: ��� Date W t m p.m. llkequettkr. Phone No: Approved per applicable codes. 11 Corrections required prior to approval. LJ paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1!;-9 IN CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1 l w Type of Inspection: WALL 1A2W`T16Arl Address: 6&5-- S 126� Ss' Date Called: Special Instructions: . Date Wantedzf—arrp S' 16 Requester. Phone No: 93 Approved per applicable codes. a Corrections required prior to approval. I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD i 1� Retain a copy with permit S © 29 q 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 ect: Pg Ty e of Inion: I&RA65-t"V r— Address: 'el'o35- -<- /xt1i Date Called: Special Instructions: Date Wanted /S yV a. p.m. Requester: Phone No: xApproved per applicable codes. LI Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. An le INSPECTION RECORDAd I c Retain a copy with permit I SP 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 Pr 'ect: s» Type of Inspection: ,X-1e,�� Cr Address: 7` Date Called: Special Instructions: a.m Date Wanted: 2�1161m. Requester: Phone No: Approved per applicable codes. � Corrections required prior to approval. COMMENTS: f 1 A)- i✓ZA16- AtL a/ 4 a ss AJ!5�C4, -r1rAl /4' tAla 15 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2— INSPECTION RECORD 1►> Retain a copy with permit 1b, �702 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ' t: 51, �� Typ�: 1 n Iress: c )5- Date Called: Special Instructions: Date Wante .m Z�11.,ap.m. Requester: Phone No: © Approved per applicable codes. 1 Corrections required prior to approval. u paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD �, Retain a copy with permitF�iI�" U7,q � INS ON 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 'ect: Vj 1/ZIG xCC k4i Type of Inspection: C/lV Address: ai'1 Si Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: Pm LN 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 permit �S dZS g 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 P 'ect: Type of spection: Address: Date Called: Special Instructions: Date Wa d j m. p.m. Requester. Phone No: Approved per applicable codes. 4 Corrections required prior to approval. COMMENTS: r s s! '3 AjriaLm- A-r-(q)ZX)Z- Z 1 S r11Af < S r 41 Ss10� Z, Z,l Gr it I t2x>&. � SCrALL 'tr- IInspector: A At4A IDate: 9/?d/ j 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 0zoo, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: >fM 1 D u+A T e of Inspection: 4 - /.Aj %A�Kl Address: o3S' � S�— Date Called: Special Instructions: Date Wan Requester: Phone No: ® Approved per applicable codes. Ll Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. '1 INSPECTION RECORD _ Retain a copy with permit 015 -02e) q] IINBPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Insp ction: 64C. 11!io1-4 - i Address: 2,6 Date Called: Special Instructions: Date Wanted, a.m. Requester: Phone No: Approved per applicable codes. I__J Corrections required prior to approval. #Ali U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �� INS N 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 ' t. Type �jof^�Inspe`,tection: Address: 4OU- S )26 iN Si- Date Called: Special Instructions: l L Date Want pm. m Y, 7 CA Requester: Phone No: 9Approved per applicable codes. L: Corrections required prior to approval. Inspector: Date: G�LqZ1 I /Laul f REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: 1 v�'►25 i All Y�rtn� Type of Inspection: CUB ZC401P Address: Date Called: Special Instructions: ZOT— t J ap m Date Wan t1VL16* lRequesterf Phone No: ® Approved per applicable codes. 11 Corrections required prior to approval. Inspector: Date: )" ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: t urns ► p�" d z vF�i '►� Ty e of In ection: �► P�'_ �;,rc� Address: Date Called: Special Instructions: Date Wante )/ )y /(o p.m. Requester: Phone No: � Appmved per applicable codes.El Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. U -7 INSPECTION RECORD Retain a copy with permit �iS 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: itr o�� ltin_ Tye of Inspection: - Jibrf arc Address: a 35- SS-r- Date Called: Special Instructions: Date Wanted i� p m. Requester Phone No: ® Approved per applicable codes. El 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 Retain a copy with permit Uq 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: 11MI � / t%X A✓ Tye of Inspection: Gy)w% Address: o3S' Z P' s-;�` Date Called: Special Instructions: G� Date Want a. p.m. Requester: Phone No: 9 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 8 4N% REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTI ON RECORD _ Retain a copy with permit �I _ 0 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P ect: <WMA I V46 1 T��y��p//eeof Inspection: r t� AU_ Address: ,go 3s— s r ? -114 sr Date Called: Special Instructions: T Date Wanted]A/1p.m. Requeste : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: ffZy l El 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 t"iZF INS 10N 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: vesio�' l Type of Inspection: ►� 1A16- Address: �� 40 s .r Date Called: Special Instructions: )ate 4 Date Wanted: M. % ZZI � Requester: Phone No: Inspector: Date: -- *',. 7, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 3I Retain a copy with permit PECTION 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 act: D Type f Ins coon: Address- Y Date Called: ij Special Instructions: Date Want a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: C t? Ilnspector: -11 (Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. D r INSPECTION RECORD q Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 06 431C3670 Permit Inspection Request Line (206) 438-9350 Fa q Va`( p/', t_ Pr ec : C Type f Insp tidn. Ad ��s ��� ��` Date Called: Special Instructions: Date W nted a.m. 7 J p.m. Requester: Phone No: Inspector: Dater 7— /0L 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 NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: h� % � G � wt � l r C S ;Type of Inspectio ' I -L ((LE • s�i� t' N Address: � Suite #: Ao3S 5. l2 (�� S fi Contact Person: Special Instructions: Phone No.: Npproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: yG Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsimng 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 0/ Retain a copy with permit lb- S-- of''�_ INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type ofjnspe_ction: Address: ��U35- S7 j Contact Person: Suite #: Special Instructions: Phone No.: 1-1 Approved per applicable codes. LGQr ections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: !,� „ �_ (;' I I Date: / � /, // G, 1 Hrs.: i FI $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD I�JS--CMG Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: /0� Type of Inspection: Address: n� � J� �� Contact Person: Suite #: Special Instructions: Phone No.: ® Approved per applicable codes. ❑ Corrections required prior to approval. i COMMENTS: lei - Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ,% i�� lj Date: V7_ �/ Hrs.: �. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. willing Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 M INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Tye of I�n�spection: Address: ' �' Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: f J J fJ` FI u ro Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: OccupancyT e: Inspector: f;L HM� Date: V/6 I H rs.: Z. 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. milling Aaaress 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. riuleci inrurmauun contact intormation Plan 2402-A BRCF Heatinq 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 Design Temperature Difference (AT) 46 Tukwila AT = Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area tnstlacticns Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Insulation Attic Onstruc ions L R- 99 Single Rafter or Joist Vaulted Ceilings IrvsYructions —-- No Vaulted Ceilings in this project. ---- Above Grade Walls (see Figure 1) R-21 _...---- -� Floors gnstructlons R-30 Below Grade Walls (see Figure 1) fnslrucicrs i No Below Grade Walls m this project. Slab Below Grade (see Figure 1) InstrucVo-is_=-----`- rNo Slab Below Grade in this project. --� Slab on Grade (see Figure 1) Enstructiores No Slab on Grade in this project Location of Ducts instructions Conditioned Space Fi ure 1. Above Grade 2,402. 9.0 U-Factor 0.30 Conditioned Volume 2Area X Area = 38i ` 11 _4J) r -1 U-Factor X Area = UA— 0.026 1,402 3II¢ 45(�I�i��'{fi��l�[i U-Factor Area i ll r Ccn U-Factor Area UA 0 0.056 2.913< 112.73 l' F�!. n U-Factor Area 0.029 1a46 �40 75� r U-Factor Area UA(I F-Factor LengthUA --7C T Y JF T :s r, Ylv] LA F-Factor Length UA NOV 13 2015 PERMIT CENTER Duct Leakage Coefficient 1.00 Sum of UA 306.33 Envelope Heat Load 14,091 Btu / Hour Sumof LAXAT Air Leakage Heat Load 10,740 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 24,831 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 24,831 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 34,763 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Funace Building and Duct Heat Loss X 1.25 for Heat Pump (07101113) 0,7 (L h Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 2402-A BRCF This project will use the requirements of the Prescriptive Path below and incorporate the REVIEWED FOR minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. CODE COMPLIANCE Authorized Representative Date I pA�►p /( �R I o., - ... �16 All Climate Zones R-Valuea U-Factora Fenestration U-Factor° n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb,o n/a n/a Ceiling 44 0.026 Wood Frame Wall9,k,' 21 int 0.056 Mass Wall R-Value' 21/21' 0.056 Floor 301 0.029 Below Grade Wall" 10/15/21 int + TB 0.042 Slab R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. City of I u;nmlla BUILDING DIVISION ,� i-r s.:1.,.:- .IVi:.D CITY OF TUVtiILA NOV 13 2015 PERMIT CENTER 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: ❑l. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. Q2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 1 b Efficient Building Envelope 1 b 1.0 1 c Efficient Building Envelope 1 c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012`/*2ORes/2OEnergy.pdf 0 0.5 El P� 0.5 El El El 11 0 0.5 El "1200 kwh 0.0 1.50 P�rl b l 9-02,-(60q For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. 1110/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. Ig Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. ' The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Glazing Schedule Project Information Plan 2402-A 1 CODE COMPLIANCE APPROVED MAR 2 4 2016 BULL _J rI'Ji"WiLA Nov 1$ 2015 402.3.3 Exception (15 sq. ft. max.)0 Vertical Glazing (Windows and glazed doors) Plan Component Glazing Width Height Glazing �- iiption - EI 1 - _1 1 - _1 1 - . _1 1 MNIEE NO IM r- - . _ 1 1 E EIMMIMIME E EMMEEME! E E_ IMIME E MMEIMIEE E E_ E E- MINEE E E_ E E- E E_ Qt. Feet Inch Feet Inch Area UA MMEME MMEME =MEMO MMEME MMEME MMEME EMEMO MMEME MMEME =MEMO MMEME =MEMO MMEME ©MEMO NEMEENO MMEME MMEME EENEENE MMEME MMEME MMEME MMEME EENEENE MMEME MMEME MMEME EENEENE MMEME MMEME MMEME EMEMO -MEMO MMEME MMEME -MEMO MMEME 1 • 1 .� 1 • 1 11 111 .1 1 11 1 1 11 1 �1 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 11 111 11 111 11 111 11 111 11 111 11 111 I I 1 11 11 111 b15 02`6�1 Sum of Area and UA 1 387.81 116.33 Area Weighted U = UA/Area 1 0.30 r u STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN PLAN 2402-A October 28, 2015 Client: BRC Family Homes Site: Lot 5 S. 126th St. & 41st Ave S. Tukwila, WA Calculated by: Eric L. Rice, PE ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 4 2016 City of Tukwila BUILDING DIVISION PECriVEr CITY C:?1= TUK ILA NOV 1$ 1015 PERMIT CENTER �G L. RI C� of WASyf' A co z 34839 .� Vv/'��- N9-02b��l ELR Engineering 1�15 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Scope of Work: Project: BRC Family Homes - Plan 2402-A Job No. 2402AFT120106 Figured by: ELR Checked by: Date: 10/28/2015 Sheet: 2 ELR Engineering was asked to provide permit submittal structural calculations for the proposed Rueppell Home Design plan 2402-A 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 LOCATION = LOT 5 2402 Elevation 'A' S. 126th ST. & 41st AVE S FRONT TUKWILA, WA SEE GENERAL STRUCTURAL NOTES FOR SPECIFIC DESIGN CRITERIA ELR En ink erring 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Vertical Calculations F 0 R T E e MEMBER REPORT Roof, RH1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED Overall Length: 2' 4 1/2" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual D25' 1Y Re5tft5 .. Actual @,location =';' Attouire<f s :- Result"(mad: Contirinatiitti Member Reaction (Ibs) 4036 @ 1 1/2" 6563 (3.00") Passed (61%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 397 @ 8 1/2" 2657 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 464 @ 1' 3" 1979 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.003 @ 1' 3" 0.075 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.005 @ 1' 3" 0.112 Passed (L/999+) -- 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 traced at 2' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on Nos. 5uppotts + 8eafing, Loids to Supports ( ) Acor3sarieSY>> - - ' xtotal : Awdltable itequired . oead - Snow Total, 1 - Trimmer - HF 3.00" 3.00" 1.84" 1785 1 2251 4036 None 2- Trimmer -HF 1.50" 1.50" 1,50" 337 1 488 825 None ' Tributary Deed Snow LOatiS Location 1Nidth (0 40) , . {�;15) ,Comments 1 - Uniform (PLF) 0 to 2' 4 1/2" N/A 294.5 434.0 Unked from: RT1, Support 1 2 - Paint (lb) 1" N/A 1411 1708 Linked from: RGT2, Sup rt 1 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, Inc. Forte Software Operator Job..NoteS Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : Aso (Zj) SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 11 of 34 `F ® R T G `' MEMBER REPORT Roof, RH2 ��11 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED Overall Length: 8' 3" 5 a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual .D,45ign ReSLit"S :Actual h� Locatwp Allow Reh:ult lDF - load ComMnabon,(Patlern) Member Reaction (Ibs) 453 @ 0 3281(1.50") Passed (14%)+ 1.0 D + 1.0 S (All Spans) Shear (Ibs) 389 @ 7" 2657 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 935 @ 4' 1 1/2" 1979 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.084 @ 4' 1 1/2" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.148 @ 4' 1 1/2" 0.313 Passed (L/671) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (5/16"). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 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. SUppatls . Bearing? loads Yo Sapports,(itis) Accessonesx Iota! Available; '- Regwred . lyead Snow 7otL1 1 - Trimmer - HF 1.50" 1.50" 1.50" 195 258 453 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 195 258 453 None L'da`ds +lowElon Tributary � Af►idtfi} bead :i (b 90� Snliw � {1.5) . , tomnents 1 - Uniform (PSF) 0 to 8' 3" 2' 6" 17.0 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.corn) 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, Inc. Forte 56ftware Operator Job Noles >. Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD i" SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 12 of 34 F 0 R T E, MEMBER REPORT Upper floor, UF1 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC PASSED Overall Length: 19' 19, E 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual .DE!Si, 11 Results Actual @ l ocat+on ': Allovved Result LDF _ _Load Cortbmallon tVatrn� =" , Member Reaction (Ibs) 488 @ 4 1/2" 2430 (4.00") �.. Passed (20 /o) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 421 @ 1' 4 3/4" 1688 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2165 @ 9' 6" 2577 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.432 @ 9' 6" 0.608 Passed (L/508) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0,561 @ 9' 6" 1 0.913 Passed (L/390) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A I N/A Deflection crteda: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 4 13/16" 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. 5uppOrts �. _ gearing- Loads to Supports {I►u) � Acc�soried �7bta1 Available - R�Gieed Dead Floor ; 'live � Total 1 - Stud wall - HF 5.50" 4.00" 1.50" 114 380 494 1 1/2" Rim Board 2 - Stud wall - HF 5.50" 4.00" 1.50" 114 380 494 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. 35 Deal! Fk Live `-p LQ;3d5 -`^tacation - •,Spacing _y� (01�d1' (i,Dl) , Comments . ' 1 - Uniform (PSF) 0 to 19, 12" 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, Inc. Forte 8Oftware.Operator Job Nofes ::` Eric Rice Plan 2402-A 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 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 14 of 34 F O R T E 0 MEMBER REPORT Upper floor, UF2 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 13' 10" 0 a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual QL 10MVActual @ Ldcatron Allowed. Resylt LDf ;'Wad Comt�matipti (Pattern) Member Reaction (Ibs) 456 @ 3 1/2" 911 (1.50") Passed (50%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 391 @ 1' 2 3/4" 1688 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1502 @ 6' 10 1/2" 2577 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.156 @ 6' 10 1/2" 0.439 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.203 @ 6' 10 1/2" 0.658 Passed (L/780) 1.0 D + 1.0 L (All Spans) T]-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 T 8 13/16" 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. Bearing:; ;Loads to Supports (itis) 41 5upj1Ort5r Acoessorles:, total liable_Re4raired dead Floor ? total 1 - Hanger on 11 1/4" DF beam 3,50" Hanger- 1.50" 110 367 477 See note 2 - Stud wall - HF 5.50" 4.00" 1.50" 111 371 482 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • I See Connector grid below for additional information and/or requirements. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Ccnn�ctolr ,Sim on`,5txori =1 ie CarinecCa(rs.;�, � - Suppott r:, " NAodei Seat Lengtfi lop l�.iiis, _;tdl Fad Nails° MerhLr�r Nails _ 'ACcesgbrte5 1 - Face Mount Hanger LU210 1.50" N/A 10-10d Common 6-10d x 1-1/2 "' `Dead F`fo0r l.iye - LO�CIS � , 'L6tat[on _ Sp>icing,_ �_ (090i,.i (14f1) Wminents 1 - Uniform (PSF) 0 to 13' 10" 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, Inc. Forte StftWare Uperetor Sob Notes ." Eric Rice Plan 2402-A ELR Engineering (206)200.8764 elreng33@gmail.com SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 15 of 34 F 0 R T E° MEMBER REPORT Upper Floor, UF3 i� 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 15' 10" k r. I 1 15' 10" u 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are hodzontal.;Drawing is Conceptual Deli`nResults Actual Location Allo0m Resglt LDF:;LoadCombination(IratternT,:: .. Member Reaction (Ibs) 543 @ 2 1/2" 2126 (3.50") Passed (26%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 458 @ 1' 2 3/4" 1688 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2016 @ 7' 10" 2577 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.281 @ 7' 10" 0.508 Passed (U652) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.365 @ 7' 10" 1 0.762 1 Passed (U502) 1.0 D + 1.0 L (All Spans) TJ-Pro" Rating N/A I N/A - - -77771 Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 314" 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. SuPPults 8sartng bAdB t6 supports;l4s) bccessoriese Total Available Required Bead L'�e total 1 - Stud wall - HF 3.50" 3.50" 1.50" 125 418 543 Blocking 2 - Stud wall - HF 5.50" 4.00" 1.50" 128 427 555 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. - DeadM FIooYL3ve as �� LOadS location Spacing N„{0.90}. y (f UO) Zoinmen#s - 1 - Uniform (PSF) 0 to 15' 10" 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. product application, input design loads, dimensions and support information have been provided by Rueppell Home Design, Inc. Forte Sotiware Operator ' Jnb Notes 't Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Y SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 16 of 34 W F 0 R T E J MEMBER REPORT Upperfloor, UF4 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 17' 6" 17' 6" FBI 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Ot:si'n Resrils z l►ttuat�tocation Aitovved *Bsuit k_toad Combinatrori�Pattern) .r Member Reaction (Ibs) 598 @ 41/2" 2430 (4.00") Passed (25%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 510 @ 1' 4 3/4" 1688 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2432 @ 8' 9" 2577 Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.408 @ 8' 9" 0.558 Passed (L/492) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.531 @ 8' 9" 0.837 1 Passed (L/379) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A N/A I -- -- Deflection criteria: U. (L/360) and TL (L/240). Bradng (Lu): All compression edges (top and bottom) must be traced at 2' 8 3/8" 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. Searing Loatls to Stpporrts fibs} _. t: total Avartabte ttegotre4 Dead 7otat SUPPo►t✓ Atces5orias,zf Iiye 1 - Stud wall - HF 5.50" 4.00" 1.50" 140 467 607 1 112" Rim Board 2 - Stud wall - HF 5.50" 4.00" 1.50" 140 467 607 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loans < Lpcation stmct►�y `` to so) > t1t oo) con��e,ts t - Uniform (PSF) 0 to 17' 6" 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.woDdbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design, Inc. Forte Saftwaro Operator Job Notes Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD nA 1 SUSTAINABLE FORESTRY INITIATIVE Nl 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A,4te Page 17 of 34 F O R T E` MEMBER REPORT Upper floor, UF5 L 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 11' 10" � 11' 10" L 9 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual �Design.Resiiits Attuat@Lodtion ,Mowed"; Re3uk LDr;. load Coribrrtatfan,(Patbern) Member Reaction (Ibs) 394 @ 11' 7" 911 (1.50") Passed (43%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 329 @ 10' 7 3/4" 1688 Passed (20%) 1.00 1.0 D + 1.0 L (Ail Spans) Moment (Ft-Ibs) 1121 @ 5' 10 3/4" 2577 Passed (44%) 1.00 1.0D + 1.0 L (All Spans) Live Load Defl. (in) 0.087 @ 5' 10 3/4" 0.379 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.113 @ 5' 10 3/4" 0.569 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'"' 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 11' 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. t7 SUppOrts ;s ' "rotas I►vaflabTe : =Required � (Ibs) 7,r dead FI"DrTotal Adcetsor3es= t 1 - Stud wall - HF 3.50" 3.50" 1.50" 94 314 408 Blocking 2 - Hanger on 11 1/4" HF beam 3.00" Hangers 1.59' 95 317 412 See note s • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • s See Connector grid below for additional Information and/or requirements. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : Aso Gonnectoe: 5irri on Strong -Tie Connector, , Support -� hlodet - _ 4 ; Seat length Top Naffs, ., fate NBfls Niert►tfer Naffs Atc�ssorres 2 - Face Mount Hanger LU210 1.50" N/A 10-10d common 6-10d x 1-1/2 � • Dead Floor trite 1 -Uniform (PSF) 0 to 11' 10" 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.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 ASiM 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, Inc. Forte Software Operainr Job Nntns '. Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmaiLrom 5 SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 18 of 34 F 0 R T E MEMBER REPORT Upper floor, UF6 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 8' 5" FBI E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual De51fj11*�i23ll s A,cp st laration Alioweil_ 1Zes it t�t i oad: Combination Pat tni `w Member Reaction (Ibs) 292 @ 4 1/2" 3341(5.50") Passed (9%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 195 @ 1' 4 3/4" 1688 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 509 @ 4' 2 1/2" 2577 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.018 @ 4' 2 1/2" 0.256 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.023 @ 4' 2 1/2" 0.383 1 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'"' 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 8' 5" 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. S�PP - Beanng_ _;LOatlstb5upports{itis) Acoessaries Total l►vatlable Req�ire0 Dead L foEai , 1 - Beam - GLB 5.50" 5.50" 1.50" 67 224 291 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 67 224 291 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full toad is applied to the member being designed. Dead Fioor-:i iWe ` LCads Wcdtion,. ` spacing . -�. @ 90) '- , (l.ti�j Comments 1 - Uniform (PSF)' 0 to 8' 5" 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_CodeRepoits.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design, Inc. Forte Software Qperator Job Notes Eric Rice Plan 2402-A ELR Engineering (206)200.8764 elreng33@gmaii.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 19 of 34 rkiciT 0 R T E " MEMBER REPORT Upper floor, UF7 1 piece(s) 2 x 12 Hem -Fir No. 2 C@ 16" OC PASSED n Overall Length: 10' S: 10• 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual DfSlt)t1 Results Actual tocatioa 401(v4^ #exult iDF ' Lcad Cbtibinatiori (i+attem} Member Reaction (Ibs) 341 @ 9' 9 1/2" 2126 (3.50") Passed (16%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 256 @ 1' 4 3/4" 1688 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 769 @ 51" 2577 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.041 @ 5' 1" 0.314 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.053 @ 5' 1" 0.471 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'"" 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 9' 10 1/2" 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. Beanng; Lauids tb $uppori3-([ps) 5uppOrts hucessories`a Total Available #equ{red Dead Fie To)al 1 - Stud wall - HF 5.50" 4.00" 1.50" 81 271 352 1 1/2" Rim Board 2 - Stud wall - HF 3.50" 3.50" 1.50" 79 262 341 Blocking • 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. tSead � .Floor Live Loads Location z ,SlSapiig.. y (t) 90) :". (1.00) Continents 1 - Uniform (PSF) 0 to 10, 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 Rueppeil Home Design, Inc. Forte Software Operator Job Notes Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Y SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 20 of 34 ig F ® R T G " MEMBER REPORT Upper floor, UF8 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 13' 7" 70 E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizonta I.; Drawing is Conceptual ,D@5•:;, n,Results Ac�tiel @ Locakton ,_ Allowed: Resyft LDt=,`, GDa"d. Lombinaigon �P,attertt) Member Reaction (Ibs) 709 @ 1' 7 3/4" 2126 (3.50") Passed (33%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 354 @ 2' 8 3/4" 1688 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1034 @ 7' 8 15/16" 2577 Passed (40%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.093 @ 7' 5 1/8" 0.385 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.105 @ 7' 6 1/2" 0.578 Passed (V999+) 1.0 D + 1.0 L (Alt Spans) TJ-Prop" Rating N/A N/A Deflection criteria: LL (L/360) and TL (1-1240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 6" 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. SUp� rtS Bearing". Loads'th Supports Arcessorleg total J11raGeble ` ReQuued Dead 1 PIgOr SHOW Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 306 402 94 802 Blocking 2 - Beam - GLB 5.50" 5.50" 1.50" 76 3281-6 -10 4041-16 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead FlaOrlitre Snow Loads LOradon < 5padog {0 90}: °' (� 00) (315) Comments,` 1 - Uniform (PSF) 0 to ITT 16" 12.0 40.0 Residential - Ming Areas 2 - Point (PLF) 2 3/4" 16" 81.0 3 - Point (PLF) 2 3/4" 16" 43.0 - 63.0 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, Inc. Forte Software Operator Job Notes ;'' Eric Rice Plan 2402-A ELR Engineering (206) 200-8764 elreng33@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORE5TRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 21 of 34 F 0 R T E v MEMBER REPORT Upper floor, UFH1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 4' 9" 0 0 a o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Deli" n Resents ,Actual @ LOCatton .i' Allowed_ Resit tAF ;'+'L`oad: Cort�btnaNdn.tpatt�m) :s` Member Reaction (Ibs) 1876 @ 0 3281(1.50") Passed (57%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1154 @ 8 3/4" 3045 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1977 @ 2' 4 1/2" 2989 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.028 @ 2' 4 1/2" 0.158 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.051 @ 2' 41/2" 0.237 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • uenectlon CTltena: ILL (Ujbu) and I L (L/24D). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. $e+PPa �Irin� Loads W Suppotts (ipa) pocersories "total kvailable Required Ced FLive Snow Total , , 1 - Trimmer - HF 1.50" 1.50" 1.50" 833 832 559 2224 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 833 832 559 2224 None Tributary Dyad FIOotJve Snow LO�ds Location>: Width (090) , (106) (315) Comments-' 1 - Uniform (PSF) 0 to 4' 9" 8' 1" 10.0 - 2 - Uniform (PLF) 0 to 4' 9" N/A 96.5 - 142.0 Linked from: RT2, Support 2 3 - Uniform (PLF) 0 to 4' 9" N/A 105.0 350.3 Linked from: UF4, Support 2 4 - Uniform (PLF) 0 to 4' 9" N/A 62.0 93.5 Linked from: LRTI, Support 1 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, Inc. Forte Software Operator - Job Notas Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com System : Wall Member Type: Header Building Use : Residential Building Code: IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 23 of 34 �� R MEMBER REPORT Upper floor, UFH2 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED Overall Length: T 9" i i + kj + 0 0 36' 3 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual De57 t1 ReStilts Attl ai C� topition . , Allowed,`. Result LbF : LoaM Combination (Pattern) _. Member Reaction (Ibs) 1648 @ 0 3281 (1.50") Passed (50%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 990 @ 7" 2310 Passed (43%) 1.00 1.0 D + 1.0 L (Ail Spans) Moment (Ft-Ibs) 1348 @ 1' 10 1/2" 1720 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.028 @ 1' 10 1/2" 0.125 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.050 @ 1' 10 1/2" 1 0.188 Passed (U894) - 1.0 D + 0.75 L + 0.75 S (All Spans) uenecoon onrena: LL (L/sbu) and I L (t/t4u). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. $UppOrtS Beating . LoaAs to Supports (lbs) Accessories 7atai Adailable, Required bead PL'r Snow otal 1-Trimmer-HIP 1.50" 1.50" 1.50" 725 713 518 1956 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 725 713 518 1956 None Tributary . Dead .. Floor.lhre 51tow Loads Logtion ` width (0.94) (i.GO) (4.15) Comments 1 - Uniform (PSF) 0 to 3' 9" 8' 1" 10.0 - 2 - Uniform (PLF) 0 to 3' 9" N/A 187.0 276.0 Unked from: RT3, Support 2 3 - Uniform (PLF) 0 to 3' 9" N/A 114.0 380.0 - Linked from: UF1, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.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 compabble 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 evaluabon 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 Rueppeli Home Design, Inc. Forte Software, Operator Job Notes - Eric Rice Plan 2402-A 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 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 24 of 34 F 0 R T E v MEMBER REPORT Upper floor, UFH3 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 PASSED q 1 0 Overall Length: 8' 3" �y F 0 E All locations are measured from the outside face of left support (or left cantilever end),AII dimensions are horizontal.;Drawing is Conceptual ae8i`` n,Rissalts r at:tiat � Locatu►n , ` IUloweif> Result � iDF ;,'Load. Zorgtnnation {f►attern} Member Reaction (Ibs) 2613 @ 0 3281(1.50") Passed (80%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1873 @ 1' 3/4" 4725 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5203 @ 4' 1 1/2" 6091 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.054 @ 4' 1 1/2" 0.275 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0,099 @ 4' 1 1/2" 0.412 Passed (L/996) -- 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' 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. Hearing; koads to SYppoks{Ibs} SUpjfOt'!S Accessones` Toial J►vaila6le Required pad Floor Snow 7'o�al � 1 - Trimmer - HF 1.50" 1.50" 1.50" 1202 1321 561 3084 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1202 1321 561 3084 None lflBdS �_ ; *Loptron :' � Tributary 111(idtfi Dead , (O 9il) t Pioor love ; i1 HH) - Snotty _(135) . � tortrments;" 1 - Uniform (PSF) 0 to 8' 3" 8' 1" 10.0 - - 2 - Uniform (PSF) 0 to 8' 3" 2' 6" 17.0 - 17.0 3 - Uniform (PLF) 0 to 8' 3" N/A 96.0 320.3 - Unked from: UF3, Support 2 4 - Uniform (PLF) 0 to 8' 3" N/A 62.0 93.5 Linked from: LRT1, Su 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteda 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, Inc. Forte Software Operator JOb Notes ' Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code: IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 25 of 34 0 MEMBER REPORT Upper floor, UFH4 O R T 2 pieces) 2 x 12 Hem -Fir No. 2 PASSED Overall Length: 7' 6" 0 + 0 0 P All locations are measured from the outside face of left support (or left cantilever end).Ail dimensions are horizontal.; Drawing is Conceptual .Deli 11,�iCSlults Actual @ Lpcation ,Allowed;: Result }LfJF ;load Cotnbmation jPattern) _ ; Member Reaction (Ibs) 2265 @ 5 1/2" 2265 (1.86") Passed (100%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1632 @ 1' 4 3/4" 3375 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3799 @ T 9 3/4" 4482 Passed (8S%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.051 @ T 9 3/4" 0.224 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.066 @ T 9 3/4" 0.335 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) • oetiection crltena: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. z �✓lt�lpOPES y aeantlg,° �;:;_ ;4oadsto-5upportsjltis) � �? Y. .; Accessories, Totat 4 Available Required Dead Pier 'e Total 1 - Hanger on 11 1/4" GLB beam 5.50" Hanger' 1.86" 615 1956 2571 See note' 2 - Stud wall - HF 5.50" 5.50" 2.05" 598 1892 2490 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • 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: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Colnriector..'s on Strom -tie Connectors : . Support Model "Sit Length Top Naifs v_ _ Pace Nails _ Member Nails -7ccessories`_ 1 - Face Mount Hanger MIU3.12/11 2.50" N/A 20-10d common 2-10d x 1.1/2 4 Tributary Dead Floorlive �.Oads Y �t,ocatlon - ,Width , ; (090),,, a ,(7,.b0} . Commefrt3 1 - Uniform (PLF) 0 to 7' 6" N/A 82.5 275.3 Linked from: UF2, Support 1 2 - Uniform (PLF) 0 to 7' 6" N/A 71.3 237. Linked from: UF5, SuDoort 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 judsdiction. 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_CDdeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design, Inc. Forte Software Operator 30b Notes .' Eric Rice Plan 2402-A ELR Engineering (206)200.8764 elreng33@gmail.com (A) SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 26 of 34 F 0 R T E e' MEMBER REPORT Upper floor, UFH5 4 piece(s) 2 x 12 Douglas Fir -Larch No. 1 PASSED Overall Length: 19 0 1 1 1 0 19, 0 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual De5i n Results Actual !1D tocatlon Allowed Itesuk OF. Load. CombinaHod {P�ibern) Member Reaction (Ibs) 8452 @ 4" 9720 (4.00") Passed (87%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2008 @ 1' 4 3/4" 8100 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 9919 @ 5' 4" 10547 Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.268 @ 8' 5 15/16" 0.611 Passed (L/821) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.388 @ 8' 7" 0.917 Passed (L/567) I I1.0D+ 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 9' 7 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. supports Bearing; .. toadsto-SupptMts{ibs) .: Accessories 'iotat 1lvallable ' Required dead Floor We Scow -Total 1 - Stud wall - HF 5.50" 4.00" 3.48" 3972 1423 4480 9875 1 1/2" Rim Board 2 - Stud wall - HF 5.50" 4.00" 2.16" 2537 533 2719 5789 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead `: , Floor Snow .. Loads Locatirm Width (0.90) . 040) (;.is)- comments 1 -Point (Ib) 5' 4" N/A 615 1956 Unit from: UFH4, Support 1 2 - Point (lb) 2 3/4" N/A 3364 - 4480 Linked from: RGr4, Support 1 3 - Point (Ib) 18' 10 1/4" N/A 2209 2719 linked from: RGr4, Su rt 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woDdbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design, Inc. Forte Software Operator Job Notes.: Eric Rice Plan 2402-A 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 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 27 of 34 r . � MEMBER REPORT Upper floor, UFH6-CONT-2 SPAN 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 24' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are hodzontal.;Drawing is Conceptual Desl"1n Resiii�s Attti'aI � LowtiOn ':' AllOtNed:� Resyt LDF `Load CoinbinatiOn.�Aattern),x'„ , ,, .: Member Reaction (Ibs) 3579 @ 12' 4" 18906 (5.50") Passed (19%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1570 @ 11' 3 3/4" 6810 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -4183 @ 12' 4" 6937 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.072 @ 5' 9 7/16" 0.400 Passed (U999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.115 @ 5' 8" 0.600 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 24' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NOS. SuppDFts . 'Bearing:: ;Loads t0 Supports {Its} Acoes�6ried - :7ota1 Fivailalile, : ' .itequireG , YSead -Snow 'total, 1 - Column - OF 5.50" 5.50" 1.50" 527 723 1250 Blocking locking 2 - Column - OF 5.50" 5.50" 1.50" 1565 2014 3579 Blocking 3 - Column - OF 5.50" 5.50" 1.50" 482 677 1159 Blocking • niocxmg raneis are assumea to carry no loans applied directly above them and the tun load is applied to the member being designed. s r' S ir1l1u18rY 10eb� Snovi 1.OadS ;°Location -.W`rtBh Z090}; � (i,i5) �omitents 1 - Uniform (PLF) 0 to 24' N/A 94.0 138.0 Linked from: LRT1, 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:ilwww.woodbywy.com/serAces)s_CodeRepoTts.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design, Inc. Forte Software Operator Job Notes t Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASO Member Pitch: 0/12 Y SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6,4.0.40 2402-A.4te Page 28 of 34 a F O R T E " MEMBER REPORT Upper floor, UFH6-D/SCONT--2 SPAN 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 12' 4" n F. All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual 08510fi R@Bolts, _ Actual 0ocatron = A 0t O 04 t,DF : toad Co nbinatton.(Aattern) ,_ Member Reaction (Ibs) 1484 @ 12' 2 3/4" 9453 (2.75") Passed (16%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1234 @ 1' 3" 6810 Passed (18%) 1.15 1,0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4338 @ 6' 3 3/8" 6937 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.122 @ 6' 3 3/8" 0.397 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.216 @ 6' 3 3/8" 0.595 Passed (U660) -- 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 12' 4" 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 - � searing Coatis t4 Sup{wrts (Ibs) _ pccassoriea-: 7otai .:Awaiiahie = Required D,eadSnow .Total 1 - Column - DF 5.50" 5.50" 1.50" 674 867 1541 Blocking 2 - Column - DF 2.75" 2.75" 1.50" 649 835 1484 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 Deatl Snow - l OO,d5 _ iovUon .. Width (0 90) (3:15� Comments _ . °: 1 - Uniform (PLF) 0 to 12' 4" N/A 94.0 138.0 Linked from: LRT1, 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 Rueppelt Home Design, Inc. Fore Software Aperator 3ab Nates ': Eric Rice Plan 2402-A 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 tZjJ SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 29 of 34 O ®T G u MEMBER REPORT Upper floor, UFH7 ®®�� 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam PASSED Overall Length: 20' 2" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual D85i `tt�R�Sufits AtG1ai+�I Locatron Allowed`; Result taDF, ;;Load combination{Pattgrn� j�roup] Member Reaction (Ibs) 5458 @ 2" 12513 (3.50") Passed (44%) 1.0 D + 1.0 L (All Spans) [1] Shear (Ibs) 4624 @ 1' 6 1/2" 14575 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) [1] Pos Moment (R-Ibs) 26616 @ 10' 1" 40285 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.518 @ 10, 1" 0.661 Passed (L/460) 1.0 D + 1.0 L (All Spans) [1] Total Load Defl. (in) 0.677 @ 10' 1" 0.992 Passed (L/352) 1.0 D + 1.0 L (All Spans) [1] Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 20' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 19' 10". 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. SttppOrts Bearing ; Loads t0 Supports (Ibs) Total. ,Available' Required Head Ye snow Totalctessofses 1 - Column - DF 3.50" 3.50" 1.53" 1284 4175 -76 5459/-76 Blocking 2 - Column - DF 3.50" 3.50" 1.53" 1284 4175 -76 5459/-76 Blocking • biocKing Panels are assumed to carry no loads applied directly above them and the Lull load is applied to the member being designed. 1 :- Trfbittary Dead � Floor Lave Show � .= 1 - Uniform (PLF) 0 to 20' 2" N/A 50.3 168.0 - Linked from: UF6, Support 1 2 - Uniform (PLF) 0 to 20' 2" N/A 57.0 246.0/-4.5 -7.5 Linked from: UF8, Support2 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.woDdbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppeil Home Design, Inc. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 30 of 34 lob Notes ; Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com F 0 R T E` MEMBER REPORT Upper floor, UFH9 1 piece(s) 3 1/2" x 14" 2.2E Parallam@ PSL PASSED Overall Length: 16' 3" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual �@51' !t_REsiflis � � - _ Actyial � Location T A1lowei)) ResrilC LDF-4oaci Cbmbinetion•(.Pattern) :}o , , Member Reaction (Ibs) 4439 @ 1 1/2" 7613 (3.00") Passed (58%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3665 @ 1' 5" 9473 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 17482 @ 8' 1 1/2" 27162 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.273 @ 8' 1 1/2" 0.533 Passed (L/703) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.495 @ 8' 1 1/2" 0.800 Passed (L/388) 1.0 D + 1.0 L (All Spans) Deflection criteda: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 16' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. S`Up�t11'1;5� � � Bearing: loads to Soppoets (tbs; ACcessnri�. ;� Total AVaitable '. Required tSead , t Low. Y .Snow total 1- Trimmer- HF 3.00" 3.00" 1.75" 1989 2450 573 5012 None 2 - Trimmer - HF 3.00" 3.00" 1.75" 1989 2450 573 5012 None - �TiibnWry ;Head Pioor.L)ve ..Snow ioadS ,,;location t � -Vtdth � {ago) ttao) tl is) Commence' 1 - Uniform (PLF) 0 to 16' 3" N/A 229.5 301.5 70.5 Linked from: UF8, Support 1 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, Inc. Forte Software Operator 3ab Notes Eric Rice Plan 2402-A 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 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 32 of 34 a F O R T E-' MEMBER REPORT Lower floor, LF11 4 piece(s) 2 x 10 Hem -Fir No. 2 PASSED 0 Overall Length: 10' 4" ,.,.... ,,:.. :... . .,. ,. 'A. r: F 10' 4" 0 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Des1 tt Results IAcb al @,Locetlort Allowed . Result OF. Loads Combination(Patie n) :: Member Reaction (Ibs) 1338 @ 10' 2" 8505 (3.50") Passed (16%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1323 @ 9' 3 1/4" 5550 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 6399 @ 5' 3" 6667 Passed (96%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.132 @ 5' 2 1/4" 0.333 Passed (L/907) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.180 @ 5' 2 1/4" 0.500 1 Passed (L/665) 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TIL (L/240). Bradng (Lu): All compression edges (top and bottom) must be braced at 7' 6 5/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on Nos. Suplwtts Bearigg Loads to Supports (Ibs) - lkcessories: Total Available : Required Dead - floor Ll�. Total 1 - Beam - DF 3.50" 3.50" 1.50" 367 930 1297 Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 377 962 1339 Blocking • blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tribu�ry : mead .: Floor Live . Loads l ocat[on -widw -...N/A 10.90j (i.0o} Comments 1 -Point (lb) 5' 3" 598 1892 Unked from: UFH4, support 2 Weyer taeuser 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 drcumvent 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, Inc. Forte Software Operator Job Notes - Eric Rice Plan 2402-A ELR Engineering (206)200-8764 elreng33@gmail.com System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology: ASD l SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 33 of 34 ,d; F O ®T E "' MEMBER REPORT Lower floor, LFG1 I� i 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 41' 4" 0 0 E 0 ® E © 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual BSI:- tl-ReSults _ ,Actpaf � taocatwn � Allouiietl' Resiutt LdF. load CdpbmatitYn,(PatternJ,; Member Reaction (Ibs) 5478 @ ITT 7656 (3.50") Passed (72%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1924 @ 22' 11" 3045 Passed (63%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -2669 @ 23' 8" 2989 Passed (89%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.049 @ 20' 8" 0.200 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.058 @ 20' 7 3/4" 0.300 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (Lo40). Overhang deflection criteria: LL (0.2") and TL (21./240). Bracing (Lu): All compression edges (top and bottom) must be braced at 36' 3/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS. Su - attS �1{'1 _ � BeBnrig; i 01615ubports (lbsJ Accessories Total AYeilable ', Required peal Floor TGtaf 1 - Column - HF 3.50" 3.50" 1.50" 449 1670 2119 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 577 2318 2895 Blocking 3 - Column - HF 3,50" 3.50" 1.56" 726 2695 3421 Blocking 4 - Column - HF 3.50" 3.50" 2.50" 1348 4130 5478 Blocking 5 - Column - HF 3.50" 3.50" 2.23" 1252 3620 4872 Blocking 6 - Column - HF 3.50" 3.50" 1.69" 831 2877 1 3708 Blocking 7 - Column - HF 3.50" 3.50" 1.50" 552 2318 2870 Blocking 8 - Column - HF 3.50" 3.50" 1.50" 456 1682 2138 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 Woor give 1t�adS , -' , trxation,. Width _ (9.4b) (1:00) Comments 1 - Uniform (PSF) 0 to 41' 4" 9' 6" 12.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 17' 8" to 27' 6" N/A 45.0 151.0 upper floor 3 - Uniform (PLF) 178" to 27' 6" N/A 40.0 - wall 4 - Point (lb) 17' 6" N/A 377 962 Linked from: LFII, 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, Blacking 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 andlor 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, Inc. Forte $oHware Operator Job Noles Eric Rice Plan 2402-A ELR Engineering (206)200-8764 eireng33@gmail.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASO (ZS) SUSTAINABLE FORESTRY INITIATIVE 10/28/2015 2:53:37 PM Forte v5.0, Design Engine: V6.4.0.40 2402-A.4te Page 34 of 34 ( F O R T E' MEMBER REPORT Lower floor, LF81 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 12' 2" 0 1 1 12' 2• a o Al locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF I load: Combination (Pattern) Member Reaction (Ibs) 1666 @ 5 1/2" 5156 (1.50") Passed (32%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1359 @ 1' 3" 5922 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4449 @ 6' V 6032 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.180 @ 6' 1" 0.375 Passed (1-1750) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.209 @ 6' V 0.563 Passed (L/646) -- 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 11' 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 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Fliow Snow Total 1- Hanger on 9 1/2" HF beam 5.50" Hanger' 1.50" 919 1460 1475 3854 See note' 2 - Hanger on 9 1/2" HF beam 5.50" Hanger' 1.50" 1788 2920 2886 7594 See note' • 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 : Aso Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Acoessories i - 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 Tributary Dead Floor Live Snow Loads location Width (0.90) (LOO) (1.1S) Comments 1 -Uniform (PSF) 0 to 12' 2" 4' 7.0 60.0 25.0 Deck 2 - Pam (lb) 12' N/A 245 1460 608 Linked from: UFH6- 3 - Point (lb) 2 3/4" N/A 674 - 967 DISCONT-2 SPAN, SUDDort 1 Linked from: UFH6- 4 - Point (lb) 12' N/A 649 835 DISCONT-2 SPAN, Support2 Linked from: UFH6- 5 - Point (lb) 12' N/A 649 - 835 DLSCONT-2 SPAN, 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 warrantles 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 Rueppol Home Design, Inc. 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 11/3/2015 2:30:12 PM Eric Rice Plan 2402-A Forte v5.0, Design Engine: V6.4.0.40 ELR Engincedrig 2402-A.4te (206)200-8764 elreng33(Tgmail.com Page 1 of 1 ELR Engineering Project Title: Balducci addition r 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: ` L ENGINEERING phone:206.200.8764 14, :K x email: elreng33@gmail.com Pnnted:28OCT 2015, 2:58PM Wood Column File =c:lDropboAl-ELRE-1N ELR--111_2015il-RUEP-ilBRCFAM-112402-A'Enercalc12402-a.ec6 ENERCALC, INC.1983.2015, Build:6.15.10.6, Ver.6.15.10.6 Description: 102815))>UPPER FLOOR framing member = post for UFH5 and RGT4 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 Wood Section Name 4-2x6 - End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.710 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 6.0 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 33.0 in^2 Cf or Cv for Compression 1.10 Fb -Tension 850.0 psi Fv 150.0 psi Ix 83.188 in^4 Cf or Cv for Tension 1.30 Fb - Compr 850.0 psi Ft 525.0 psi ly 990 in^4 Cm : Wet Use Factor 1.0 Fc - Pill 1,300.0 psi Density 26.830 pcf . Ct :Temperature Factor 1.0 Fc - Perp 405.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 hLs 15.32 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr: Repetitive ? No (-n 9'b -'y) Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for X-X Axis buckling = 8.710 It, K =1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 8.710 ft, K =1.0 Applied Loads Column self weight included: 53.554 Ibs' Dead Load Factor AXIAL LOADS ... UFH5 and RGT4: Axial Load at 8.710 ft, D = 3.972, L=1.423, S = 4.480 k DESIGN SUMMARY Bending & Shear Check Results Service loads entered. Load Factors will be applied for calculations. PASS Max. Axial+Bending Stress Ratio = 0.2954 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 8.506 k for load combination : n/a Applied Mx 0.0 k-ft Applied My Along X-X 0.0 in at 0.0 ft above base Fc: Allowable si 54 psi 872.54 for load combination : n/a Other Factors used to calculate allowable stresses .. . PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compressi n Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.710 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 psi Load Combination Results Load Combination C D Maximum Axial + Bendinrl C P Stress Ratio Status Stress Ratios Location Maximum Stress Ratio Shear Ratios Location Status +D+H 0.900 0.410 0.1519 PASS 0.0ft 0.0 PASS 8.710 ft +D+L+H 1.000 0.410 0.1977 PASS 0.0 ft 0.0 PASS 8.710 ft +D+Lr+H 1.250 0.410 0.1367 PASS 0.0 ft 0.0 PASS 8.710 ft +D+S+H 1.150 0.410 0.2954 PASS 0.0 ft 0.0 PASS 8.710 ft +D+0.750Lr+0.750L+H 1.250 0.410 0.1730 PASS 0.0 ft 0.0 PASS 8.710 ft +D+0.750L+0.750S+H 1.150 0.410 0.2936 PASS 0.0 ft 0.0 PASS 8.710 ft +D+0.60W+H 1.600 0.410 0.1299 PASS 0.0 ft 0.0 PASS 8.710 ft +D+0.70E+H 1.600 0.410 0.1299 PASS 0.0 ft 0.0 PASS 8.710 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.410 0.1643 PASS 0.0 ft 0.0 PASS 8.710 ft +D+0.750L+0.750S+0.450W+H 1.600 0.410 0.2728 PASS 0.0 ft 0.0 PASS 8.710 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.410 0.2728 PASS 0.0 ft 0.0 PASS 8.710 ft +0.60D+0.60W+0.60H 1.600 0.410 0.07794 PASS 0.0 ft 0.0 PASS 8.710 ft ELR Engineering Project Title: Balducci addition 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Protect Descr: �`„ �LAI+f%111Eii'11f phone: 206.200.8764 email: elreng33@gmail.com _. ___ __._.... __....... _._-.-.-..._i Pdnted:28OCT 2015, 2:58PM Description: 102815))>UPPER FLOOR framing member = post for UFH5 and RGT4 Load Combing#ior results 4-2X6 L I -A 6.1n Loads are total entered value. Arrows do not reflect absolute direction. ELR Engineering Project Title: Balducci addition 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: �< ,%1/rl';+1/+ phone: 206.200.8764 email: elreng33@gmail.com Pdmed:28OCT 2015, 2:59PM Description: 101515))> Footing = Typical maximum point load on continuous T-wail with 24" tall stemwall Code References ;; , Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General information_ Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 150.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.250 (p Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth Footing base depth below soil surface = ft - Min Steel /o Bending Reinf. - Allowable pressure increase per foot of deptt= 0.150 ksf Min Allow % Temp Reinf. = 0.00140 when footing base is below = ft Min. Overtuming Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 ; 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dep1= ksf Use ftg wt for stability, moments & shears No when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No mensons- Width parallel to X-X Axis = 1.250 ft Length parallel to Z-Z Axis = 4.50 ft 6" Footing Thicknes = 6.0 in T Pedestal dimensions,.. px : parallel to X-X Axis = 6.0 in pz : parallel to Z-Z Axis = 54.0 in Height - 24.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.250 in Remforcling ; . Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Siz( _ # 3 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiomg X-X Axis Zz to IX # Bars required within zone 43.5 % _ # Bars required on each side of zone 56.5 % x-xSection Looking to+z Applied`Laads ` D Lr L S W E H P : Column Load = 2.80 5.60 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x - k V-z = k ELR Engineering Project Title: Balducci addition 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: p yt RENGINEERING phone:206.200.8764 email: elreng33@gmail.com Printed: 28 OCT 2015, 2:59PM Genera( Footing File =c:lDropboxli ELRE-111 ELR_-111 201511 RUEP-11BRCFAM-112402-A1Enercald2402-aec6 ENERCALC, INC.1983.2015, Build:6.15.10.6, Ver.6.15.10.6 Description: 101515))> Footing = Typical maximum point load on continuous T-wall with 24" tall stemwall DESIGN SUMMARY I sum . WE Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9953 Soil Bearing 1.493 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1455 Z Flexure (+X) 0.1540 k-ft 1.058 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1455 Z Flexure (-X) 0.1540 k-ft 1,058 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.0 X Flexure (+Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 X Flexure (-Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.1291 1-way Shear (+X) 9.679 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1291 1-way Shear (-X) 9.679 psi 75.0 psi +1.20D40.5OLr+1.60L+1.60H PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS 0.1492 2-way Punching 13.679 psi 91.667 psi +1.20D+0.50Lr+1.60L+1.60H ELR En ing eering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Lateral Calculations ELR Engineering Project Title: Balducci addition 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: �ENGINEERING phone:206.200.8764 -"•� K email: elreng33@gmail.com Printed:280U2015. 2:57PM ASCE Seismic Base Shear- - file=c:Oopbox\i ELRE-1\1 ELR_-111 201511 RUEP-116RCFAM-1t2402-A1Enercalc12402-a.ec6 ENERCALC, INC.1983.2015, Build:6.15.10.6, Ver.6,15,10.6 Seismic load design values Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II": All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss & S1values ASCE-7.10 Standard _ _ ASCE 7-10 11.4.1 _.a.-._.___ __------------ _ _ .----- _ -- _ _ _ _ Max. Ground Motions, 5%Dam in _ P 9 � Latitude = 47.490 deg North -- - -- - SS = 1,525 9.0.2see response Longitude = 122.283 deg West S 1 = 0.5728 g,1.0 sec response Site Class, Site Coeff. and Design Category _ Site Classification "D': Shear Wave Velodty 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.525 ASCE 7-10 Eq. 11.4-1 S M1 = Fv * S1 = 0.859 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S Ds S Ms2/3 = 1.017 S Di S M1 213 = 0.573 Seismic Design Category = D Resisting System _ Basic Seismic Force Resisting System ... Bearing Wall Systems Light -framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " = 6.50 Building height Limits : System Overstrength Factor " Wo " = 2.50 Category'A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 4.00 Category "C" Limit: Category "D" Limit: No Limit Limit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Category'E" Limit: Limit = 65 Category "F" Limit: Limit = 65 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.4-4 4SCE 7-10 Table 11.6-1 & -2 ASCE 7-10 Table 12.2-1 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The 'Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 31.0 ft "x"value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn A x) = 0.263 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 6.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.263 sec ' Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS Short Period Design Spectral Response = 1.017 From Eq. 12.8-2, Preliminary Cs - = 0.156 " R " : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 0.335 " I " : Seismic Importance Factor c 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.045 Cs : Seismic Response Coefficient = = 0.1564 Seismic Base Shear _ _ ASCE 7-10 Section 12.8.1 Cs - _- 0.1564 from 12.8.1.1 _ - W ( see Sum Wi below) - 86.35 k - Seismic Base Shear V = Cs * W = 13.51 k ELR Engineering Project Title: Balducci addition 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: p `ENGINEERING phone:206.200.8764 K email: elreng33@gmail.com PAMed:28OCT 2015, 2:5_7PM -- ASCE Seismic Base Shear File=c-IDropboxNI ELRE-1\1_ELK-1\1_201511 RUEP-11BRCFAM-1t2402-A\Enercalc\2402-a.ec6 ! ENERCALC, INC.1983-2015, Build:6.15.10.6, Ver.6.15.10.6 Vertical Distribution of Seismic Forces ' k ' : hx exponent based on Ta = 1 Table of building Weights by Floor LeveL.. Level # Wi: Weight Hi : Height (Wi * Hi) ^k Cvx Fx=Cvx * V 2 46.25 20.50 948.13 0.6728 9.09 _ 1 40.10 11.50 461.15 0.3272 _ 4.42 Sum Wi = 86.35 k Sum Wi * Hi = 1,409.28 k-ft Total Base Shear = Diaphragm Forces: Seismic Design Category "B" to Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx: Min 2 46.25 9.09 9.09 46.25 9.09 9.40 1 40A0 4.42 13.51 86.35 6.27 8.15 Wpx .......................... Weight at level of diaphragm and other structure elements attached to it, Fi ............................ Design Lateral Force applied at the level. Sum Fi ....................... Sum of'Lat. Force' of current level plus all levels above MIN Req'd Force @ Level ........ 0.20 * S Ds I * Wpx MAX Req'd Force @ Level ........ 0.40 * S os 1 * Wpx Fpx: Design Force @ Level .. , , ... Wpx * SUM(x->n) Fi / SUM(x->n) W, x = Current level, n = Top Level ASCE 7-10 Section 12.8.3 Sum Story Shear Sum Story Moment 9.09 0.00 13.51 81.78 13.51 k Base Moment = 237.1 k-ft ASCE 7-10 12.10.1.1 Fox: Max Fpx Dsgn. Force 18.81 9.40 9.40 16.31 8.15 8.15 h WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2402-awsw Level 1 of 2 WoodWorks® Shearwalls 10.4 Oct. 28, 2015 11:06:53 40' 36' 32' 28' 24' 20' 16, 12' 8' 4' 0' 4' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2402-A.wsw WoodWorks® Shearwalls 10.4 Oct. 28, 2015 11:06:63 Level 2 of 2 _ 44 36' i 1 I a i N I S G ! N (b `c H-1 fi 1 28' G-' I f _... .. I. 24' r l 20' Ob E-3 16' E-2 i l D-1 n l C_ 4' - 0, -8' -8' -4' 0' 4' 8' 12' 16' 20' 24' 28' 32' 36' 40' 44' Orange = Selected wall(s) WOOdWorks@ Shearwalls _ SOFTWARE FOR WOOD DESIGN 2402-A-1.wsw WoodWorks® Shearwalls 10.4 Oct. 28, 2015 15:22:08 Level 1 of 2 44` 1-2 40' I-1:W6 M 1-3 36' 32' 28 _ G-1 24' F-1 'I nl r�—--- 20' li F-2 F-3:W6 3 E-1 T co M j 16' -- D-1 N 8' 4, B-1:W2 v 01 A-1:PFXX -4' -8- -8' -4' 0' 4' 8' 12' 16' 20' 24' 28' 32' 36' 40' 44' Orange = Selected wall(s) Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.4 2402-A-1.