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Permit D14-0354 - CHAFFEUR VENTURES - NEW SINGLE FAMILY RESIDENCE
CHAUFFEUR VENTURES 16436 531W PL S D14-0354 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 7796400130 16436 53RD PL S Project Name: CHAFFEUR VENTURES COMBOSFR PERMIT Permit Number: D14-0354 Issue Date: 3/25/2015 Permit Expires On: 9/21/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BARGHAUSEN THOMAS A 16440 53RD PL S , TUKWILA, WA, 98188 KERM OLSON 15215 SE 272 ST #201, KENT, WA, 98042 Phone: (206) 445-9993 EAGLE CREEK LAND/DEVELPMNT LLC Phone: (253) 630-7700 15215 SE 172 ST, STE 201, KENT, WA, 98042 EAGLECL938PQ Expiration Date: 11/14/2015 OWNER DESCRIPTION OF WORK: CONSTRUCTION OF 1786 SF SFR WITH 786 SF ATTACHED GARAGE AND 379 SF OF DECK ON LOT 13 OF SILVERVIEW PLAT, a.k.a. PARCEL B OF BOUNDRY LOT ADJUSTMENT No. L14-0056. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY, LAND ALTERING AND STORM DRAINAGE. ON HIGHLINE WATER AND VALLEY VIEW SEWER. Project Valuation: $260,837.79 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $9,179.65 Occupancy per IBC: R3 Water District: HIGHLINE Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/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: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date:�� I hearby certify that 1 have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit dpes not presume to give authority to violate or cancel the provisions of any other state or local laws regula ' g construction or the performance of work. 1 am authorized to sign and obtain this development permit d agr t he conditions attached to this permit. Signatuyea/ / ( ' \ Date: �? 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: 4: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: 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). 5: 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) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***BUILDING PERMITCONDITIONS*** 10: 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. 11: 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. 12: 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. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 14: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 15: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 16: All wood to remain in placed concrete shall be treated wood. 17: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 18: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 19: 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. 20: 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. 21: 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. 22: 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). 23: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 24: 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. 25: 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. 26: ***MECHANICAL PERMIT CONDITIONS*** 27: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 28: 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. 29: Manufacturers installation instructions shall be available on the job site at the time of inspection. 30: 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. 31: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 32: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 33: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 34: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 35: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 36: 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. 37: 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. 38: Plastic and copper piping running through framing members to within one (1) inch of t'he exposed framing shall be protected by steel nail plates not less than 18 guage. 39: 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. 40: 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. 41: 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. 42: 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. 43: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 44: 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 45: ***PUBLIC WORKS PERMIT CONDITIONS*** 46: Schedule and attend a mandatory Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector, prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 47: 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. 48: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 49: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 50: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 51: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 52: Any material spilled onto any street shall be cleaned up immediately. 53: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 54: 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. 55: 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. 56: 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. 57: It is strongly recommended that storm drainage designs be prepared and stamped by a Washington State licensed engineer. Otherwise, the owner assumes liability for the design and any subsequent related damages. 58: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 59: Applicant shall obtain water meter from Highline Water District Water District, phone 206 824-0375. The house shall have a fire sprinkler system installed. 60: Contractor shall follow all the conditions of the geotechnical report(s). Infiltration is not allowed. 61: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Backflow device is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 62: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 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 0502 LATH & GYPSUM 1800 MECHANICAL FINAL 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 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 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TU. ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tukwi la W A. gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: j /0 i 310 5.3r6 3rd 1` L S PROPERTY OWNER Name: ---r— Address: / , 53 R A p� � City: `�G/�ll�/L� State: wpb Zip; 1 CONTACT PERSON — person receiving all project communication Name: OL5 ©1 I Address:1 5 21 5 $E Z 2. �1 D # �� City: V� )T- State: wA ZiPq 4 Phone:14��j Fax: (2$3) 4 C(�j, Email: Baca (ecr�€k ) 7Gtt . Covr GENERAL CONTRACTOR INFORMATION Company Name: c fZ E & L!4 r C7 4 bEV' ry Address: LS2l5 a� 2.72 UD S( SoiT20.1 City: KNT State: WA Zip:042 Phone:253 �30 `t'�oOFax:(25�) �38 f 63 Contr Reg No.: G 1938 Exp Date: y I /� 1( 5 CcP a k J Tukwila Business License No.: tG King Co Assessor's Tax No.: 11 g 64 001 ARCHITECT OF RECORD Company Name: �A6Al-� s �UC� Architect Name: Address: (52(5 Z T2 1 1*( City: N� State: WA Zip:980g2 Phone( 1 3q 53) Fax:()(�' Email: ENGINEER OF RECORD Company Name: (10pj I IJ 11� Engineer Name: `ON t3 Hot € Address: 5• tQN tjviu i TEI City:. NAS2S302 State: VvZip:�e 35 Phonef2�3)g57 %d55 Fax./2`J\ ��a % 753 `` 12)1►��1 Email:SOH hI l"_ NDiJ6�� fall�itJ C01t11 LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27,095) Name: Address: 'A1 %3 City: State: Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised. August 2011 bh Page 1 of 4/ ' PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 1 2 5 1000 Scope of work (please provide detailed information): 13U 1(. I) 't 1$ �, S4 f S) � J f, L 'Fi 1'i ► L `( 1? SIO \)C� DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1�` floor b 2"d floor Garage carport ■ 7 6 Deck — covered uncovered ■ �(lp - — 513 6F C ' 22.1 7 g Total square footage 29 f Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL:Gl� Value of mechanical work $_ furnace <100k btu thermostat emergency generator fuel type: ❑ electric gas appliance vent 2 ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 5 O 2. bathtub (or bath/shower combo) bidet clothes washer dishwasher floor drain 1 shower 3 lavatory (bathroom sink) 1 sink 2, water closet 1 water heater (gas) lawn sprinkler system gas piping outlets 1 H:\P.pplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOK....ATION — 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 �.. Letter of water availability provided SEWER DISTRICT ❑ .: Tukwila �❑ .. Sewer use certificate �... Highline ❑ .. Renton • ...Valley View ❑... Renton ..Letter of sewer availabilityprovided ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑... 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.. ❑ ❑ .. Total Cut ❑ .. Total Fill ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards ❑... Work In Flood Zone ❑... Storm Drainage ❑... Abandon Septic Tank ❑ .. Trench Excavation ❑... Curb Cut ❑ ..Utility Undergrounding ❑... Pavement Cut j ..Backflow Prevention - Fire Protection ❑... Looped Fire Line Irrigation " Domestic Water .. Permanent Water Meter Size 1 _" 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 'j .. sewer MONTHLY SERVICE BILLING TO: Name: C. EtL Lp rJQ Mailing Address: ❑ .. sewage treatment IS2t5 2 72 iJfl 5T SOLt 20� WATER METER REFUND/BILLING: Name: % L.2 GR Li4rJ O ' bl J Day Telephone: l2 6)'/45 3 K€IZI� 1L� lJ Z W �Q g 0 4 2 City State Zip Day Telephone: (206) 4S 93 t t—' Mailing Address: ISZ 15 Sty 272 AJO Sr Swi t<� Jt �jJI4 g80 � City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES .PPLICABLE TO ALL PERMITS IN THIL ,JPLICATION — 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 0�►" ' ri `�'" ED AGENT: Signature: — �� Print ► ame: t' ' " �L SQ,J Date: Day Telephone: � ) rc' yips- S 9?3 Mailing Address: /5V r $ 2%Z"' 37- ZO/ ,4, - w City wI 98Z State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME PERMIT # t i(\ If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water / Z O Road/Parking/Access /✓.� A. Total Improvements 24 OO 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) goo 5. Enter total excavation volume 0 cubic yards Enter total fill volume 0 cubic yards • �" $ (4) RECEIVE CITY OF TUKWILP NOV 01 2014 Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. FFRMIT ENTER 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 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 s 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 0 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION ., (1+4+5) $U� The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ 52.) (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for ls` 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the Is` 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 $ 7,4Q (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014—12.31.2014 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila Receipt Number R4903 DESCRIPTIONS f ACCOUNT QUANTITY PAID PermitTRAK $7,318.63 D14-0354 Address: 16436 53RD PL S Apn: 7796400130 $7,318.63 DEVELOPMENT $2,867.60 PERMIT FEE R000.322.100.00.00 0.00 $2,863.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 5922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,494.20 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,061.20 FILING AND RECORDING FEES R000.341.200.00.00 0.00 $78.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $52.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $52.50 TECHNOLOGY FEE $167.83 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R4903 R000.322.900.04.00 0.00 $167.83 $7,318.63 Date Paid: Wednesday, March 25, 2015 Paid By: EAGLE CREEK LAND & DEVELOPMENT Pay Method: CHECK 10891 Printed: Wednesday, March 25, 2015 2:09 PM 1 of 1 IIf'SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY I PAID PermitTRAK $1,861.02 D14-0354 Address: 16436 53RD P1 S Apn: 7796400130 $1,861.02 DEVELOPMENT $1,861.02 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R3506 R000.345.830.00.00 0.00 $1,861.02 $1,861.02 Date Paid: Friday, November 07, 2014 Paid By: EAGLE CREEK LAND & DEVELOPMENT Pay Method: CHECK 10621 Printed: Friday, November 07, 2014 12:17 PM 1 of 1 J rSYSTEMS INSPECTION RECORD Retain a co with permit IN iir copy NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Ins(J(/��e(,4tion:� / Address: f 6 `I3d S3 P.L .�u� pate Called: Special Instructions: p� f Date Waned: a.m. Requester: Phone No: Approved per appiicable codes. Corrections required prior to approval. OMMENTS: OF- Dttq/ Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �/'_ 035 L( I TIQN N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: " Type of InlGctipn: 91 Fc ( Address: t Date Called: peciial Instructions: n do �((/y��`i'a�t 77 Q " - ""f`w aj "j f( r (t Date Wa�n'ted�,/ a.m. Requester: P n N,P� ' �jJfflQi -VL nApproved per applicable codes. T Corrections required prior to approval. COMMENTS: � / a j °s� tdc�S w tf vew - cle-f-�e &a'i? a VcJ� �V c R oJf�pS i o4 f S j� i �n j �(r 3 r j iJc* f CoiQ G «rr(r tS,J ap/Ii�t/c/ v t ( Vim / - E �' %c ( (- -5 D (c�7c b `Q vS 5 eZ t1L V4 j -fc Lt S 7b •@ U1'c l3 c &5— cifS toq 4ex lr--' Inspector: ate:q /is REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 5>5 scr J v�e&v tti (°± f 1 r P_ 1, L1. fill l.o l rn r._. i t i f L / 1 INSPECTION RECORD Retain a copy with permit JfL-O3 s-q PERMIT N0. CITY OF TUKWILA BUILDING-DIV)I$ION 6300 Southcenter Blvd., #100, Tukwila. WA Permit Inspection Request Line (206) 438-9350 ��� ��9, q f Pre: Type Inspectioi v/ A(�e�.3` Y3tf'� J �� Date Called: Special Instructions: / Date W ed: f a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. MMENTS: Inspector: Dat�j ( ( r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Galt to schedule reinspection. INSPECTION RECORD Retain a copy with permit PE '" NO. PERMIT NO. Df y o s-�f CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206 431-367 Permit Inspection Request Line (206) 438-9350 r='rd,q r- /15� Pro t: ,/J Type of�spe o r Address: ddq rr Date Called: Special Instructions: s• /1 Date W nted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4— / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Ca[[ to schedu[e reinspection. INSPECTION RECORD Retain a copy with permit D f -f-03 S / PERMIT N4. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pri�i TYpe�of InjP,ection: A�idrest3` s V-'k (pL so Date Called: Special Instructions: ��" ` Date Wanted: r, (I.I a.m. p.m. Requester: Phone No�, Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. CatL to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 (206) 4313670 Permit Inspection Request line (206) 438-9350 1) /-t3&L/ Proj ct: dto(ftu-r ,t'fFil Type of Inspection: ( iy( Address: 1&'/X Yf r Date Cai ed: Special Instructions: (( f2-v LiQ4o'e Date Waned a.m. Requester - Pho met( f '(Tq 3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: tnsPector.f_, Date 7. REINSPECTtON FEE REQUIRED. Prior to next inspection. fee must he paid at 6300 Southcenter Btvd.. Suite 100. Catt to schedute reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Diy o3ry (206) 431-3670 Project: ` Er /V 5r� TYpe °f�/?ectj n: Type Address: ( ) f2L Sa I'VV 6 3 '� Date Called: Special Instructions: /t1 Date Wanted: 7.7 " a.m. p.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: £Lake ((/ ,by cc/ C�(( ;v- rec�ipPc.*d�, Inspector: Date 7 / S 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 CTION NO. PERMIT NO. DI'1-3fL( CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: ,, n ,C\ Type Inspectir` n:r tv v-~ Acjci ess: Date Called: Special Instructions: 411 Date Want, a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: e�c-ff do Wit-«k IL ( -Ere ciT 1 5,') ��.krprJcI Inspector: Date �2_(S REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catl to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ➢l`l'a3r'( PERMIT NO. Project: � �' `/ _ Type of Ins�pe ion: /^ Aicjrers�:36 �e1� l Date C alle Special Instructions: /;� 4 rl��Phone Date,Wanted: a.m. Requester: No: Approved per applicable codes. Corrections required prior to approval. OM MENTS: Inspector: Date: r_ (r RELNSPECTION 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 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro' t: r Typef inspecJtion: c!