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project ELR Engineering Plan 2402-A 1915 Dayton Ave NE, Renton, WA 98056 (206)200-8764, elreng33@gmail.com DESIGN SETTINGS Oct. 28, 201616:34:21 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 Regular 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 S1:0.573g Ss:1.525g - - - Fundamental Period E-W N-S Site Location: - T Used ApproximateTa 0.181s 0.181s 0.181s 0.181s Elev: 88ft Avg Air density: 0.0763 lb/cu ft Rigid building - Static analysis Maximum T 0.253s 0.253s 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 75% Woodworks® Shearwalls 2402-A-1.wsw Oct. 28, 201516:34:21 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth in Height ft Ceiling 20.50 8.0 Level 11.50 12.0 8.00 Level 1.50 11.5 9.00 Foundation 0.50 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 24116 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 1,2,3 3 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 4 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 5 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 835001 8d Nail N 6 12 N 1 1,3 Legeno: 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 Ibhn. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail, Casing - casing nail; Roof- roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-314" (gypsum sheathing, 25132" fiberboard), 1-112" (lath & plaster, 112" fiberboard); 13 ga plasterboard = 0.92"x 1- 118". Cooler or gypsum wallboard nail: 5d =. 086" x 1-518'; 6d =. 092" x 1-718'; 8d =. 113" x 2-318'; 618d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-114"long. 518" gypsum sheathing can also use 6d cooler or 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 w2 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 4 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 4 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 w6 5 Hem -Fir Stud 1 1.50 6.00 16 1 0.43 1.20 w6A 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 2402-A-1.wsw Oct. 28, 201516:34:21 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). WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 2015 16:34:21 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit Shearlines Gp Dir Int Ext V Ibs Max v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 4 S->N 1.0 589 49.1 49.1 339 1.00 S 339 4062 0.15 4 N->S 1.0 558 46.5 46.5 339 1.00 S 339 4062 0.14 Level 1 Lnl, Levl 4 S->N 1.0 1132 141.5 141.5 339 1.00 S 339 2708 0.42 4 N->S 1.0 1036 129.5 129.5 339 1.00 S 339 2708 0.38 Line 2 Level 2 Ln2, Lev2 2 S->N 1.0 2620 238.2 238.2 495 1.00 S 495 5442 0.48 2 N->S 1.0 2579 234.4 234.4 495 1.00 S 495 5442 0.47 Level 1 Ln2, Levl 2 S->N 1.0 3747 348.6 348.6 495 1.00 S 495 5319 0.70 2 N->S 1.0 3641 338.7 338.7 495 1.00 S 495 5319 0.68 Line 4 Ln4, Levl 4 S->N 1.0 1588 89.5 89.5 339 1.00 S 339 6009 0.26 4 N->S 1.0 1594 89.8 89.8 339 1.00 S 339 6009 0.27 Line 8 Level 2 Ln8, Lev2 5 S->N .60 2146 58.0 56.0 203 1.00 S 203 7515 0.29 5 N->S .60 2066 55.9 55.9 203 1.00 S 203 7515 0.27 Level 1 Ln8, Levl 5 S->N .60 3147 85.1 85.1 203 1.00 S 203 7515 0.42 5 N->S .60 3076 83.1 83.1 203 1.00 S 203 7515 0.41 E-W W For HM-Cub ASD Shear Force [pit] Allowable Shear [pif] Crit Shearlines qp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line B Level 2 LnB, Lev2 2 W->E 1.0 1300 195.0 195.0 495 1.00 S 495 3298 0.39 2 E->W 1.0 1274 191.1 191.1 495 1.00 S 495 3298 0.39 Level 1 LnB, Levl 1 W->E 1.0 2367 355.1 355.1 833 1.00 S 833 5555 0.43 1 E->W 1.0 2289 343.4 343.4 833 1.00 S 833 5555 0.41 Line E Level 2 LnE, Lev2 2 W->E 1.0 2252 307.1 307.1 495 1.00 S 495 3628 0.62 2 E->W 1.0 2171 296.1 296.1 495 1.00 S 495 3628 0.60 Level 1 LnE, Levl 3 W->E 1.0 3157 430.5 430.5 638 1.00 S 638 4679 0.67 3 E->W 1.0 3075 419.3 419.3 638 1.00 S 638 4679 0.66 Line F LnF, Levl 4 W->E 1.0 968 57.0 57.0 339 1.00 S 339 5755 0.17 4 E->W 1.0 959 56.4 56.4 339 1.00 S 339 5755 0.17 Line I Level 2 LnI, Lev2 4 W->E 1.0 1313 - 63.0 339 1.00 S 339 7053 0.19 4 E->W 1.0 1232 - 59.1 339 1.00 S 339 7053 0.17 Wall I-1 4 W->E 1.0 935 63.0 63.0 339 1.00 339 4852 0.19 4 E->W 1.0 877 59.1 59.1 339 1.00 339 4852 0.17 Wall I-3 4 W->E 1.0 410 63.0 63.0 339 1.00 339 2200 0.19 4 E->W 1.0 384 59.1 59.1 339 1.00 339 2200 0.17 Level 1 LnI, Levl 4 W->E 1.0 2343 - 122.8 339 1.00 S 339 6460 0.36 4 E->W 1.0 2253 - 118.1 339 1.00 S 339 6460 0.35 Wall I-1 4 W->E 1.0 1821 122.8 122.8 339 1.00 339 4852 0.36 4 E->W 1.0 1751 118.1 118.1 339 1.00 339 4852 0.35 Wall I-3 4 W->E 1.0 859 122.8 122.8 339 1.00 339 1608 0.36 4 E->W 1.0 826 118.1 118.1 339 1.00 339 1608 0.35 Legeno: 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 shearline. Woodworks® Shearwalls 2402-A-1.wsw Oct. 28, 201515:34:21 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. WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 201616:34:21 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 18.00 3535 1-1 L Op 3 0.00 18.50 348 1-1 R Op 1 0.00 21.50 1 1930 3315 1-1 L Op 2 0.00 25.50 1 1176 333 843 STHD14 3500 0.24 1-1 R Op 2 0.00 29.50 1 1285 408 877 STHD14 3500 0.25 1-1 L Op 3 0.00 33.50 1 1786 3252 1-1 R Op 3 0.00 36.50 337 1-1 R End 0.00 37.00 3535 Line 2 2-1 L End 11.00 2.00 1 3166 4007 V Elem 11.00 3.00 1 106 Refer to upper level V Elem 11.00 5.00 1 1925 1336 589 Refer to upper level V Elem 11.00 10.00 1 1895 1541 353 Refer to upper level V Elem 11.00 12.00 1 1925 2065 Refer to upper level 2-1 L Op 1 11.00 12.50 1 3076 2466 611 2x sill 1200 0.51 2-1 R Op 1 11.00 17.50 1 219 V Elem 11.00 18.00 1 1895 4089 V Elem 11.00 24.00 1 713 Refer to upper level V Elem 11.00 37.00 1 174 Refer to upper level Line 4 4-1 L End 22.50 0.00 1 112 4-1 R End 22.50 2.00 1 1972 4-2 L End 22.50 2.00 1 913 2855 4-2 R End 22.50 19.50 1 816 2855 Line 8 8-1 L End 42.50 0.00 1 1241 7473 8-1 R End 42.50 37.00 1 1207 7650 Line A A-1 L End 22.50 0.00 1 1949 A-1 L Op 1 24.00 0.00 1 882 A-1 R Op 1 41.00 0.00 1 882 A-1 R End 42.50 0.00 1 1949 Line B B-1 L End 11.00 2.00 1 4801 3990 812 STHD14 3500 0.23 B-1 L Op 1 14.00 2.00 1 4664 2319 2345 STHD14 3500 0.67 B-1 R Op 1 19.50 2.00 1 4801 2357 2444 STHD14 3500 0.70 B-1 R End 22.50 2.00 1 4664 3887 777 STHD14 3500 0.22 V Elem 22.50 2.00 1 1725 Refer to upper level V Elem 25.50 2.00 1 318 Refer to upper level V Elem 34.00 2.00 1 318 Refer to upper level V Elem 37.00 2.00 1 94 Refer to upper level V Elem 37.50 2.00 1 35 Refer to upper level V Elem 38.50 2.00 1 105 Refer to upper level V Elem 41.00 2.00 1 115 Refer to upper level V Elem 42.50 2.00 1 44 Refer to upper level Line E E-1 L End 0.00 18.00 1 3562 E-1 L Op 1 0.50 18.00 1 557 E-1 R Op 1 3.50 18.00 1 6393 4970 1423 STHD14 3500 0.41 E-1 R End 10.50 18.00 1 6202 4513 1689 STHD14 3500 0.48 V Elem 11.00 18.00 2287 Refer to upper level V Elem 19.00 18.00 655 Refer to upper level V Elem 34.00 18.00 1 661 Refer to upper level V Elem 42.50 18.00 1 661 Refer to upper level Line F F-1 L End 17.50 23.50 1 1171 F-2 L End 18.00 19.50 1 0 F-2 R End 22.50 19.50 1 1860 F-3 L End 22.50 19.50 1 517 2140 F-3 L Op 1 28.00 19.50 1 512 424 89 2x sill 1200 0.07 F-1 R End 28.50 23.50 1 1264 F-3 R Op 1 31.50 19.50 1 517 922 F-3 R End 42.50 19.50 1 512 2669 Line I I-1 L End 0.00 37.00 1 3588 I-1 L Op 1 0.50 37.00 1 672 I-1 R Op 1 3.50 37.00 1 1624 3209 I-1 R End 17.50 37.00 1 1550 5881 I-2 L End 18.00 39.00 4434 I-2 L Op 1 20.50 39.00 1321 I-2 R Op 1 28.50 39.00 1469 WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 201515:34:21 HOLD-DOWN DESIGN ( flexible wind desian. continued) I-2 I-3 I-3 V R V V R V R Elem End Elem Elem Op 1 Elem End 30.00 31.00 31.00 33.00 38.00 39.00 42.50 37.00 39.00 37.00 37.00 37.00 37.00 37.00 1 1 1 1 1 509 420 1054 509 1550 635 3781 3965 1258 818 909 4240 235 Refer to Refer to Refer to 2x sill Refer to upper upper upper upper level level level 1200 level 0.20 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force jibs] 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 18.00 1654 1-1 L Op 2 0.00 18.50 191 1-1 R Op 1 0.00 21.50 1 645 2435 1-1 L Op 2 0.00 33.50 1 610 2435 1-1 R Op 2 0.00 36.50 191 1-1 R End 0.00 37.00 1654 Line 2 2-1 L End 11.00 2.00 1 1656 2-1 L Op 2 11.00 3.00 1 106 2-1 R Op 1 11.00 5.00 1 1925 1336 589 2x sill 1200 0.49 2-1 L Op 2 11.00 10.00 1 1895 1541 353 2x sill 1200 0.29 2-1 R Op 2 11.00 12.00 1 1925 2065 2-1 R End 11.00 18.00 1 1895 2212 2-2 L End 13.00 24.00 1 713 2-2 R End 13.00 37.00 1 174 Line 8 8-1 L End 42.50 0.00 1 469 4072 8-1 R End 42.50 37.00 1 451 4249 Line B B-1 L End 11.00 2.00 1 1576 1815 B-1 L Op 1 14.00 2.00 1 1545 445 1100 MSTC40 2650 0.42 B-1 R Op 1 19.50 2.00 1 1576 427 1149 MSTC40 2650 0.43 B-1 R End 22.50 2.00 1 1545 1798 B-2 L End 22.50 -1.50 1 1725 B-2 L Op 1 25.50 -1.50 1 318 B-2 R Op 1 34.00 -1.50 1 318 B-2 R End 37.00 -1.50 1 94 B-3 L End 37.50 0.00 1 35 B-3 L Op 1 38.50 0.00 1 105 B-3 R Op 1 41.00 0.00 1 115 B-3 R End 42.50 0.00 1 44 Line E E-1 L End 0.00 18.00 1 1671 E-1 L Op 1 0.50 18.00 1 272 E-1 R Op 1 3.50 18.00 1 2482 804 1678 MSTC40 2650 0.63 E-1 R End 10.50 18.00 1 2393 2203 191 MSTC40 2650 0.07 E-2 L End 11.00 15.00 2287 E-2 R End 19.00 15.00 655 E-3 L End 34.00 17.00 1 661 E-3 R End 42.50 17.00 1 661 Line I I-1 L End 0.00 37.00 1 1685 I-1 L Op 1 0.50 37.00 1 370 I-1 R Op 1 3.50 37.00 1 509 1835 I-1 R End 17.50 37.00 1 478 3149 I-2 L End 18.00 39.00 2391 I-2 L Op 1 25.00 39.00 1288 I-2 R Op 1 30.00 39.00 635 I-2 R End 31.00 39.00 1738 I-3 L End 31.00 37.00 1 509 1941 I-3 L Op 1 33.50 37.00 1 478 838 I-3 R Op 1 39.00 37.00 1 509 909 I-3 R End 42.50 37.00 1 478 2011 LWYUIIU. Line -Walla 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 WO odWorks® Shearwalls 2402-A-1.wsw Oct 2s, 201515:34:21 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 corner(s) and Case A or 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear— Wind shear overturning component, based on shearline force, 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 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. ` WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 201616:34:21 DRAG STRUT FORCES ( flexible wind desian) Level 1 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 21.50 1 208 191 1-1 Left Opening 2 0.00 25.50 1 119 109 1-1 Right Opening 2 0.00 29.50 1 119 109 1-1 Left Opening 3 0.00 33.50 1 208 191 Line 2 2-1 Left Opening 1 11.00 13.00 1 2596 2523 Line 4 4-2 Left Wall End 22.50 2.00 1 86 86 4-2 Right Wall End 22.50 19.50 1 740 743 Line B B-1 Left Opening 1 14.50 2.00 1 981 949 B-1 Right Opening 1 19.50 2.00 1 607 587 B-1 Right Wall End 22.50 2.00 1 1495 1446 Line E E-1 Right Opening 1 3.50 18.00 1 260 253 E-1 Right Wall End 11.00 18.00 1 2352 2291 Line F F-3 Left Wall End 22.50 19.50 1 513 508 F-3 Left Opening 1 28.50 19.50 1 313 310 F-3 Right Opening 1 31.50 19.50 1 382 378 Line 1 I-1 Right Opening 1 3.50 37.00 1 193 186 I-1 Right Wall End 18.00 37.00 1 777 747 I-3 Right Opening 1 38.00 37.00 1 321 309 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 21.50 1 109 103 1-1 Left Opening 2 0.00 33.50 1 109 103 Line 2 2-1 Right Opening 1 11.00 5.00 1 225 221 2-1 Left Opening 2 11.00 10.00 1 592 583 2-1 Right Opening 2 11.00 12.00 1 442 435 2-1 Right Wall End 11.00 18.00 1 1422 1400 Line B B-1 Left Opening 1 14.50 2.00 1 539 528 B-1 Right Opening 1 19.50 2.00 1 334 327 B-1 Right Wall End 22.50 2.00 1 821 805 Line E E-1 Right Opening 1 3.50 18.00 1 185 179 E-1 Right Wall End 11.00 18.00 1 1678 1618 Line I I-1 Right Opening 1 3.50 37.00 1 108 101 I-1 Right Wall End 18.00 37.00 1 352 331 I-3 Left Wall End 31.00 37.00 1 54 51 I-3 Left Opening 1 34.00 37.00 1 39 37 I-3 Right Opening 1 39.00 37.00 1 115 108 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 WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 201616:34:21 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For HM-Cub ASD Shear Force [plfJ 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 Ln1, Lev2 4 S->N 1.0 1273 106.1 106.1 339 1.00 S 339 4062 0.31 4 N->S 1.0 1241 103.4 103.4 339 1.00 S 339 4062 0.31 Level 1 Ln1, Levl 4 S->N 1.0 1344 168.0 168.0 339 1.00 S 339 2708 0.50 4 N->S 1.0 1293 161.6 161.6 339 1.00 S 339 2708 0.48 Line 2 Level 2 Ln2, Lev2 2 S->N 1.0 1709 155.4 155.4 495 1.00 S 495 5442 0.31 2 N->S 1.0 1663 151.2 151.2 495 1.00 S 495 5442 0.31 Level 1 Ln2, Levl 2 S->N 1.0 2518 234.2 234.2 495 1.00 S 495 5319 0.47 2 N->S 1.0 2433 226.4 226.4 495 1.00 S 495 5319 0.46 Line 4 Ln4, Levl 4 S->N 1.0 2697 151.9 151.9 339 1.00 S 339 6009 0.45 4 N->S 1.0 2620 147.6 147.6 339 1.00 S 339 6009 0.44 Line 8 Level 2 LnB, Lev2 5 S->N .60 2373 64.1 64.1 203 1.00 S 203 7515 0.32 5 N->S .60 2299 62.1 62.1 203 1.00 S 203 7515 0.31 Level 1 LnB, Levl 5 S->N .60 3056 82.6 82.6 203 1.00 S 203 7515 0.41 5 N->S .60 3000 81.1 81.1 203 1.00 S 203 7515 0.40 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 B Level 2 LnB, Lev2 2 W->E 1.0 1352 202.8 202.8 495 1.00 S 495 3298 0.41 2 E->W 1.0 1308 196.2 196.2 495 1.00 S 495 3298 0.40 Level 1 LnB, Levl 1 W->E 1.0 2291 343.6 343.6 833 1.00 S 833 5555 0.41 1 E->W 1.0 2225 333.8 333.8 833 1.00 S 833 5555 0.40 Line E Level 2 LnE, Lev2 2 W->E 1.0 1322 180.3 180.3 495 1.00 S 495 3628 0.36 2 E->W 1.0 1274 173.7 173.7 495 1.00 S 495 3628 0.35 Level 1 LnE, Levl 3 W->E 1.0 1851 252.4 252.4 638 1.00 S 638 4679 0.40 3 E->W 1.0 1797 245.0 245.0 638 1.00 S 638 4679 0.38 Line F LnF, Levl 4 W->E 1.0 2266 133.3 133.3 339 1.00 S 339 5755 0.39 4 E->W 1.0 2200 129.4 129.4 339 1.00 S 339 5755 0.38 Line I Level 2 LnI, Lev2 4 W->E 1.0 2190 - 105.1 339 1.00 S 339 7053 0.31 4 E->W 1.0 2095 - 100.6 339 1.00 S 339 7053 0.30 Wall I-1 4 W->E 1.0 1559 105.1 105.1 339 1.00 339 4852 0.31 4 E->W 1.0 1492 100.6 100.6 339 1.00 339 4852 0.30 Wall I-3 4 W->E 1.0 683 105.1 105.1 339 1.00 339 2200 0.31 4 E->W 1.0 654 100.6 100.6 339 1.00 339 2200 0.30 Level 1 LnI, Levl 4 W->E 1.0 2428 - 127.2 339 1.00 S 339 6460 0.38 4 E->W 1.0 2354 - 123.3 339 1.00 S 339 6460 0.36 Wall I-1 4 W->E 1.0 1887 127.2 127.2 339 1.00 339 4852 0.38 4 E->W 1.0 1830 123.3 123.3 339 1.00 339 4852 0.36 Wall I-3 4 W->E 1.0 890 127.2 127.2 339 1.00 339 1608 0.38 4 E->W 1.0 863 123.3 123.3 339 1.00 339 1608 0.36 Legeno: Unless otherwise noted, the value in the table for a sheadine is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along sheadine. 10 Woodworks® Shearwa►ls 2402-A-1.wsw Oct. 28, 201515:34:21 HIW--Cub — Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearine 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 Cc 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 2402-A-1.wsw Oct. 28, 2015 15:34:21 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 Ibs Crit Res . Line 1 1-1 L End 0.00 18.00 3535 1-1 L Op 3 0.00 18.50 348 1-1 R Op 1 0.00 21.50 1 2918 3315 1-1 L Op 2 0.00 25.50 1 1468 333 1135 STHD14 3500 0.32 1-1 R Op 2 0.00 29.50 1 1526 408 1117 STHD14 3500 0.32 1-1 L Op 3 0.00 33.00 1 2826 3252 1-1 R Op 3 0.00 36.50 337 1-1 R End 0.00 37.00 3535 Line 2 2-1 L End 11.00 2.00 1 2127 4007 V Elem 11.00 3.00 106 Refer to upper level V Elem 11.00 5.00 1 1256 1336 Refer to upper level V Elem 11.00 10.00 1 1222 1541 Refer to upper level V Elem 11.00 12.00 1 1256 2065 Refer to upper level 2-1 L Op 1 11.00 12.50 1 2056 2466 2-1 R Op 1 11.00 17.50 219 V Elem 11.00 18.00 1 1222 4089 Refer to upper level V Elem 11.00 24.00 713 Refer to upper level V Elem 11.00 37.00 174 Refer to upper level Line 4 4-1 L End 22.50 0.00 112 4-1 R End 22.50 2.00 1972 4-2 L End 22.50 2.00 1 1380 2855 4-2 R End 22.50 19.50 1 1341 2855 Line 8 8-1 L End 42.50 0.00 1 1269 7473 B-1 R End 42.50 37.00 1 1239 7650 Line A A-1 L End 22.50 0.00 1949 A-1 L Op 1 24.00 0.00 882 A-1 R Op 1 41.00 0.00 882 A-1 R End 42.50 0.00 1949 Line B B-1 L End 11.00 2.00 1 4760 3990 771 STHD14 3500 0.22 B-1 L Op 1 14.00 2.00 1 4618 2319 2298 STHD14 3500 0.66 B-1 R Op 1 19.50 2.00 1 4760 2357 2403 STHD14 3500 0.69 B-1 R End 22.50 2.00 1 4618 3887 731 STHD14 3500 0.21 V Elem 22.50 2.00 1725 Refer to upper level V Elem 25.50 2.00 318 Refer to upper level V Elem 34.00 2.00 318 Refer to upper level V Elem 37.00 2.00 94 Refer to upper level V Elem 37.50 2.00 35 Refer to upper level V Elem 38.50 2.00 105 Refer to upper level V Elem 41.00 2.00 115 Refer to upper level V Elem 42.50 2.00 44 Refer to upper level Line E E-1 L End 0.00 18.00 3562 E-1 L Op 1 0.50 18.00 557 E-1 R Op 1 3.50 18.00 1 3750 4970 E-1 R End 10.50 18.00 1 3629 4513 V Elem 11.00 18.00 2287 Refer to upper level V Elem 19.00 18.00 655 Refer to upper level V Elem 34.00 18.00 661 Refer to upper level V Elem 42.50 18.00 661 Refer to upper level Line F F-1 L End 17.50 23.50 1171 F-2 L End 18.00 19.50 0 F-2 R End 22.50 19.50 1860 F-3 L End 22.50 19.50 1 1211 2140 F-3 L Op 1 28.00 19.50 1 1175 424 752 2x sill 1200 0.63 F-1 R End 28.50 23.50 1264 F-3 R Op 1 31.50 19.50 1 1211 922 289 2x sill 1200 0.24 F-3 R End 42.50 19.50 1 1175 2669 Line I I-1 L End 0.00 37.00 3588 I-1 L Op 1 0.50 37.00 672 I-1 R Op 1 3.50 37.00 1 2005 3209 I-1 R End 17.50 37.00 1 1933 5881 I-2 L End 16.00 39.00 4434 I-2 L Op 1 20.50 39.00 1321 I-2 R Op 1 28.50 39.00 1469 12 WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 201515:3a:21 HOLD-DOWN DESIGN ( rigid wind design, continued) I-2 I-3 I-3 V Elem R End V Elem V Elem R Op 1 V Elem R End 30.00 31.00 31.00 33.00 38.00 39.00 42.50 37.00 39.00 37.00 37.00 37.00 37.00 37.00 1 1 1 1 1 850 715 1053 850 1933 635 3781 3965 1258 818 909 4240 235 Refer to upper level Refer to upper level Refer to upper level 2x sill 1200 Refer to upper level 0.20 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 18.00 1654 1-1 L Op 2 0.00 18.50 191 1-1 R Op 1 0.00 21.50 1 1392 2435 1-1 L Op 2 0.00 33.00 1 1357 2435 1-1 R Op 2 0.00 36.50 191 1-1 R End 0.00 37.00 1654 Line 2 2-1 L End 11.00 2.00 1656 2-1 L Op 2 11.00 3.00 106 2-1 R Op 1 11.00 5.00 1 1256 1336 2-1 L Op 2 11.00 10.00 1 1222 1541 2-1 R Op 2 11.00 12.00 1 1256 2065 2-1 R End 11.00 18.00 1 1222 2212 2-2 L End 13.00 24.00 713 2-2 R End 13.00 37.00 174 Line 8 8-1 L End 42.50 0.00 1 519 4072 8-1 R End 42.50 37.00 1 502 4249 Line B B-1 L End 11.00 2.00 1 1639 1815 B-1 L Op 1 14.00 2.00 1 1586 445 1141 MSTC40 2650 0.43 B-1 R Op 1 19.50 2.00 1 1639 427 1212 MSTC40 2650 0.46 B-1 R End 22.50 2.00 1 1586 1798 B-2 L End 22.50 -1.50 1725 B-2 L Op 1 25.50 -1.50 318 B-2 R Op 1 34.00 -1.50 318 B-2 R End 37.00 -1.50 94 B-3 L End 37.50 0.00 35 B-3 L Op 1 38.50 0.00 105 B-3 R Op 1 41.00 0.00 115 B-3 R End 42.50 0.00 44 Line E E-1 L End 0.00 18.00 1671 E-1 L Op 1 0.50 18.00 272 E-1 R Op 1 3.50 18.00 1 1458 804 654 MSTC40 2650 0.25 E-1 R End 10.50 18.00 1 1404 2203 E-2 L End 11.00 15.00 2287 E-2 R End 19.00 15.00 655 E-3 L End 34.00 17.00 661 E-3 R End 42.50 17.00 661 Line I I-1 L End 0.00 37.00 1685 I-1 L Op 1 0.50 37.00 370 I-1 R Op 1 3.50 37.00 1 850 1835 I-1 R End 17.50 37.00 1 813 3149 I-2 L End 18.00 39.00 2391 I-2 L Op 1 25.00 39.00 1288 I-2 R Op 1 30.00 39.00 635 I-2 R End 31.00 39.00 1738 I-3 L End 31.00 37.00 1 850 1941 I-3 L Op 1 33.50 37.00 1 813 838 I-3 R Op 1 39.00 37.00 1 850 909 I-3 R End 42.50 37.00 1 813 2011 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 13 WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 201515:34:21 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 corner(s) and Case A or 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5128.4.4) Hold-down Forces: Shear— Wind shearovertuming component, based on shear6ne force, includes perforation factor Co, factored forASD 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 d - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 14 Woodworks® Shearwalls 2402-A-1.wsw Oct. 28, 2015 15:34:21 DRAG STRUT FORCES (rigid wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case -a <-- Line 1 1-1 Right Opening 1 0.00 21.50 1 248 238 1-1 Left Opening 2 0.00 25.50 1 141 136 1-1 Right Opening 2 0.00 29.50 1 141 136 1-1 Left Opening 3 0.00 33.50 1 248 238 Line 2 2-1 Left Opening 1 11.00 13.00 1 1744 1686 Line 4 4-2 Left Wall End 22.50 2.00 1 146 142 4-2 Right Wall End 22.50 19.50 1 1257 1222 Line B B-1 Left Opening 1 14.50 2.00 1 949 922 B-1 Right Opening 1 19.50 2.00 1 588 571 B-1 Right Wall End 22.50 2.00 1 1447 1406 Line E E-1 Right Opening 1 3.50 18.00 1 152 148 E-1 Right Wall End 11.00 18.00 1 1379 1339 Line F F-3 Left Wall End 22.50 19.50 1 1200 1165 F-3 Left Opening 1 28.50 19.50 1 733 712 F-3 Right Opening 1 31.50 19.50 1 893 867 Line I I-1 Right Opening 1 3.50 37.00 1 200 194 I-1 Right Wall End 18.00 37.00 1 805 780 I-3 Right Opening 1 38.00 37.00 1 333 323 Level 2 Drag Strut Line- Position on Wall Location fft] Load Force fibs] Wall or Opening X Y Case -> <- Line 1 1-1 Right Opening 1 0.00 21.50 1 234 229 1-1 Left Opening 2 0.00 33.50 1 234 229 Line 2 2-1 Right Opening 1 11.00 5.00 1 146 143 2-1 Left Opening 2 11.00 10.00 1 386 376 2-1 Right Opening 2 11.00 12.00 1 289 281 2-1 Right Wall End 11.00 18.00 1 928 903 Line B B-1 Left Opening 1 14.50 2.00 1 560 542 B-1 Right Opening 1 19.50 2.00 1 347 336 B-1 Right Wall End 22.50 2.00 1 854 826 Line E E-1 Right Opening 1 3.50 18.00 1 109 105 E-1 Right Wall End 11.00 18.00 1 985 949 Line I I-1 Right Opening 1 3.50 37.00 1 180 173 I-1 Right Wall End 18.00 37.00 1 588 562 I-3 Left Wall End 31.00 37.00 1 91 87 I-3 Left Opening 1 34.00 37.00 1 66 63 I-3 Right Opening 1 39.00 37.00 1 192 184 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 16 " 4 WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 2015 15:34:21 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Ibs s .ft Story Shear [Ibs] E-W N-S Diaphragm Force Fpx [Ibs] E-W N-S 2 46253 1402.5 9073 9073 9405 9405 1 40098 1380.5 4211 4211 8153 8153 All 86351 - 13285 13285 - - 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 = 1.02; Ev = 0.203 D unfactored; 0.142 D factored; total dead load factor: 0.6 - 0.142 = 0.458 tension, 1.0 + 0.142 = 1.142 compression. 16 ' Woodworks® Shearwalls 2402-A-1.wsw Oct. 28, 201516:34:21 SHEAR RESULTS ( flexible seismic design) N-S W For HMI -Cub ASD Shear Force [pin Allowable Shear [plfj Crit Shearlines Gp Dir Int Ext V ibs vmax v Int Ext Co C Total V lbs Res . Line 1 Level 2 Lnl, Lev2 4 Both 1.0 687 57.2 57.2 242 1.00 S 242 2902 0.24 Level 1 Lnl, Levl 4 Both .72 990 123.7 123.7 174 1.00 S 174 1396 0.71 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 2950 268.2 268.2 353 1.00 S 353 3887 0.76 Level 1 Ln2, Levl 2 Both 1.0 3646 339.1 339.1 353 1.00 S 353 3799 0.96 Line 4 Ln4, Levl 4 Both 1.0 1068 60.2 60.2 242 1.00 S 242 4292 0.25 Line 8 Level 2 LnB, Lev2 5 Both .60 2715 73.4 73.4 145 1.00 S 145 5368 0.51 Level 1 Ln8, Levl 5" Both .60 3596 97.2 97.2 145 1.00 S 145 5368 0.67 E-W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit Shearlines Gp Dir Int Ext Vfibs] vmax v Int Ext Co C Total V lbs Res . Line B Level 2 LnB, Lev2 2 Both .78 1634 245.1 245.1 277 1.00 S 277 1846 0.89 Level 1 LnB, Levl 1" Both .70 2294 344.1 344.1 415 1.00 S 415 2767 0.83 Line E Level 2 LnE, Lev2 2" Both 1.0 2489 339.5 339.5 353 1.00 S 353 2592 0.96 Level 1 LnE, Levl 3" Both 1.0 3133 427.3 427.3 456 1.00 S 456 3342 0.94 Line F LnF, Levl 4 Both .72 571 33.6 33.6 174 1.00 S 174 2966 0.19 Line 1 Level 2 LnI, Lev2 4 Both .72 2228 - 106.9 174 1.00 S 174 3635 0.61 Wall 1-1 4 Both 1.0 1586 106.9 106.9 242 1.00 242 3466 0.44 Wall I-3 4 Both .72 695 106.9 106.9 174 1.00 174 1134 0.61 Level 1 LnI, Levl 4" Both .72 3301 - 173.0 174 1.00 S 174 3330 0.99 Wall I-1 4" Both 1.0 2566 173.0 173.0 242 1.00 242 3466 0.72 Wall I-3 4" Both 1.0 1211 173.0 173.0 242 1.00 242 1149 0.72 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. "^" 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. N otes: 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 17- - WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 2015 16:34:21 nuLu-uuwn utswn (nexime seismic aesign) 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 18.00 3535 1-1 L Op 3 0.00 18.50 348 1-1 R Op 1 0.00 21.50 1875 3315 1-1 L Op 2 0.00 25.50 1124 333 79 869 STHD14 3500 0.25 1-1 R Op 2 0.00 29.50 1124 408 97 812 STHD14 3500 0.23 1-1 L Op 3 0.00 33.00 1875 3252 1-1 R Op 3 0.00 36.50 337 1-1 R End 0.00 37.00 3535 Line 2 2-1 L End 11.00 2.00 3080 4007 951 24 2x sill 1200 0.02 V Elem 11.00 3.00 106 Refer to upper level V Elem 11.00 5.00 2168 1336 317 1148 Refer to upper level V Elem 11.00 10.00 2168 1541 366 992 Refer to upper level V Elem 11.00 12.00 2168 2065 490 593 Refer to upper level 2-1 L Op 1 11.00 12.50 3080 2466 585 1200 2x sill 1200 1.00 2-1 R Op 1 11.00 17.50 219 V Elem 11.00 18.00 2168 4089 V Elem 11.00 24.00 713 Refer to upper level V Elem 11.00 37.00 174 Refer to upper level Line 4 4-1 L End 22.50 0.00 112 4-1 R End 22.50 2.00 1972 4-2 L End 22.50 2.00 547 2855 4-2 R End 22.50 19.50 547 2855 Line 8 8-1 L End 42.50 0.00 1476 7473 8-1 R End 42.50 37.00 1476 7650 Line A A-1 L End 22.50 0.00 1949 A-1 L Op 1 24.00 0.00 882 A-1 R Op 1 41.00 0.00 882 A-1 R End 42.50 0.00 1949 Line B B-1 L End 11.00 2.00 5107 3990 946 2064 STHD14 3500 0.59 B-1 L Op 1 14.00 2.00 5107 2319 550 3338 STHD14 3500 0.95 B-1 R Op 1 19.50 2.00 5107 2357 559 3309 STHD14 3500 0.95 B-1 R End 22.50 2.00 5107 3887 922 2142 STHD14 3500 0.61 V Elem 22.50 2.00 1725 Refer to upper level V Elem 25.50 2.00 318 Refer to upper level V Elem 34.00 2.00 318 Refer to upper level V Elem 37.00 2.00 94 Refer to upper level V Elem 37.50 2.00 35 Refer to upper level V Elem 38.50 2.00 105 Refer to upper level V Elem 41.00 2.00 115 Refer to upper level V Elem 42.50 2.00 44 Refer to upper level Line E E-1 L End 0.00 18.00 3562 E-1 L Op 1 0.50 18.00 557 E-1 R Op 1 3.50 18.00 6625 4970 1179 2834 STHD14 3500 0.81 E-1 R End 10.50 18.00 6625 4513 1071 3182 STHD14 3500 0.91 V Elem 11.00 18.00 2287 Refer to upper level V Elem 19.00 18.00 655 Refer to upper level V Elem 34.00 18.00 661 Refer to upper level V Elem 42.50 18.00 661 Refer to upper level Line F F-1 L End 17.50 23.50 1171 F-2 L End 18.00 19.50 0 F-2 R End 22.50 19.50 1860 F-3 L End 22.50 19.50 305 2140 F-3 L Op 1 28.00 19.50 305 424 F-1 R End 28.50 23.50 1264 F-3 R Op 1 31.50 19.50 305 922 F-3 R End 42.50 19.50 305 2669 Line I I-1 L End 0.00 37.00 3588 I-1 L Op 1 0.50 37.00 672 I-1 R Op 1 3.50 37.00 2436 3209 I-1 R End 17.50 37.00 2436 5881 I-2 L End 18.00 39.00 4434 I-2 L Op 1 20.50 39.00 1321 I-2 R Op 1 28.50 39.00 1469 18 WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 201515:34:21 HOLD-DOWN DESIGN ( flexible seismic design, continued) I-2 I-3 I-3 V R V V R V R Elem End Elem Elem Op 1 Elem End 30.00 31.00 31.00 33.00 38.00 39.00 42.50 37.00 39.00 37.00 37.00 37.00 37.00 37.00 864 760 1467 864 2436 635 3781 3965 1258 818 909 4240 194 216 843 171 Refer to upper Refer to upper 2x sill Refer to upper level level 1200 level 0.70 Level 2 Tensile ASD Line- Location [ft] Holddown Force jibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 7 1-1 L End 0.00 18.00 1654 1-1 L Op 2 0.00 18.50 191 1-1 R Op 1 0.00 21.50 751 2435 1-1 L Op 2 0.00 33.50 751 2435 1-1 R Op 2 0.00 36.50 191 1-1 R End 0.00 37.00 1654 Line 2 2-1 L End 11.00 2.00 1656 2-1 L Op 2 11.00 3.00 106 2-1 R Op 1 11.00 5.00 2168 1336 317 1148 2x sill 1200 0.96 2-1 L Op 2 11.00 10.00 2168 1541 366 992 2x sill 1200 0.83 2-1 R Op 2 11.00 12.00 2168 2065 490 593 2x sill 1200 0.49 2-1 R End 11.00 18.00 2168 2212 525 481 2x sill 1200 0.40 2-2 L End 13.00 24.00 713 2-2 R End 13.00 37.00 174 Line 8 8-1 L End 42.50 0.00 593 4072 8-1 R End 42.50 37.00 593 4249 Line B B-1 L End 11.00 2.00 1981 1815 431 597 MSTC40 2650 0.23 B-1 L Op 1 14.00 2.00 1981 445 105 1642 MSTC40 2650 0.62 B-1 R Op 1 19.50 2.00 1981 427 101 1656 MSTC40 2650 0.62 B-1 R End 22.50 2.00 1981 1798 426 610 MSTC40 2650 0.23 B-2 L End 22.50 -1.50 1725 B-2 L Op 1 25.50 -1.50 318 B-2 R Op 1 34.00 -1.50 318 B-2 R End 37.00 -1.50 94 B-3 L End 37.50 0.00 35 B-3 L Op 1 38.50 0.00 105 B-3 R Op 1 41.00 0.00 115 B-3 R End 42.50 0.00 44 Line E E-1 L End 0.00 18.00 1671 E-1 L Op 1 0.50 18.00 272 E-1 R Op 1 3.50 18.00 2744 804 191 2131 MSTC40 2650 0.80 E-1 R End 10.50 18.00 2744 2203 522 1064 MSTC40 2650 0.40 E-2 L End 11.00 15.00 2287 E-2 R End 19.00 15.00 655 E-3 L End 34.00 17.00 661 E-3 R End 42.50 17.00 661 Line I I-1 L End 0.00 37.00 1685 I-1 L Op 1 0.50 37.00 370 I-1 R Op 1 3.50 37.00 864 1835 I-1 R End 17.50 37.00 864 3149 I-2 L End 18.00 39.00 2391 I-2 L Op 1 25.00 39.00 1288 I-2 R Op 1 30.00 39.00 635 I-2 R End 31.00 39.00 1738 I-3 L End 31.00 37.00 864 1941 I-3 L Op 1 33.50 37.00 864 838 199 225 2x sill 1200 0.19 I-3 R Op 1 39.00 37.00 864 909 216 171 2x sill 1200 0.14 I-3 R End 42.50 37.00 864 2011 Legeno. 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 19 " . WoodWorks® Shearwalls 2402-A-1.wsw Oct 28, 201515:34:21 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 forASD by 0.60 Ev — Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.237 x factored D. Refer to Seismic Information table for more details. Cmb d - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 20 WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 201516:34:21 DRAG STRUT FORCES ( flexible seismic desian) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <-- Line 1 1-1 Right Opening 1 0.00 21.50 182 182 1-1 Left Opening 2 0.00 25.50 104 104 1-1 Right Opening 2 0.00 29.50 104 104 1-1 Left Opening 3 0.00 33.50 182 182 Line 2 2-1 Left Opening 1 11.00 13.00 2526 2526 Line 4 4-2 Left Wall End 22.50 2.00 58 58 4-2 Right Wall End 22.50 19.50 498 498 Line B B-1 Left Opening 1 14.50 2.00 951 951 B-1 Right Opening 1 19.50 2.00 589 589 B-1 Right Wall End 22.50 2.00 1449 1449 Line E E-1 Right Opening 1 3.50 18.00 258 258 E-1 Right Wall End 11.00 18.00 2335 2335 Line F F-3 Left Wall End 22.50 19.50 302 302 F-3 Left Opening 1 28.50 19.50 185 185 F-3 Right Opening 1 31.50 19.50 225 225 Line I I-1 Right Opening 1 3.50 37.00 272 272 I-1 Right Wall End 18.00 37.00 1094 1094 I-3 Right Opening 1 38.00 37.00 453 453 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <- Line 1 1-1 Right Opening 1 0.00 21.50 131 131 1-1 Left Opening 2 0.00 33.50 131 131 Line 2 2-1 Right Opening 1 11.00 5.00 262 262 2-1 Left Opening 2 11.00 10.00 691 691 2-1 Right Opening 2 11.00 12.00 516 516 2-1 Right Wall End 11.00 18.00 1660 1660 Line B B-1 Left Opening 1 14.50 2.00 702 702 B-1 Right Opening 1 19.50 2.00 435 435 B-1 Right Wall End 22.50 2.00 1070 1070 Line E E-1 Right Opening 1 3.50 18.00 213 213 E-1 Right Wall End 11.00 18.00 1923 1923 Line I I-1 Right Opening 1 3.50 37.00 190 190 I-1 Right Wall End 18.00 37.00 620 620 I-3 Left Wall End 31.00 37.00 96 96 I-3 Left Opening 1 34.00 37.00 69 69 I-3 Right Opening 1 39.00 37.00 202 202 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 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 ` WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 201515:34:21 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Ibs s .ft Story Shear [Ibs] E-W N-S Diaphragm Force Fpx [Ibs] E-W N-S 2 46253 1402.5 9073 9073 9405 9405 1 40098 1380.5 4211 4211 8153 8153 All 86351 - 13285 13285 - - 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 = 1.02; Ev = 0.203 D unfactored; 0.142 D factored; total dead load factor: 0.6 - 0.142 = 0.458 tension, 1.0 + 0.142 = 1.142 compression. 