� A�tt36 n 1� Date Catled� Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. M ENTS: Inspector: Date / 2 /5— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD ® Retain a copy with permit IN' V ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Project: r� l �-e f Type�f Inspec on: 4't — q1 A dd 6 res ft�36 � Date Calle Specia Instructions: Date Wanted: Ir7 ?i�i— 1 a.m. p.m. Requester: Phone No: LilApproved per applicable codes. COMMENTS: Corrections required prior to approval. ( ( prusv-e i�sT Inspector: Date: ` 2-2-� S REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Gall to schedule reinspection. INSPECTION RECORD Retain a copy with permit D r y- 13sy PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Projgct?ef r )$? TYpr�e O� Inspectio Address: w i� 3 s �J Date Ca{ i. Special Instructions: d� �T Dat Wanted: a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: 2 Date: 2-Z 15— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: C tff uv ,i)r f Typ of Inspection: Ad�e2� e- s c Date Card: Special instructions: Date Wanted: f a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: iRtcAaad L7(y Cfv+1, Inspector: Dater •_ (S REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter BLvd.. Suite 100. CaLL to schedule reinspection. lc IN5PCTI0N NOE INSPECTION RECORD Retain a copy with permit 1fLfo3rL/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431.3670 Permit Inspection Request Line (206) 438-9350 -, #f( riea 7LA f,'rr Prect: / aaf Veuiu&J i)5& Type ofnsetion: J Address: 5y7J Q- S'o Date Calved: Special Instructions: ' Date Wnted: (a.m. Req s eter: e4 4rf Qe Phone No: 1 Approved per applicable codes. Corrections required prior to approval. MENTS: RE$NSPEGTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd.. Suite 100. CatL to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhconter Blvd,, 4*100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 436-9350 Projct: Typ \ddress: (t36 Date called: Speciat Instructions: '4-41 Date Wanted: m. Reqyester: Phone N -r--?3 Approved per appltcabie codes. Corrections required prior to approval. 0 ENTS: t-J4 rj as d csc�.ss�e.� Inspector: Date: r REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be pad at 6300 Southcenter Btvd.. Suite 100, CaU to schedule reinspecUon INSPECTION RECORD Retain a copy with permit IN CTION NO. PERMIT NO. CITY OF TUKWftA BUILDING DIVISION 6300 5outhcenter Blvd,., 4*100, Tukwta, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .D((-(-- o51.( Pr ect: tlewr ?JSP(- Type of np ct n Lfc(( Ajress: rv� Da called: Sped i Instructions: Date Wanted: a.m. p.m. Request!er: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 9(Qf 1p (((q cLJQ( (Ufr e(.d(y (? t'E cr4 Inspector: Date; r REINSPETION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter 8tvd.. Suite 100. CaU to schedule reinspecton. INSPECTION RECORD Retain a copy with permit 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 p! 11 Q3sq Pr Type cif Inspgctisn: Address: 1Lt 53VI' pjjo. Date Called: Special Instructions: ,i It4/1 Date Wanted; 3-31'--/S a.rn. p.rn. Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS; Inspector: REINSPECTION FEE REQUIRED. Prior to next rnspection, tee must be paid at 6300 Southcenter Blvd.. Suite 100. CaU to schedule reinspection. PP1-73P( IN CTON NO. PERMIT NO. CITY OF TUKWiLA BUILDING DIVISION 6300 southcenter Blvd., #100. Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 436-9350 INSPECTION RECORD Retain a copy with permit Project: Type of Inspetion: Foo1- fiL 5 Date Called. SpeciaHnstructions p Bate jntg -(T ReQut Phone No: JApproved per applicable codes. DCorrections required prior to approval. COMMENTS; 0 nspector: Date3C !Y REIN$PECTION FEE REQUIRED. Prior to next inspeclion, fee must be paid at6300 Southcenter Btvt. Suite 100. Catt to schedute r&nspection. 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit b'y- o. sr{ /N- S- ?6' PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: / ! Type of Inspection: Address: y3 Suite #: s Contact Person: Special Instructions: Phone No.: vL .Approved per applicable codes. Corrections required prior to approval. COMMENTS: -(/ �(wU(- -- o%<, Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: (I r s-Z Date: g�6�/sue Hrs.: $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 Return to: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 20150401002078 Above this line reserved for Recorder's use HOLD HARMLESS - SENSITIVE AREA APR 2 2 2015 TUKWILA PUBLIC WORKS Grantor/Borrower: Grantee/Beneficiary: EAGLE CREEK LAND AND DEVELOPMENT County, S/Z CITY OF TUKWILA, a municipal corporation of King ounty, Washington Document Reference Number(s): Section/Township/Range: N W 2 (, /2? / o, t Assessor's Tax Parcel Number(s): 7 7 '7l' )O 1 30 Property Legal Description (abbreviated): nG L-. 13 Y4Imo) L No /w r / N T 7 R Tint Lv J . A- g LA # L 1 f 1Z s D BLA B, A/y - vrs /3 iI/ S D ,d tov L y SLY o% S 3'Zn PL. S COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page L of 1 DRO354 SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between ig411 c,2L'EX Liq.,rp 4 , (Individual(s) (Corporation) ("Grantor), and the City of Tukwila, a Washington municipal corporation ("Grantee"). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property") legally described in Exhibit A, which is attached and incorporated by reference. WHEREAS, a portion of the Property contains sensitive areas of potential geologic instability (potential slide areas) as depicted in Exhibit B, which is attached and incorporated by reference. WHEREAS, as a condition of the issuance of subdivision plat approval, land use permits, and/or construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement' to hold the City of Tukwila harmless from all loss incurred as a result of any landslide or seismic activity, or soil disturbance. WHEREAS, Grantor assumed this obligation in order to obtain said subdivision plat approval, land use permits, and/or construction permits for the Property. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained -for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing subdivision plat approval and/or other development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit A, which is attached and incorporated by reference. COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page Z of 1 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantor will maintain continuous insurance coverage as required by the permit authorizing the development. 5. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 6. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page 3 of 1 GRANTOR(s): L� / y e GRANTOR(s): *h DATED this 7 day of 20 1 Sr cue/ L 4cc individual(s) STATE OF WASHINGTON COUNTY OF KING ) ) ) ss. On this Jday of jA(11iA, 20 15 , before me a Notary Public in and for the State,of Washington, personally appeared [Yl(C�J E L GNAT € . , and to me known to be the individual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said individual(s), for the uses and purposes mentioned in this instrument, and on oath stated that/she/they was /were authorized to execute said instrument. IN WITNESS WHEREOF, 1 have hereunto s- my hand and official seal the day and year first above written. - ' G. S/!