22 WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 2015 15:34:21 SHEAR RESULTS t riaid seismic desianl N-S W For HMl-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 Lnl, Lev2 4 Both 1.0 1603 133.6 133.6 242 1.00 S 242 2902 0.55 Level 1 Lnl, Levl 4 Both .72 1245 155.7 155.7 174 1.00 S 174 1396 0.89 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 2091 190.1 190.1 353 1.00 S 353 3887 0.54 Level 1 Ln2, Levl 2 Both 1.0 2576 239.7 239.7 353 1.00 S 353 3799 0.68 Line 4 Ln4, Levl 4 Both 1.0 2666 150.2 150.2 242 1.00 S 242 4292 0.62 Line 8 Level 2 Ln8, Lev2 5 Both .60 3178 85.9 85.9 145 1.00 S 145 5368 0.59 Level 1 LnB, Levl 5 Both .60 3495 94.5 94.5 145 1.00 S 145 5368 0.65 E-W W For HMI -Cub ASD Shear Force [pin Allowable Shear [plf] Crit Shearlines gp Dir Int Ext V Ibs vmax v Int Ext Co C Total Vfibs] Res . Line B Level 2 LnB, Lev2 2 Both .78 1564 234.6 234.6 277 1.00 S 277 1846 0.85 Level 1 LnB, Levl 1 Both .70 1953 292.9 292.9 415 1.00 S 415 2767 0.71 Line E Level 2 LnE, Lev2 2 Both 1.0 1928 262.9 262.9 353 1.00 S 353 2592 0.74 Level 1 LnE, Levl 3 Both 1.0 2141 292.0 292.0 456 1.00 S 456 3342 0.64 Line F LnF, Levl 4 Both .72 2605 153.2 153.2 174 1.00 S 174 2966 0.88 Line 1 Level 2 LnI, Lev2 4 Both .72 3124 - 164.2 174 1.00 S 174 3635 0.94 Wall I-1 4 Both 1.0 2436 164.2 164.2 242 1.00 242 3466 0.68 Wall I-3 4 Both .72 770 118.5 118.5 174 1.00 174 1134 0.68 Level 1 LnI, Levl 4 Both .72 3076 - 161.2 174 1.00 S 174 3330 0.92 Wall I-1 4 Both 1.0 2391 161.2 161.2 242 1.00 242 3466 0.67 Wall I-3 4 Both 1.0 1128 161.2 161.2 242 1.00 242 1149 0.67 Legena: Unless otherwise noted, the value in the table for a sheartine 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. 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. 23 ` WoodWorks@ Shearwalls 2402-A-1.wsw Oct. 28, 2015 15:34:21 HOLD-DOWN DESIGN ( rigid seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force fibs] Dead Ev Cmb'd Hold-down Cap Ibs Crit Res . Line 1 1-1 L End 0.00 18.00 3535 1-1 L Op 3 0.00 18.50 348 1-1 R Op 1 0.00 21.50 3167 3315 786 639 STHD14 3500 0.18 1-1 L Op 2 0.00 25.50 1414 333 79 1160 STHD14 3500 0.33 1-1 R Op 2 0.00 29.50 1414 408 97 1103 STHD14 3500 0.32 1-1 L Op 3 0.00 33.00 3167 3252 771 687 STHD14 3500 0.20 1-1 R Op 3 0.00 36.50 337 1-1 R End 0.00 37.00 3535 Line 2 2-1 L End 11.00 2.00 2177 4007 V Elem 11.00 3.00 106 Refer to upper level V Elem 11.00 5.00 1536 1336 317 517 Refer to upper level V Elem 11.00 10.00 1536 1541 366 361 Refer to upper level V Elem 11.00 12.00 1536 2065 Refer to upper level 2-1 L Op 1 11.00 12.50 2177 2466 585 296 2x sill 1200 0.25 2-1 R Op 1 11.00 17.50 219 V Elem 11.00 18.00 1536 4089 Refer to upper level V Elem 11.00 24.00 713 Refer to upper level V Elem 11.00 37.00 174 Refer to upper level Line 4 4-1 L End 22.50 0.00 112 4-1 R End 22.50 2.00 1972 4-2 L End 22.50 2.00 1364 2855 4-2 R End 22.50 19.50 1364 2855 Line 8 8-1 L End 42.50 0.00 1552 7473 8-1 R End 42.50 37.00 1552 7650 Line A A-1 L End 22.50 0.00 1949 A-1 L Op 1 24.00 0.00 882 A-1 R Op 1 41.00 0.00 882 A-1 R End 42.50 0.00 1949 Line B B-1 L End 11.00 2.00 4557 3990 946 1514 STHD14 3500 0.43 B-1 L Op 1 14.00 2.00 4557 2319 550 2788 STHD14 3500 0.80 B-1 R Op 1 19.50 2.00 4557 2357 559 2759 STHD14 3500 0.79 B-1 R End 22.50 2.00 4557 3887 922 1592 STHD14 3500 0.45 V Elem 22.50 2.00 1725 Refer to upper level V Elem 25.50 2.00 318 Refer to upper level V Elem 34.00 2.00 318 Refer to upper level V Elem 37.00 2.00 94 Refer to upper level V Elem 37.50 2.00 35 Refer to upper level V Elem 38.50 2.00 105 Refer to upper level V Elem 41.00 2.00 115 Refer to upper level V Elem 42.50 2.00 44 Refer to upper level Line E E-1 L End 0.00 18.00 3562 E-1 L Op 1 0.50 18.00 557 E-1 R Op 1 3.50 18.00 4778 4970 1179 987 STHD14 3500 0.28 E-1 R End 10.50 18.00 4778 4513 1071 1335 STHD14 3500 0.38 V Elem 11.00 18.00 2287 Refer to upper level V Elem 19.00 18.00 655 Refer to upper level V Elem 34.00 18.00 661 Refer to upper level V Elem 42.50 18.00 661 Refer to upper level Line F F-1 L End 17.50 23.50 1171 F-2 L End 18.00 19.50 0 F-2 R End 22.50 19.50 1860 F-3 L End 22.50 19.50 1392 2140 F-3 L Op 1 28.00 19.50 1392 424 100 1069 2x sill '1200 0.89 F-1 R End 28.50 23.50 1264 F-3 R Op 1 31.50 19.50 1392 922 219 688 2x sill 1200 0.57 F-3 R End 42.50 19.50 1392 2669 Line I I-1 L End 0.00 37.00 3588 I-1 L Op 1 0.50 37.00 672 I-1 R Op 1 3.50 37.00 2791 3209 761 343 2x sill 1200 0.29 I-1 R End 17.50 37.00 2791 5881 I-2 L End 18.00 39.00 4434 I-2 L Op 1 20.50 39.00 1321 I-2 R Op 1 28.50 39.00 1469 24 - WoodWorks® Shearwalls 2402-A-1.wsw Oct. 28, 2015 15:34:21 HOLD-DOWN DESIGN ( rigid seismic design, continued) I-2 I-3 I-3 V R V V R V R Elem End Elem Elem Op 1 Elem End 30.00 31.00 31.00 33.00 38.00 39.00 42.50 37.00 39.00 37.00 37.00 37.00 37.00 37.00 958 843 1349 958 2422 635 3781 3965 1258 818 909 4240 194 216 724 265 Refer to upper Refer to upper 2x sill Refer to upper level level 1200 level 0.60 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 18.00 1654 1-1 L Op 2 0.00 18.50 191 1-1 R Op 1 0.00 21.50 1753 2435 1-1 L Op 2 0.00 33.00 1753 2435 1-1 R Op 2 0.00 36.50 191 1-1 R End 0.00 37.00 1654 Line 2 2-1 L End 11.00 2.00 1656 2-1 L Op 2 11.00 3.00 106 2-1 R Op 1 11.00 5.00 1536 1336 317 517 2x sill 1200 0.43 2-1 L Op 2 11.00 10.00 1536 1541 366 361 2x sill 1200 0.30 2-1 R Op 2 11.00 12.00 1536 2065 2-1 R End 11.00 18.00 1536 2212 2-2 L End 13.00 24.00 713 2-2 R End 13.00 37.00 174 Line 8 8-1 L End 42.50 0.00 694 4072 8-1 R End 42.50 37.00 694 4249 Line B B-1 L End 11.00 2.00 1896 1815 431 512 MSTC40 2650 0.19 B-1 L Op 1 14.00 2.00 1896 445 105 1557 MSTC40 2650 0.59 B-1 R Op 1 19.50 2.00 1896 427 101 1570 MSTC40 2650 0.59 B-1 R End 22.50 2.00 1896 1798 426 525 MSTC40 2650 0.20 B-2 L End 22.50 -1.50 1725 B-2 L Op 1 25.50 -1.50 318 B-2 R Op 1 34.00 -1.50 318 3-2 R End 37.00 -1.50 94 B-3 L End 37.50 0.00 35 B-3 L Op 1 38.50 0.00 105 B-3 R Op 1 41.00 0.00 115 B-3 R End 42.50 0.00 44 Line E E-1 L End 0.00 18.00 1671 E-1 L Op 1 0.50 18.00 272 E-1 R Op 1 3.50 18.00 2125 804 191 1512 MSTC40 2650 0.57 E-1 R End 10.50 18.00 2125 2203 522 445 MSTC40 2650 0.17 E-2 L End 11.00 15.00 2287 E-2 R End 19.00 15.00 655 E-3 L End 34.00 17.00 661 E-3 R End 42.50 17.00 661 Line 1 I-1 L End 0.00 37.00 1685 I-1 L Op 1 0.50 37.00 370 I-1 R Op 1 3.50 37.00 1327 1835 I-1 R End 17.50 37.00 1327 3149 1-2 L End 18.00 39.00 2391 I-2 L Op 1 25.00 39.00 1288 I-2 R Op 1 30.00 39.00 635 I-2 R End 31.00 39.00 1738 I-3 L End 31.00 37.00 958 1941 I-3 L Op 1 33.50 37.00 958 838 199 319 2x sill 1200 0.27 I-3 R Op 1 39.00 37.00 958 909 216 265 2x sill 1200 0.22 I-3 R End 42.50 37.00 958 2011 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 25 Woodworks® Shearwalls 2402-A-1.wsw Oct. 28, 201515:34:21 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 = 0.237 x factored D. Refer to Seismic Information table for more details. Cmb d - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalis does not check for either plan or vertical structural irregularities. 26 Woodworks® Shearwalls 2402-A-1.wsw Oct. 28, 2015 15:34:21 DRAG STRUT FORCES t riaid seismic desionl 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 21.50 229 229 1-1 Left Opening 2 0.00 25.50 131 131 1-1 Right Opening 2 0.00 29.50 131 131 1-1 Left Opening 3 0.00 33.50 229 229 Line 2 2-1 Left Opening 1 11.00 13.00 1785 1785 Line 4 4-2 Left Wall End 22.50 2.00 144 144 4-2 Right Wall End 22.50 19.50 1243 1243 Line B B-1 Left Opening 1 14.50 2.00 809 809 B-1 Right Opening 1 19.50 2.00 501 501 B-1 Right Wall End 22.50 2.00 1233 1233 Line E E-1 Right Opening 1 3.50 18.00 176 176 E-1 Right Wall End 11.00 18.00 1596 1596 Line F F-3 Left Wall End 22.50 19.50 1379 1379 F-3 Left Opening 1 28.50 19.50 843 843 F-3 Right Opening 1 31.50 19.50 1027 1027 Line I I-1 Right Opening 1 3.50 37.00 253 253 I-1 Right Wall End 18.00 37.00 1020 1020 I-3 Right Opening 1 38.00 37.00 422 422 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <- Line 1 1-1 Right Opening 1 0.00 21.50 306 306 1-1 Left Opening 2 0.00 33.50 306 306 Line 2 2-1 Right Opening 1 11.00 5.00 186 186 2-1 Left Opening 2 11.00 10.00 490 490 2-1 Right Opening 2 11.00 12.00 366 366 2-1 Right Wall End 11.00 18.00 1176 1176 Line B B-1 Left Opening 1 14.50 2.00 672 672 B-1 Right Opening 1 19.50 2.00 416 416 B-1 Right Wall End 22.50 2.00 1024 1024 Line E E-1 Right Opening 1 3.50 18.00 165 165 E-1 Right Wall End 11.00 18.00 1489 1489 Line I I-1 Right Opening 1 3.50 37.00 267 267 I-1 Right Wall End 18.00 37.00 1081 1081 I-3 Left Wall End 31.00 37.00 78 78 I-3 Left Opening 1 34.00 37.00 214 214 I-3 Right Opening 1 39.00 37.00 167 167 Legeno: 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 aWoodworks® Shearwalls SOFTWARE FOR WOOD DESIGN 2402-A-1.wsw WoodWorks® Shearwalls 10.4 Oct. 28, 2015 14:41:06 Level 1 of 2 3 J 330/ _ s=. 8Aw w 40' 1-106 N I-3 Q� 36' `ll ......... ............ .. .... -... ._ .: _. ....._. 32'. ....... 0 �j........ ................ ........ _... .......... ... !.. -- F-1 1 ` .... .......... ......... .... f — F=2 to ! F-3:W6 ti 4 zBgPc� �.., .._.y E-1 _..... l ,►- D-1 v 12 ........... _........._ . ........... .. .....9.....� ... .......... .... s � _.._ $ m 4 3 -----..._......---......- - B-1:W2 _ .. if {-t1 --� 2d 3 pGF ` W = Z S ('P % A 1 PFXX._ ....... _....._ .............. . _... _... ........... ........ ....... _ ..... r✓�4Lc.S -8' -4' 0' 4' 8' 12 16, 20' 24' 28' 32' 36' 40' 4et' Orange = Selected wall(s) ELR Enjzineering 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 coefficient(GCpi) = ± 0.18 2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, Sr = 1.525, S1 = 0.573, SDS = 1.017, Sol = 0.573, Seismic Design Category = D, Basic seismic -force -resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (CS) = 0.156 (orthogonal 1) & 0.156 (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 = 2500 psi at 28 days for footings, slabs and walls. Min 5-% sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. 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. WelJed 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" 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 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 2411 (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. S. 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. S. 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. 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 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 cuVAPWAT.T.c 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 11. Afll 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 AISC 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. MAgnmpy 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 = 2,000 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 #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 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 1'-611. 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) 45 @ 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)j Bottom Bottom Edge Framing plate Bottom plate Bottom Anchor Anchor Top plate ASD Mark Sheathing No. sides Fastener fastener Field member at when plate nail plate when bolt bolt Top plate connector ASD ► . V3vmd per (ply/OSB) sheathed size spacing fastener adjoining directly nail spacing directly on dia. spacing, connector spacing Vseismic (r40%) plan (14) spacing panels on wood size in each concrete (8) 2x plate (9),05) (11),(15) (12) (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 48 PLY/OSB dia. x 2.5" (unblocked) 13" 72"(3x) LTP4 pif pif 3.25" 7/16" 0.131" 2x 0.148" 1-row 2x or 3x 72"(2x) A35 or 193 271 W6B 1 6" 6" 2x dia. x 5/8" 36 PLY/OSB dia. x 2.5" (unblocked) 101, 72"(3x) LTP4 pif pif 3.25" 0.148" W6 7/16" 1 0.131" 6" 12" 2x 2x dia. x 1-row 2x or 3x 5/8" 68"(2x) A35 or 30 242 339 PLY/OSB dia. x 2.5" 8„ 72"(3x) LTP4 pif pif 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/O56 dia. x 2.5" 6" 60"(3x) LTP4 pif pif 3.25" 7/16" 0.131" 2x 0.148" 1-row 2x or 3x 36"(2x) A35 or 452 633 W3 1 3" 12" 2x dia. x 5/8" 16 PLY/OSB dia. x 2.5" 4„ 45"(3x) LTP4 pif pif 3.25" 0.148" 2-rows 7/16" 0.131" 3x(5) 2x or 3x 28"(2x) A35 or 594 832 W2 PLY/OSB 1 dia. x 2.5" 2 12 2x dia. x 7"(6) 5/8 34"(3x) LT134 12 pif pif 3.25" 7/16" 0.131" 3x(5) 0.148" 3-rows 3x A35 or 8" 904 1266 2W3 2 3" 12" 2x dia. x 6"(6) 5/8" 23"(3x) PLY/OSB dia. x 2.5" LTP4 pif pif 3.25" 19/32" 0.148" 3x(5) 0.148" 3-rows 3x A35 or 4" 1620 2268 2W2 2 2 12 2x dia. x 4"(6) 5/8" 12"(34 PLY/OSB dia. x 3" LTP4 pif pif 3.25" General Notes: (unless noted otherwise) ELR Engineering (1) Wall stud framing is assumed to be as per the general structural notes. 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 horizontally or 2) wall studs at 16" oc with phone: 206.200.8764 panel long -axis oriented vertically or horizontally. email: eireng33@gmaii.com (4) Where the fill 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. (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 mid -line of rimjoist 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 built-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 Md when/where the location of adjoining horz. panel joints meets note (10) requirements. rev. 06.19.15 r-1 LJ 1)LTS12 & (4)2x6 POST rx 46 DF2 - p1 )LTS12 & (4)2xf POST o I \ I I I I I \\ I f I I \ I N o I I I \\ I I \ 72J OVERBUILD I I L II I 22 SD-2 I 23 n F -1 LJ LJ NOTE: HOLD ALL WINDOWS 12" 4x6 DF2 OFF CEILING MAX. _ _ (1)LTsiz & (4)2.6 POST GIRDER TRUSS= 4x6 DF2_ 2x OVERBUILD - _ HIPSET TRUSS 12 2UX — NI sD-2 I I 1"((� I HVAC SUPPLIER TO 27 PROVIDE CQMPLIANCE TOFURN pCE ATTICSD-2 TALLATION lSPECS. REO.4x6 DF2 (1)LTS12 & (4)2x6 POST. DSC5 MANUFACTURFD TRU NOTE: HOLD ALL WINDOWS 12" OFF CEILING MAX I «l---jlll IIIIII� --------- -,\ ti I \ \ IHIPSET TRUSS \ - (2)2x TRIMME I\ & (3)2x KI I \ N i I I \ 2x OVER 0ILD \\ (]/T11&(4)2x6 POST / DSC5 ^ I \ f SD-1 \ I I =- 4x6 DF2 GIRDER USS E-------------J� 4x6 DF2 4x6 DF2 H 1(TYP) ROOF FRAMING PLAN NOTE: ALL OVERFRAME TO BE 26" HFJ2 FOR SPANS UP TO 10'-0 FOR SPANS OVER 10'-0" USE 2x8" HFJ2. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DFy2 OR BETTER NOTE: ENGINEERING FOR SUPPORT OF ROOF FRAMING IS BASED ON THE PROVIDED ROOF TRUSS LAYOUT VERIFY CONSISTENCY MITI TRUSS MANUFACTURER'S ENGINEERING/LAYOUT WHEN AVAILABLE. (1)LTS12 & (4)2x6 POST (1)LTS12 & (4)2x6 POST (1)LTS1j & (4)2x6 POST 4. , W6 W6 �. � �" /o- LL- W6 SD-2 SD-1 �yyg; UPPER FLOOR SW PLAN t .ok PROVIDE 2.6 LEDGER WITH (2)SDSI/4x4.5 INTO ALL UPPER STORY WALL ST SOLID BLOCK IN RIM SPACE UNDER ALL POINT LOADS (TYP) 4.6 DF2 4x! I — EPC6Z & CONT. 6x6 DF POST EPC6Z & CONT. 6.6 DF POST 6x10 DF2 _ _ _ 6x10 DF2 PC67 & CONT. 6x6 DF POST H1(TYP) �4 MANUFACTURED TRUSSES @ 24" O.C. (TYP.) (U.N.O. (SEE TRUSS ENGINEERING FOR ADDITIONAL INFORMATION) �\ 402 DF2 (4)2x6 POST (4)2xE POST BC60R & (4)gxq POST o a a 12 so-1 I I GANGANGNAll WITH (4)HORZ. ROWS 0.149"IJIAz3" NAILS m N U N I AT 16" OC IINI EACH ROW PROVIDE GAti(i FASTENING OF 1 iv p (4)2x12 WI*1(10)SOS1/4x6 ( ® 4 Y CP.E`HS AT4CV4". - PP.OVIDE m (5) SCREW$ ON EACH SIDE OF 1 I HOP. WITHIt EACH SIDE OF s o HOP. C.L. i O MIU3.12/11 (3)2z6 POST - 2 2x12 HF2 LB WALL j — L x �I U210-2 (SKEWED) +�\� /y > BC60R & 1 (4)2x6 POST LB WALL II^ (3)2x4 4x6 OF2 �� HUC46 POST (3)2x6 POST/NAILER PROVIDE (1)MSTC40 HORZ. STRAP PROVIDE 2x6 LEDGER ITH 1 (2)SDS1/4x4.5 SCREWS ALL UPPER STORY WALL ST TO DS pli (3)2x6 POST/N LER ( F) HUC46 s8 DF2 _ LBWALL EPC4Z & 4x4 OF POST - — - 4x6 DF2 HUC46 -----, (4)2x6 POST MANUFACTURED TRUSSES @ 24" O.C. (TYP.) (U.N.O.} (SEE TRUSS ENGINEERING FOR ADDITIONAL INFORMATION) I I I 0 d (4)2x6 POST o � o � � M 4x13�E2���� 1 4 9 6 N J 000 4xE DF2 EPCIS & 4x6 DF POST - _ XI___ - EPC6Z & 4.6 OF POST (4)2x6 POST (4)2x6 POST -1 (4)2x6 POST 4x8 DF2 3. 5x14 2.2E PSL _ 1 SOLID BLOCKING AT CANT.--- L-------------- --� 2H i6 SD-2 SD-2 UPPER FLOOR FRAMING PLAN 1/4 =1 -0 ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY JOIST MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DFR2 OR BETTER 'A , MAIN FLOOR SW PLAN 76 , 28 SD-2 SD-2 44 - 12*-4" 12•_4" L 30"S0.x10" THK. FTG CONT. 6x6 POST W/PBS66 W/(3)#4 EACH WAY 2x8 T HF2 LEDGER W/(2)HORZ. (TYR, 1 LOC.) ROW SDS1/4%3.5 SCREWS AT HUC610 HUC610 16" C IN EACH ROW (TYP) PBS66 (3 LOCI - � - F CGi+T. 6,6 _ _ _ bxIO L)12— _ _ _ _ F--- CONT. 6x6 POST W/PBS66 - J -- J HUC610 L POST W/PBS66 of m a 24"SQ.x10" THK. FTG. W/(2)#4 EACH WAY ELEVATED WOOD HUC610 PROVIDE MIN. o (TYP, 3 LOC.) DECK i OF (4)DTTiZ io 46'-6" CONNECTORS o W6 UNIFORMLY N -----_- SPACED o - r L-- ---------- (4)2x6 POST y�'r ✓�S r_ POINT LO ______________� D ABOVE NOTE: FOUNDATION VENTS TO BE MIN. (4)2x6 POST \— POINT LOAD ABOVE OF 3'-0' FROM CORNERS PER P.408,21 +I I PONY WALLS 24" TALL (MIN.) 4O DF2 GIPAEF., . p T K•F 2 - S T f I 2x6 AT 16" C STEMWALL (TYP) A,104 POST, AND 24" DI.x10" THK. FTG, yop (TYP, WHERE OCCUR) POINT LOAD ABOVE 3'-9" 6'-0' 6'-0" I, 6'-0" W/(2)#4 EACH WAY (TYP) 6'-O" 6'-0" 3'-9" 2'-6 o m J - POINT LOA DI .IJ h ABOVE �f- }2L--T B- (4)2x6 ;n I HU48 iuui o CANT.(TYP) L (TYPHUC48 A. END) 1" AIR GAP (iYP) POST (*) � oILL TILL x x - w vl SOLID BLOCKING POST ABOVE o 0 30"SO.X10"THK. P ST ABOVE i� FTG. W (3))i4 III +I LL EACH WAY- til ----J I y _ _ y `l 4 ry (4)2x I II SOLID BLOCK IN RIM SPACE UNDER ALL 24" TALL (MIN.) �O p?Yx 10 -10" 1,?x POST (') Q I I I POINT LOADS (.TYP) STEMWALL (TYP) I I y1� I I I r 2O 4" CONC. SLAB 0/ 4" COMP. FILL 062 SO-t POST SLOPED 3" TOWARD DOOR 1 �� I I �/ I POINT LOA ABOVE e PBS44A 6" 3' 6" 3'-6" 2'- { i DINT LOAD ABOVE POINT LOAD ABOVE I PROVIDE AD 'L (3)#4x9" ANS. ^ m I m I AT ALL. POIN LOADS (TYP, WHERE OTED) .I I I I I I I I L - J Imo_ I I POINT LOAD ABOVE POINT LOAD ABOVE I I O I ---------.._i. '------------------------4 r r FOUNDATION / FRAMING PLAN ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY JOIST MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF},2 OR BETTER (' AS NEEDED DEPENDING ON ACTUAL SITE GRADE A e s n ine er _ _ LL' g g g: A Geotechnical and Environmental Services, LLC P.O. Box 935 Puyallup, WA. 98371 (253)845-7000 www.agesengmeermg.com PRELIMINARY GEOTECHNICAL REPORT e"OLC REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 4 2016 City of Tukwila BUILDING DIVISION Lot 5 Riverside Interurban 4035 S. 126tb Street Tukwila, Washington Project No. A-1233 RECENED RECEIUI°'N CITY OF TUKWILA NOV.17 2015 NOV 1 13 2015 TUKVYIL; PERMIT CENTER PUBLIC,WORKS Prepared For: BRC Family P. O. Box 731310 Puyallup, Washington 98375 November 5, 2015 Ages P.O. Box 935 Engineering, LLC Puy"up,WA.98371 Main (253) 845-7000 A Geotechnical and Environmental Services LLC www.agesengineering.com November 5, 2015 Project No. A-1233 Bob Rester BRC Family P. O. Box 731310 Puyallup, WA. 98375 Subject: Preliminary Geotechnical Report Lot 5 Riverside Interurban 4035 S. 126`h Street 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 Lot 5 site is generally underlain by 0.5 feet of old fill overlying native, dense tan, silty sand with gravel consistent with glacial till. The native soils became dense and unweathered at a depth of 0.5 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 Q p , KN . -o CO �� cn .p 38917 4' 8ats4Q Gti EkPBRES ��� Bernard P. Knoll, H Principal BPK:bpk Project Number: A-1233 Project Name: Lot 5 Riverside Interurban Date: November 5, 2015 Ages Engineering, LLC Page 2 253-845-7000 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION...................................................................1 2.0 SCOPE..........................................................................................1 3.0 SITE CONDITIONS..........................................................................2 3.1 Surface.................................................................................2 3.2 Soils............................................................. 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.........................................4 5.1 General.................................................................................4 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 Storm water...........................................................................9 5.8 Drainage.............................................................................9 6.0 ADDITIONAL SERVICES...................................................................9 7.0 LIMITATIONS..................................................................................10 Figures Site Vicinity Map .................................................. ....Figure 1 ......................... Exploration Location Plan .....................................................................Figure 2 GeologicMap..................................................................................Figure 3 Appendix Site Exploration..........................................................................Appendix A Ages Engineering, LLC Page 1 253-845-7000 Preliminary Geotechnical Report Lot 5 Riverside Interurban 4035 S.126th Street Tukwila, Washington 1,0 PROJECT DESCRIPTION We were provided with four sheets of Architectural drawings, and discussed the project with the site developer. According to our review of the plans provided to us, and 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 5 located at 4035 S. 126 h Street 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 building plans indicate the new residence will consist of a two-story wood -framed structure with its' main floor constructed as a raised floor over a crawl space. The attached garage will have a slab -on -grade floor. Detailed building plans are currently not available. However, based on our experience with similar projects, we expect 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 30 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. • 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 Ages Engineering, LLC _ Page 1 253-845-7000 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 walls. 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 triangular -shaped residential lot located at 4035 S. 126'h Street 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. 126`h Street to the northeast, an unoccupied lot to the west, and undeveloped open space to the south. 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 northeast. Localized grading during development of the area resulted in altered grades on the lot. Currently, Lot 5 slopes gently down to the southeast at surface grades of approximately 10 percent. The ground surface consists of exposed soil. 3.2 Soils The soils we observed in the test hole on Lot 5 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-3, located in the center of the subject site, we encountered light brown, native, moist, dense, silty sand with gravel and cobbles consistent with glacial till. 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. Ages Engineering, LLC _ Page 2 253-845-7000 3.3 Mapped 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: I . Class I 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". 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. Ages Engineering, LLC _ Page 3 253-845-7000 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 '/2-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 (TESC) 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. 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 Ages Engineering, LLC _ Page 4 253-845-7000 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 construction 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 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: Ages Engineering, LLC Page 5 253-845-7000 U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the'/a 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. 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. Ages Engineering, LLC Page 6 253-845-7000 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 Desc! i tion *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 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. Ages Engineering, LLC Page 7 253-845-7000 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 Buildine 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 wall. 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 backfill 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 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. Ages Engineering, LLC Page 8 253-845-7000 Lower Level Building and Retaining WaH 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 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. 5.8 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 ba.ckflow 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 ADDMONAL 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. Ages Engineering, LLC _ Page 4 253-845-7000 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 geotecbnical 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 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 10 253-845-7000 Qi6 � 'ny SW 1'zf1$t S11.th St rmrfr:.'l J �}h' d ? fil` sai e,dca,ry SIrJ SI SW 116th St 5116M 51 0 i H( Oti O trf T f f# ta'sR St SW V.:. � 3 AM• � +' J f {% StlV'24tR S1 3 i T 124'h 5t Stitlh St i26th St S unih St S Qnth S1 S 3 9W i 'ss J r- S 132M S,133r I S 134th V SW tT'+�St St3'. iA4 � ,� S1A Ftlstf"�h Rmv Lr.'l .i1 ' �'S51 . _ f Slilth St Mr. Iw 4Fw �rtw .2 14 M St .1 1* T i � T t4lne a � o Tw 143.e SI ` CC < i S 144M St '^ 4w 14(.1h Si T,4-ih Tl j < T1Y'h St ms SW 152rd St S 15b d St S iS1e• tt a .515 St - 1 • ,2 -- M t4`ah St S'W ^tfa+S1 . —. S 1%1n Sr 'FlYF CO/tK•'S TtSCIR it r•-L"f 4, - .,... rJ C e.....�. m St 1w 1d0tfi St S 1¢9[h 5t S 160th St Leave preview Feedback Tips Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesenguwermg-com Site Vicinity Map Lot 5 - Riverside Interurban 4035 S. 1261h Street Tukwila, Washington Project No.: A-1233 November 2015 Figure 1 KEY: APPROXIMATE LOCATION OF TEST HOLE TH-1 Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Exploration Location Plan Lot 5 - Riverside Interurban 4035 S. 126th street Tukwila, Washington Project No.: A-1233 November 2015 Figure 2 Qvi J Qppc7'j' NE QV t Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Geologic Map Lot 5 - Riverside Interurban 4035 S. 126`h Street Tukwila, Washington Project No.: A-1233 1November 2015 Figure 3 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Lot 5 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 at the Riverside Interurban Development. One of the test holes was located on Lot 5. 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-1. 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 COARSE More than 50% Of Coarse Fraction Retained on WITH 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 % GC Clayey GRAVEL FINES SAND SW Well -Graded SAND WITH SP Poorly -Graded SAND More than 50% Retained on SAND < 5 % FINES SAND SW-SM Well -Graded SAND with silt No. 200 Sieve SW -SC Well -Graded SAND with clay More than 50% Of Coarse Fraction Passes WITH 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 No. 200 Sieve Organic SILT or CLAY with moderate to high plasticity 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. A Engineering, LLC Ages g Unified Soil Classification System (USCS) Lot 5 Riverside Interurban P. O. Box 935 Puyallup, WA. 98371 4035 S. 126`h Street Main (253) 845-7000 Tukwila, Washington www.agesen&eering.coni Project No.: A-1233 November 2015 Figure A-1 P.O. Box 935 Ages Engineering, LLC Puyallup.NVA.98371 Office (253) 845-7000 t_ Test Hole TH-1 DATE: October 10, 2015 LOGGED BY: BPK ELEV: Depth Soil Description Notes (feet) I I M% 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 seepage encountered. Test Hole TH-2 DATE: October 10, 2015 LOGGED BY: BPK ELEV: Depth Soil Description Notes (feet) M% I Other 0 Light brown silty SAND with gravel and cobbles to 4 inches, dense, moist. (SM) (Glacial Till) 5 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 Depth I Soil Description 0 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. ELEV: Notes M°/a I Other Figure A-2 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director February 05, 2016 BOB RESTER PO BOX 731310 PUYALLUP, WA 98373 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0289 RIVERSIDE INTERURBAN - LOT 5 - 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. • All roof surfaces must be at least 5:12 pitch. See sheet A-0. 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)433-7165. Sincerely, ra"v 0 Rachelle Ripley Permit Technician File No. D 15-0289 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 �r CITY OF TUKWILA Community Development Department • Public Works Department • Pei7nit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wm,Nv.Tukm,i la W A. eov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: 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.: 734060-0669 Site Address: 4035 S 126th , Tukwila 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 731.310 CityPuyallup 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) 820-831.1 Fax: (253) 881-3042 Contr Reg No.: CC BRCFAFL901Q Exp Date: 11 /18/2016 Tukwila Business License No.: BUS-0996177 CORRECTION 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 City: Orange State: CA Zip: 92868 D (S,- o2a9 H:Wppliwtions\Fornss-Applications On Line\2011 Applications\Combination Permit Application Revised 9-9-1 I.docx Revised: August 2011 bh RECEIVED CITY OF TiIKWILA JAN 06 42O16 PERMIT CENTER Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): L a'P S , 1,16 11 F,1 J7 DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement V floor 999 2 nd floor 1,403 Garage m carport ❑ 390 Deck — covered m uncovered ❑ 172 Total square footage 2,964 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 1 thermostat emergency generator PLUMBING: Value of plumbing/gas piping work 2 bathtub (or bath/shower combo) 1 dishwasher 5 lavatory (bathroom sink) 1 water heater (gas) 3 appliance vent 1_ wood/gas stove 7,193.99 fuel type. ❑ elect is m gas 5 ventilation fan connected to single duct 1 water heater (electric) other mechanical equipment bidet 1 clothes washer _ floor drain 1 shower 1 sink 3 water closet 1 lawn sprinkler system 4 gas piping outlets FIMpplicationsWorms-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 ❑ .. Seattle ❑ ...Sewer use certificate ❑... Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): m ...Civil Plans (Maximum Paper Size — 22" X 34") m ...Technical Information Report (Storm Drainage) m .. Geotechnical Report ❑... Hold Harmless — (SAO) ® ...Bond ® .. 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 42 Cubic Yards ❑ .. Work In Flood Zone m ...Total Fill 20 Cubic Yards m .. Storm Drainage ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ..Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut [:]..Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut El.. Backflow Prevention - Fire Protection ❑ ...Traffic Control ❑ .. Looped Fire Line Irrigation Domestic Water tt „ m ...Permanent Water Meter Size ............... WO # ❑ ...Residential Fire Meter Size ................. WO # ❑ ...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 REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Fornvs-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx 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. PROPER Signature: Print Name: Robert D Rester Day Telephone: (253) 820-8311 Mailing Address: P.O. Box 731310 Puyallup Wa 98373 City state Zip H:Wpplications\Forim-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9.1 l.docx Revised: August 2011 Page 4 of4 bh City of Tukwila Department of Community Development December 14, 2015 BOB RESTER PO BOX 731310 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMB OSFR Permit Application Number D15-0289 RIVERSIDE INTERURBAN - LOT 1 Dear BOB RESTER, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 1 Ix17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" to be stamped and signed. [Electronic copies shall not be approved.] (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. I could not find any specific deck details with specifications for all deck and guardrail materials for the entry and back deck. Please provide those specification and deck details. Include flashing details at the deck ledger and details for flashing at the front concrete porch. Include details for post/column construction and coverings. 2. The elevation cut section A -A on A-4 is not consistent with the floor plan. The deck is not shown in that detail Please provide clarification or revised detail for the cross section "A". 3. Identify all bedroom egress windows. Also the study shall have a smoke detector. 4. It is only necessary to provide the revised sheets rather than the entire plan set if you choose. 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. Application has incorrect address, parcel and lot number. Please provide new application with correct information. • Note: Due to triangular lot, there is a front yard (setback = 20') and two side yards (each with 5' setback). No back yard. 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)433-7165. Sincerely, W Rachelle Ripley Permit Technician File No. D15-0289 Indemnification and Hold Harmless and rermit I emporary in Nature Reference Number(s) of Related Document(s): D15-0289 Grantor: BRC FAMILY, LLC, a Washington State limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 41" Ave. South and adjacent to 4035 S. 126th Street. Abbreviated Work Description: Work within the City Right -of -Way including: paving, driveway access, water service line 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 WHEREOF, said indivi hal(s) have caused this instrument to be executed this t 1 day of 20 A Auth r"' ed Signature / Property Owner STATE OF WASHINGTON ) )ss. COUNTY OF KING ) I certify I have know or have satisfactory evidence that J 9-6eS G , 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 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 I I I 1 . % At�e�� D Notary Public in and for the State of Washington i C, ' Z N�%,��� �8�,�,9`; residing at 19' AZ r My appointment expires Page 2 of 3 DATED this day of , 2015. GRANTEE: CITY of TUKWILA I: Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: Page 3 of 3 1 i-ERMIT C00nO COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0289 DATE: 02/24/16 PROJECT NAME: RIVERSIDE INTERURBAN - LOT 5 SITE ADDRESS: _ 46 s 126 yr - Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Fire Prevention ❑ Structural ❑ Planning Division IN Permit Coordinator ❑ DATE: 02/25/16 Structural Review Required ❑ DATE: DUE DATE: 03/25/16 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0289 DATE: 01/06/16 PROJECT NAME: RIVERSIDE INTERURBAN - LOT 5 SITE ADDRESS: _ 4yb�. S 126' Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: AT hW c- VIP Building Division Fire Prevention ❑ Planning Division Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 01/07/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/04/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0289 DATE: 11/16/15 PROJECT NAME: RIVERSIDE INTERURBAN - LOT 5 SITE ADDRESS: 12604 40TH AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A-T- Carr2 t00-13- Building Division IN jrl-IT DtAlicAWksC PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: AtoA AWC Vf W 1,t-Itf Fire Prevention ® Planning Division Structural ❑ Permit Coordinator ❑ DATE: 11/17/15 Structural Review Required ❑ DATE: DUE DATE: 12/15/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: 14 Departments issued corrections: Bldg Fire ❑ Ping V PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hqp://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: ` �1 ,:52�- 10, MI Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name:l Project Address: Contact Person: -� l V,, Phone Number: 53' 2-,�) - aZ Summary of Revision: RECEIVED CITY OF TUKWILA FEB 18 2016 PERM CEENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: w 1" ❑ Entered in TRAKiT on City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: % ��/�� Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address Contact Person: Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including*= Received at the City of Tukwila Permit Center by: Rt—Entered in TRAKiT on 6 6 Ed CITY JAN 0 6 2016 PERMIT CENTEH ' � ' ' I , 3460 S 148th Suite 1Od° Seattle, WA 98768 r_. ' ` Phone: (206) 242-3236 ' I Fax. (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITf i 7 Y OT_ `I U WILA Residential $ 50.00 Commercial. $ 100.00 NOV 1$ 2015 (i) Certificate of Sewer Availability OR f` Certificate of Sewer N8WRU1'9d 1TER Part A: (To Be Completed By Applicant) Purpose of Certificate: F Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial 0 Residential Single Family ❑ Residential Multi -Family ❑ Other Applicant's Name BRC Family Phone Number 253-820-83 Property Address 4035 S 126th Tax Lot Number 734060-0669 Legal Description (Attach Map and legal Description if Necessary); RIVERSIDE INTERURBAN TRS LOT 5 OF TUKWILA SP L09-059 RECORDING #20120315900009 SD SP LOCATED IN LOT 45 OF SD PLAT Part B: (To be Completed by Sewer Agency) 1.15 a. A Sewer Service will be provided by side sewer connection only to an existing size sewer feet from 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) 13XmsA,, It n��.,� s�...� in e6io or 2 e®I �L ¢eP,s`_dnQ-A 2. Must be completed if 1. b above is checked CD IN It,+ 6 a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR l 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 $ 100 a. District Connection Charges due prior to connection: GFC: $ Pam, pA'' SFC: $ •- I Unit: $ — Total $ 100 (Subject to Change on January 1 st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: if Required ( May be Required c. Other rwire. ense- a. 10 A, 16+ 4 ,.,-2_54, 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 Title �si. Date 11-13-IS ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 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 s-� Cif- of Tukwila 1�ERTMAA.IIA..�A�BELI WYATER Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hgp://www.TukwilaWA.gov Part A: To be completed by applicant Site address (attach map and legal 3� S S� JAI A., r location and size of main): '7 24A/-A -. ^ /_ PERMIT NO.: Owner Information -Agent/Contact Person Name: - 1 Name: .�✓Y Address: .&)1 --<W Address: ld®,1 3g-&, A Phone: d ® Phone: d5� 9. 11 This certificate is for the purposes of. Residential Building Permit. ❑ Preliminary Plat Commercial/Industrial Building Permit ❑ Rezone It Estimated number of service connections and water meter size(s): —J— ❑ Short Subdivision ❑ Other Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): Owner/Agent Date Part B: To be completed by water utility district 1. The proposed project is within 1L4. K Lu I L4 N 11 (City/County) 2. 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 •z gaa .gpm at 20 psi residual for a duration of 2 hours at a velocity of 1 5 fps as documented by the attached calculations. R. ",_ 5. Water availability: CITY Y d ri: iJ P: w 1 I.- A 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. NOV 112015 ❑ System is not capable of providing service to this project. PERMIT CENTER I hereby certify that the above information is true and correct. \a)A `s `C_y IZ5 11°-/2-15 Agenc hone By Date Lflb — 2yZ--9's�I% F-XP6(irrS �/ •- f2.a Ito) 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 e Date I l / �> District Representative % �� �- Date_ 1 i' - t Z - i 1 Client#: 13a..-.0 TAMI ACORDTM CERTIFICATE OF LIABILITY INSURANCE DATE (MMIDDIYYYY) 11/1812014 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Propel Insurance CONTACT Lauri Margeson PHONE 800 499-0933 FAX 866.577.1326 Ext : A/C, No -MA Tacoma Commercial Insurance 1201 Pacific Ave, Suite 1000 Tacoma, WA 98402 Lo, ADDRESS: Ilm@propelinsurance.com INSURER(S) AFFORDING COVERAGE NAIC # INSURER A: Wesco Insurance Company 25011 INSURED BRC Family LLC PO BOX 731310 INSURER B : INSURER C Puyallup, WA 98373 INSURER D : INSURER E INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSR SUBR WVD POLICY NUMBER POLICY EFF MM/DD/YYYY POLICY EXP MM/DD/YYYY LIMITS A GENERAL LIABILITY WPP101971204 11/18/2014 11/18/2015 EACHOCCURRENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE 5x1 OCCUR PREMISES ERENTED r nce $100 000 MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $1,000,000 X BI/PD Ded:5,000 GENERAL AGGREGATE $2,000,000 GENT AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG 52,000,000 POLICY PRO-LOC JECT $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident BODILY INJURY (Per person) $ ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS BODILY INJURY (Per accident) $ NON -OWNED HIRED AUTOS AUTOS PROPERTY DAMAGE (Per accident) $ $ UMBRELLA LIAB HCLAIMS-MADE OCCUR EACH OCCURRENCE $ AGGREGATE $ EXCESS LIAB DED I I RETENTION $ $ WORKERS COMPENSATION WC STATU- OTH- A AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? N N I A WPP101971204 11/18/2014 11/18/201 E.L. EACH ACCIDENT S1 000 000 E.L. DISEASE - EA EMPLOYEE $1,000,000 (Mandatory in NH) (WA STOP GAP) If yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $1,000,000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) )" ( Y Y I L A NOV 1 $, 2015 PERMIT CENTER Department of Labor 8r Industries PO Box 44450 Olympia, WA 98504 Ly_l0L9a1114\ILei 0 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ACORD 25 (2010/05) 1 Of 1 #S1582189/M1582062 ©1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD LLM00 Department of Labor and Industries cWr, Contractor's Registration Section PO Box 44450 Olympia WA 98504-4450 (opacnal) UBI No. Registration No. CONTINUOUS CONTRACTOR'S SURETY BOND Bond No. 100144304 Required by the Contractor's Registration Act RCW 18.27 BRC FAMILY LLC . doing business as as Principal, and a corporation organized and existing under the laws of the State of _ .A and authorized to transact surety business in the State of Washington, as Surety, by this bond bind ourselves and our heirs, executors, administrators, successors, and assigns, jointly and severally, to pay the State of Washington Twelve Thousand dollars lawful money of the United States of America. The Principal has applied for a Certificate of Registration, from the Contractor's Registration Section of the Washington State Department of Labor and Industries, to carry on the business of a contractor in the State of Washington. The Principal is required by chapter 18.27 of the Revised Code of Washington (RCW) to furnish a bond in the penal sum of 12,000.00 dollars with good and sufficient surety. The bond must be conditioned as required by RCW 18.27.040. If the Principal, in compliance with the provisions of chapter 18.27 RCW, pays all (1) wages and benefits to persons furnishing labor to the Principal, (2) amounts that ay be adjudged against the Principal by reason of breach of contract including negligent or improper work in the conduct of the contracting business, (3) persons who furnish labor and materials or rent or supply equipment to the Principal, and (4) taxes and contributions due to the State of Washington, the obligation of the Principal and the Surety shall be null and void. If the Principal does not pay the above claims, the bond shall remain in full force and effect. In no case shall the Surety be liable for any claim not included in RCW 18.27.040. Any person that has a claim against the Principal, arising from the failure of the Principal to pay any of the four items referred to in paragraph 3, may bring suit upon this bond in the superior court of the county in which the work was done, or of any county in which the court has jurisdiction over the Principal. The suit must be brought within the time and the manner required by RCW 18.27.040. The aggregate liability of the Surety under this bond for claims against this bond shall not exceed the penal sum of this bond. No extension by continuation certificate, reinstatement, reissue, or renewal of this bond shall increase the liability of the Surety. If the claims against the bond that are pending at any one time exceed the remainder of the aggregate liability minus the amounts previously paid by the Surety because of other claims against this bond, the claims shall be satisfied in accordance with the provisions of RCW 18.27.040. This bond shall become effective on 11/01/2010 and shall be void if not filed with the Contractor's Registration Section by 12/31/2010 and shall remain in farce continuously unless the Surety gives written notice to the Director of Labor and Industries of its intent to cancel the bond. A cancellation or revocation of the bond or withdrawal of the Surety from the bond suspends the registration issued to the registrant until a new bond or reinstatement notice has been filed and approved as provided in the statute. IN WITNESS OF THIS CONTRACT, The Principal and Surety have affixed their hands and seals this date: 11 /01 /2010 BRC F JI,7fLL.:C'• I-) I ANMRICAN CONTRACTORS INDEMNITY COMP OF TU1f`-%A'1LA PERMIT CENTER LO�q�ItTfirj'ye F625-003-000 surety bond 12-99 so 5rPti?6,1l5t1 BRC FAMILY LLC Page 1 of 2 Home, Espanol Contact Safety & Health Washington State Department of (S.,h Labor & Industries BRC FAMILY LLC Search L&I A-'L Index Help Nly Lf I Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson PO BOX 731310 PUYALLUP, WA 98373 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 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. BRCFAFL90100 Effective — expiration 11 /18/2010— 11/18/2016 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 Insurance Wesco Insurance Co $1,000,000.00 Policy no. WPP101971205 Received by L&I Effective date 11/17/2015 11/18/2015 Expiration date 11/18/2016 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602863429&LIC=BRCFAFL901QQ&SAW= 4/11/2016 NATIVE z co z �r N WRAP WASHED ROCK ENTIRELY 24" TRENCH X-SECTION NTS 1 PROPOSED HOUSE PLAN VIEW OF ROOF NTS TER FABRIC EXISTING GROUND 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" - 1 1/2" i I I I CONNECT TO LOT I I ROOF DRAIN STUB l_ J 2' X 10' LEVEL TRENCH WITH PERFORATED PIPE CATCH BASIN OR AREA DRAIN WITH SOLID LID PERFORATED TIGHTLINE STUB OUT SCALE: NONE CONSTRUCTION NOTES: O CONSTRUCT (2'W x 281 x 2'D) GRAVEL STRIP PER DETAIL 2. O CONSTRUCT (2'W x 101 x 1.5'D) ROOF INFILTRATION TRENCH PER DETAIL 1. O NOT USE ® INSTALL 230 LF 1Y2" WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. O5 UTILITY TRENCH (POWER & COMMUNICATIONS). © INSTALL 140 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT AS REQUIRED. �7 INSTALL 10 LF 4" PVC SOLID FOOTING DRAIN (SLOPE TO DRAIN). ® INSTALL 9 LF 4" PVC ROOF DRAIN (SLOPE TO DRAIN). O INSTALL 46 LF 4" PVC SOLID PIPE SD @ 5.00% 10 INSTALL 8 LF 4" PVC SOLID PIPE SD @ 2.00% MIN. 11 INSTALL AREA DRAIN WITH SOLID LID. RIM = 95.50 IE (S) = 93.80 IE (W) = 93.90 1© INSTALL 116 LF 6" PVC SD @ 4.00%. 13 REMOVE AND RECONSTRUCT 4" THICK SIDEWALK WITH CURB & GUTTER. 14 CONSTRUCT 20' WIDE WITH 6" THICK DRIVEWAY APPROACH. 1© INSTALL CATCH BASIN TYPE 1 WITH SOLID LID. RIM = 91.00 IE (W) = 88.13 IE (N,E) = 88.23 16 INSTALL CATCH BASIN TYPE 1 WITH SOLID LID. RIM = 86.00 IE (NW) = 83.33 IE (E) = 83.49 Q INSTALL 32 LF 8" PVC SD @.1.5% 18 EX. CATCH BASIN NEW RIM = 85.00 NEW IE (N) = 82.85 NEW IE (SE) = 82.85 (BY WATER DISTRICT #125) 0 C r rlla ISION r, ROOF / FOOTING DRAIN SEE DRAINAGE SECTION A -A rr o COPY 5%' t t I IPe an 7t MO. _J `t Pim raE�ip.t �a 1 A z s I s st I ¢{ '(dILJIL:73 O Z(° t I t ,�� I 1000 F i'9.L`� �. 0 J t I tt . I I of apZ,jr�i+rY°..".: f .•.' , ri.sz�t. � i�U tt a I TORM DRAIN EASEMEN.T_- 10 PVT: •S._ ., _ I, RFC: �#20.120314001152 L_ ----- f I Date: ,. EX. 12" I !t 3 I STORM DRAIN `'f?'` °fN - _ . B ®i�7. i_.. _.._...._..- �- • , T ; ( 1, _ 10' BSBL u,. I' __..__..__...._.._......_.._......_.._...._ __..._..__..._..__...__ _.. , - in = o------- -----------------------_-_2-------------------------------------- ------ -- r I ✓ — — c> ------ NNE) CAP 229 6/368 9 5•-14---15 10' PVT. STORM DRAIN EASEMENT KC REC. #20070725001690 to N LEGEND PROPERTY LINE UJ o B.S.B.L 0 m — — RIGHT OF WAY LINE i — — RIGHT OF WAY CENTERLINE — — — — — — — ADJACENT PROPERTY LINE i C ------------------ ROOF OVERHANG LINE `0 Y c tJ L 0 0 Ln i 0 N r1 0 0 IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 1,883 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) WALKWAY 83 SQ. FT. DRIVEWAY 873 SQ. FT. TOTAL 2,839 SQ. FT. 2,839 / 6,557=0.433X 100% = 43.3% IMPERV. SURF. COVERAGE CORNER SET > 4" CONCRETE PAVEMENT / 6" @ DRIVEWAY APPROACH PROPOSED RESIDENCE PROPOSED INFILTRATION TRENCH EARTHWORK VOLU E ESTIMATES: LOCATION CUT (CY) FILL (CY) SITE 40 20 MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 1,883 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) TOTAL 1,883 SQ. FT. 1,883 / 6,557=0.287 X 100% = 28.7% MAX. BUILDING COVERAGE GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. These plans have been reviewed by the Public PARCEL NUMBER 7340600669 FOUNDATION `t: �orl';s De ari i riFi i Fd�zTf �JM,1�1 �d{ I-� MIN. FROM PROPERTY AND 10 MIN. iVo changes s- nail he made to the SC City standardf F�PM PSig figYN4ATLQI% and of Ivor►< ^ritilCt,;r prior v pprov^t of omissions which do not authorize violations of T t1ly iila EUi1dt;n0 Division. adopted standards or ordinances. The responsibility PLOT �: i �t i ,_: ? ; i ti l E :.c;K� , n nn,.,t plan submittal for the adequacy of the design rests totally with the 1• designer. Additions, deletions or revisions to these 2.0' GRAVEL STRIP drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. SLOPE Final acceptance is subject to field inspection by . ....• the Public works utilities inspector. - - . . Date: By. Know what's below. Call before you dig. 4" CONCRETE J DRIVEWAY WASHED ROCK 3/4" - 1 Y2" SCALE: NONE REFERENCE SHEET NO. SP1 HORIZONTAL GRAPHIC SCALE m 10 5 0 5 10 CD ti7 1 inch = 10 ft. EX.SSMH - SITE BENCHMARK \ (45.64' WEST OF INTERSECTION OF S. 126TH ST. / 41 STAVE S.) IM RIM=105.95 • 4 'E EX. 5' WIDE SIDEWALK MATCH EXISTING (TYP) 4" PVC DOWNSPOUT DRAIN LINE r— FINISH GRADE BACKFILL :.PROVIDE 12" MIN COVERAGE -OF DRAIN WITH CLEAN 1 1/2" - 3/4" .WASHED'ROCK X' FABRIC t,r, .FILTER `(MI.RAFI 100X OR EQUIVALENT) S NOTES: �— 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE LL U m SHEET 1 OF 2 SHEETS 0 Q W tJ IL .J e U W U) 0(3 r_ _ U p- 0 ao 'L co C � C 1W �► C V �rn mCL L L a g, 0 C U to O �J N v 'oil ,U J Ln th I— w Ln W w o <C Q <t <( CO 1-4 _! = i Z = T Z _ 0 z m ca m oEW z w z _ w REVIEWED FOR CODE COMPLIANCE o A PP , 0V =O F= MAR 24 z 16 0 LLJ City y Of _'_UkIvila BU LD1P�G ISl N �•j to lJY I•i.j! i YY LN w 0 �lOV�1 $ ERMI CEjJTI201R 0 J E 0 z 0 0 0 J Ln 0 I v w I Cn I 0 rn Ln Of 01 0 0 / 0 0 Q U L Cn N Cn Ln w 0 U m 0 ry / o, 0 / Y 0 0 C 0 E 0 0 I L2 0 N 0 0 z ..... ....... ... .b:........- col t \c v\\ o \ ( \� ° .P : \ \ O v., + \° \\ I I I I n,4 —INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET EX. 20' WIDE DRIVEWAY APPROACH TEMPORARY STOCKPILE COVER WITH PLASTIC (TYP) ;t PER DETAIL THIS SHEET .. I PROPOSED -SINGLE F.AMIL Y RESIDENCE \` FFE=102.00 °'' \. t`, " ".....- „ � INSTALL SILT FENCE TYFy� • • _.._�...._..._......_..._......_.._....__.._....__.._...__.._....__. _..._COVERS PER DETAIL THIS SHE& ; i SD __..._..__...._ _ - -_...__..._...._..._...__..._...__...._..__..._..__...._.. i \ I En rj 0 0 ; o CONTINUE TO THE WEST PROPERTY OF LOT 2 LEGEND PROPERTY LINE — — RIGHT OF WAY LINE — RIGHT OF WAY CENTERLINE — — — — — — — ADJACENT PROPERTY LINE CORNER SET HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. Know what's below. Call before you dig. `— INSTALL INLET PROTECTION PER DETAIL THIS SHEET 10' PVT. STORM DRAIN EASEMENT KC REC. #20120314001152 SIDEWALK EASEMENT KC REC. #20120314001148 CATCH BASIN GRATE DOTES: 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. \: TOE IN SHEETING IN = _ - MINIMUM 4"X4" TRENCH .:::.... ........... PROVIDE ENERGY DISSIPATION SANDBAGS OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED o 5 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 ,ii;,:. II —II---------I�---------II U U 6' MAX. _ POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT z N zi /, /: Z 4" MIN BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" 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 �pP� EDGE OF EXISTING / PAVEMENT 60>-r� � .1-1 ) INSTALL DRIVEWAY CULVERT R=25' MIN. IF THERE IS A ROADSIDE DITCH , PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE z_ 4" TO 8" QUARRY SPALLS 2 CV EXPIRES: UNDISTURBED GROUND 0 VARIES APPROVED GEL, 1 2015 10ity of TuKi W iu al.1BL.IC Works d14)h 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA DOTES: AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL PER 2009 KCSWDM FIGURE C.3.1.A SCALE: NONE ISwo4 REFERENCE SHEET SHEET NO. 2 E OF 2 SHEETS rn 0 C:) J o d- Q M � W � Q ~ � o o T-- -j Z U) cri 3;: Q LL w U F' Cn L C. V) C O U � Z W C .+fa U 00 00N � lD i 6-- N O C c.i o 0 �cvLn En � w t-4 I-- o Z Z Z Z Z Z 0 z m m m O m W Z z W Qz _ W W o a- w 0 0 z IEWED F R C MPLI NC 'ROE R 2 4 201 City Cf Tukwila IIL .yip_ �. ,m IO �T i i• Ti i':b�4 !Lt OV 1 $ 201 E MI C NT R 2012 IRG R403.1.6 FOUNDATION ANCHORAGE: 2012 IRC M1503.1 GENERAL: WOOD SOLE PLATES AT ALL EXTERIOR WALLS ON MONOLITHIC SLABS, RANGE HOODS SHALL DISCHARGE TO THE OUTDOORS THROUGH A SINGLE -WALL WOOD SOLE PLATES OF BRACED WALL PANELS AT BUILDING INTERIORS DUCT. THE DUCT SERVING THE HOOD SHALL HAVE A SMOOTH INTERIOR SURFACE, ON MONOLITHIC SLABS AND ALL WOOD SILL PLATES SHALL BE SHALL BE AIR TIGHT AND SHALL BE EQUIPPED WITH A BACKDRAFT DAMPER. 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 11/2 INCH IN SPAGE OR AREAS INSIDE THE BUILDING. DIAMETER AND SHALL EXTEND A MINIMUM OF l INCHES INTO CONCRETE OR GROUTED CELLS OF CONCRETE MASONRY UNITS. A NUT AND WASHER EXCEPTION: WHERE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SHALL BE TIGHTENED ON EACH ANCHOR BOLT, THERE SHALL BE A INSTALLATION INSTRUCTIONS, AND WHERE MECHANICAL OR NATURAL VENTILATION MINIMUM OF TWO BOLTS PER PLATE SECTION WITH ONE BOLT LOCATED IS OTHERWISE PROVIDED, LISTED AND LABELED DUCTLESS RANGE HOODS NOT MORE THAN 12 INCHES OR LESS THAN SEVEN BOLT DIAMETERS FROM SHALL NOT BE REQUIRED TO DISCHARGE TO THE OUTDOORS. EACH END OF THE PLATE SECTION. INTERIOR BEARING WALL SOLE PLATES ON MONOLITHIC SLAB FOUNDATION THAT ARE NOT PART OF A 2012 IRC; M1601.1 DUCT SESIGN: BRACED WALL PANEL SHALL BE POSITIVELY ANCHORED WITH .11 APPROVED FASTENERS. DUCT SYSTEMS SERVING HEATING, COOLING, AND VENTILATION EQUIPMENT SHALL BE FABRICATED IN ACCORDANCE WITH THE PROVISIONS OF THIS SECTION AND CONCRETE NOTE: ACCA MANUAL D OR OTHER APPROVED METHODS. CONCRETE SHALL HAVE MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF AS SHOWN IN TABLE 402.2. CONCRETE SUBJECT TO MODERATE OR SEVERE 2012 WSEC SECTION R403: WEATHERING AS INDICATED IN TABLE R301.2 (1) SHALL BE AIR ENTRAINED AS SPECIFIED IN TABLE 402.2. R403.1.1 PROGRAMMABLE THERMOSTAT. WHERE THE PRIMARY HEATING SYSTEM IS A FORGED -AIR FURNACE, AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE FLASHING NOTE 2012 IRC SECTION R103.8: HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY. THE THERMOSTAT APPROVED CORROSION -RESISTANT FLASHING SHALL BE APPLIED SHALL ALLOW FOR, AT A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE SHINGLE -FASHION IN A MANNER TO PREVENT ENTRY OF WATER INTO THE WALL (WEEKDAYS/WEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TWO 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 COMPLY WITH AAMA 111. THE FLASHING SHALL EXTEND TO THE SURFACE OF MAINTAIN ZONE TEMPERATURES DOWN TO 55OF (13°C) OR UP TO 05OF (29°C). THE THE EXTERIOR WALL FINISH. APPROVED CORROSION -RESISTANT FLASHING5 THERMOSTAT SHALL INITIALLY BE PROGRAMMED WITH A HEATING TEMPERATURE SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: SET POINT NO HIGHER THAN 100F (21°C) AND A COOLING TEMPERATURE SET POINT NO LOWER THAN 18°F (2(o°C). THE THERMOSTAT AND/OR CONTROL SYSTEM SHALL I. EXTERIOR WINDOW AND DOOR OPENINGS. FLASHING AT EXTERIOR WINDOW HAVE AN ADJUSTABLE DEADBAND OF NOT LESS THAN 10°F. AND DOOR OPENINGS SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH OR TO THE WATER RESISTIVE BARRIER FOR SUBSEQUENT EXCEPTIONS: DRAINAGE. 1. SYSTEMS CONTROLLED BY AN OCCUPANT SENSOR THAT IS CAPABLE OF 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 SIDES OF UP TO THIRTY MINUTES. UNDER STUCCO COPINGS, 2. SYSTEMS CONTROLLED SOLELY BY A MANUALLY OPERATED TIMER 3. UNDER AND .AT THE ENDS OF MASONRY, WOOD OR METAL GOPINGS AND CAPABLE OF OPERATING THE SYSTEM FOR NO MORE THAN TWO SILLS. HOURS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR R403.2 DUCTS. FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. DUCTS AND AIR HANDLERS SHALL BE IN ACCORDANCE WITH SECTIONS R403.2.1 6. AT WALL AND ROOF INTERSECTIONS. THROUGH R403.2.3. 1. AT BUILT-IN GUTTERS. R403.2.1 INSULATION (PRESCRIPTIVE). DUCTS SHALL BE INSULATED TO A MINIMUM OF R-8. IRC M1502.5 PROTECTION REQUIRED: PROTECTIVE SHIELD PLATES SHALL BE PLACED WHERE NAILS OR SCREWS FROM EXCEPTION: FINISH OR OTHER WORK ARE LIKELY TO PENETRATE THE CLOTHES DRYER DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING EXHAUST DUCT. SHIELD PLATES SHALL BE PLACED ON THE FINISHED FACE OF THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR ALL FRAMING MEMBERS WHERE THERE IS LESS THAN 11/4' BETWEEN THE DUCT AND THIS EXCEPTION. THE FINISHED FACE OF THE FRAMING MEMBERS.. PROTECTIVE SHIELD PLATES R403.2.2 SEALING (MANDATORY). DUCTS, AIR HANDLERS, AND FILTER BOXES SHALL BE CONSTRUCTED OF STEEL, SHALL HAVE A MINIMUM THICKNESS OF 0.062 SHALL BE SEALED. JOINTS AND SEAMS SHALL COMPLY WITH EITHER THE INCH AND SHALL EXTEND A MINIMUM OF 2 INCHES ABOVE SOLE PLATES AND INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL RESIDENTIAL CODE, AS BELOW TOP PLATES. APPLICABLE. EGRESS NOTES: EXCEPTIONS: PER IRC R310.1 BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM 1. AIR -IMPERMEABLE SPRAY FOAM PRODUCTS SHALL BE PERMITTED TO BE SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY ESCAPE AND RESCUE APPLIED WITHOUT ADDITIONAL JOINT SEALS. OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, 2. WHERE A DUCT CONNECTION IS MADE THAT IS PARTIALLY INACCESSIBLE, EMERGENCY EGRESS AND RESCUE OPENINGS SHALL BE REQUIRED IN EACH THREE SCREWS OR RIVETS SHALL BE EQUALLY SPACED ON THE EXPOSED SLEEPING ROOM. WHERE EMERGENCY ESCAPE AND RESCUE OPENINGS ARE PORTION OF THE JOINT SO AS TO PREVENT A HINGE EFFECT. PROVIDED THEY SHALL HAVE A SILL 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. SEAMS IN DUCTS OPERATING AT STATIC PRESSURES LESS THAN 2 INCHES OF WATER COLUMN (500 PA) PRESSURE CLASSIFICATION SHALL NOT REQUIRE 2012 IRC IR310.1.1 MINIMUM OPENING AREA ADDITIONAL CLOSURE SYSTEMS. ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.1 SQUARE FEET. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU R5-33, USING 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: 2012 IRC R310.1.2 MINIMUM OPENING HEIGHT 1. POSTCONSTRUCTION TEST: TOTAL LEAKAGE SHALL BE LESS THAN OR THE MINIMUM NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. EQUAL TO 4 CFM (113.3 L/MIN) PER 100 SQUARE FEET (9.29 M2) OF 2012 IRC R310.1.3 MINIMUM OPENING WIDTH CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERENTIAL OF THE MINIMUM NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. 