/ \ir / <C/ �ON EXp,)4rrrr ''/! s Js� 2 N r ,z i : v ~ c,17 O Name: (ci SE Cr 1 NOTARY PUBLIC, in and for the State of Washington, residing at 1 PC,F (/AWES My commission expires: / of /5 Page 4 of 7 DATED this_Qday of GRANTEE: CITY OF T KWILA Mayor ATTEST: City Cler STATE OF WASHINGTON ) ) ss. County of King ) On this o23 day of Gf-- , 20 /, before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared G' 0k\y¶) (°Y i � F , known to me to be the of :� Mayor and City Clerk, respec ively, of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he/she was authorized to execute said instrument. ft and WITNESS my hand and official seal hereto affixed the day and year above written. Jul{= l t SS (-- . -/-?xr!- '�111It,!! SA !! �isr�gsti°kR'ti�'9����ii 118 i►�Ti�y4 i j��h AVeIL� 6 $ 11 r OTARY PUBLIC in and for the State of Washington, residing at w ti� COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page of l EXHIBIT A LEGAL DESCRIPTION OF PROPERTY PARCEL B OF TUKWILA BOUNDRY LINE ADJUSTMENT, FILE No. L14-0056 RECORDED UNDER KING COUNTY RECORDING No. 20141124900010, BETTER KNOWN AS LOT 13 OF SILVERVIEW PLAT, RECORDED IN VOLUME 138 OF PLATS, PAGES 81 THROUGH 83 RECORDS OF KING COUNTY, WASHINGTON, EXCEPT THAT PORTION OF LOR 13 SILVERVIEW, RECORDED IN VOLUME 138 OF PLATS, PAGES 81 THROUGH 83, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID LOT; THENCE NORTH 60 32' 22" EAST, 80.54 FEET ALONG THE NORTH LINE THEREOF; THENCE SOUTH 07 56'14" WEST, 32.83 FEET; THENCE NORTH 88 03'22" WEST, 47.36 FEET; THENCE SOUTH 64 55'09' WEST, 19.84 FEET TO SAID NOTHWEST CORNER AND THE POINT OF BEGINNING. TOGETHER WITH UNDIVIDED INTEREST IN TRACT A, SILVERVIEW, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 138 OF PLATS AT PAGES 81 THROUGH 83, RECORDS OF KING COUNTY, WASHINGTON. ‚QF7 EXHIBIT B DEPICTION OF SENSITIVE AREAS Slope Classifications 2 Landslide potential is moderate; slope is between 15% and 40% and underlain by reletively permeable soils. i 16St1. Job Truss Truss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 Al GABLE 1 1 Job Reference (optional) ./ Tn-County Trues Sumner WA /Eugene OK! Bunington -1-0-0 I 1.0-0 d 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:05 2014 Page 1 ID:6ARBMUEofnhYgH WCztPYkhz0J?M-z0HhUek3aypawZPt3YPMIJXITorvnBwVMDf4zDyTsUC 3-11-8 l 7-11-0 I 8-11-0 3-11-8 3-11-8 1-0-0 6x6 3-11-8 7-11-0 Scale=1:18.8 3-11-8 Plate Offsets (X,Y): [2:0-4-8,0-2-1], [3:0-3-12,Edge], [4:0-4-8,0-2-1] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.06 BC 0.14 W B 0.06 (Matrix) 3-11-8 DEFL in (loc) I/defl Vert(LL) -0.01 4-6 >999 Vert(TL) -0.02 4-6 >999 Horz(TL) 0.01 4 n/a Ud 360 240 n/a I PLATES GRIP MT20 185/148 Weight: 35 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=381/0-3-8 (min. 0-1-8), 4=381/0-3-8 (min. 0-1-8) Max Horz 2=-23(LC 11) Max Uplift2=-41(LC 10), 4=-41(LC 11) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-444/9, 3-7=-389/15, 3-8=-389/14, 4-8=-445/9 BOT CHORD 2-6=0/366, 4-6=0/366 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss 1 russ Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 A2 Common 1 1 Job Reference(optional) I 4 c -1-0-0 1-0-0 3x4 = 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Oct 1413:37:06 2014 Page 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-RCr3h_IiLGxRYL4dGwbIX3QUCBSWeBebtPdWgYTSUB 3-11.8 1 7-11-0 I 8-11.0 3-11-8 3-11.8 1-0-0 3-11-8 454 = 7-11-0 354 = 3-11-8 3-11-8 Scale = 1:18.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC20121TP12007 CSI TC 0.23 BC 0.14 W B 0.05 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.01 4-6 >999 Vert(TL) -0.02 4-6 >999 Horz(TL) 0.01 4 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=381/0-3-8 (min. 0-1-8), 4=381/0-3-8 (min. 0-1-8) Max Horz 2=-25(LC 11) Max Uplift2=-41(LC 10), 4=-41(LC 11) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-415/10, 3-7- 354/15, 3-8=-354/15, 4-8=-415/9 BOT CHORD 2-6=0/329, 4-6=0/329 NOTES (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IR02012)=87mph; TCDL=4.8ps1; BCDL=4.2p5f; h=25ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV S8408316 61 GABLE 1 1 Job Reference (optional) ./ Tn-County Truss Sumner WA /Eugene OK! ur1In9tofl a 1 ail 1-0-0 1-0-0 3x5 g 4x12 = 5.9-4 5-9-4 I 3x4 = 4x8 1.5x4 II 1.5x4 II 7-9-4 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Oct 14 13:37:08 2014 Page 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-Nazp6fmyttC9n17Skgy3Nygonop_TQx2BukaYyTsu9 9-11-12 I 14-2-4 I 19-11-8 120-11.81 4-2-8 4-2-8 5-9-4 1-0-0 1.5x4 11 3x5 11 3x4 = 7-9-4 I 3x5 2x4 = 4x4 = 3x5 4 5 6 9-11-12 2-2-8 I 10 1.5x4 II 3x5 3x4 = 12-4-0 3x4 = 4x8 7 Scale=1:39.1 1.5x4 3x5 1.5x4 II 1.5x4 II 19-11-8 3x5 4x12 = 2-4-4 Plate Offsets (X,Y):[2:0-4-12,0-2-3],[3:0-2-0,0-0-13],[4:0-1-8,0-1-8],[5:0-2-0,0-0-0],[6:0-1-8,0-1-8],[7:0-2-0,0-0-13],[8:0-4-12,0-2-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.12 BC 0.35 W B 0.33 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.07 2-11 >999 360 Vert(TL) -0.16 2-11 >930 240 Horz(TL) 0.01 10 n/a n/a 7 7-8 I PLATES GRIP MT20 185/148 Weight: 116 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.1 &Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 2=482/0-3-8 (min. 0-1-8), 8=262/0-3-8 (min. 0-1-8), 10=981/0-3-8 (min. 0-1-10) Max Horz 2=-55(LC 11) Max Uplift2= 61(LC 10), 8= 55(LC 11), 10=-42(LC 10) Max Grav 2=517(LC 17), 8=297(LC 18), 10=981(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-664/80, 3-4=-407/60, 4-5=-271/61, 5-6=0/336, 6-7= 6/337 BOT CHORD 2-11=-78/575 WEBS 3-11=-448/120, 5-11=-49/476, 5-10=-669/68, 7-10=-446/121 NOTES (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 10. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/Pt 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard Job TrUSS 1 russ 1 ype Qty Hly EAGLE CREEK/CHAFFEUR-VERTNER RES/DV S6408316 n _ B2 Common 3 1 Job Reference (optional) ./ Tn-County Truss Sumner wA /Eugene OR / Budmgto -1-0-0 5-9-4 1-0-0 I 5-9.4 7-9-4 7-9-4 Plate Offsets (X,Y): [2:0-3-0,0-1-8),[6:0-3-0,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ` BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IR02012/TP12007 t 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:09 2014 Paqe 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-mXBK?naeBKOPBifIOTlwghu?P94jvW4HrdH6j,TsU8 9-11-12 I 14-2-4 i 19-11-8 i 4-2-8 4-2-8 5-9-4 CSI TC 0.41 BC 0.36 WB 0.34 (Matrix) 4x4 = 4 3x4 = 12-2-4 4-5-0 DEFL in (loc) I/defl Vert(LL) -0.10 2-8 >999 Vert(TL) -0.22 2-8 >665 Horz(TL) 0.01 7 n/a L/d 360 240 n/a Scale = 1:34.6 19-11-8 7-9-4 PLATES GRIP MT20 185/148 Weight: 67 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 6=169/0-5-10 (min. 0-1-8), 2=478/0-3-8 (min. 0-1-8), 7=995/0-3-8 Max Horz 2=59(LC 10) Max Uplift6=-29(LC 11), 2=-58(LC 10), 7=-50(LC 10) Max Grav6=207(LC 18), 2=504(LC 17), 7=995(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-634/75, 3-9=-365/40, 4-9=-285/54, 4-10=-15/359, 5-10=-16/261 BOT CHORD 2-8=-75/524 WEBS 3-8=-396/117, 4-8=-46/439, 4-7=-689/79, 5-7=-422/118 NOTES (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IR02012)=87mph; TCDL=4.8psf; BCDL=4.2ps1; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. LOAD CASE(S) Standard (min. 0-1-10) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Job Truss Truss Type Qty PIy EAGLE CREEK/CHAFFEUR-VERTNER RES/DV 50408316 03 Common 1 1 Job Reference (optional) ugene OR / uudington -1-0-0 5-9-4 1-0-0 I 5-9-4 3x5 = 7-9-4 7-9-4 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Oct 14 13:37:10 2014 Page 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-Kz4aXLOCPUSt0LHrSS?XSNE3spT0SPJE W VNrtRyTSU7 9-11-12 i 14-2.4 i 19-11-8 4-2-8 4-2-8 5-9-4 3x4 = 9-11-12 2-2-8 4x4 = 12-2-4 2-2-8 354 = 19-11-8 7-9-4 Scale = 1:34.1 3x5 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.40 BC 0.51 WB 0.17 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.11 6-7 >999 360 Vert(TL) -0.28 6-7 >856 240 Horz(TL) 0.05 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 67 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=784/Mechanical, 2=870/0-5-8 (min. 0-1-8) Max Horz 2=59(LC 10) Max Uplift6=-61(LC 11), 2=-78(LC 10) FORCES (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1512/121, 3-9=-1266/87, 4-9= 1201/101, 4-10— 1277/106, 5-10=1288/92, 5-6=-1532/128 BOT CHORD 2-8=-117/1325, 7-8=-21/932, 6-7=-75/1364 WEBS 3-8=-367/114, 4-8=-44/414, 4-7=-49/460, 5-7=-407/119 NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard Tb Truss Truss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV S8408316 C1 CAL HIP 1 2 Job Reference (optional) e Truss Co./ Tn-County Truss, Sumner WA / Eugene OR / Burlington 1 0-Q 4-3-7 7-10-15 11-8-14 �1-0-04-3-7 1 3-7-8 1 3-9-15 1 2 011 5.00 F12 5x6 4 3x4 = T3 5x9 11 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:15 2014 Page 1 ID:6ARBMUEofnhYgHWCztPYkhzDJ?M-gxuTa3sLE14976Aoefai9Qxwta Ag7zSzfn4cKeyTSU2 16-6-4 21-3-10 1 25-1-9 1 28-9-1 1 33-0-8 134-0-8� 4-9-6 4-9-6 3-9-15 3-7-8 4.3-7 1-0-0 2x4 11 7 T2 3x4 = 8 5x8 9 Scale = 1:58.4 3 I 1 2 I 10 4x5 = 18 3x4 = 17 3x6 = 16 15 25 5x8 MT18H = 4x8 = 14 3x6 = 13 3x4 = 6-11-7 ! 