0.1 INCHES W.G. (25 PA) ACROSS THE ENTIRE SYSTEM, INCLUDING THE MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTER BOOTS SHALL 2012 IRC R310.1.4 OPERATIONAL CONSTRAINTS BE TAPED OR OTHERRWISE SEALED DURING THE TEST. LEAKAGE TO EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL BE OPERATIONAL FROM THE OUTDOORS SHALL BE LESS THAN OR EQUAL TO 4 CFM (133.3 L/MIN) PER 100 INSIDE OF THE ROOM WITHOUT THE USE OF KEYS, TOOLS, OR SPECIAL KNOWLEDGE. SQUARE. FEET OF CONDITIONED FLOOR AREA. 2. ROUGH -IN TEST: TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 4 CFM WINDOW NOTES: IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN 12 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. OPERABLE SECTIONS OF WINDOWS SHALL NOT PERMIT OPENINGS THAT ALLOW PASSAGE OF A 4 INCH DIAMETER SPHERE WHERE SUCH OPENINGS ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR. EXCEPTIONS: I. WINDOWS WHO'S OPENINGS WILL NOT ALLOW A 4 INCH SPHERE TO PASS THROUGH THE OPENING WHEN THE OPENING IS IN ITS LARGEST POSITION. 2. OPENINGS THAT ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES THAT COMPLY WITH SECTION R6 12.3. 3. OPENINGS THAT ARE PROVIDED WITH FALL PREVENTION DEVICES THAT COMPLY WITH ASTM F 2090. 4, WINDOWS THAT ARE PROVIDED WITH OPENING LIMITING DEVICES THAT COMPLY WITH SECTION R612.4. (113.3 L/MIN) PER 100 SQUARE FEET (9.29 M2) of CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERENTIAL OF 0.1 INCHES W.G. (25 PA) ACROSS T HE SYSTEM, INCLUDING THE MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTERS SHALL BE TAPED OR OTHERWISE SEALED DURING THE TEST. IF THE AIR HANDLER IS NOT INSTALLED AT THE TIME OF THE TEST, TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 3 CFM (05 L/MIN) PER 100 SQUARE FEET (9.29 M2) OF CONDITIONED FLOOR AREA. EXCEPTION: THE TOTAL LEA<AGE TEST IS NOT REQUIRED FOR DUCTS AND AIR HANDLERS LOCATED ENTIRELY WITHIN THE BUILDING THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. R403.2.2.1 SEALED AIR HANDLER. AIR HANDLERS SHALL HAVE A MANUFACTURER'S DESIGNATION FOR AN AIR LEAKAGE OF NO MORE THAN 2 PERCENT OF THE DESIGN AIR FLOW RATE WHEN TESTED IN ACCORDANCE WITH ASHRAE 193. R403.2.3 BUILDING CAVITIES (MANDATORY). BUILDING FRAMING CAVITIES SHALL NOT BE USED AS DUCTS OR PLENUMS. INSTALLATION. OF DUCTS IN EXTERIOR WALLS, FLOORS OR CEILINGS SHALL NOT DISPLACE REQUIRED ENVELOPE INSULATION. LK/IL WJGIi .7Gl.l K.ANI R404.1: LIGHTING EQUIPMENT (MANDATORY). A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH-EFFICANCY LAMPS. R404.1.1: LIGHTING EQUIPMENT (MANDATORY). FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT LIGHTS 2012 IRC M1502.4.5 GENERAL: LENGTH IDENTIFICATION: WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHAL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. PER UJAC 150&.2: CONTINUOUSLY OPERATING EXHAUST VENTILATION SYSTEMS SHALL PROVIDE THE MINIMUM FLOUT RATE OF -15 CFM BASED ON SQUARE FOOTAGE OF HOUSE AND NUMBER OF BEDROOMS. IRC M1502.4.5 DRYER EXHAUST DUCT LENGTH IN CONCEALED CONSTRUCTION REQUIRES EQUIVALENT LENGTH TO BE POSTED WITHIN 6' OF THE DUCT CONNECTION PROTECT DUCT PEER IRC M1502.5 PROVIDE COMBUSTION AIR OPENING GAS FURNACE OPTION PER IRC G2401.6.2 R302.12 DRAFTSTOPPING: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONGEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONGEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE 1,4TO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 16 ENCLOSED BY A FLOOR MEMBRANE ABOVE AND A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: I. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. R302.12.1 MATE RI ALS.DRAFTSTOPPING MATERIALS SHALL NOT BE LESS THAN 2"GYPSUM BOARD, s" WOOD STRUCTURAL PANELS OR OTHER APPROVED MATERIALS ADEQUATELY SUPPORTED. DRAFTSTOPPING SHALL BE INSTALLED PARALLEL TO THE FLOOR .FRAMING MEMBER UNLESS OTHERWISE APPROVED BY THE BUILDING OFFICIAL. THE INTEGRITY OF THE DRAFTSTOPS SHALL BE MAINTAINED. ROOF GENERAL NOTES: A. CONTRACTOR SHALL PROVIDE ATTIC VENTILATION AS PER CODE B. PROVIDE FLASHING 0 ALL VALLEYS, PITCH CHANGES AND AT VERTICAL PLANES. C. PROVIDE FLASHING AND COUNTER FLASHING AT CHIMNEYS A MIN. OF V ABOVE ROOF SHEATHING 4 CRICKETS AS SHOWN. D. RAFTERS WILL BEAR DIRECTLY ON TRUSSES OR BLOCKING BETWEEN THE TRUSSES. E. HEADERS TO BE A MINIMUM OF 410 DK U.N.O. F. PROVIDE DOUBLE FELT UNDERLAYMENT FOR COMPOSITION ROOFING. (TYP.) FOR 5LCPE5 UNDER 4:12 G. UNDERLAYMENT SHALL BE APPLIED IN SHINGLE FASHION, PARALLEL TO AND 5TARTNG FROM THE EAVE 4 LAPPED 2', FASTENFD SUFFICIENTLY TO HOLD IN PLACE. ENP LAPS SHALL BE OFFSET BY 6 FEET. VENTILATION CALCULATIONS 4 REQUIREMENTS R606.2: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN ism OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA TO 300 -L IS PERMITTED PROVIGED THAT AT LEAST 50% AND NOT MORE THAN W% OF THE REQUIRED VENTILATING AREA IS PROVIDED BY V:NTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET AEOVE THE EAVE OR CORNICE VENTS WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. VENTILATION GENERAL NOTES: A. ROOFS TALLER THAN Y WILL USE BIRD BLOCKING AND AF50 VENTS AS REQUIRED. B. ROOFS SHORTER THAN Y WILL USE BIRD BLOCKING AS REQUIRED. MAIN ROOF CALCULATIONS: 1,403 SQ. FT ATTIC AREA / 300 = 4.65 50. FT. OF VENTILATION REQUIRED (614 SQ. INCHES) UPPER ROOF VENTING PROVIDED BY AF50 ROOF VENTS (50 50. IN. PER VENT) 614 SQ. IN x 10% = 412 50. IN. REQUIRED. PROVIDE (10) AF50 ROOF VENTS - 500 50. IN. LOWER ROOF VENTING PROVIDED BY BIRDBLOCKING: (4) 2' DIA. HOLES (3.14' EA.) = (12.5 50. INCHES.) AND WITH AF50 ROOF VENTS (50 50. IN. PER VENT) 614 SQ. IN. x 3051.: 202 SQ. IN. REQUIRED. PROVIDE (11) BIRDBLOCK5 : 212.5 50. IN. 9 FRONT 4 REAR OF HOUSE AND NOT WITHIN TOF THE SIDES. FIRE BLOCKING NOTES: PER IRC SECTION R602.8 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: 1. WALLS, PROJECTIONS, OPENINGS OR PENETRATIONS IN WALLS PERPENDICULAR TO THE LINE USED TO DETERMINE THE FIRE SEPARATION DISTANCE. 2. WALLS OF DWELLINGS AND ACCESSORY STRUCTURES 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 THIS CODE ARE PERMITTED. SECTION 313.12 RATPROOFING: 313.12.1: STRAINER PLATES ON DRAIN INLETSSHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING IS GREATER THAN z INCH IN THE LEAST DIMENSION. 313.12.2: 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 z INCH IN THE LEAST DIMENSION. REQUIRED ENERGY CREDITS: 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION. HIGH EFFICIENCY WHOLE HOUSE FAN AND FINAL AIR LEAKAGE TEST TO BE 04.0 AIR EXCHANGES PER HOUR MAX. 3a HIGH EFFICIENCY HVAC EQUIPMENT. GAS, PROPANE OR OIL -FIRED WITH MIN. AFUE OF 95% OR BETTER. 5b EFFICIENT WATER HEATING. WATER HEATING SYSTEM SHALL INCLUDE THE FOLLOWING: GAS/PROPANE/OIL MIN. EF 0.82 D.S. D.S. (6) BIRD BLOCKS WSEC R401.3 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, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES± U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF 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 BASEBOARD HEATERS. FOUNDATION VENT CALCULATIONS Vxl6' SCREENED FOUNDATION TO BE A MINIMUM OF Y-0' FROM THE CORNERS PER IRC R 408.2 VENTS = .50 SQ. FT. 999/300 = 3.33 SQ. FT. VENTILATION -OR- 1 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 CROSS VENTILATION FOR EACH SEPERATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSION OF 16' MINIMUM AND '/4" MAXIMIUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH, OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1L' MINIMUM AND 1/4' MAXIMUM, OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R802.1 ■❑ n ------ID. S.o _ 2 w -8:1i _o N i p 8:12 D.S.10 J RIDGE ALL ROOF SURFACES TO BE 5:12 MIN. TO MEET TUKUJILLA MUNICIPAL CODE 18.50.050 (4) BIRD ! BLOCKS 1,2' I. D.S. D.S. Z p, / I a I I o �`e tiA I m w ET �P� Lu o; _o Ol -- - D.S.JO D.S. ^ 0 R R FC T ON (3) BIRD ---...... - ...... .......... - -- ----- -- .._.... ......... -0 ' . T R # BLOCKS D.S. RECEIVED CITY OF TUKWILA FEB 18 2016 PERMIT CENTER D.S. = DOWNSPOUT REVIEliVED FOR CODE COMPLIANCE APPROVED MIAR 2 4 2016 City of Tukwila BUILMIO DIVIS101A 0 tAj w ZN N U � °zw � LL W O y Go° _ 1Z Z� Ra R fl; °8-a -, iWE w z 21,fflE g �a ° wIF O�viZ zpz_ g 9 ° <�3 O m z Law N Z$ Z w =ZU� a I,I pS. w �5� H zOw� u. ,o URA 'wC9i pw } Z (n co N fv/]� � = O �+ o t= W� 7d. O W - � � Z yyZ I U. N ° = o g ZFa iL o2Z� N V Uv' Z O .yw wwFl°W O> = ff.00-zw wa com O w�2a8 9°a3 6F I zwo 0a�V ° �m M°m� I;; co 19 z o c�w o , wo W d uw = W O Z § W 2 wz = h I Z00 W N�°Q N i NZO� ,Uawm pp &� �UON� KNKLL O 77 CU CU L r o N O 0- 0 1� o o N o0 .= N N CD mN LO _T-LO � N O 0 • �+ Lid N, J CD m . r O _cu 0 CU c NNW L_ = __5 0 ry 0 CL 4N, FLOOR PLAN CALCULATIONS MAIN FLOOR: 999 5F. UPPER FLOOR: 1,403 5F. TOTAL * FTC (HEATED).: 2,402 6F. GARAGE: 3SO 5,F. 5 MIN, AIR EXCHANGE CEILING FANS PER PLAN ` BACK UP O N INTERCONNECTED WITH BATTERY J � m CARBON MONOXIDE DETECTOR. © R:MC:� ;'It D. CITY OF fUF `,'ILA, ■ ■ � 0 •(n C: N TEMPERED/SAFETY CLASS . C.: NOV 1 $ 2015 _ -0 > co i- -C- C:;140 I.ro.L Vne-permanent -open ing metnoo. EE / MIT 'E 0 � 0 Ir One permanent opening, Commencing within 12 inches (305 mm) of the top of the. enclosure, shall be provided. CENTER '7 . pg the des and back and inches (152 mm� REREVIEWEDFOB 1 The appliance shall have clearances of at least inch` 25 mm) from s" , i From the `front of the appliance. The opening shall directly communicate with the outdoors or through a vertical PPM CODE Ct�l��i?d._i o]CE pp p g � o or y r horizontal duct to the outdoors aces that freely. with the outdoors and shall have a minimum free area of 1 square inch er.3,000 Stu/h (134 mm2/kW) of the total input rating of all appliances located in �••. p MAR 2 ' 2019 1 the enclosure and not less than the sum of the areas.of all vent connectors in the space, SIDING PER PLAN SIDING PER PLAN EXT. SHEATHING FLASHING EXT. 6HEATHING,FLA5NING STONE CAP 2X DRIP EDGE 6 SHEATHING SHEATHING WEATHER RESISTANT WEATHER RESISTANT o. BARRIER :_ BARRIER LATH LATH,. o MORTAR SETTING BED. 0 MORTAR SETTING BED 30 YR, Al 6 CULTURED STONE o. CULTURED 5TONE COMPOST o MORTAR JOINT. o;• MORTAR JOINT 4' METAL GUTTER :..... . .. .:... . ....ON Ix6' RS FASCIA ....;, .. 2X STUD WALL . 2X STUD WALL . 0 INSULATION (WHERE OCCURS) 0 INSULATION (WHERE OCCURS) ........... .. TOP PLATE PROVIDE A ' GAP BETWEEN a PROVIDE A J' GAP BETWEEN STONE AND CONCRETE STONE AND CONCRETE HEADER STONE CAP WOOD CAP TRIM m _ TO AT : HEADER c� ;;: - 5/44 CORNER BOARDS VARIES SIDING PER ELEVATIONS. O.S.B. SHEATHING FF 102.00' c;0fRN fR TfRIM DETAIL ' P.T. 4x4 45 DEG. BEVEL _ N.T.5. 0 2x4 5/4 x 6 98.00' (od NAILS UJIHERE SHOWN _ 1/4" = I'-O" �1� 5RAC IDTAI GARAGE DOOR N.T.S. STOP BLOCK 2x6 TRIM Ix6 MDO TRIM _ I x HORIZONTAL LAP SIDING �r �r x x 0.6.5 SHEATHING _ x 3 FLAT GA S T DETAIL x 6 .IM N.T.S. ..WINED-OW.TRIM � TAf N.T.S. NOTE: ALL FRONT. EXTERIOR TRIM FIN. - ARE TO BE MDO (MEDIUM DENSITY OVERLAY). 15" MIN. OVERLAP 301 FELT. TO EXTEND UP - WALL 12 MIN. 2x2 INSIDE CORNER PRIMED TRIM R-2( INSULATION SHEATHING — APPROVED FLASHING (0,113 x 10' ROLL) SIDING (SEE ELEVATIONS) 2' GAP BETWEEN ROOF 4 SIDING - SEALANT CAP SHINGLE ROOF SHEATHING ROOF SHINGLES 30" FELT .70 EXT. SIDING EXTEND UP FELT PAPER WALL 12' MIN. INSIDE �C�N R T IM DETAIL 9 5.9 0 ROOF' TRUSS N.T.S. 9 4. 00' NOTE: ALL EXPOSED FASTENERS TO BE SEALED F00F/UJALL FLASHING E)TAI N.T.S. BUILQING Di'vI ION1 055 SHEATHING 055 SHEATHING ===IF- ===--11== II HEADER II I1IWINDOW R GH OIN II IIIII IIII III III SILL SILL II II II 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 TH15 SILL STRIP AT LEAST 12' BEYOND THE EDGE OF THE ROUGH OPENING FOR WINDOW. ATTACH FLASHING WITH GALVANIZEDROOFING NAILS OR RUST -RESISTANT STAPLES. FORTIFIBER 5K FLASHING WINDOW FLANGE 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 15 PLACED, INSTALL THE HEAD FLASHING OVER THE WINDOW FLANGE. THIS IS ANOTHER STRIP OF FLASHING AT LEAST 12' WIDE. AFTER SILL STRIP 15 IN PLACE, ATTACH JAMB 5TRIP5 INSIDE OF OPENING AT LEAST 12' WIDE WITH INSIDE EDGE OF FLASHING EVEN WITH EDGE OF WINDOW OPENING. START JAMB 5TRIP5 I' BELOW THE SILL STRIP AND EXTEND JAMB 6TRIP5 (6' ABOVE THE LOWER EDGE OF THE HEADER TOP OF WINDOW OPENINGS. STARTING AT THE BOTTOM OF THE WALL (SOLE PLATE), LAY WATER RESISTANT PAPER UNDER THE 51LL 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 COURSESOF WATER RE516TANT PAPER OVER JAMB AND HEAD FLANGES IN SHINGLE -BOARD FASHION. WINEDOW FL45HING DETAIL N.T.S. 0. (VERIFY WITH COUNTY / CITY CODE REQ.) FOWFR METER 4 M15C. UTIL ITI5 LOCAI0N [DETAIL N.T.S. HIGHEST ROOF MIDPOINT AVE RAC 5UILI)INC HEIGHT CALC5 NORTH ELEVATION 99.25' EAST ELEVATION SOUTH ELEVATION 13(0.001 WEST ELEVATION 95.00' AVERAGE GRADE 91.50' �GRADE� 4 2 HIV IV IVH TOP OF SLOPE BOTT OF SLOPE soufiH ELEVATIO •i •• 95.90' •E •• Al 0 F _No No w�+Z0Z u�7 O pgan' GOE �kc�N �} p8J Q 82 t a O a 80 < }�ma oNa. Wo oy�� 0 9 Z Z 9 o a55 m o01 } W Z Z- W 0 gz a'N N a ONZp lL ZjZ O } Zy� p 0 0 U w Y a z8fflw-, �0 QFx t�3{y�0 0� F 0 0 Z LL N K LL �o(D� N Y w3 oLLp�$go W2 i w Wy - O o o O o 00 Z w O�}U LL } Q ujo W FU' U Un Mot Z Q o ao Omp=U Rx O cU���1- 40 O 0WPaa zap}jj ; "'a= Z Zoom 3 s-I � OW OF zI aWW Z W HT vq1�'¢�- lJ FK UW li mwny� 'w�wo-K�zda�+ o =; a w0PIw 0 22M oma 11`�0 0 o�ootp 2 RUTH 5Q? K w W Fx- U O N w N 0 = S f= V5 ' vQ D FOR °LIANCE VED Lo 0 It 2016 N 0 00 — N � ewifa )IVI ,I r*J I � M ram-- -1 N � I 0 m c- O c N 0 cu 0 0 0� L- 0 = n ILLUMINATION NOTES: PER IRC SECTION R303.1, ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A MEANS TO ILLUMINATE THE STAIR INCLUDING LANDINGS 4 TREADS. INTERIOR 5TAIRWAY5 COMPOSITION ROOF SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE 3011 FELT EA. COURSE 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 BE SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. ACCESSIBLE AT THE TOP 4 BOTTOM OF EACH STAIRWAY WITHOUT TRAVERSING ANY STEPS. MANUFACTURED TRUSSES NOTES: 4 OR MORE RISERS TO (OR 2XRAFTER5 4 CLG. JSTSJ HAVE AT LEAST ONE HANDRAIL R-49 ELEG. RESIST. INSULATION BLOWN -IN RUNNING CONTINUOUS THROUGH FULL R-35 ELEC. RESIST. AT SINGLE RAFTER / VAULT LENGTH of STAIR p � 34' MIN. HT, 38' MAX. HT. S lit' GYPSUM BD. CEILING END SHALL RETURN TO WALL OR NEWEL POST OR u, \ VOLUTE. HANDRAIL MUST BE _ STRONG ENOUGH TO RE515T z 2X SOLID BLK'G A 200 LB. PT. LOAD IN ANY DIRECTION. HANDRAIL TO BE PRESE T ON ON AT LEAST ONE SIDE OF STAIR. HANDGRIP PORTION OF HANDRAIL5 .I. GUTTER ON 5/48 FASCIA SHALL HAVE CIRCULAR GRO55 SECTION OF 1114' MIN. 4 234' MAX. EDGES SHALL HAVE A MIN. RADIUS OF pie'. S IDING (SEE ELEVATIONS) ALL REQUIRED GUARDRAILS TO BE 36' IN HEIGHT. 151 BLDG. PAPER (OR TYVEK) MIN. SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. ��eP 2X6 STUDS a 16' O.C. LU R-21 ELEC. RESIST. AT EXT. WALLS > m lie' GYPSUM BD. 0 — 13/4' MAX RISER HT. IN JOISTS N. TREAD DEPTH r FLOOR FINISH C;1j,4F:�D ST,41 R F,:'E QU 1 REMENTS 3/4' T4G SUB .FLOOR FL. JOISTS (SEE PLAN) HANDRAILS WITH A CIRCULAR GROSS GYPSUM BD CEILING 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 15 NOT CIRCULAR IT SHALL HAVE A PERIMETER FLOOR FINISH DIMENSION OF AT LEAST 4 INCHES (102 MN) AND NOT GREATER THAN 61/4 3/4' T4G SUB FLOOR INCHES (160 MM) WITH A MAXIMUM CROS5 I FL, JOISTS (SEE PLAN) SECTION OF DIMENSION OF 21/4 INCHES(51 N R-30 ELEC. RESIST. INSULATION MM). AT CRAWLSPACE NOSING MIN, 3/4' MAX 1 114' REQUIRED 6 MIL BLACK 'VISQUEEN' ON STAIRS wl 50LID R15ERS cfJ 3/4' PLYWOOD FLR SHEATHING 2X6 P.T. MUDSILL WITH %'0 A.B. Q 12' O.C. AT J015T NON -SHEAR WALLS U.N.O. (SEE SHEAR WALL SCHEDULE FOR ALL OTHERS) 2x6 CRIPPLE STUDS (MIN. OF2 PER PLATE a 24' o/c / 4 W/IN 12,OF ANY CORNER) ° HU5210 2 HANGER MIN. EMBEDMENT (3) 2x12 STRINGERS (MIN.) 4' ROOF DRAIN RIGID, NON -PERFORATED 314' TREAD AND DISCHARGED TO AN APPROVED RISER INFILTRATION SYSTEM TYPICAL WALL SECTION T,4li� �� c EcT10N ROGNING PER PLAN 5U55HEATHING SIDING PER PLAN HEADER Z-FLASHING PKNER PLAN ACCENT TRIM R-lo O RATIION INCLEARANCE 2x6' 6TUD5 0 IV O.C. 1/IC' OSB SHEATHING W/ VAPOR BARRIER JOISTS PER PL N SIDING PER PLAN I" CLEARANCE Z-FLASHING -NT TRIM SU55HEATHING 2x4 RAIL CAP 2x4 TOP 4 BOT RAIL ON EDGE 2x2 5ALU5TRAC F-,AIL [DETAIL 5/4x6 WHITE WOOD CAP APPLY SECOND 5/4x WHITE —� WOOD X (4) APPLY FIRST 4x4 OR 6x6 POST 2x2 WHITE WOOD X (4 APPLY THII 5/4x8 WHITE WOOD BASE APPLY SECOND IDI=O� OOLU SIDE VIEUI SIN [DETAIL N.T.S. 2x6 CEDAR RAIL GAP 2x4 CEDAR TOP 4 BOTTOM 2x2 CEDAR BALUSTRADES 5/4x5 WHITE WOOD BASE: 5/4x4 RADIUS EDGE DECKING, GAUGED. NOTE: - WHERE ADJACENT GRADE IS 15' OR LESS A GUARD IS NOT REQUIRED. - ALL WOOD USED IN THE CONSTRUCTION OF ALL DECKS 4 RAILINGS, ETC. TO BEE PRE55URE TREATED, U.N.O. RAID COLUMN CONN. N.T 1%' DRYWALL 2x STUDS 0 16' o/c DRYWALL 2x4 CLEAT m p O p WATER \ NEATER MIN. m SEISMIC STRAPPING PER MANUFACTURERS SPECIFICATION SECURE SHAPED 2x10 SPACER TO 2x4 m CLEATS WITH (5)-16d NAJLS SHAPED 2x10 SPACERS WILL BE CUT TO INSURE A TIGHT FIT TO WATER HEATER WATER HEATER STRAPS WILL RESIST* LATERAL FORCES EQUAL TO 100% OF GRAVITY LOADING z METAL PLATFORM MUST BE ANCHORED TO WALL GARAGE FINISH CO — FLOOR VENT FLUE UP THRU ROOF INTERIOR SIDE EXTERIOR 51DE u II Ins' DRYWALL II I/4" LATHE STARTER STRIP II 2x STUDS LEDGER/ANGHORAOE PER 5 ij 26 GA. G.I. Z-BAR FLASHING 6 16' Olc II u � 2x4 CLEAT .xQ' 1�� RAISED DECKING ii A/118 2x4 CLEAT J015T HANGER PER 5-1 II u - z D_ PROVIDE I/8" GAP AND INSTALL PROVIDE DOUBLE RIM i Q PERMANENT FLEXIBLE SEALANT DECK LEDGER GONNECTION(TYP) i cn PER MANUFA6TURER'5 II REGOMMENDATION5 (TYPICAL) II FON"rWAL L CONN. N.T.S. T)'P. WAT FR H ATE FR IDTA I L SOFFITS: PROVIDE 2x4(6) BOX FRAME NAIL TO UNDERSIDE OF TRUSSES AND INTERIOR I.UALL5 (TYP) 50NUS III I) 2x10 JOISTS 0 16' O.0 1 III 1/4' -- I'-0' M1305.1.3 Appliances in attics. Attics 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 (102 mm) high and 22 Inches (559 mm) wide and not more than 20 feet (&OS(o 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 2.4 inches (G,,1O mm) wide. A level service space at least 30 inches (102 mm) deep and 30 inches (7&2 mm) wide shall be present along all sides of the appliance where access is reciuired. The clear access opening dimensions shall be a minimum of 20 inches by 30 inches (500 mm by -162 mm), and large enough to allow removal of the largest appliance. / M. ATH \ I I 1 1 2x10 JOISTS 0 16' O.0 DINING (FAMILY RM BEYOND) CRAWL SPACE 6 MIL. BLACK V16OUEEN VAPOR BARRIER a I(o' 5EC J i TOP PLATE HEADER SUB -FLOOR TOP PLATE HEADER 2,3,4 4 m 1 / SUB-FLooR. , REVIIEWE' FOR tCODE CO PLIANCE i r� QmPr<`84�ED 4 11�,R 2 2016 H City of Tukwila BUIL NC- DIVISION CEIVED OF TUKWILA JAN 0 2016 6 PERMIT CENTER 0 z0 N �� O W '°i N. I �Nj �uSZa KW � OW n w i z F G °yob Z_ T E 1( z} �Nz t 'W s 80 I a i 82 F ZW�a z 0 ° z 0o z zazb z 4 333 f w 0 m a 0 op Q�0�j ' d$ c z z€ 0>—� Co�z gg2Tw No LU O N z ME Z V 2 HE Z N 'E i y0Qw a, Z~O O a o i w LL Q LLJ WaN�o N m Z� F? - ° a NGZ♦= 6 z� C7Z ` � WpOZW 0 °N`� ' OOwW oo W3 :3w 00 'wF=U'F EW W W 200 T �� 11 M a c ' 0 0 W Sw'. ti y Z 8 0 P O W Z U } O$ „j o ; � xx~0 S'Ww0 wa t O> m 0 1-m�SU U m UUy~ LL ° FO - p U= p z Z 2 Ili O N C z a 0 >(-u w _� a- z~ i m-W u zW -a= m~ �'r-0 O u oW c wz°-3 `�` az°wz oQ i i JUvi2 �Z:QO Q�a`w LU L1Z , M. k y 2 3; ZZU W �0>. Z in�1�0 U 7 NF0 ,N Ow p� (009�n � S UWOWO S 0 2 9 Z h UOU)LL � 2 7 LL LL'fn KOW Q�Qg¢� Z a 07 1� . . I I . � 11 .. . . I . - � I . I � I I . I � I . I I I I . � I . .. . I . . . � I I � � . . . . I . I . � . . . . I . I . .. . � I . . . � .. . . I . . � . I I . I . . I . I I � . I I � . . � . I I I I . . � . . I I I . . . . . . I . � I � . . I I I . � � I . - I I I . � � � � I . . I . . � . . . . I . � I I . I I . I � . � I . I � . � . . � . . . . . . . I � I . I . I I I . I I . . - � . . I I . . . . . . I . I . I I I . I . . � I . � . . I . I . 11 . � � . I . . � I . . I � � I I , . . � � � . . . . I I . I . I I I I I � I . � I . . I . . I I � I . I . � � . I . ,� I I � . � � . I I I . r . � � . I . � . � . . I . . , � � . I . � I I I � . . I I . . . � . . . . � . . I I � � . . � I � . I . I � � . I . I I I � I I . . . I . I . . � . I . � . I . . I . . I � I I . � . . . . . I . . � . . . I I I I I . . . . I I � I � I � � . I � I I . . I . . I . I � I I � I . . . 1. . � . I . . I � . I . � . I . I . I � . � � I . I � � . I - I I I I 11 I I.. ,� . . I I I , . . I I I I . I . . . . � � 1. I . . I . . . I I I . � . . I . I . � I � .1 I . .1 . I � I . I . I I . . I I I I � . I I . � � . I � � . I I . . I � I I . I . I I I . I I . . I I I I I I . . � . � I . . � . I � � . . .... , I I . . � . I � I . . I I � I � I . I . I I . . � . I I . �. . � . I I . � � .. .1. . .. .. � .. 1. I.. I . . . I I � I . � I I I . I I . I . I - . . . I � � I . . . I . I � . . . . I . .. . � . I . I I I I I . . � I I . . . 11 . . . . I I . I . . I I . . I I . . I . . I . . . . . � . I I . . I � I � I � I I � I . � . I � I . I . I I . I I 11 � I I . I . I I I I . . � I I . � I I . I . I . - I . I I � I . � � I . I I I I . . � I I . . � . . I � � I . I � . . . . . � I . I . I . I � 11 I . � . I I I . � . . I . I � . . I � . I . I � I . . . ..... I . .. .. .... . .. . .... � I . . . . .. .. ..... . '' " .. I...., � I E . C :C6 fdr 4111mb nail lin, mili in' a '... .: � p�i:isp-:_ .. sear IMM. I I � I . We ' 16MIS"tit" 1i *' ' " " W'', " h ' " ' " ' ":::,:::,::: or - . I 041nergy ... ::::: : 1.1 : : : :: :: FAft * ' "' .. �. . , 0, � . at . n::::.:::.- .:.. .: :_ :: . I . � . � . . I � . I . . . � I r . � � . - - .. .. .. ..-T.- :' * :. .:..: .. .....'.. 11 .. .. .. .. ., .. .. , . .. :.: .: .::.:.::..,.::::::::;::,rA _':"' I.. .. :. . . : .: .: .: : : ; .: : : .: , '' I I .. .. - . .......... . - ..:, * '' 6 1. . :' '.'..."'. :: :: ".::.:: �::.::ws:q: �'::'::.::.:: :: :: :: :: :: .. .. . � .. .. ..: %. . . MMA A'......:.. .. .. .. .� hibftM964 '' .. .. .. .. ..'; :: ..: , 00t � 0 � .. .''.' I . . I I I I . . . I I . I � . . I I * I ,:. ': � . I I - . . . . I . ..... ..� . �:: ..... :::..::..:. ::.. .. : .'....:.. : : .. - � I . � � ........ I I I i '��_' ", 11_ . ..... ' I 11 I � � ""mp,'�"""-""-"t """'�"�"�i'��'-';""-�� " � gig� -- , , , ", 6 2402 ��,' t"�' , I',, P h, R .... � ..... .::.:��:-:i�:.:��:-:��::�. ::._...... I lw 1101�111111111111 1 I ,-,"= , ,� , , 2 ", !�, �"�� . I I . . � I I � . � . - ..... . ... .. .. .. ! . . . :. .1... .1 . 1. . .. 1. 1. ,.:.: :�::.:;' ;:' ,' , * " " " ,:." .1 ' ** *** : ' * * . . , . ' * :: .1 ..... __ ..... :: : : :" " .:'.: . .. � I d ... .. ..' ... .11 .. ..' . I .. I . . . . � I.. .... � - � .: : :: :: :: :: :: :: :: :: :: ::.:: :: . � .. .. ,. . . . . . . . . . . . . . 1 QIoz1q:ft4"Uj6R:;.. .. ...........'........... I..... , . : : : : . . "... ....,. : , � �. 4.1v .....: .. .. .. .. .. .. .. � . .. .. .. .. :..:.... - ..... I.... . :: : � :.::.,:. .'.. ,...... _.. . .. .. .. .. .... ..: :':: ::: :....._ _. _....: :: : ::�.::..::..::..::..::..::.,:..................... . .... .. .. .. .. I.. . ... .. . ... � . . . ....'...'.."... . .. ....... ....'41. ......'... I � .... ..'...'.... I. � I ..... ....... I .. .. .. 1. I..... .. .. .. - - .. .. .. ' ..... _...... ..'_. ,........ 1 "..... I I ... _..._.'....': : :: : :: :: ::,:: : - - - .. .. ..................................,.......�..., "..' - .. .. - - . . .'_ ..... ''.....'.......... . ".' '' ......'....... �...... .''. _.. __ .. .. .. .. '.. 'I', . - ... .. '�:� I " .,.::::.:.:. I � . . . . . . *:�:::�;;: ',r� ,,, I I '�"_ q - : ilj - ;' , � '� ", I I � , W, �14 I ��"�� 11 "R 1-11 I - r - ', I I � 11 It , 1�011 lli�'1111 "I I'm ""'M I, ,"�':*' '4,�; M 1� .. .. . . _:::.: .'..... .::.::: , .......... .. ..;. .. .. � : ................... :: :: :: :: :: . '��"," , � � �.' 74-0571'vgi t'ugl' . I . . . I � . I . I . I I . . I ... . . . . .... . .. .......'..... '' .. .. ... ... I ".. I I ................ "I .:.:::::: : : : *: :.-:: : - .::::-::.::.:�.!:.::,:......�......,....,'',...,.... . _. * I ... � ... . . ,.: ..� , �: I *** * ' * .. I. - - - - �'................�...,.,.,......".. ....-I.I.........'... I I .. . I. �.... ... . I . I I I I - � - - ..'..'. �..... ''. ... I 1. ... ......, ... . A�k mbmt6il * I , ... I I - .. .1. 1. .... ....,..,.......................,.. .:.*.:.�.:..*.:....:,...:..*.:..,.:...:. I . . .::::::::�::::::: ':::::::�':!::'::'::":::: .... * - ' '* ****** ** *'** - * -**- ** - ' * .. ...........11 .. .... . . " " '' ** ** * * * * ..'..'..... �.......... .: .: _'.... .. I,, ..... * .........:'...........'.....' " �: :: a :: :: :: :: !; :; :: :: :: : :: ...... � .. .. .. '.................'... .. I . I—- �. . � � .. . ,.. .;:_::'::_:_::..: ................... - onfeat thftrafton �::: ' , a I I .. .. . ... . :.::':.:;::� : . �� " , - - '1 'g� ',,"' " '� 11 01111064X ' "�' `_ 001-1,11011,15: "', � s ""'m 'm 'm " m -, , t' g�? '� " ""N't 'M ,"""'g'zg"'�, � , ,,,,, .:.:.:.:.:. .. :. : , ::� :: :: :: :: :: :: ...- .... . .'...�. �. : . .... . ... ..... : : � . , - " ", �' n wmm�m " "'�S'T' I 11 � . . . � I . � I � . I . __ Plan 242-A . .. , I. . . �� �i:� �� ��:� ��.:]BRCF . � I . I � I ::-::::-.: , 'q I I . . . ......... ... .. '.. .. .. . ... .. .. ... . i '' ' ''40i4o,pi*00�! I *PA:bji1* I ... I... ''... ... .... .. .. . .', ...... . ...- *4 *d1 . I � I . � . I . � - ..: .' I 'Ruappell, . � . . " orobw Will th I In Dom 4 ih ::�:�!i-:�.:: 4. "40. ""M Y*_ ar 0 11: I . . . I . . ...::':':::': I : . - - * Inc. (253) 207-BD40 I . . . . _n ....... . - � - ..' U" . . . . .. .. �!�W.. - .. : .::�.1:...6........I6Ih.'0. ... . .0-:..'..........'.1. -i I I I I . . � I I �. . - ::...,:.*::.: . . ..: :. : :.:..:.t _ - I , :..::::::� ::. : : v� littid Ih iddition,:btsO 0* th �h t . xitt 10144 . �....... *M 1. M, - � . ....' I ..' .. I. � � ...... ...... ". .. 0. .141 00000.... 0410 111.4pprop.. A " " ' . . . .. I . . . . I I . � . . .1 I I . . . I I I . .1.1'.. ";. - "_. �. .1 ." 1. . 1, I.. ., 1.� I.. 1. � . � I - ... .. .. �. � � ...... . ..'' .:.:...,. .... ...'.. ......'... :::.::: :.,:.,: :..::.,::. :., ..: .:": ,.:. ..'..''... I I.... .1. "...' , � ... ... � I . ': .:.:::.::.,:.:: - ' � .... I......'�.I.......�.I....�..,..:..: .. .:. ..:.:.; : .I..... - .. .. � I 1. , � . ......... I . ...... .....'......'..'......'... " .:.::...... . .. ... . 1 I . . , . 1. 1. � I.. I .. ,..."... I � .. .. - .. _ .. .... ......' .. .. .. I.. .... I....... ......' I � � . .......''..... _.' . - " 1. I .. .. .. .....�...:::::.::..::..::..::..::.,::,::,::,,:;..:;..:..::..::..:;..::.�::�.::..:;�.:;,.::..:: ...... .. . ...... .............. . 1. 1. 1. 1. I , **** .....:...:.:.:.:.:.:.;.: ...............,....... ..�.�..........�2.�.....�...�.............,.... , : .. .. .. 1'.1'.,.......,....,...,...........�............. ......... '. .. .. .. .. .. .. - .: .: I ,. ...'....'' ...... 1, ....'...- I... .......:::::::::: .. .. .. - . . . : ... .. .. I .... .. .. .. _....'..'...... - . �. '' .... ' ' ..".1-riv. . .::..:..::..:. - - � :..' , - iiii6arof.*#Oilohsl6rwltitl*tb"w*olohotoii:b I I.;"ht".'-::'.::.:'- .:::::.:. , , .. . V.. Int P.M. It moo. .. ............ ....: wr - I ....... .......... I... . ............- .... .. ........, . - � ............. I . .:::::.- I . I I .......".., I � I . I I . . I I � � I I . � I . I . .::::..:::::.::,::,:.:.:::.:.:.:.,.;.�..........,.�.....,.,. - , ** "' ' ' ' * ** ' ..... .;--::_'. ....... ...d.......,. :I � - ... I . :::*-:*............ . ..' . ...' �.. ... .............. .......'....... * ' ' I......"".".....�..,.�,�'...�..,....� ..... :.,:.: :': :.: :.:.;. .* -.1........... .......... I.I.. �... . � .......... !: :: :. :: :. , _.........'...'.. , , '..' I............. . .. .............,.,.....,.......�..... I. � . . . I . . , , '..... ..... ..''...... � . . .. �..... ::::::'�::�::'�:': I, ".:.....:.�.�.:.....,...,......,. .........'.. - ,. � ..., "... �. .:, .. . . ........'._.:::.::: :!::.; :.::::;: .. .. .. .. - . � � . . . . . 1.1,:.'.. :. .::,:: ::: - - ..:,::.:: :*..;:::.�:::�:!.'.::':: I :.-,::-:: !:.::::::::::: : : ;: .: :: - - - - .- - ... I - .. '...... I......,..........., I... I 1. , �..'': "i .: �: �:.:..:.:.:.. .. . . ..::..:::.:..;: I I : ' .: ; : - _ ,... �. ...'.. . ,. . .. � . I .. I......, I.... . ..'..:...'......'..:: :.:.:�'..............................,.".. ....... ... .. .. . ...., .... .... .. . - , .. * * '** ' * *....:::.:..;::: ::::--:::.... ................: - I.... ".. "...'.. I... � ... �... _. .......::..::'.::_:_:: 1. . I.. :::�:::':::.::!.:::..:.:.' - - .. .. w. - .. .. .. .. .. .. I �........... ... ... I........,... ".. ........ % __ I .. .. .. .. I........ "........'................... �. .............. ... I............,:*. -.::. - '' '' � :: . . . , . . . . , . . . - - - - ..::'::_::_:: .. .............. -:*-,: - :.::........................,.,.,...,....... � . I... :... . . ........ .. .. .. .. . ....... I ............... . ..: ,............ � � ...... .- .. .. .. .. .. - - . - .. .. . I " . -.1 .. .. .. -1- ':�:: . . . . '. . I �: - I ... ' *:: �::�A402.3,aEk6botjqn(%s ft.�rnax.) ,. . : � .: ,; *': *. * - . I I.. I..... I * * * * '.... * ' �'.. ....'....-.1 4 .%....... � I I ......... I I . I . . I . ::::::-:: I . .::::::...__ - . ''.........' - ... 1. . � .......... � .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . ... .. .. .. � ........ :....................". . . . . . � - , . . . . . . . . . . . ............. ::: .....: .. .. .. .. I .. .. ... . ...... . . : oil".................... 1. . :. .::AUthoiftGd'R8PretenWIV,e �:,�.--- --.*. - - - - - - - - %. - %. ... %..............'..... :. :. :. - : - : - - - :: :: : ......... . ....... ... 1. ........... I I - : � . . - .. . .. , .. .. .- .1 ,. .. !�!--�-T _ �. _.r-!'m _".P ..... .. ..' :::::::::::;::: .: - - : - . . I I.... �. - - .. ... :: :.:. .:: :::::;.::.::.:;.::.::�::.::.::..::. ............... .......... ... ..:,..........�.,.�'...�...�...,....,.......'':,:.:":,:.::.:-::-::-::-:: ............ . I 1. - . .. I . 1. '. . I." . . ., . . I � I . I .... I I .- I � � � .. . .. I. ... . ....- - : :..:..::..:.. . . � I . � , . . . , .:.. � , . . . . � - . - .'.... - .. ...... ...... I _... . .'.....'.. ..... ".... "... _. '. . ... __ .:.:.;.:.:�.:.:.,:....,.�........,...�.I ::::::.::: :'.:.1:..:...:..:.:........ . I . . 11 ..... ... � , . . 1. -:; ::-:: :: : : .:.:::::.::.::::::...... _:: .:...: .. . . ....'......._..::: .:: ..:.:.:.:.:::::::::'::;:::::....................I ......'. . . . . . ..... I. 1. �... I... 1. ......... � .. .. .. ....... .... . ::: ::::::::: :;: �..... .............. :.....' - ......_'.. - I ........... I I .........- .. .. .. .. . ... .. .. .. I—- *::::::::: ' * I . . - ... .. .. .. .. I. : I .. .: - :. :. :. :.. - - .... .. .1. .... :::::::::::::::::......._.._ ...... �.:;,.;:,,::;:,.::..;;.::..::.,:,.::..::....�.."...,...,.... .......... : ..... _.. - *:.:::::;::.::;::::::,.. *.:.:.:. � _: � I ......... . : �:: �::' �:: � , " " � � �.' ., �' " '' _ � '' � . ' " , " ""�'8� . '.el' � �' , �, , � I , ' Oi�1111 � � ", �� _" , ��! ", " - ' � M �� " � �-,��ig',�,�'AI[ClimatoZdnat'�,�,,,.4 �'I, �"""- . . ,� � ' I , 'm�" - - ,"�: " � � ' , 'oa' n " � i'= '�"� �,� ';"'�' , ", .:..:..::..::..::..: .... .. . I.......... ....... :.,:..::..::..::.:.,:..::..::..::: .... . I � . . . . I I I I I . . � . I . ,:::: - 1. - .. .I... ,:-: :.::.:�:,:.:.::.::...... . ..._. .. ''..... .. - _._._.._. �...............::;::::,::::::::::::.... � . .. .. I .. . . . . . . � ... I .... � . '. . . ` ... .. � . - ..:...�......::.:- .. - - .......I.I.. . :V44loo[OhizIng iWIndows and s*W dopro) : . . . . � ......' 1. . . .... �.. ". I... .....1.1-........I.I., . . ..:..:. ..'............... .....::::::::::: . . - ..,. . .. ...................................; 1: :: ,: :: :: :: :: :: :: :: :: ; :: :: :: :: ,: .... 1 .. .. .. :::, *: *::::::::::: :::::::::::.:::.::.::..:.::,:.�:..,:..,;..:,.:.:,.:............... � �::.. I : . ....�::::::':::'.....::.:.::.:..::.::,::..:".;...:..�:,.: :::::::: �:::.:'::::::::: ::: :: :..:: :: :: ':: *::"::**:: *:: ,::,*::**",......'""'.....". I .....- .............. ... , , I I .. .. ........................... I............ - .. .. .. . � . I I. .. .. .. ....... .........'..............." * . . *;: :.::... . . I.... . .... � I ........ � . :..:::.::.". ....................'....- : : : :: .: .: ': : .:.:1.... ... .. ........... .::::-:':.:,:;: ..:,:::, :::..'* . ... I . - ' .m . ::..R�VAIljo!.:.:.:.::::: .:::.: ... . s. ... - . ------ - :::::::::: . ... . .:.:. .. U F8dt0r,R'.:::::: - _ _. * * , * - .:::,.:::.:::,:.::::::.:::.:::.:: ;:.... ... .......; ....... .::.:::,:::.:.::.:.: ' ,:.,*:.,*,: . I I . � . � I I . . . _... ....'... - .. I � . ;. - : . .' . ........ .. . - - . . . ...'......... . ::::::::::::-:*,:: : * * **' *.* , :.:.::.: 5. Ir . . .. .'. ...I.- .. ... . ....'. . . . . . . . . ,. ....:; . :ip h,��;��������:��i,'-����:��:�:.�,i.::. ."Wpa t . .... .... .... . . .. . ' .. 14 .. �. - .. .. .. ... non.. .."..*. .......l."... *:: . . � . . .. .. .: ::.*:: '.: � - . .::::::::::':::::::::::*:::I ..........- ........ '' � ...... :: . _. :::::I . , �' jd ..............-.1. GlazIng:,:. :::::.:.:., . Nl*dth:���i��:��Hi!6ht��:!�����]��������!����..Oli .1 ..... ... :.:.... I F. .....' I .... 1. 1. ... I....... I.........''.''...''. ...........-I....... ...... I V .... .... .. .. .. .. I. � .. ' ....... .... . '*.':::: : ;' � � : . .:. :. :::,: ' .:::: F .'.. , - ........ . aneiRMIllon , ...........'.......... U-ftbro , ' ' '' ' .'' ` * '' 11111 , 0 In - ... ......., ....... ......... : I ' ' .::::::::::::::: ..... I. .. .. .. . . . .. _........ .... :..: .. ..... .. .. .. I I . � . I . . I . � I .... 11 ..... " I .. I I. I.... ........... . . . .. , 1. 1. ........ ........'.... ... :. - -.1 . ,.... 1. ................ .: .. ....:.: ,'': . * ... ...1D ,.: ..' ..:..:.-:.:. .I............ . .'........ I I. .1 � I.. .1. I.. '.**. . � . . .:..,.::*: :': ::::.::::::::: b9W1btIon_:::::::::::::-:::::. . : R4.: - ........ .. I I . . * - . ... .. . ... I.. ... .... I— - In & .:: "Wor:1 I I 166h .,::::::;:::::::::::::: ::: 9 . � ..": ' at F at - :' Poet - ":::�:::::::: ::::: ::::.: IN �:.:...�.: :..... ': Ati ': UA, ... .. ..: .. . . . . I;, �:�:��]�:� I 11 1. . I � 11 � - %.1 �., �...... - ....."..... I., I. - � .......... . :: :: :' :: :: : :: :: :: :: Skyllaht LJNcftr:-. � . � . �. . 1. . .. . � 111111 � 0.50 :: :.:::::::::::: .�..�...........,................,.. .................................... '..`.;'-..: '-.-:'-'..:-.-: ...: ..: '.: I . f"11- �21 6W'V'1'1 �11 6 �m 1 . , 11 � �� - , I I '� " I-, - I '5 64011"I'll"", ,' � 1 ", �` - e� N �' I— , - � I � 11 � " I , �� '�� - t �� � � 'I', ... I 11 1 4 � � �" z ' , 1 1; I �'_ 4� , , '�" '� "', � , '; � �',' ", , � ��' I " , I � , I " I I I I "I I I I I I I � lft " , �',"'�" I ----- 1�11 1 , " , ��'11111,1 I , �_ "I "", ", � �' .1 ' ", � 11 ,;,, � - " , , �� " " I 1 I I "I -1 '5� �111111 W469909MOM Il; ' 0M � '� � � � 11 I I I ' ;1,1,1 � � , I , 11 � , ,,,, , .x'. , I I , ! t", I I 5 I 11 1, - , , , 11 � I ,,, �' , W I I � I I I I I - I - I 11� 'i1'11'��"11'1"_1"1'1'111 ' I i ' �'A� " � , "�.'�"' ' 1, " � I I ", 11� "� 11 ""' ' ' " ""' ' ' ' , i I "I"', , . , � , , I I "' �1111 , " � I 'k I ,' , , � , - "� .. ,' , "��'� , ' , � 11, 1; � 11 � I I ' "', I � � "I I � ' - � � ' = �' ' � 1�1 �� -1 11 � - 41X� I 11 ' I ' I 11 I I ' 'r � ' ,11 11 11"X'11� 11 11 I ."11,11" � I '� ,,, ,", � 11 - I - I I ` 1, " 11 , Z� I 1, 11 , � 11 " I I � I I I I ,I � - I I __ I �11 11 ` '"', .11 1, .. � , 11 I , � - ' I I I , , 1� "Ill , � I'll, I 11 � . , ; � " I I I- _1 , I I I , I � , '0" I "', N" ' � I - "', �' , � I ,,, �1`1' 2 . . . . . . " ,,, � i " I I . � � , � � , , 11 , �' "'�' � 1111� "I I I ... , " � '� 11 I I 11 I I I I �1;i �,�' I 1'1�1 "�'� .� " , , , , , � "o "o "o I , I - "o � ,' 'g',g"'- � "" � ", I 11 "I ' � ; tl"� I " , , � � 11 � 11 . � I �� I , I , I , " "I '� , ' I "I 11 11 �' � I � � �"' " , i�� ,��-� `3 11 " , N I , , ` - , I � - - ' � ", . 'X""'l? I" . I I , , , , , , � " , I -11 I I'll 11 , - 11 ,'�� - , '�� I , , i � _ . � � � , , . , I � , '�' �� , , � , !� � 1, , " � ' .. �' �"pk'nl, � I - I �' 1 , "�' - �� , - I I 1. I 1� 1, " , . I 1. 11 - I I 1 . ' � , ' 1 � 1. "I" , I 7-11,11,11'' - � I 11, � I ", I '''� �' I I �111'1' I I I-, 11 �"��"� _ � I I'll, I A , ", � '%' I I I I I I 1. :If"�e - I � 11 "I" 11.� T i"""::'f "' , �, ' � I �� ... I ", '."� I ��.;;;�� ��� , �'� p " � �' 11 � , 1-0, :�''�� I z , ` ,,_ I 11� " - I , � o """q?".' .. ; , " v"'�&"'-,p" �' �,�� "' �� ��'- """�,�'�"' � 1� P�R 11 _p� I I 11- I , , ,,, �11z'� ';'� '� ;�' ' I 11- � � I I", W, _� ,�"' , 0'1'�"'tp ��� , " 0, r � "' "" I 1. �' I , I "� , -- "I -1 ; " 1� �11 I "I "i��"'�"'!.' � IN I <' - I , I ,,, � I ' I , ","'&"';;1 ' ""'�""��""""' - '�' I ' M',"'g' � M , , �'-' �1'1 , 11111� ,1 ' 11 �"', 1, 11 I ,"� I 11 �' �' � "," I "'�'� "",� ""�"' 11-11111111-, _'�"� �11 � '-""" 1� � � _1 I I " I " ;;;;;;4'1'1�'XR '� I � ' 11 '� 11V': �" . """" " I", 11, �"'N'W"' 1� ; I ' � , '�11_11' ',I A 1, �" I" ,��,�,,��,�,",�W�",,,'��M',',*,""�.� I . '�'� " ZacO . , I;— -1 . . . . . "I'll'%, "11;1 ...... .... 11 ......... " W�' " "". "', " , " " 4 1- . �' '� ".2', , � �', , _," ,1 ,� I "I'll "Ill, ��"'N"��V"N�1_11'1 Wl�iVl' ' I . . ...... 11 1. 11 - "" � , �' 11 "I i r " I I ,,,,,, ,,,,, '-g-'!"�,�'! zj "I'll, 1�11111 �1� � '� I , - , 1" I'' �"�'' 11 "'M "I � , "" � -_"" � I M � 11" "I""," �� , I 1� � - I "I " �' I 11 I MW I � I � I I " I '', �' � 1 , 111,; - " , � � , _ , -, " 11 " " �',' , I - 0, "N � � I'll, ,. I—, R `7 r , , '"'I I? I" 11 ''I','"', ."; �"""' -, . ��� 111� " PIP'l-'11" ' " I I " � � ' _1111 � " .1,11-01 -1 ��' P1, ""-' " " " �'11111 , " � '' I," � I � 1 " -"- ', -'1"R"z 11-11, 11 I � I � " I 11 11 11, I 11, ' I I'' , , � 11 �" "', I , , ''. I 1, I'll, , � - " '�' 111� I � I I "I I 'I'll 11� '� I � I'll 11 � �' , � ��"" A , 11 ' �� �' 1� � " "I � � , � "I", " I'll, 111�� 1, I'll, N �.: � I 1-11, M, , "I'll-%, � ... I I 1-1- � "I � N I � �11 I Al 11 11 I � I 11 , , , , , � %A 1�1111� "" ", 411101"I'll, 1111� ... ... , " �' �"'X'&"�".-'�'�X"" " � 1--l", '�� ,,,, "'I'�'11"';'n 0" N , " &""y""" " -, " " - �, � . �M - 4-1 W ""W NO, __1�11' ' "I'll" g ' g�'&K '�"�g'�p""- �"' 1 '� ."�' �m "'!A"11 � - 11 � I I - 11 ," � , , � , ,,,, ."111,11��" � , ", " ,", ;km'110111� IN I I , , � � , I i - " ',"" , , " . " " I 11, , I ,,, k"VI"I'll "'I'lliP ,�1_11' �' �,' � 1, � I , " I I 11 �, , r- � � ,.. , , I I , I - _"�' ' I " " � I I" 11 , I "� '�'�i' I -I , " 2W '211 10 ": ---1� � � , !,��' ,2" -, �, �. I t �� I 1, , '_"� , ,,, , ,,,,,, '' - "I W:-_ � S'"' - ' ','a,, " 11, I , �'� I I , 11 e . . . . . . . . . . 4 11 " �� � 1, 1� ' I I _ "I '' . � "_� � I, ' � � "I � vvvv "I'll, �� ��� 1� 111111, �' ,� 11 " 11 ,� I , � ' - � _" 11 77,77-7- 77=, , =T"", ..... W�""�"'111 , I . 7��,','7 ''U" ''I'll '^'-" " 'M , �V'1111'1 11 I '1'4"1""'1 "_' '�' 11''i � � "�' � - �"" """ I 1� I �� "I '' I'll, t� rttt'- 4.,- , I ,A �"�Z'�"i'1" .,',,,'�,,�,��1�,�,�,-,�""4�,,���""I'��,,�,��,,,,,,,,�,��,- ��"""` ; " �q�p' , "'qu'g',� � """' ",'�""' -, -" g .", - M" """ - 111��1511111'11 "I',' 11"�"""'11'11111 11 1". g 44�� � , "I ,", 41"111 , "� � �& ��q t,"as""""pa", - ,,""" ""-"',"� '�,,g� "'�', "�i'� -,-,-", """,' 5__'�' I ,,, _K10",11-1 511 01 V ", a, .� ' - '��"' I'R ' '"'l," '01"1'1'11� "'a'U" � i �' 4 �z '&"�` I'll, ".' "I'll", !'Q i"', """, I lf� � k " "' ` "" N""i"", ,,, 'k 'i"' I "�' ,"� ''), " ��'�'�"' "�",",,';""' ,';� ","',�"' pp""'g" �A ',� "'�"'�' -'i�p� ,?��"'�"""""'q"?' 1'11'_�111'1` , ,,, " ""'," - ", ., - ", ,_,", ',,' AN "V","'XI'� "�_'X` , 111"W" ",00 , , '�,,�,�l'i"1711.",�-,��l""I"I 11'1,42 1�15_ 'd ' I I x "'Pi!i§v 110 ��' I " � I , "I ",',""I", 11 . � k"' ", , , , , , .) "I'll, , � ��". , " , 'i " "I �'. �� � , � ""'n'�"'- ','��"t 1 � � ... � , IR , " i � K � , " 9W�i'�AY'1' 0 N , �' , , " , � ,� '', � " , - - 0 �� � M W I �� I � , I , ' "" � 1, I'll "I" 11 11 , 11 ,I'll " ."'r"1'7'KA" "I'll I I "I N '_'. �111 4 ""'V' A PR""MM " 'XM� A 'R5M """"""'- � ", gg '- - -'�,�.� � 0"� 'Rkk �� ""I',"" " ""V�z �'g,p,g'�"" 'a'- - - go 4'�"'� 00 . !'m , -, """, 4" MM, � , , "a- V,'�'g"� ",_ � ,,,,, ,,�',� ,�,�-"�,�i""t"l��,,�'I'll�'? � , '�'?"""" ""g�'g , fi� �'4'�Y"� "�"""'W ���,���,,��,�,�,,�����,,,,,�,�,t�r�,,t,,,,���, , '," "�`��NfA'�' M �' - "I ",� ", I I - �� .;�� ' N"' qm"'��"'�� i -, '�' ' 'L"""�" A �� �g_ ""&'�'20 P""�"�'��jg"".,t"� " '! W 'g"'��-""" �1'1'110s"�� g""'- ' "',""" I ", �� . �"�e � , �� , � 1-11,�,,�,,��,,�,,�,��,,��,,�',',L �;'4�;�' i,' ,�,,,,��,',,��?4�l,,��,,"�,,,�,',,,".�I 4 4� 44""',-4 � �W'111100 M - " . 4 ;10 � - -, � Im ......'....:: I.. .... ,...... . .. .. ...... � , ..'........ ....... .. .... I. .....: . . -:.......'...'... I ... I.... ::.::._::..: .... ,.. . . ..... ....'...- ::: :.....* :..: : . . :* .: .: 1: * .. : : �:: : : :::::: ..... ::. . ::.: ...... ::...... : .1:'.::....�:. .:::::::::::::::: :�:i::::::.�::'] �:.: �:�:::� �. . . . . :: - ... ... .. *.... I..... � :::::::,:::!: ::::, --...:.:.� X.: �*.::. :..,.: *. �:. . . :::::: : :: .. .......... ......... .:. ' ::: �.:.':..; �:.::� � ... � ..... ....... .:'' ,::* ., ...... . .. . I .... I I. .. .::. �::. . . ..., .... ':;:..:.:]':. ;...:.:.;:.:..:;..; ..... I.... '_.. , :::;:..:.::,.::. , . :: �::::.::::: :::::::::::::::: ..... ... ....: . . . . . . . - ... ,. ..' .::i:::�: .]::�! ::: ::: .:::::::: ::.:,:::::; :::::::::: ..: .:*: ::��;::!::�:��::!�: . I .... ... , ...... : ......,... I ... . '. .. ...... :::: ,:::.:::..:.;:..::. :::::::::: ::.;: . ... : :::.:::..:::..:;� ::;'...' %.' ....,........,.. .. .. . . . *:. :::::.::.: :.: . . . . ........'........ ......'......, ::::*::::,:::::::: .:;::::::::::: - I. . . .:.: .......b. . . . . . . . . . . . . � . . ��� I .... . .. ... ........:'... : .. - - .. . � ........ I ... � ..... ......'..... ......... � ... :;:::: .... ..... . .. ...''..... � ..... ::. , .. . .:... :.i.::....�:.'. ....: I...:::... ..... , . '.. I.". .....::� 1. ........ 1,: ...... : ' :: : :: : .. .: . . .. �. .. ., ., 'M .. .. . . .. .. .. .. .. :: , .: , .... .... .. ".... � "I I � � I , � ; ,' ', 110 I " "� I - , , ''I I I - 1, �� e I - I .......:.. . I . I. ?:::::: ;:: :: .. .. ... ... .... ... ..... _ :; . :: : .:...:::: ::: ...::: :.: : : .. .....'........ �. .. .. . .. ' - 1. . :::, : : �::..::..::.::_:: _.._ :: '::"::': ::: !: .. ... .: . � :: : :::::::::::::::*: *:,:: : ::: .. - .:, .* * : ;:: .. :�: ��! : ::::: * - -* " . :;: ;.:. :::*:*:::, . .::: : - .. . ... ::.. .:.. ........ . .... �:: : :: �.: .::::: :::: :::::;::::: ... I....... � '::'::'::*::`� ..... ... .. .. .. . ..- .. I : ... ...... ....... � .. . ........ .... .. . ...... :: :: ::: ::: �::�: .. .. *::*:::* *:::::* , . - .. - - ....'... - : : ::::;�::�;:�;:;�� : - �::� �::� .'-� �::� � .... .. ::::: ::; ::: - .: - .;. .: .::;:::::,::: � :: *:; : :: .. M. . .... :::: :: ' .. .. . .. :: :: : ::: :: . . . ::;:124.0 ....' . ::..::17.20 . I I I � I . '' � . � - :,:,:,::::;: .....- . . I " �::':::' � : ::,:::,:: .... . :....... ,. - ..... :__ :.::::::::: : .. , I .:..... .......... ::::::::::::::.:::: .... . - . - -1 I olmod F66"tMon SHG&�; �: � ��: '�:; I .... , ...........,..�'................ '::::::.:::.:, .::.:: � .: .: :..:..::..::..::,:..:,.::,.::,.::..; nix n1a ..... .. . ". .......: . .:.: ::.:..::.:.::.:.;:::.:::,:::.::., . .: . � ... .. .. . :::::::::: . ..'..... ............................ 303 .. 0.029 .............................. I . . . . . . ..... . �� � �� . . . . . . . . ........ -Ie_�'�' '��' e , -1 , - � X I � I 11 I I 11 �' I 1,11 - .11 - - I......... � .1� " 1 I ' ' ` �' *'V"" , � %, "Ill., , I'll, 11 I 1 ��'11111111111' "I", � I I "I, I _"� "X-''..,*:::::::. %"'i .:::::20,3 ' I. ... ::::::: 8.0811 . - 1. 1. . I 11 I .. . I . I I . .- : � : .: --: .: --: -:'- - - - - - - ......... .... ... '' - -** "' '' . . . .::::.::.::.:: * *' ** *' "'. I. I. .. .. I pq r.::: ... .I.W......... ........ I I... .. " �� � "i", � *`M, ' ' " �""' "I "� 1.11 - � - - :': * . a � I I - I �... I 9 A a ! ,-- -, �aq�t , "� ,I , 5 ,,, � I '�Y � I I I ......... : 1 21n, " , �2 I ,,, � "I I i I 'M� I � "�_�""' 11_' ' "I 11 � '', � I :: : . 0.0 � i W ft a W I'll", ' 11`1? AN a. I I '11 - I I " , � "'"'Z'x%- ,,,, "'�n" " , - %A'i 11"111,#'.;!:::. , 1 �' t"e"t I . * -- :'... ... ... :::::.::::.:..., ... . . ....... .''.... ...::-::.: : :::::,:, : - :::::�'::':-::: . : ......' I :.::. .:..: ... .... .... .. - ... ... .. .. .. .. ,... . . :::: :�:' ... : ...... .:::.;:: I . . : ; . . . 1. I . . , %.- - ....::. ..................'........'.. �.................... ........ .. . ... I .. .. .. ,...,...:,...:,...:,.'..;:...:,...: .,:,..: ..' , ... ....'...'...' . ..........., ,. . I..... :..:..::..::................. : .; .: .;.. .; .; . .... .. .. ::.:..:..::..: .. .. .. .. .. ,:..:..:..:.:.:::...:�:.:..::� ;:_::'J'0::.::.'1 ........:....:....:....":...:.- .: - -, - - :::..::3b::'::::: 11-11211EM41113YWACH. - � I . . ::.::.::.::.::.::.::.:: �::.:: �;: �........................... ........ - ..............:::: - ........- .. .. .. .. I . I I I __ *'*''*'* ' ' "' ' ' . ... .. � - .1. ,.. ... .. I. .. .. .. .... ,::: :: :: - :' :: :: : ov I - -:�:.:::::::::-::: . . . . . ............... . :..:::.:.::::::.:::.:::.::: 0::�: -:-:�:.:: . .. .. ... .. ... .. ... . . :::-........ ... 775_7 .. .. .. : 7:71'or . .. .. .. .. .. .. �.. .. .. ..'..'..... .....'. � .. . .. ..... ...... .. 77= : ,. .11 - . : ::: - .W....' 0 r In ::::::,:::*:;:::::::,:::,::!,:::,: ;11' , ,,, I I'll I "..... � I � - . I'll, A��','� �� , __ �""'�' �'�' ')" �Sz � '' '11 �'� 1�.j'%' �?A,':': "�� __!"''�' ""', j::::: .:0.0. ::: I ::::::�:0.00 ""'M I '', � I I � " � : : 0.0 ::: : 0.00 :::: I ' - , I I � I - 11 __ , �tk" � , M" . .. ..... 04, : :: . , _' 11 T , I.. I 11 le I . - "I 0- I i "I 1,1111 14 11 Ill 11 , 11*1' ill"11111 :::!:::D.0 . I !:: I !::�000 �ft I I " " , 1111�' , I �4"" " "" R ��t�� , ""' � I � """"�"\ " � ." �N'�'�' .1 ,TF77- , "'V'%�"��" �' 7'�7= ,,g, �'�W"� -1 - .. ::::, - �' . 0.0 I . ::: :: .:::' 0,00 I - . � , , , , , , ' ""� I ""& I I I ,I, 11 - I �1111 1-1,§ 1-11 .... I'll I,'- I �� ... 01� � I I I tk � I � � .::::;�� .. no .m.i� .. I . . . :: ' " oto .... 6� . ;:: _. , wi-'6 '.: -::::. 1, 11 " ", a 1101"I"111 � "' "I '� ' w � :. �:::� � 0.0 .11 I : ;::�:::: 0.00 I �::�;::� 0.0 , . �: , , , 1, "�'P,k�"" " " 14 11i 11 1- i "" ,,,, " -'g 1::::::�::��:::::: I :�:D.(3 �:::::: * . � 0.00 :.:: .: : ......... . . .. . � I ....... � ............. I .... I . .... .. .. ..... .. :.:..... . ,:::::,:::'.:: *Pleale:rdif �IbTible R406.2 fb�. eb �l Man d .. ...".....,...'..... . :: :: ::: : :: :: ::..: .. .. .. .. .. ... . .. M itibo P 91114 '*11'1'1'_1'.1'..'.1"..*"1 .. .. .. . . .. .. .. .. .. I.. � .1 . . . . - - .. . ... ...............'�.���...................................:...::....:.:�,iki .I.....................'...'. , .... :.. . .. .... .... .. .. .. ... .... .:.. . . .: '.. '.: * :* : .. ... ... '.. - .. - .. .. .. .. ... .. ... I I .. .. .. .. .................."......"..........�..I .. .. .. .... ... - .. .. .....,............. .... .... .. ., - . .. .. .. . I . . . � .. - - .. I ... ....... ....... '......... " " . " " " " " ". , .. '......... ............. ... .. .. ,. .. .. , . , , . . . . :::...: ":.:::.:::.:::. . . . . . -:'-..:'-..* .. " ' ' ..' .. ,. . .. .. .. .. .1 .. . .. . 1* ** , . . .. .. .. . *-: .. .: .:.:.:.:: . :' ': : '. ' - - : . :. :... : :. :. ;M : ............ :... . :. :...: .:...:.: : - - :. :..* : : : : : : * : ::'...:... . . .. . .. .. .. .: .: . ,.: :: :: :'. . - � . . ... ,. .. .. .. .. .. .. .. .. .. .. .. .. .. - .. .. :: :: :: :: :: :. . ..:.:.:.-:: N :.:.:.... - .. ,.. . .. ,. ,- .. .. .... .... , .. .... ... . .., ..'...... . . . . . . . . . . . . . � ............ .. .. .. ..... .. .. :: j : :1 ::- . '. .. .. - . . . .. .... ..'. .... X : * - - - ��. *. ...: .: .: : . . . . . . . . . . . . . . . :: : : :- .... .... ... .... - - '.. .. - ...... .. .. ...... ... .. . . .. .1 . '_c ' ' * .' ',��_'_;.___ _.___ __ - M. 1. =, M 77 , im gf� - . :: : 0 0 - M_ A M�' ,!!!?!E . *: .:::: 0.00 , 5 , 't, 7, 7 , " �� � 5 '_ , � � � � - I I" '_ , I � � - '� ", i E .. .: :: : 0. 0 : . : I . : : :: 0.00 " ft WIMM ='; IWIM 1'11"16111`6 - " `�� 'i-0""1-"""'-t �� -�i",a"- " '�' 1-14 '�811'1 ' �'� "�'6'�" ="""""'�' �,��'.'�"'�g� ", , 1"""N"0141300 , g " a W'Mi"' 171ttt _', M M W M 111, " "',"", lez 444 " 11 � "_ 11� ' I ........ �� ��7, ' ' , �111 , , :.::.::.::.::, ::::::::::::;: ............. � :::: 0,0 .L� .... ::O� :,::: .00, � . � . ......... ..: ... : ..... - :.:�.::.::.:;. I . .�::.0.0 .::.. :: . ... .. - I I .. 0100 . � :-:: :: :: ::- : ::I::::::::- :: '::.:w.::� - :-- :' 0 0 .: :.:_ I ::.!::O, .. : : . .00 I I �:��:::::: :::�::'::;:. �.: :: .:.::. 010 ::��0,00 � I . I . :::::::::: :' * ..... * .:: ...... ..:.:::.:..:..I ....... , .. .. I. 0101 .. I I - .. .. I : , 000 . I ' :.:::::::"::: . ' :: :: .. ..:::: ... ::,: :::-:: a;0I :::: . . I . . � I : 020 . . I . I � I . . I .1 . �� . 1. I I . . 1. � ,� ... I I I I I . � . . I . . . . I . L I . I I � I . .. . . . I I . I . � I . I . I I . . . . . � I I . I . . I . I . I � . . � . I . � 11 . . � . . � . � I . . I I . ,. � 1. 11 I . .. I I . I . I . . . . I I . I I . I � � � . . . . . . � � . . I I _. . . I . I . . I � . I I . � I . I I . . . . � I . � I I I . . . I . I . I , . . � . I I I I . . I . . . I . � I I .. I : I . . I . . . I I . I . � � I . . . I � . . . . I � I . . I . � I . . I . I � . . I � . � . I . . . I � . . . I . . . . . . I I � I I . . I I I � . . I � � I I I . � I .� I . . : 1. I I . I .. I I . I � I � I .. . . . : . . . � I . . I . . . . I I I � � � - �___ I I � . I . I I � I I I . . I I . . . � I I I I I � . I . � I . . � I � . I . I I � I . . � I I - I . . I . � . '_� � . I . I . I � I . . � . � I I . . � I . - I I . . I . . I . I � . I . � . I ., . . . . I I . I I . I � I . I . . . . � . I . . . . � I - � I . . � . I I I . . .1 . I I . . . I I . I . I I I . � . � . I I . . I . I . I I . I � . I . . . . I . . I I � I . . I I � I . I � . � I I �. I . � . I I I . . � . I I I I . . . . - I I � I I I PLANS SHALL COMPLY WITH IRC SECTION R402, BUILDING � . I .. - I � . � .. I I � ... I I . I � . . � . � I � I I I . I . I I I . I I THERMAL ENVELOPE. � I I I . .. I ' . . I . . � 11 . . . I I . .. I . I . . I . . I . I . I � � I I � . . I . . I � I : I . . I . . � I . I . I I . I . � I . . . I I . . � . I BLOWER DOOR TESTING I � I � I . I I I I . I I . . � I I . I I I I I R402.4.1.2 Testing. The building or dwelling unit shall be tested and I . � I . 1. � .1 . I . I I .. . . ::::,::::::: , ' "'....'..'*..'.. _..... � I . verified as having an air leakage rate of not exceeding 5 air changes per I � 11 . I I .....: ........'.................. I ...�..........................,.......,......%.... . . I I I . I . I :................. .ff.............. . I I I � �.. I ...........�..:::::::::::::�...::,.::,.::..::..:;..::..::. I . hour. Testing shall be conducted with a blower door at a pressure of 0.2 1 . I � . .............. I ...... ............ I .......'... ......... I.:::::::::::::::::::::: . I . I .. .. .. .. .. 11 .. .. .. .. .. .. .. .....- I I . ............. 81m cis Hot Ina tem allm Washington ft" I . inches w.g. (50 Pascals). Where required by the code official, testin ' . . I � .......... . . � ...... I . I . I I ...... � 6MIR ""'�"� ."'.."'.'.. ThIll t"tIM112MM moo Maul 1*bnMWMmBffl0MRm8u1rafflmt2eftM 2n12Wamh%"8tmtsFmravS3=r.1mnd AMA- � 9 , I 1. I . � .. . . . . . - � . . " ............ � shall be conducted by an approved third party. A written report of the , . � 1 f�gA,,'- �!",",' ,,, ',, ............. . Kjamals Jwd IIIQ amlautiepwIl almdato knung leads V.AC AW&CODIUF"Izpvmo=llnmx3L%mvthmldhaundtod#Ammlnmmallna . I ' �' " , """ " f��'� ,,, " ,'� . . ��,gji g� , - . I � , , , _ 1 , , . . � , 5�� , :::' . I I . , ' 11_1"'_' 111111 I—, ... . I � ....., k1dL . I I results of the test shall be signed by the party conducting the test and , I � . I I , � '_'��_ .,::"::"::' � . � I . � I �"'Fpp, -, I %�" ...... g""� """""'�� �' I I , , �" � �'111"M'A_:��"�'� �'�"'s' I � The 111111111111rIg 0firldow) And door Portion of " aftift now" the MAW gluing aid door prodwto have #A atu *00M sarage U.Wtw of I . I �. � I I.. 1. I... . . I . I I I I I ... .......... :...:..::..::::... 0.60. 1118 IMMI'Pi'll"d 10=14111211 isquilArnifft Ira ft 1`1111111IMM 111`11111WIPtive mount& spullied bythe 2012 WOO. I I .. I ................................... . I provided to the code offictial. Testing shall be'performed at any time after � . ................................. . I . I I . .......................... _..... . . . :.,: .. .. .. ".....'..'..%.,.....-,..,................ I � I I . . � : I I I I ...... - -...........................,........................ . Plan 1111 cW AN ofths green droo-dowris ard bmtn thelas WIlamble to put ProjeaL As �w mike taloatiorm In the timp-clowm for wh madon, . . I creation of all penetrations of the building thermal envelope. Once visual . I ... � ................................ I ..._.... ..�::.�::..::..::..::..::..::,.::..::..::.:,.::..::..::..::..::..: . &me �Wun will be amlaidad for jau, lfyaudowtmtwwlmi:di:m�wr&,%d in the droomm colons, plums wil Lm wau Emrgy Mansion I � ,� . I . . ... ..................... I ... _........................... . I . � ::.::.::..::..::..::..::..::,.::..::..:::: *:::::::::: . I . I I . � � . � ....................................::.. *:..:.::::::'::::: I Program at t360) 2MM ibr nalailann, . inspection has confirmed sealing (see Table R402.4.1.1), operable z . . I - . .... .................... I .....'........... ''............. . ....... I I I ..... � : . :::::::":: . . - ! I ? I I . I .. .. .. .. :::: I ftgilld 101MOn cWhiat Mmalkin . I 11 � windows'and doors manufactured by small business shall be permitted to 1 .6 a 10� LU � . ::::::: � . '� I I-, " ' . I I � I . . I Q U. � I . . "' I I f��W"�:"'*"'�'?"5 . -1 .., .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. I. �.. .: :: :: :: Pli644 "I'll I I �' I '', .S"1',1,,'1_,',11,1,r',,`. aw4mo� � be sealed off at the frame prior to the test. I � . I . I .. .. .. .. .. .. .. .. .. .. .. .. ::::::::: - * - E . _....................- .. .. .. .. � "' - - 1. - ..'..... 1.1::,:: ffff' . � I'" , �� �' _'A� 1� 1�1 I � . I . W . ,� 1_1'11'�111 I .... .. .........- ......... i N!"'CIPFIN ltl� '��111_10. I'l""I",""""",�,�,�,�,�-1"�,� ' ",-_1 ,��,'�,,��1,11'����L"�-","�l-t""""",",�Ill't""","�,�ll,"'I �11'1111111_1�11 �� . I . , , , . .............. ''................ ��P' I I � . � � . . . . I LU � a . � . I I . ..............,.,................ 1. I I I � I 1 (3 � 9 M : -:.--....................................... ... p__ � I � . .....................................�........................... lt""""""',- 'A'N "� �-_&'- "-t `A,"" :,,��,,-<,,,,,�,��,,,,,��""�""�,,' c""",�,,�",Ir��,,��""�,',�,,�,,,�-,',,,,,'�,,�,-e,",,��l,,,��,,,�,"��,,����-,"',,'-� . I I I � . . . . � ...,................................,......,.... I . I . � �.. -z- , 11 I - [) � ::::::::::::::::::: .. .. .. .. .. .. .. I I I I . . . . .....................�........., I .1 I . 0 ...'..................' ''........... . I � . . . I I . . � . � I . � I �- � - � . � � ::::,::':::,::'::::�::::::..",*""",..''....,..,...''.."*"" � I 09 UP � � r. . ..............,.....,..........., . HemillInmAlvalamIrvaii sNnwopmu otivinkffs � ..... . . . ''. I . I - ...................' .. .. .. .. .. . . . � 0 .�.....................,......... . . I U00 ij Tu I 0 , , I :*:............".:"::'*::'*::",:"::'::* :'::"::,*,** 7tn$AtftbdkMft4fta1w"&Au=i�pAMy"rowWanVwua?d-MWU?rj3w. PLANS SHALL COMPLY WITH IRC SECTION R403, SYSTEMS. . � � I � i;i � I .......... .. I �...........�...�...............,... I . . . � in � .... ''............._'........... . - .. .. .. : � . :: :: .. .. .. .. - .. .. .. .. - .. - < � ::::: ................ I . I I . I I � � .8�!3 . . .....,..............,.........�..... . 2wjin Timpairiftire . I � I . . I . � I � � I �_ W R C . . . :..::"::"::"::"::"::*'::"::'::,".,....''.. .'..'...' I I I I I I � . I � I . I . I 8 LLI � - , ...'.................... '' .. .. .. ::. . I � I ... 1.11.11-1-1 .. ... 1.11- .... I 1-1.11-.1.1 ... .. .. - 11 . . . I . I . . � �Wfl � .::�::::::::::::::,:::::::::;::�:::::::!:::::............... .. ..... .... ..... 1. .... .1, .... -.1 .... .1 ........ - ... - ... I ... �"..�..i::,��,::,:4.::�:�..:::��::�.:,. I . I .. � � I ** I . . I � . . I ............ . ImIniviL. .1 I =.'�'= ,*,l- I LU . . � ot. TL��' � I . :.. �.-.. ,...:::::::::::::::::::::::::: �::::::::::::::: "..' . I � � . . � � mizign TarriparvitLas Oftranca (C) 411 . IRC Section R403.2.2 Sealinci. Ducts shall be leak tested in accordance I I � - :..:, ..", I . , I 0 � 0 � .. ....... :..: .,�:::�::::::::::::::::::::::::: :::�:;':;': I ...'.... .:......::....:..:::..: - .. - '' I 1.1- I-- -I 1111-1 I., I :..:.........................:,.....-.... .. ...: - -'_: I . . ............... " " " '' * , . I . � .....,..................::;::::::::: I ,...:*'::'::* *::"::"::"::"::"::':: :: :: :: :: :: :: InaraMp's AvaWm Cmilling Hdght (t) 2i'lla . pressure differential of 0.1 inches :::::::::*,:,:,;,::": . ".....'..'...._ I . .... .... I I --- I : ' '.''................��...................�...... .1 , I I :..::.::..::..::..::,:::::::::::::::::::::::::::::::�::,*, * ' ' . ... �.:.��.,�...........�.�.�.�.�.�.:.�...:.�.:.�.�.�...�,.,�.�..��.."..........................,.�.�......�...�.,��..�.,��. I I . . ............: I.... � � I I I . . � . :..:..::..::..::...,:..............,........,.,.............--..- . . . . � . I I . I I � � . ........'.............. . ::::.::.:::::::::*::::::::::::::::::::::::::::::::::::::::;;:::::: I Sum of RA , M-33 . . . . . . . � . - - I � ........ .. .. .. .. .........a. - ::: ...:..: ' . - :: :' - -:::::::::::;::::::::: . . I ..... .. .. .. .. .. . � . .. .. � I I . I I . � . . . .' ......'...'.'.......::..:: . � . I � I I . I . .::::::;:::::::::................. .. .. .. ::..::..::,,: . . . � � � I I I . . I .. .. .. .. . � : :.... ... ... ... ... ... .... ... .......... .'...... . . . I . , . . . I . I I � Nlixlmwn Hod Elqulimmd cufput 1 34,10 ou1jigur I � . I � I � . I . . 1.1 I . . � I . I I ::::::'�: :: :: :: :: ::"::"::''::"::"::"::"::"::": . ftFAWPd&j9hWUuX14DhrftnWA.�"mv . I . � I . I � mu"&W"hVMUUXf'"ryt"P2* � I ,� IRC Section R406.1 Scope. This section establishes options for. I I .. I I . . � � . I . I . I f 0 ) I U< (1) Uj 0 I I z . . . . I I .1 . I I I I I additional criteria to be met for one and two family dwellings and . I . I . I . - . = � I . I I � . . I I . I . . � . � I I � . . I . . . . I � . � I . I I � I . . . townhouses, as defined in section 101.2 of the International Residential , . I . I . � .. I . � � I I I I 1. . . . I . � I . �. I I . . . � . - . � . . . � . I MI'M � Code to demonstrate compliance with this ,code. . .. . .. 1. I . I 1. . I � . .1 I . . .. I I . . � . . I I I I . � I � � I . . I � I . I . � . I IRC Section R406.2 Additional energy efficiency requirements I . . � . I . . I � - I I � I I I . I I � . . . I �. (Mandatory). Each dwelling unit in one and two family dwellings and . I . I .1. . 1. - = I . I I . . . - . . - .. - ... . . .. . - . . .. . . ld9corah, � AMER"M I I Number of Bedrooms I Dwelling Unit Floor Area ----I 0-1 1 2-3 1 4-5 1 6-7 . > 7 (sq. ft.) . I . . Airflow in CFM - < 1500 30 45 60 . 75 90 1501-3000 45 60 75 1 90 105 3001- 500 60 75 90 : 105 120 4501-6000 75 1 90 . 105 . 120 135 6001-7500 . 90 1 � 105 . 120 135 1 150 . > 7500 1 165 . Run -Time Percentage In Each 4-Hour Segment I I . i 1 : . I - I -_ below -grade, and/or floor) and ducts outside conditioned spa6es: . . � I . I I - I I -v-- R;1_ �� W .1-0 0.01%% I I I � � 1. . i . I � co .� � . 25% 33% 50% 66% 75% 100% . . . I U-factors for fenestration, and the results from any required duc t s*' - 2 4 7 . On ..0161 � � LO LO I . M . U.) . . 1 . 1 Factor . 4 3 2 1.5 1.3 1.0 . . and building envelope air leakage testing done on the buildin j. where .. . N -I.-, N C) . . I I I , . I . � I Minimum R uIred Exhaust Rates . I . I � � a I . Table M 1 507.4 . � I., . . there is more than one value for each component, the certific Ae shall list . " � I . .1 � . � 0 -%% . I ,� C) � IN >t '.� . � . . . � I I I I Area to be Vented Ventilation Rates . . Kitchens 100 cfm Intermittent or I . I I .. . 25 ch contimuously . . I - � Bathroom / Laundry I Similar 50 cfm Intermittent or . - areas . . 20 cfm contimuously � . I L e value covering Lhe largest area. Lhe ce, LificalLe shall IISL U I ,' LypeS, R9Lbf Tu kwi la . � I . efficiencies of heating, cooling and service water heating eqL P, �n 111�1_p,��G DIVISION .. . __j 'r- I L_ 0 LU I . 1. I 1� � . . � I . where a gas -fired unvented room heater, electric furnace, or Do _';_'Y�l � I � . I C , . �.. I .. * � a C:(D ' 1. � � . electric heater is installed in the residence, the certificate shall list I ..... I (1) ICU .5; 3 -C - �� . . I I . . I . lion,;-firprl ijnvPntPrI mom hpntpr "plprtrir fi irnsirp" or "h,qqPhn;;rrI Alpr,trir .1 . ^1 _1_j M I I.. 0 - . . - GENERAL STRUCTURAL NOTES SHEARWALLS (Un ess note of erwise on plans and details) .' A s earwall plywood nailing and anchors shall be as detailed on the drawings and noted in the CODES AND SPECIFICATIONS- .. ..shearwall schedule. All exterior walls shall be sheathed with 7/16" APA rated sheathing (24/16).- . Internationa Bui ing Code - 2012 edition with local jurisdiction amendments as applicable blocked -with minimum nailing 0.131" diameter x 2.5" nails @ 6" oc edges/12" oc field unless 2. ASCE / SEI 7-10 Minimum Design Loads for Buildings and Other Structures noted otherwise. 3..AF&PA NDS-12 / SPDWS 2008 / WFCM 2012 National Design Specification for Wood Construction / Special Design 2. All headers shall have strap connectors to the top plate each end when the header interrupts the Provisions for Wind & Seismic / Wood Frame Construction Manual for One and Two Family Dwellings continuous (2)2x top plate. Use (1) Simpson MSTA24 connector each end unless noted otherwise. 4. ACI 318-11 Buildin Code Requirements for Structural Concrete .' g 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. _5. AI 360-10 / 341-10 Specification for Structural Steel Buildings /Seismic Design Manual . 4. 1 hall b installed as shown on laps and as er manufacturer s re irements. All holdown anchors s e p p qu 6. AWS D1.1 / Dl.1M:2006 / Structural Welding Code -Steel Holdown anchors may be wet -set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with 7. TMS 402-11 / ACI 530-11 / ASCE 5-11 Building Code Requirements for Masonry Structures prior approval from the engineer of record. Provide the full embedment into concrete as stated on . DESIGN CRITERIA. the plans. 1. Win -. Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, FLOOR.AND ROOF DIAPHRAGMS . _ _ = Enclosure Exposure category B, Topographic factor Kzt 1.00,.Gust effect factor 0.85, 1 .Apply"APA rate Sturd-I-Floor 24" oc nailed to floor framin members with 0.148" diameter ( ) g '- classification =Enclosed, Internal pressure coefficient (GCpi) = ± 0.18 x 3" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted 2`. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, Ss=.1.525, S1 otherwise on_the plans. Offset panel points between parallel adjacent runs of sheathing. . I. = 1 = 0 73 Seismic Desi n Cate or = D Basic seismic-force-resistin 0.573, SDS 1.017, SD .5 g g Y g 2. A 1 7/16 APA rated sheathin (24/16) nailed to roof framin members with 0.131" diameter x 2.511 PP Y g g system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (CS) = 0.156 (orthogonal nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the 1) & 0.156 (orthogonal 2), Response modification factor (R) 6.5 (orthogonal 1) & 6.5 plans. Offset panel joints between parallel adjacent runs of sheathing. . (orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure' .' 3. Blocking of interior edges is not required unless noted otherwise on the plans. 3. Roof - Dead: 17 psf, Live: 20 psf, Snow: 25 psf BUILT-UP WOOD COLUMNS . `4. Floor:- Dead: 12 sf,' Live: 40 psf, Live (deck): 60 psf - P l..A co umns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened per 5. _ _, Soils Vertical bearing pressure.(capacity).. 1500 psf s tandard detail. Lateral bearing pressure (capacity): 150 psf/ft of depth (up to 2250 psf max.) 2. r noted on the lans su ortin irder trusses or beams shall All columns not specified or othe wise p pp g g Coefficient of friction (capacity): 0.25 (multiplied by dead load) be (3)2x studs gang fastened per standard detail. - Active design lateral load: 40 psf/ft of depth MANUFACTURED WOOD TRUSSES .. .:- . At -rest desi n lateral load: 60 psf/ft of depth g " Trusses s a e esigned, fabricated, and installed in accordance with the Design Specifications STRUCTURAL OBSERVATION 1� Tr sses b the Truss Plate Institute. for Light Metal Plate Connected Wood u y . 1. structura o servation is required only when specifically designated as being required by the registered 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of. design professional or the building official. Washington. . SOIL CONSTRUCTION 3. Roof trusses shall be fabricated of Douglas Fir -Larch or Hem -Fir. . Exten footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All . 4. All mechanical connectors shall be IBC approved. construction on fill soils• shall be reviewed b a registered geotechnical engineer. All footings shall be Y 5. Submit design calculations, shop drawings and installation drawings stamped by a licensed engineer 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to verify that the, of all trusses to the owner's representative for review and Building Department approval. site soils provide the minimum vertical bearing pressure capacity stated above. 6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in PIPE PILES an wa without written a royal of the re istered desi n rofessional. . Y Y PP g g P I. 1. T Grade B. Unless noted otherwise i e is not re uired.to be alvanized. Pipe s all conform to:AS M A53 , p p q. g 7. Where trusses ale n with shearwalls; a special truss shall be. provided that has been designed to g 2. Pi e shall be driven to refusal and tested (as required) per Geotechnical Engineer's requirements. P transfer the load between the roof sheathing and the shearwall below. This truss shall be designed REINFORCED CONCRETE . I minimum of 100 if alon the full len th of the truss. to transfer a p g g . c.= psi at 28 days for footings, slabs and walls. Min 5-'� sacks of cement per cubic yard of P Y g , 8. All temporary and permanent bracing required for the stability of the truss under gravity loads concrete and maximum of 6-3/4 allons of water er 94 lb. sack of cement. : g P and in -plane wind or seismic loads shall be designed by _the truss engineer. Any bracing loads 2. Maximum a re ate size is 7/811. Maximum slump = 4 inches. _ gg g transferred to the main building system shall be idened and submitted to the engineer of 3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by'volume of concrete). record for review.. 4. Mixing and placement. of all concrete shall be in accordance with the IBC and ACI 318. Proportions of PARALLEL STRAND LUMBER (PSL) aggregate to cement shall be such as.to produce a dense, workable mix.'which can be placed without Para e .stran um er s all be manufactured as per NER-292 and meet the requirements of ASTM se re ation or excess free surface water. Provide 3/4 inch chamfer on all.:exposed concrete edges unless g g. D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, E=1.8E6 psi for columns. otherwise indicated on architectural drawings. g LAMINATED VENEER LUMBER (LVL) 5. No special inspection is required. . Laminate veneer um er s all be Doug Fir meeting the requirements of, ASTM D2559 - Fb-2600 psi,. 6. Vibrate all concrete 'walls. Segregation of materials shall be prevented. E=2:OE6 psi'. . REINFORCING STEEL ._ . . .: 2. For to loaded multi le member beams only, fasten with two rows of 0.148" diameter x 3" nails at P P . .. Concrete rein orcement shall be detailed, fabricated and placed in accordance with ACI 318. 1211 OC. Use three rows of 0.14811 diameter x 311 nails for beams with depths of 14" or more. 2. Reinforcin steel.shall be rade 40 minimum and deformed billet steel conforming o ASTM A615- g g 3. Provide full depth blocking for lateral support at bearing points. 3. Welded wire mesh shall conform to ASTM A185. LAMINATED STRAND LUMBER (LSL). I _ 4. Reinforcin steel shall be accurately laced and adequately secured in position. The :following protection g p Laminate stran um er's all be manufactured as per NER-292 and meet the requirements of ASTM for reinforcement shall be provided: = E=1 5E6 si for beams and Fb=1700 si E=1.3E6 si for beams columns and D2559 - Fb 2325 psi, .5 p p , p / Min Cover Fb=1900 psi, E=1.3E6 psi for planks. Cast a ainst and ermanentl ex osed to earth - 3 g P Y P GLUED LAMINATED WOOD MEMBERS (GLB) - Exposed to earth or weather - 1.5". for #5 bar and smaller G ue aminate woo cams s a be Douglas Fir, kiln -dried, stress grade combination 24F-V4 - - 2" for 6 bar and lar er . . # g Fb=2400 si E=1.8E6 si) unless otherwise noted on the plans. ( P P Slabs and walls at interior face - 1.5": 2. Fabrication shall be in conformance with current applicable ANSI/AITC A190.1 and ASTM D3737. . 5. La continuous reinforcing bars 32 bar diameters (1'-6"'min) in concrete. Corner bars consisting of 32 bar P 3. AITC stamp and certification required on each and every member. . . I I diame.ter (1'-6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges WOOD I -JOISTS 1.5 mesh minimum. This criteria applies unless noted otherwise. . .-Joists Truss Joists/MacMillan or a roved e ual.' Y PP q Iwings RETAINING WALLS 2. Joists to be erected in accordance with the plans and any Manufacturers and installation . Concrete oor slabs to be poured and cured and floor framing above shall be complete before backfilling, drawings. behind retainin walls. . g 3. Construction loads in excess of the design loads are not permitted. TIMBER 4. Provide erection bracing until sheathing material has been installed. Ness noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB 5.' manufacturers references for limitations on the cuttin of webs and/or flan es. See g g minimum h followin minimum criteria: standard grading for west coast lumber. Lumber shall meet t e following STEEL CONSTRUCTION . 4x and larger: DF #2 (Fb=875 si) .. g P 1. Structura steel shall be ASTM A992 (wide flange shapes) or.A53-Grade B (pipe). or A36 (other .' .. 3x and smaller: HF #2 (Fb=850 psi). or SPF'#2 (Fb=875 psi) shapes and plate) unless noted otherwise. 2. Wall studs shall be: Bearing walls with 10'-011 maximum stud length .' 2. All fabrication and erection shall comply with AISC specifications and codes. x HF stu gra e or tr at " (max) oc - carrying only roof and ceiling .. 3. All welding shall be as shown on the drawings and in accordance with AWS and RISC standards. �� - 2x4 HF stud rade or btr at 16 (max) oc carrying only one floor; roof and ceiling g - i shall be erformed b WABO certified welders usin E70XX electrodes. Onl re ualified Weld ng p y g Y P q 2x6 HF stud grade or btr at 24" (max) oc -'carrying only one floor, roof and ceiling welds (as defined by AWS) shall be used. . . . 2x6 HF stud rade or btr at 16" (max) oc = carrying only,two floors, roof and -ceiling g MASONRY - 11 Non -Bearing walls with maximum stud length noted 1. Construction shall meet the requirements of IBC Chapter 21. . x HF stu ra e or tr at max oc - - maximum stud length. g 2: S ecial inspection is not required.• 11 - '- " maximum stud length 2x6 HF stud grade or btr at 24 (max) oc 15 0g 3..All concrete block masonry shall be laid u in runnin bond and shall have a minimum com ressive Y P g P . 3. Provide 4x6 DF2 header over o enings not noted otherwise. Provide (1)2x trimmer and (1)2x king header .strength of f'm = 1500 psi, using Type "S" mortar, f'c = 1800 psi. . 1_ 1p support for clear spans 5 0 or less.. Provide (2)2x trimmer and (1)2x king header support for clear 4 All cells.containing reinforcing bars shall be filled with concrete rout with an f'c = 2000 si g g g P s ans exceedin 5'-0". P g in'maximum lifts of 4'-0". 4. ce under all osts and wall members connected to holdowns. Orient Provide ,solid blocking in floor spa p 5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at the blocking such that wood grain in blocking is oriented vertically. top of the wall. 5. n alon the erimeter of Provide double floor joists under al partition walls parallel to floor joists a d g p 6. Provide a lintel beam with two #5 horizontall over all o enin s and extend these two bars 2'-0" Y P g all dia hra m o enin s. P g P g past the .opening at each side or as far as possible and hook. 6`. Provide double blockin between floor oists under .all partition walls perpendicular to floor joists. g 7 7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED'WOOD corners and at each side of all openings unless otherwise shown. . . A woo connectors s a e Simpson or approve equal. 8.,Dowels.to masonry walls shall be embedded a minimum of 1'-6" or hooked into the supporting 2. All nails shall be common wire nails unless noted otherwise.1. structure and of the same size and spacing as the vertical wall reinforcing. 3. All nailing shall meet the minimum nailing .requirements of Table 2304:9.1 of .the International -Building 9. all wall intersections. Provide corner bars to match the horizontal walls reinforcing at a a g Code. - 10. Reinforcin steel shall be s ecified under "REINFORCING STEEL". La all. reinforcing bars 40 bar g P P 4. r -treated with a wood preservative. . All wood in contact with ground or concrete 'to be pressu e diameters with a minimum of l'-6" 5._Wood wi h AWPA U1 for the:fol]owin conditions: used above ground shall be pressure treated in accordance t g 11. and details and if not shown, shall have Masonry walls shall be reinforced as shown on the plans , y `. 11 loser than 18 to ex osed round in crawl s aces or . Joists, girders, and subfloors that are c p. g p 11 11 11 1)#5 at 48 OC, and (1),#5 @ 48 OC vertically. ( Y 11 1.a) f the buildin foundation. . unexcavated areas located within the perimeter o g 12. Embed anchor bolts a minimum of 5".. • t1.hat rest on exterior foundation walls and are'less than 8.inches8. b);Wood framing .including sheathing t I GENERAL CONSTRUCT ON from exposed earth. A materia s .workmanshi design, and construction shall conform to the ro'ect drawin s , P, g . in direct contact with concrete:or masonr .. _: o) Sleepers, sills, ledgers, :posts and columns y rn Tonal Buildin Code. . s ecifications and the'Inte at g P , 6.:All holes of preservative-treated.wood shall be treated for use field -cut ends, notches, and drilled p 2. i in an Structural drawings shall be used in conjunction with architectural ,drawings for b dd g d g - o p cate or UC4A er AWPA U1-07 in the field using a 9.08o Co er Naphthenate (CuN) olution'such as End g Y P , g PP. r shall verify dimensions and conditions for com atibilit and shall notif construction. contracto y p y y - " directions of the product manufacturer. cut Solution (Cunapsol-1) in accordance with the d p. the architect of an discrepancies priorto construction. . Y P P 7. �� ners (except anchor bolts and holdown anchors -1/2 diameter A11 wood connectors :and associated steel faste ( p , h en ineer in writin durin the bidden . Discre ancies. The contractor shall inform the g g, g g P r r in contact with an preservative -treated wood shall. conform to one of the following corrosion and la ge ) Y P . n e on the drawin s ands ecifications or period, of any and all discrepancies or omissions of d g p . . nfi uration o bons. co g p conform codes rules and regulations. Upon receipt of. any, variations needed in order to co o , g p p - I l fasteners shall be Type 303 304 306 or 316 stainless steel a) All wood connectors and associated steel yp. , instructions to all concerned. An such of such information, the engineer will send writteny .1. v tive retention levels exceed the following levels: when actual wood reser a g P i i f the variation not reported shall be the res ons b lit o r discrepancy,, omission or variat o disc epa y,, p p Y __ _. v 1 cf noon le e Treatment. Rete (P ) cont ractor. . AC A ca fine Co er uat) Greater than Q PP Q 3. m n framing and required until all permanent The contractor shall provide temporary bracing as equ p g Micronized Co er uat1. Greater than.0.34 PP ions have been com leted. connect p o er Azole Greater than 0 21 CA-B (c ). PP 4. f r 11 ermit nd buildin The:contractor shall coordinate with the buildin de artment o a p s a g . g. P - MCA Co er Azole & Azole Biocide Greater than 0.15 CA C & ( PP ) i ns de artment re uired ins ect o . . P q P - _ Greater. u CA C (Azole Biocide) 5. nl written. dimensions. Do not scale drawings. Use o y 1 in 4.a above,,all b) When actual wood preservative retention levels do not exceed the levels ) 6. i n Where conditions are not it of construct o . Drawin s indicate eneral and t ical deta s g g YP . -1. connectors and fasteners shall at.a minimum, be hot -dipped galvanized .by one of the following . . r o details shown similar details of specifically indicated but are of similar character t , 1. I. . methods:. 1 e used subject to review and.a royal b the architect and the structural construction shal b pp y us hot di ed galvanizing per ASTM A653 type G185. i Continuo , YP PP g P en inee . g - , Batch or post hot -dipped alvanizin er ASTM 123 for individual connectors and as per ii) a P PP g g P 7.:Contractor initiated changes shall be submitted in writing to the architect and structural .. - rs .Fasteners other than nails timber -rivets' wood screws and" A153 for fastene , , -.engineer for approval prior to fabrication or construction. 'erected . .ASTM . la screws, ma be hot -dipped galvanized as per ASTM B695, Class 55 minimum. g Y 8:`All `shall be supervised b structural systems which are to be composed of field components shay . c) Plain carbon steel fasteners in SBX/DOT and Zinc Borate preservative treated wood .in an:: . i during manufacturing, deliver handlin storage, and erection in accordance with the supplier du pp g g, Y, g, g . m nt shall- be permitted. ri r dr e nviron e rote o , Y i ns re a red b the su lier. instruct o P P Y PP be for safety and the.methods, techniques, sequences, 8. nd hot -di ed alvanized wood. connectors and fasteners. Do. not mix stainless steel a pp g1. 9. Contractor shall responsible all precautions 9. All anchor bolts shall be as s ecified in the general notes on the shearwall schedule. P or procedures required to perform the work. 10. Where a connector strap connects two wood members, install one half of the total required nails .; 10. vi wed b the en ineer of record,. i ies are not re e n uant t vi w• Dimensions a d Shop drawing re e q y g or bolts in each member. therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop 1 1 . . All bolts in wood.members shall conform.to ASTM A307. - drawings prior to submitting for review by the engineer of record. Submissions shall include a. . - ndard cut washers under.the.head of all bolts and lag screws bearing on wood. 12. Provide sty reproducible and one copy. Reproducible will be marked and returned. Re -submittals of previously ANCHORAGE - submitted shop drawings shall have all changes clouded, and dated with a sequential revision onr shall be A307 unless noted A anchor bolts and holdown bolts embedded in. concrete or mas y number. Contractor shall review and stamp all revised and resubmitted shop drawings prior to .' - otherwise. expansion bolts into concrete .not otherwise specified shall be Simpson Strong Bolt 2 submittal and review b the en ineer of record. In the event of conflict between the sho y g P nt de th wed e anchor. Install in accordance with ICC ESR-1771, including minimum embedme p g drawin s and desi n drawin s/s ecifications; the design drawings/specifications shall control and g g g P . requireme nts be followed. NAILS 1 ss otherwise' wiling of wood framed members to be in accordance with IBC 2012 Table 2304.9.1 un e . noted. Connection designs are based on "Common Wire" nails with the following properties:' . Penny weight Diameter (inches) Length (inches) . 10d 0.148 3 16d- 0.162 3-1/2: . 20d 0.192 4 h r l Sch d 1 1 S ea wal e u e 2 3 7 13 Bottom 1. Bottom Bottom Anchor Mark No. Edge Field Framing member plate Bottom .platep nail late when Anchor bolt spacing _ To p TOP. plate Vseismic Vwind . (plf, per P sheathing sides Fastenerfastenerfastener at when plate spacing directly bolt 2x plate- connector (plf, % +900, plan (ply/osa) sheathed size spacing spacing ad oinin adjoining directly nail in on dia. plate/ connector (g,15) s acin p 5 ASD, ASD, (14) panels on size each concrete (8) 3x (11,15) (12)) (12)) wood(10) row (9.5) 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 2.5" (unblocked) 3.25 1311 3x 72" (3x) LTP4 . . W6B 7/16" 1 0.131" dia.x 6" 611 ,2x 2x 0.148" dia. x 1 row ( ) 2x or 5/811 72" 2x ) A35. or 36" 193 271 . 2.511 (unblocked) 3.25•+ 10 " 3x 1,( 72. (3x) LTP4 W6 7/16" 1 0.131" dia.x 6" 1 1211 2x 2x 0.148" dia. x 1 row ( ) 2x or 5/8" 68" 2x ( ) A35 or 30" .242 339 2.51' . 3.25^ 811. 3x 7211(3x) LTP4 - W4 7/16 �� 1 0.131" dia.x 11 4 " 12 2x 2x 0.14811 dia. x (1) row, 2x or 5'811 / 4811(2x) , A35 or 2111 348 487 2.5 „ 3.25 611 3x . 60" (3x) LTP4 ,: W3 7/16" 1 " 0.131 dia.x 3" - 12" 2x 2x " 0.148 dia. x .. (1) grow 2x or, 5 8" / A35 16" - 452 633 2.5" 3.2511 4 3x 45"(2x) 45 (3x) 4 LTP4 0.131" 0.198" (2) 2x or 2811 (2x) A35 or W2 7/16" 1 dia.x 2" 1211 3x (5) 2x dia. x rows 71' 3x 5/811 34"(3x) LTP4 12" 599 832 2. 5" 3.25' (6). . 0.131" 0.148" (3) . 1. 2W3 7/16" 2 dia.x 311 1211 3x (5) 2x dia. x rows 6" 3x 5/811 23"(3x) A35 or 8" 904 1266 2.5" 3.25,, (6) LTP4 . 0.148" 0.148" (3) A35 or 2W2 19/3211 2 dia.x 2" 12" 3x (5) 2x dia. x rows 4" 3x 5/8" 12".(3x) LTP4 4" 1620 2268 311 3.25' (6) 1 0 o . pa ° -0N � W �j W oa Z1�62f a I �W bb 10 k IbW O0o U. .t l� � 5 �MN 2M g,oa - . a 8 N w . „ ¢ L . a a�� a 0>> Z w 1- O. 8 Z } - } N . .a rx�az- LL m 0 O Oy'tn. �¢' .0 zo o. 9, o o0-o ¢ 3 6 �i7 CL . ^^ CL m a 0 W O� �.: 6 �W . (0 . 0 8 § . LLm7 1. 0 Z �W - O �} fwo . . A' O �- p oFJ �Q r a. = 1W �`�WA .jZoWt1. s° o General notes unless noted otherwise . - LL . ( ) N - w �_ 1) Wall stud framin is assumed to be as er the eneral structural notes. 8°� o g P g 2) All panel edges are to be supported by framing members - studs, plates, and blocking (u.n.o.). N}NW° 8NZ �- I O 11 x t (7 _ W :3 co m¢� s N 3) Allowable shears in table above assume either 1) walls studs at 24 oc with panel long -axis oriented =oopp LL s. � . . 0 �' . - horizontall or 2 wall studs at 1611 oc with panel long -axis oriented verticall or horizontall �N}}Z-yoW w3 Y ) P g Y Y 4 Where the full thickness of 2 2x and 3x mudsills are directly connected to wall studs use 2 0.148 w�Ny.a.Z5 a .,. } (.� dia.x4" end nails 20d box er stud. ooW ° o� � ( ) P QNZWy LL�7} g 1n 1, 7 7 f A � } ° 4 y _ 5 2 2x material : in lie f 3x m r' J can be use u o ate ial rove ed h 2 2x i n nailed Od d t o ) is,gang a ed as per the w� �, associated shearwall bottom late nailing. =_<° �WWW Wa = P g• ,-i-a�o °Jx x= 1n . 6 Where bottom late nailin s ecif es 2 or more rows of nails. into the wood floor below, provide rim °m°=" 8N~ �0 Z P g P P W°=02 'n0zw oW o �L joist s joist s or blockin that has a minimum total. width of 2.5 n��LLa s Q Z O }� a.- K 2 O . w w F J O 7 W- LL 11 " O ¢ > 7) Unless noted otherwise, provide (1)2x treated mudsill with 5/8 diameter anchor bolts at 72 oc and �o��x FN-mW w Q n n zQ� c m� �� aw. I within 4 to 12 from the cut end of; the sill plate. Provide a minimum of two anchor bolts wN°� Wo° �w �, O per mudsill section. OOyZ -'Q wo � �J a �- - LLLL11 8 Provide washers at allanchor 1 i ►1 ILLxO� wN ° . o de 0.229 x3 x3 plate bolts n 2x4/3x4 mudsills and 0.229 x3 x4-1/2 . y0E-t3Je Z<ZZ0 N� Z plate washers at all anchor bolts in 2x6/3x6 mudsills. The distance from the inside face of an co _� _J6o oW Y a F �� ,d°dSm xF . 11 _ Woo , w x > w . structural sheathin to the nearest ed e of the nearest late washer. shall not exceed 1 2 E N 8M EQ� O 5_ g g P / robed wzJ.o w 55 . x O z 0 � a !" LL a � g. 0 anchor bolts 7 inches minimum into concrete.. Minimum anchor bolt concrete ed e distance (per to /-U0N �1n.ow =J Q . . g P P . mudsill) is 1-3/4". Minimum anchor bolt, concrete end distance (parallel to. mudsill) is 8": 9) Use 0.131 x 1-1/2" lon nails if connector is in contact with framin use -0.131 x 2-1/2 long g g g nails if connector is installed over,sheathing. 10) Adjoining horz. panel joints are not permitted to be located on either side of the I. top plate or the .. bottom plate Locate adjoining horn. panel joints at the mid -line of the'rim joist or at the mid -line of blocking in the wall above/below. 11) S acin shown assumes to late connectors are installed on one'..side of.wall. If installed on both. P g P P 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 desi nated as FTAO force transfer around o enin s or erforated re wire sheathing and - g ( P g) P. q g shear n ilin v n low all o enin s for th full extent f h h rw ll a g abo c a d be p g e u e e t o t e s ea a'W 14) ShearwIa. ll edge nailing is required along full height of all holdown posts. At built-up holdown c', I . II .� . I .� � . .�. .� II .I I�I I. �. I( I � II. . I II �_� I� I . . . I . . .I. 0I I .I .I.I .I. 1 � I�.�. II . .. � 0- 1I.. .I�. II I �II� . I� II.I .I... �. 1. .� �� I . I �.III. . 1 .. I II members, distribute the shearwall edge nailing into all laminations: . IC.I��. I. 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. - MI.' . ,I.O�I .II I. . I.. .I. � .1. .CMM..W -*�. ... I 1.. ..�. . I.,. I �OE I-0 I1 ca=I III 11 . . A.. .. .�� I . � . . .I. . L1�.L ..0cI. -.. I� C :.. - . 0 . - 1 Q . r ^' . C#FY O1 fUK ILA ` � Z .. m . - LO . . N . C Q 015 � NOV 1 1 2 J \ -1-+ .. _ M (� 1 U„' . PERMIT CENTER. -I-+ . N ..:.:_ �:.. -... \ ❑ N . w - 0 >, . . RE. JIE-WED FOR O ` � , CODE COMPLIANCE - - I v ^� } W - � . ,A ....Off, E D . ��''{{''�� N \S' `V . 11,.,,E 24 ?016 0 -#-J, > (0 0' . C ( " r ) ❑ 0L ❑ 0- j°i Q T { . . C u wila . I. II I. I. 4� y 1l� RUILDI G DIVISION . [ S 0 1 : i measured from the exterior foundation. _.. ,o q o Y� , ` STRAP -TYPE HOLDOWN SHOWN (HD -TYPE HOLDOWN SIMILAR) a'�3 EDGE NAILING PER SW(*) SCHEDULE EDGE NAILING PER ,SW(t) SCHEDULE . �oN HOLDOWN PER PLAN (WHERE OCCURS) (2)2x STUDS SW PER PLAN (WHERE OCCURS) SW.PER PLAN (WHERE OCCURS) 2x6 �� -- ---- ---. _ 4 EDGE NAILING PER SW SCHEDULE SILL NAILING PER SW(*) SCHEDULE SILL NAILING PER SW(*) SCHEDULE I 3 v�O SW PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS) EDGE NAILING PER SW SCHEDULE 2x STUD WALL PER PLAN 2x STUD WALL PER PLAN I STRAP -TYPE HOLDOWN SHOWN (HD -TYPE HOLDOWN SIMILAR) HOLDOWN PER PLAN (WHERE OCCURS) EDGE NAILING PER SW(*) SCHEDULE EDGE NAILING PER SW(*) SCHEDULE SW PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS) E FOR HOLDOWN PURPOSES, THIS (3) STUD SILL NAILING PER SW(*) SCHEDULE SILL NAILING PER SW(*) SCHEDULE ZO 2 CORNER IS EQUIVALENT TO (2) STUDS _ ._ _.... z N N W Z ' EDGE NAILING PER SW(*) SCHEDULE EDGE NAILING PER SW(*) SCHEDULE _ p oIL w w _ o QGQ 28 SW PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS) 8.8 o 0 0 e n 2x STUD WALL PER PLAN 2x STUD WALL PER PLAN a a- � a 8 Z° oo- CL � WALL CORNER AND INTERSECTION FRAMING TYPICAL DETAIL m o s 0 (9 (D (*) - INDICATES THAT THE MORE CLOSELY SPACED EDGE AND/OR SILL NAILING (AMONG THE TWO WALLS BEING ° �_ e� y s � N.T.S. 00z Zw o CONNECTED) AS PER THE SW SCHEDULE, SHALL BE PROVIDED,. o g a ° F 9 � 2 R. w WpUai =o8Sj ?a n .. LL Vgo i c8rw w EXTENT OF HEADER WITH 2 PANELS w Z ~ in W ° � � o a Z au�iww0 8�a,z�.... �z O (2)ROWS 0.148 DIA. X 3" AT 3" OC-PLATE TO HDR (TYP) Cn = o o o � 5 o N z : W N EXTENT OF HEADER WITH 1 PANEL ¢ g ; w o w t g } O R.O. WIDTH A35 OR LTP4 AT 30" OC (U.N.O.) W W N �, o a a 2'-0" MIN. 18'-O" MAX, o 0 0 z N LL s N. -E-+ UU_ U' _ a° �� } a_wwFo �NSU wF w OmGGmU .da° UZ-) �o Z' ' .. W p= 2 Z' y Z IS N O W p 'L NW�aa off° °F za0}ril d K Z U.. . U UF.,N=� W } Q O=N Ww NZOOO �>JUZ��§a�_Z: v --— - - - - - Q uaW1 z F 1 Q °z m o z CONT. HE _....-'- E-PPLAN----'--_..._ _—Noo_° 2 2X12 IFr ---- OU(n a: fu a'O W Z) Q - .. MSTA24-OPPOSITE SHEATHING w � 0.131 " DIA. X 2.5" AT 3" OC LLJ GRID PATTERN SHEATHING TO ¢ _ ALLSUPPORTING SUPPORTING FRAMING-TYP o i --_t- (2)2X4 MIN. _ - r, . Ah w —1 t� 2x BLOCKING (TYP, IF REQ'D) A CD _ - li PANEL JOINT(IF NEEDED) c, X 0. o Q 7/16" SHEATHING (U.N.O.) CD O ui LSTHD8 a CL a. STHD14 N 0 (1)2X BOTTOM PLATE & (1)2x 0 TREATED MUDSILL (TYP) (1)%„ DIA. ANCHOR BOLT p W/2"x2°x3/16" WASHER UOO T.O.C. PER PANEL T.O.C. T.O.C. s�o-a O a 4. 0 0 0. _ ., G .. 7 ..4. J' e , t a MIN. (1)#4 CONT. HORZ. IN STEMWALL (WHERE OCCURS). LAP BARS 15" MIN. 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. (2)#4 VERT. HOOK BARS REQ'D PER PANEL WHERE STEMWALL OCCURS CONTINUOUS 12" WIDE CONCRETE FOOTING -THICKENED SLAB EDGE PERMITTED AT DOOR OPENINGS) MIN „L" MAX "H" MAX "P„ (EQ, LBS.) MAX „P» (WIND, LBS.) MAX DEFLECTION @ „P 0 16" 8'-0» 910# 1274# 0.33 inches N4 PFI 6 16" 9'-0), 789# 1105# 0:39 inches 00 Ct3 O _ 16" 10'-0" 668# 935# 0.44 inches i �• ~ 20» 8'-0" 1351 # 1891 # 0.36 inches N Z, m � � � N PF20 20" 9'-0" 1143# 1600# 0.42 inches 0 Q 20» < 10'-0» 936# 1310# 0.48 inches CIT''t� Cr 1"uf` 11i !L U 24 8 -0 1792# 2509# 0.38 inches NOV � � io15 ` - PF24 24" g,—p" - 1497# 2096# 0.45 inches O 24» 10'=0" 1203# 1684# 0.51 in PEIRMIT CIEN 0_ 1 TABULATED CAPACITY"P" VALUES ARE PER PANEL: HEM -FIR FRAMING IS ASSUMED. TOTAL BRACED LINE CAPACITY.- B 1°a_ °!AMPIED I°C�f ■� (MAX( ) ��o�� �: f: g��Il�uANcE MAX "P" MULTIPLIED BY THE NUMBER OF PANELS IN THE FRAME. .i� `'�' .� (Z 0 2. MAX "P" VALUES MAY BE MULTIPLIED BY 1.4 FOR WIND DESIGN. MAX "P" (WIND) .VALUES ABOVE INCLUDE THE 1.4 INCR ,SE: Q ry 0 3. WHEN STORY DRIFT IS NOT A CONSIDERATION, MAX "P" VALUES MAY BE MULTIPLIED BY 1:15. MAX "P" :VALUES ABOVE �rl 901 INCLUDE THE 1.15 INCREASE. City o T ulavi1a` TYPICAL DETAIL FOR PORTAL FRAME FOR ENGINEERED APPLICATIONS BllIL: E�4� DIVISION N.T.S.