11-8-14 1 16-6-4 1 21-3-10 1 26-1-1 ! 6-11-7 4-9-6 4-9-6 4-9-6 4-9-6 Plate Offsets (X,Y): [4:0-2-4,0-1-12], [5:0-2-0,Edge], [6:0-1-12,0-1-12], [9:0-4-0,0-1-12], [14:0-1-12,0-1-8], [16:0-2-8,0-2-0], [17:0-1-12,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI TC 0.33 BC 0.46 WB 0.63 (Matrix) DEFL in (loc) I/defl L/d Vert(LL)-0.2814-16 >999 360 Vert(TL)-0.5414-16 >726 240 Horz(TL) 0.10 11 n/a n/a 33-0-8 6-11-7 11 12I� 10 5x6 = PLATES GRIP MT20 185/148 MT18H 220/195 I Weight: 369 Ib FT = 16% v 0) LUMBER TOP CHORD 2x4 HF No.2 'Except T2: 2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-9. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=2416/0-5-8 (min.0-2-0), 11=3252/0-5-8 (min. 0-2-11) Max Horz2=55(LC 10) Max Uplift2=-147(LC 10), 11=-157(LC 11) Max Grav2=2416(LC 1), 11=3276(LC 32) FORCES (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-5453/352, 3-19=-5379/365, 3-4=-5451/372, 9-10=-7831/434, 10-20=-7557/455, 11-20=-7594/442, 4-6=-7707/572, 6-21=-10014/741, 21-22=-10014f741, 7-22=-10014/741, 7-23=-10014/741, 8-23=-10014/741, 8-24=-10132/705, 9-24=-10132/705 BOT CHORD 2-18= 290/4955, 17-18=-279/5122, 16-17= 481/7811, 15-16= 614/10132, 15-25= 614/10132, 14-25=-614/10132, 13-14=-358/7372, 11-13=-374/6946 WEBS 4-17=-269/3246, 6-17=-1754/188, 6-16=-197/2575, 7-16=-986/141, 8-16=-395/0, 8-14=-937/180, 9-14=-326/3332, 3-18=-17/287, 10-13=0/465 NOTES (18) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4- 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. g8) All plates are MT20 plates unless otherwise indicated. C�Th ueru s p geQen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Truss truss type (Jty Ply EAGLE CREEK/CHAFFEUR-VERTNERRES/DV SB408316 C1 CAL HIP 1 _ 2 Job Reference (optional) russ Co./ Tn-County Truss Sumner WA /Eugene OR / Budington 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:15 2014 Page 2 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-gxuTa3sLE14976Aoefai9QxwkgAg7zSzfn4cKeyTS(J2 NOTES (18) 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=147, 11=157. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 20-0-4 from the left end to connect truss(es) F1 (1 ply 2x6 HF) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 572 Ib down and 69 Ib up at 25-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4= 66, 4-5=-66, 9-12=-66, 6-21=-66, 9-21=-157(F=-91), 2-25= 14, 11-25=-33(F= 19), 5-6=-66 Concentrated Loads (Ib) Vert:24=-572(F) 25=-905(F) Job truss 1 russ Type Qty PIy EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 C2 CAL HIP 1 4 Job Reference (optional) e 1 rUSS Go./ 1 n-Uouniy I cuss Sumner wA / I ugene OR / dunington 1 4-2-14 8-4-11 4-2-14 i 4-1-13 5x10 MT18H 5.00 12 6x8 MT18H 11.11-12 3-7-1 3x4 = 4 7.510 s Jan 202014 MTek Industries, Inc. Tue Oct 14 13:37:19 2014 Page 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-Zi7zQQvrH FabbjTatufeKG6V2RU33TKZaP2pTPyTSU_ 18-6-4 21-0-12 24.7-13 28.9.10 33-0.8 4.6-8 1 46-8 I 3-7-1 i 4-1-13 i 4-2-14 2x4 11 3x4 = 5 6 16 15 14 13 2x4 11 6x6 = 6x6 = 7x10 MT18H = 12 6x6 = 6x8 MT18H 11 6x6 = 3x4 10 2x4 I Scale = 1:59.4 5x10 MT18H I< 0 1 4-2-14 1 7-5-3 I 11-11-12 i 16-6-4 1 21-0-12 I 25-7-5 i 28-9-10 i 33-0-8 1 4-2-14 3-2-5 4-6-8 4-6-8 4-6-8 4-6-8 3-2-5 4-2-14 Plate Offsets (X,Y): [1:0-5-6,0-2-8], [3:0-2-8,0-2-8], [4:0-1-12,0-1-8], [6:0-1-12,0-1-8], [7:0-2-8,0-2-8], [9:0-5-6,0-2-8], [11:0-3-0,0-4-01, [12:0-2-0,0-4-0], [13:0-5-0,0-4-12], [14:0-2-0 0-4-01,[15:0-3-0,0-4-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 1-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012JTPI2007 CSI TC 0.82 BC 0.70 W B 0.25 (Matrix) DEFL in (loc) I/dell L/d Vert(LL) -0.47 13 >827 360 Vert(TL)-0.9013-14 >433 240 Horz(TL) 0.22 9 n/a n/a PLATES GRIP MT20 220/195 MT18H 220/195 Weight: 764 Ib FT = 16% LUMBER TOP CHORD 2x4 DF 2400F 2.0E `Except' T2: 2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF 2400F 2.0E BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=14589/0-5-8 (min. 0-3-14), 9=14589/0-5-8 (min. 0-3-14) Max Horz 1=19(LC 14) Max Upliftl=-1550(LC 6), 9=-1550(LC 7) Max Gravl=14636(LC 27), 9=14636(LC 27) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-31969/3390, 2-3=-30663/3257, 7-8=-30663/3257, 8-9=-31969/3390, 3-4=-36031/3828, 4-5=-39051 /4147, 5-6=-39051 /4147, 6-7=-36031 /3828 BOT CHORD 1-16= 3106/29372, 15-16= 3106/29372, 14-15= 2959/28070, 13-14— 3800/36031, 12-13=-3797/36031, 11-12=-2956/28070, 10-11=-3104/29372, 9-10=-3104/29372 WEBS 3-15=-463/4416, 7-11=-463/4416, 3-14=-1062/10024, 4-14=-2114/240, 4-13=-388/3655, 5-13=-303/47, 6-13=-388/3655, 6-12=-2114/240, 7-12=-1062/10024, 2-16=-231/2265, 2-15=-956/122, 8-11=-956/122, 8-10=-231/2265 NOTES (16) 1) 4-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 71) All plates are MT20 plates unless otherwise indicated. CgbTtiis truss page designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Truss Huss 1 ype Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV S0408316 C2 CAL HIP 1 4 Job Reference (optional) e Truss Co./ Td-County Truss, Sumner WA / Eugene OR / Burlington 7.510 s Jan 202014 MTek Industries, Inc. Tue Oct 1413:37:20 2014 Page 2 ID:6ARBMUEofnhYgHWCztPYkhzDJ?M-1 uhLemwU2ZISDt2mRCAtsIJegorglowaip3oN_syTSTz NOTES (16) 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=1550, 9=1550. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-8-12 from the left end to 31-8-12 to connect truss(es) E3-E4 (1 ply 2x6 HF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-33, 7-9=-33, 3-7=-33, 1-9=-863(F=-846) Job 1 russ 1 fuss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV S0408316 DI Common Supported Gable 1 1 Job Reference (optional) e Truss Co./ In -County Truss Sumner WA / Eugene OR / Burlington 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:21 2014 Pagge 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-V5Fkr6w6ptgJr1 dy?vh6PhB1 LFK?XPur2jXwXIyTSTy 1-0-0 14-6-0 29-0-0 30-0-0 1-0-01 14-6-0 14.6-0 l 1-0-0 3x4 = 4x4 = 31 30 29 28 27 26 25 2423 3x4 = 29-0-0 22 21 20 19 18 Scale = 1:49.7 3x4 = 29-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.06 BC 0.03 WB 0.12 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) 0.00 16 n/r 120 Vert(TL) 0.00 17 n/r 90 Horz(TL) 0.00 16 n/a n/a PLATES GRIP MT20 185/148 Weight: 121 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS All bearings 29-0-0. (Ib) - Max Horz 2=77(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 26, 27, 28, 29, 30, 31, 23, 22, 21, 20, 19, 18,16 Max Grav All reactions 250 Ib or less at joint(s) 2, 25, 26, 27, 28, 29, 30, 31, 23, 22, 21, 20, 19, 18, 16 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (15) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2ps1; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 26, 27, 28, 29, 30, 31, 23, 22, 21, 20, 19, 18, 16. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 16. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. liven in feet -inches -sixteenths (FFIISS) format. Job Truss 1 ruSs 1 ype Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 n _ Dt Common Supported Gable 1 1 Job Reference (optional) ./ Tn-County Truss, Sumner WA /Eugene OR /Burlington LOAD CASE(S) Standard 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Oct 14 13:37:22 2014 Page 2 ID:6ARBMUEofnhYgHWCZtPYkhZDJ?M-ZHp62SxkaAyATBC8ZdCLyvkC5fgEGS8?GNHT3ky STx Job Truss I russ Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 D2 Common 2 1 Job Reference (optional) �1 d ./ Tn-County Truss Sumner WA ugene OR / Burlington -1.0-0 7-6-14 1-0-01 7-6-14 I 3x6 i 354 = 9-10-10 9-10-10 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:23 2014 Page 1 ID:6ARBMUEofnhYgHWCztPYkhzDJ?M-RTNUGoyMLU514LnL6KjaU6G8H3rN?H68V1I bByTSTw 14.6.0 i 21.5-2 29-0-0 39-0.0 6-11-2 6.11-2 7-6.14 �1-0-0 Plate Offsets (X,Y):[2:0-3-0,0-1-8],[6:0-3-0,0-1-8],[8:0-1-12,0-1-8],]10:0-1-12,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.99 BC 0.74 WB 0.20 (Matrix) 455 = 4 3x6 = 19-1-6 9-2-13 3x4 = DEFL in (loc) 1/defl Vert(LL) -0.31 8-10 >999 Vert(TL) -0.57 6-8 >598 Horz(TL) 0.11 6 n/a L/d 360 240 n/a Scale = 1:49.2 3x6 29-0-0 9-10-10 PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 `Except* W1: 2x4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 2=1223/0-5-8 (min. 0-2-0), 6=1223/0-5-8 (min. 0-2-0) Max Horz 2=-77(LC 15) Max Uplift2=-105(LC 10), 6=-105(LC 11) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2306/184, 3-11=-1998/145, 4-11=-1897/168, 4-12=-1897/168, 5-12=-1998/145, 5-6=-2306/184 BOT CHORD 2-10=-182/2040, 10-13=-37/1350, 9-13=-37/1350, 8-9=-37/1350, 6-8=-105/2040 WEBS 4-8=-71/735, 5-8=-550/168, 4-10=-71/735, 3-10=-550/168 NOTES (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=105, 6=105. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Job Truss 1 rus9 Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 E1 GABLE 1 1 Job Reference (optional) e Truss UO./ Tn-County Truss, Sumner WA / Eugene OR / Budington -I1-0-p 7-6-3 1-0- 7-6-3 14-4-10 6-1 0-6 I 7.510 s Jan 202014 MiTek IndusVies, Inc. Tue Oct 14 13:37:28 2014 Page 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-oRANJV0VA0jJB6fMJIBA_3y4VdgowtllkoGOyTSTr 21-3-0 1 28-1-6 I 34-11-13 1 42-6.0 6 0 6.10.6 6.10.6 6.10-6 7-6-3 3x4 11 3x8 3x8 5x5 = 5.003j 3x8 3x8 6 5x16 Sx9 — 3x6 % 3x5 3x4 5 3x5 3x5 ST2 3x5 ST1 5x12 = 3x4 = 5x8 = 3x4 5x5 11 18 4x4 = 2x4 11 78 3x8 3x8 ST14 4x5 3x4 9 10 3x8 17 51 16 52 15 4x4 = 4x8 = 3x4 = 5x5 = ta4 Scale = 1:91.1 1 8-10-11 I 17-1-9 I 25-4-7 33-7-5 42-6-0 8-10-11 8-2-14 8-2-14 8-2-14 8-10-11 Plate Offsets (X,Y): [2:0-4-12,0-3-4], [3:0-3-14,Edge], [5:0-5-0,0-2-8], [6:0-1-12,0-1-81, [7:0-1 -9,0-1 -8], [8:0-2-4,0-1-8], [9:0-2-4,0-2-0], [10:0-1-12,0-1-8], [13:0-3-9,Edge], [18:0-1-12 0-2-01, [19:0-4-0,0-0-8], [20:0-0-12,0-2-0], [41:0-1-10,0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.74 BC 0.93 WB 0.83 (Matrix) DEFL in (loc) I/defl Vert(LL)-0.3215-17 >999 Vert(TL)-0.6117-18 >830 Horz(TL) 0.25 13 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 291 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.1 &Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except` W4,W1: 2x4 HF Stud, W8,W7,W5,W3: 2x6 HF No.2 OTHERS 2x4 HF Stud BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 13=1766/0-5-8 (min. 0-2-15), 2=1760/0-3-8 (min. 0-2-14) Max Horz 2= 111(LC 11) Max Upliftl3=-147(LC 11), 2=-146(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - Al! forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 3783/285, 3-4=-3601/282, 4-5=-3524/303, 5-50=-2698/200, 6-50=-2680/225, 6-7=-2509/229, 7-8=-2430/198, 8-9=-2597/196, 9-10=-2647/211, 10-11=-3377/300, 11-12=-3469/277,12-13=-3670/278 BOT CHORD 2-21=-311/3443, 20-21=-193/2783, 19-20=-193/2783, 18-19=-210/2717, 17-18=-73/2024, 17-51=-65/2654, 16-51=-65/2654, 16-52=-65/2654, 15-52=-65/2654, 13-15=-191/3289 WEBS 7-22=-78/930, 17-22=-78/930, 10-17=-800/157, 10-15=-93/688, 12-15=-411/151, 18-23=-135/1033, 7-23=-136/1050, 5-24=-937/205, 18-24=-942/201, 5-21=-88/704, 3-21=-459/144 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-15. 1 Brace at Jt(s): 22, 23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Job Truss Truss 1 ype Qty PIy EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 Et GABLE 1 1 _ Job Reference (optional) russ Co./ Tn-County Truss Sumner WA / Eugene OR / Burlington 7.510 s Jan 202014 MTek Industries, Inc. Tue Oct 14 13:37:29 2014 Page 2 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-GdklWrl 7xKrAoGEVTbq_kN WEiTrsPrml tyTLpgyTSTq NOTES (13) 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 13=147, 2=146. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job 1 russ I cuss 1 ype Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV S8408316 E2 COMMON 13 1 Job Reference (optional) russ Co./ Tn-County Truss Sumner WA /Eugene OR / Burlington 1-0-Q 7-6-3 -0 7-6-3 1.5x4 \\ 3 1 2_ e oV� 3x9 = 14-4-10 6.10-6 3x6 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:31 2014 Pa e 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-CosWxX2NTx5u2zOta0tSpocW PHXOtIsKLGyStjyTsTo 21-3-0 28-1-6 34-11.13 42-6.0 3-6-Q 6.10-6 6-10-6 6-10-6 7-6-3 5x5 = 5.00 12 3x4 ` 518 17 20 16 21 15 22 3x4 = 4x8 = 4x4 = 19 3x4 7 3x6 8 23 14 24 13 25 12 4x4 = 4x8 = Scale = 1:70.8 1.5x4 / 9 10 11 3x9 = 3x4 = 8-10-11 i 17-1-9 i 25-4-7 33-7-5 42-6-0 8-10-11 8-2-14 8-2-14 8-2-14 8-10-11 Plate Offsets (X,Y): [2:0-5-2,0-1-8], [5:0-1-12,0-1-8], [7:0-1-12,0-1-8], [10:0-5-2,0-1-8], [12:0-1-12,0-1-8], [14:0-1-12,0-2-0], [15:0-1-12,0-2-0], [17:0-1-12,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.92 BC 0.95 W B 0.79 (Matrix) DEFL in (loc) I/defl Vert(LL)-0.3814-15 >999 Vert(TL)-0.7314-15 >694 Horz(TL) 0.25 10 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 178 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.1 &Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W3,W1: 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (Ib/size) 2=1760/0-3-8 (min. 0-2-14), 10=1766/0-5-8 (min. 0-2-15) Max Horz 2=-111(LC 15) Max Uplift2=-146(LC 10), 10=-147(LC 11) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3696/280, 3-4=-3494/278,4-5=-3336/301, 5-18=-2655/213,6-18=-2647/238, 6-19=-2643/237, 7-19=-2651/212, 7-8=-3308/298, 8-9=-3467/275, 9-10= 3667/277 BOT CHORD 2-17=-303/3318, 17-20=-180/2668, 16-20=-180/2668, 16-21=-180/2668, 15-21=-180/2668, 15-22=-50/2003, 22-23=-50/2003, 14-23=-50/2003, 14-24=-68/2661, 13-24=-68/2661, 13-25=-68/2661, 12-25=-68/2661, 10-12=-189/3286 WEBS 6-14=-117/979, 7-14=-854/193, 7-12=-88/680, 9-12=-402/147, 6-15=-118/988, 5-15=-863/194, 5-17=-90/705, 3-17=-421/149 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=146, 10=147. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss truss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 E3 Common 6 1 Job Reference (optional) di 0 ./ Tn-County Truss Sumner WA /Eugene OR / Budington 11-0-9 7-6-3 14-4-10 1.0.0 7-6-3 6-10-6 1.5x4 \\ _ 3 - c' W4 5.00 12 354 5 17 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:33 2014 Page 1 I D:6ARBMUEof nhYgH WCZtPYkhZDJ?M-8OZGMC4d_ZLCHIYGiRvwuDhsf5BOLfBcoaRZybyTSTm 21-3.0 i 28-1.6 34-11-13 42-6.0 6-10.6 6.10-6 6.10.6 7-6-3 555 = 6 18 354 7 3x6 8 ,w1 1.5x4 // 9 Scale = 1:70.6 10 359 = 16 19 15 20 14 21 354 = 4x8 = 4x4 = 22 13 23 12 24 11 4x4 = 4x8 = 3x4 = 8-10-11 17-1-9 21-3-0 25-4-7 i 33-7-5 42-6-0 8-10-11 8-2-14 4-1-7 4-1-7 8-2-14 8-10-11 Plate Offsets (X,Y): [2:0-5-2,0-1-8], [5:0-1-12,0-1-81, [7:0-1-12,0-1-8], [10:0-5-2,0-1-8], [11:0-1-12,0-1-8], [13:0-1-12,0-2-0], [14:0-1-12,0-2-01, [16:0-1-12,0-1-8] LOADING (psf) TCLL 25.0 PLATES GRIP (Roof Snow=25.0) MT20 185/148 TCDL 8.0 BCLL 0.0 BCDL 7.0 3x6 4 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.94 BC 0.99 W B 0.80 (Matrix) DEFL in (loc) 1/dell Vert(LL)-0.3913-14 >999 Vert(TL)-0.7413-14 >681 Horz(TL) 0.25 10 n/a L/d 360 240 n/a 3x9 = Weight: 177 Ib FT = 16% Iv 0 LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W3,W1: 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (Ib/size) 10=1691/Mechanical, 2=1768/0-3-8 (min. 0-2-15) Max Horz 2=115(LC 10) Max Uplift10=-130(LC 11), 2=-146(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3716/280, 3-4=-3514/278, 4-5=-3355/301, 5-17=-2675/213, 6-17=-2662/239, 6-18=-2672/240, 7-1 8=-2680/21 5, 7-8=-3392/307, 8-9=-3550/284, 9-10=-3755/286 BOT CHORD 2-16=-308/3337, 16-19=-185/2687, 15-19=-185/2687, 15-20=-185/2687, 14-20=-185/2687, 14-21=-55/2021, 21-22=-55/2021, 13-22=-55/2021, 13-23=-81 /2696, 12-23=-81 /2696, 12-24=-81/2696, 11-24=-81/2696, 10-11=-209/3379 WEBS 6-13=-119/999, 7-13=-875/195, 7-11=-95/739, 9-11=-444/152, 6-14=-118/979, 5-14=-853/194, 5-16=-90/704, 3-16=-421/149 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2ps1; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=130, 2=146. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) p"Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design 01 this truss. liven in feet -inches -sixteenths (FFIISS) format. Job t runs Truss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV S8408316 E3 Common 6 1 Job Reference (optional) ./ Tn-County Truss Sumner WA /Eugene OR /Burlington LOAD CASE(S) Standard 7.510 s Jan 202014 F Tek Industries, Inc. Tue Oct 14 13:37:33 2014 Page 2 I D:6ARBMUEofnhYgH WCztPYkhzDJ?M-8OzGMC4d_zLCHtYGinvwuDhsf5BoLfBcoaRzybyTSTm Job truss I russ Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 E4 SCISSORS 11 1 _ Job Reference (optional) russ 00./ Tn-County Truss Sumner WA /Eugene OK! Budington 1.0-Q 7-6-0 -0- 7-8-0 4x10 = 14-5-8 6-9-8 15 14 5x8 MT18H = 2x4 11 1 2.00 12 7.510 s Jan 202014 MTek Industries, Inc. Tue Oct 14 13:37:34 2014 Page 1 ID:6ARBMUEofnhYgHWCztPYkhzDJ?M-dbXeaY4GIsTTv17SG8Q9RRD45Uf748ym1 EB6U2yTSTl 21-3-0 1 28.0.8 34-10-0 1 42.6.0 1 6-9-8 6-9-8 6-9-8 7-8-0 5x6 = 1 7-8-0 1 14-5-8 1 21-3-0 i 28-0-8 7-8-0 6-9-8 6-9-8 6-9-8 Plate Offsets (X,Y):12:0-1-9,0-0-61,[3:0-2-4,0-3-41,17:0-2-4,0-3-41,[8:0-1-9,0-0-61,112:0-4-0,0-3-121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.77 BC 0.47 WB 0.64 (Matrix) 454 DEFL in (loc) I/defl Vert(LL) -0.51 12 >989 Vert(TL)-0.9811-12 >516 Horz(TL) 0.52 8 n/a 5x10 MT18H 10 9 5x8 MT18H= 2x4 11 34-10-0 6-9-8 L/d 360 240 n/a 1 42-6-0 7-8-0 PLATES MT20 MT18H Scale = 1:72.3 4x10 = GRIP 220/195 220/195 Weight: 237 Ib FT = 16% I. 0 LUMBER TOP CHORD 2x6 DF 2400F 2.OE *Except* T1,T3: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=1687/Mechanical, 2=1771/0-5-8 (min. 0-2-15) Max Horz 2=115(LC 14) Max Uplift8=-131(LC 11), 2=-147(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6098/477, 3-4=-5007/354, 4-16=-3799/191, 5-16=-3787/216, 5-6=-3798/231, 6-7=-5039/285, 7-8=-6219/423 BOT CHORD 2-15=-499/5622, 14-15=-507/5604, 13-14=-499/5618, 12-13=-302/4613, 11-12=-131/4642, 10-11=-343/5740, 9-10=-351/5726, 8-9=-345/5747 WEBS 5-12=-85/2412, 6-12=-1421/222, 6-11=-5/455, 7-11=-1084/220, 4-12=-1364/219, 4-13=-2/442, 3-13=-992/204 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow Ioads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 8=131, 2=147. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced Conf f?1 PI1. Job Truss 1 russ 1 ype Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB406316 E4 SCISSORS 11 1 Job Reference (optional) e Truss Co./ Tri-County Truss Sumner WA / Eugene OR / Budington NOTES (13) 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:34 2014 Page 2 ID:6ARBMUEofnhYgHWCztPYkhzDJ?M-dbXeaY4GIsTTv17SG8Q9RRD45Uf748ym1 EB6U2yTSTl Job Truss Twss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV S84083/6 E5 Common Supported Gable 1 1 Job Reference (optional) e Truss CoJ Tri-County Truss, Sumner WA / Eugene OR / Builington 1 21-3-0 7.510 s Jan 20 2014MTek Industries, Inc. Tue Oct 14/3:37:37 2014 Page 1 ID:6ARBMUEotnhYgHWCztPYkhzDJ?M-1 ADnCa782nr2mUr1 xG_s23rlvioRHbRCjCPm5NyTST 42-6-0 43.6-0 355 = 21-3-0 5.00 Fi2 5x5 = 13 14 21-3-0 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6 = 42-6-0 3x6 = Scale =1:71.6 355 = 42-6-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 cSl TC 0.09 BC 0.05 WB 0.27 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.00 24 n/r 120 Vert(TL) 0.00 25 n/r 90 Horz(TL) 0.01 24 n/a n/a PLATES GRIP MT20 _ 185/148 Weight: 210 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* ST10,ST9: 2x4 HF No.2 BRACING TOP CHORD BOT CHORD WEBS REACTIONS All bearings 42-6-0. (Ib) - Max Horz2=-111(LC 11) Max Uplift All uplift 100 Ib or tess at joint(s) 2, 37, 38, 39, 41, 42, 43, 44, 45, 46, 35, 34, 33, 31, 30, 29, 28, 27, 26,24 Max Grav All reactions 250Ib or less atjoint(s) 2, 36, 37, 38, 39, 41, 42, 43, 44, 45, 46, 35, 34, 33, 31, 30, 29, 28, 27, 26, 24 Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 10-0-00c bracing. 1 Row at midpt 13-36 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (ID) or less except when shown. NOTES (14) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2ps1; h=2511; Cat. il; Exp B; enclosed; MWFRS (envetope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normat to the face), see Standard Industry Gable End Details as appticabte, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof tive load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.opsf on the bottom chord in alt areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 37, 38, 39, 41, 42, 43, 44, 45, 46, 35, 34, 33, 31, 30, 29, 28, 27, 26, 24. 12) This truss is designed in accordance with the 2012 tnternational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Gtt��ltl�ijij6�sjiven in feet -inches -sixteenths (FFIISS) format. Job Truss 1 fuss I ype Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 E5 Common Supported Gable 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss Sumner WA / Eugene OR / Burlington LOAD CASE(S) Standard 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 1413:37:38 2014 Page 2 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-VMn9Pw8mp5_vNeQDV_V5bHOwf67g02hMys9KdpyTSTh Job I russ Truss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 F1 MONO TRUSS 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss Sumner WA / Eugene OR / Burlington 4-4-9 7.510 s Jan 202014 MTek Industries, Inc. Tue Oct 14 13:37:39 2014 Page 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-zYLXdG8OaP61?o?Q2hOK8Ux3u VHNIUhVAWut9FyTSTg 8.0.0 3x4 4-4-9 4-4-9 2x4 11 3-7-7 8-0-0 1.5x4 II 3 4 4x4 = 4-4-9 3-7-7 I Scale=1:25.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ` BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI TC 0.25 BC 0.79 W B 0.35 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.03 4-5 >999 360 Vert(TL) -0.06 4-5 >999 240 Horz(TL) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 1=489/0-5-8 (min. 0-1-8), 4=905/Mechanical Max Horz 1=95(LC 9) Max Upliftl=-49(LC 10), 4=-119(LC 10) Max Gravl=497(LC 16), 4=940(LC 16) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1045/105 BOT CHORD 1-5=-114/931, 5-6=-114/931, 4-6=-114/931 WEBS 2-5=-18/547, 2-4=-1046/152 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IR02012)=87mph; TCDL=4.8p5f; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=Ib) 4=119. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 6-0-12 from the left end to connect trusses) B3 (1 ply 2x6 HF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. $(t�rldard Job truss I russ Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 F1 MONO TRUSS 1 1 _ Job Reference (optional) / Tn-County Truss Sumner WA /Eugene OR / Burlington LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-14, 1-3=-66 Concentrated Loads (Ib) Vert: 6= 784(F) 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:39 2014 Page 2 I D:6ARBMUEofnhYgH WCztPYkhzDJ?M-zYLXdG8OaP61?o?Q2hoK8Ux3uVHNIUhvAWut9FyTSTg Job I russ Truss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 HRC JACK 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss Sumner WA / Eugene OR / Burlington WA -1-10-0 1.10.0 11-2-4 11-2-4 11-2-4 11-2-4 7.510 s Jan 20 2014 MiiTek Industries, Inc. Tue Oct 14 13:37:40 2014 Page 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-Rkuvgc90UEcdyaccPXZgiT9Rvpwu0SePAeQhhyTSTf 11��-0 14-5.11 17-3-10 20-1-9 I 22.11-8 2$-3-I110 0- 12 3-2-11 2-9-15 2.9.15 2-9-15 3.54112 Scje= 10.6 �o 11ii3-0 0-0=12 Plate Offsets (X,Y): [2:0-1-12,Edge], [3:0-1-8,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ` BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012f P12007 CSI TC 0.52 BC 0.00 W B 0.00 (Matrix) DEFL in (loc) 1/dell id Vert(LL) -0.37 2-3 >371 360 Vert(TL) -0.55 2-3 >250 240 Horz(TL) -0.00 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 52 Ib FT = 16% LUMBER TOP CHORD 2x4 DF 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-5-8. (Ib) - Max Horz 2=208(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7, 8 except 2=-115(LC 6), 3=-144(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 5, 8, 8, 8 except 2=505(LC 1), 3=463(LC 1), 6=281(LC 16), 7=299(LC 16) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7, 8 except (jt=Ib) 2=115, 3=144. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss TrUSS Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 J22 Jack -Open 1 1 Job Reference (optional) e Truss Co./ Tn-County Truss, Sumner WA / Eugene OR / Burlington -1-0-0 1.0.0 1 i 3x4 = 5.00 12 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:42 2014 Pa e 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-070gFHBHtKUKsFk_kpZ117ZcyjVxywxxtU7XmayTSTd 1-11-11 2-qq-0 1.11.11 0-t1-5 1-11-11 1-11-11 3 4 Scale = 1:9.5 LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.07 BC 0.03 W B 0.00 (Matrix) DEFL in (loc) 1/dell L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-5 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 6 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 2=162/0-5-8 (min. 0-1-8), 5=14/Mechanical, 3=51/Mechanical Max Horz 2=33(LC 10) Max Uplift2=-25(LC 6), 3=-19(LC 10) Max Grav2=162(LC 1), 5=33(LC 5), 3=52(LC 17) BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8p5f; BCDL=4.2ps1; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job TrUSS muss Type Qty h'ly EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB406316 J24 Jack -Open 1 1 Job Reference (optional) e Truss Co./ Tn-County Truss Sumner WA /Eugene OK / Burlington -1.0-0 1-0-0 4 c 1 i 3x4 = 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:43 2014 Page 1 I D:6ARB M U Eofn hYgH W CztPYkhz DJ?M-sJ a2SdBvedcBUPJ B HX4G I K51?7rAh NB558s410yTSTc 2-0.0 3-11-11 2-0-0 1-11-11 i 2-0-0 2-0-0 4 n a 0 N Scale = 1:14.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.24 BC 0.03 W B 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 9 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=118/Mechanical, 2=220/0-5-8 (min. 0-1-8), 4=14/Mechanical Max Horz2=55(LC 10) Max Uplift3=-42(LC 10), 2=-34(LC 10) Max Grav3=129(LC 17), 2=222(LC 17), 4=33(LC 5) BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job I ruSs Truss Type Qty EAGLE CREEK/CHAFFEUR-VERTNER RES/DV Jack -Op SB408316 The Truss Co] Tri-County Truss Sumner WA / Eugene OR / Budington WA J26 -1.0.0 1-0-0 C 3x4 = 2-0-0 2-0-0 BI 2-0-0 4 I 2-0-0 1 I-'ly 1 Job Reference (optional) 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:44 2014 Payge 1 ID:6ARBMUEofnhYgH WCZIPYkhzDJ?M-KW8QgzCXPxk25ZtNrECVrYep3 WBPQgREKocerTyTST 5-11-11 3-11-11 n v 0 u� N Scale = 1:19.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.67 BC 0.03 W B 0.00 (Matrix) DEFL in (loc) 1/def1 L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=187/Mechanical, 2=282/0-5-8 (min. 0-1-8), 4=14/Mechanical Max Horz 2=78(LC 10) Max Uplitt3=-66(LC 10), 2= 46(LC 10) Max Grav3=214(LC 17), 2=289(LC 17), 4=33(LC 5) BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.1L1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss 'SB408316 J802 The Truss Co./ Tri-County Truss Sumner WA / Eugene OR / Burlington WA -1-0-0 1-0-0 1 I 5.00 12 2 Truss type Jack -Open 1-11-11 1-11-11 T1 Ply 1 EAGLE CREEK/CHAFFEUR-VERTNER RES/DV Job Reference (optional) 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Oct 14 13:37:44 2014 Page 1 I D:6ARBMUEofnhYgH WCztPYkhzDJ?M-KW8QgzCXPxk25ztNrEcveyey2W6fQgREKocerTyTSTb 8-0-0 6-0-5 B1 3x4 = 1-10-9 8-0-0 4 1-10-9 0 v2 6-0-5 Scale=1:16.5 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ` BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.09 BC 0.33 WB 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) 0.00 2 "'" 360 Vert(TL) -0.24 2-4 >386 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=26/Mechanical, 2=220/0-5-8 (min. 0-1-8), 4=54/Mechanical Max Horz 2=32(LC 9) Max Uplift3= 16(LC 15), 2=-6(LC 5) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard .r J b Truss Truss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 J804 Jack -Open 1 1 Job Reference (optional) e Truss Co./ Tri-County Tnrss Sumner WA / Eugene OR / Burlington -1-0-0 1-0-0 1 3-11-11 3-11-11 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:45 2014 Page 1 I D:6ARBMU EofnhYgH WCztPYkhzDJ?M-oiiotJD9AFsvjjSZPy7kNIB56WRu9HhNZSLBNvyTSTa 8-0-0 4-0-5 3x4 = 3-10-9 3-10-9 3-hill 0-1 !2 8-0-0 4-0-5 4 I Scale = 1:16.5 ci 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.20 BC 0.33 WB 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) 0.00 2 "" 360 Vert(TL) -0.24 2-4 >386 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=108/Mechanical, 2=270/0-5-8 (min. 0-1-8), 4=54/Mechanical Max Horz 2=55(LC 9) Max Uplift3=-40(LC 9), 2=-11(LC 9) Max Grav3=118(LC 16), 2=273(LC 16), 4=54(LC 1) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard M Job SB408316 Truss J806 Truss Type Jack -Open Oty 1 Ply 1 EAGLE CREEK/CHAFFEUR-VERTNER RES/DV The Truss Co./ Tri-County Truss Sumner WA / Eugene OR / Burlington WA h r. a� N -1-0-0 1.0.0 I 3x4 = 5-11-11 5-11-11 5-10-9 Job Reference (optional) 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:46 2014 Page 1 ID:6ARBMUEofnhYgHWCztPYkhzDJ?M-GuGB5fEnxY_mLtl mzfezwzjATKn7ujxXn65IvLyTSTZ 8-0-0 2-0-5 B1 8-0-0 4 5-10-9 012 2-0-5 Scale = 1:18.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.61 BC 0.33 W B 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) 0.00 2 '"" 360 Vert(TL) -0.24 2-4 >386 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=179/Mechanical, 2=331/0-5-8 (min. 0-1-8), 4=54/Mechanical Max Horz 2=78(LC 9) Max Uplift3=-64(LC 9), 2=-23(LC 9) Max Grav3=205(LC 16), 2=339(LC 16), 4=54(LC 1) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard pSB408316 l russ J808 Truss Type Ply 1 EAGLE CREEI(/CHAFFEUR-VERTNER RES/DV Jack -Open The Truss Co./ Tri-County Truss Sumner WA / Eugene OR / Burlington WA I -1-0.0 1-0-0 3x4 = Job Reference (optional) 7.510 s Jan 202014 MiTek Industries, Inc. Tue Oct 14 13:37:46 2014 Pagge 1 I D:6ARBMU EofnhVq H WCztPYkhzDJ?M-GuGB5fEnxY_mLt1 mzfezwzj6EKn7ujxXn65IvLyT 5TZ 7-11-11 8-pp-0 7-11-11 atl-s 7-11-11 7-11-11 4 8-0-0 0-&5 I`? Scale = 1:23.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.88 BC 0.33 W B 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) 0.00 2 """ 360 Vert(TL) -0.24 2-4 >386 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 23 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.1 &Btr BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=247/Mechanical, 2=395/0-5-8 (min. 0-1-8), 4=54/Mechanical Max Horz 2=101(LC 9) Max Uplift3=-88(LC 9), 2=-36(LC 9) Max Grav3=293(LC 16), 2=407(LC 16), 4=54(LC 1) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8p5f; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.1t1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard d' Job Truss Truss Type Qty Ply EAGLE CREEK/CHAFFEUR-VERTNER RES/DV SB408316 J810 Jack -Open 1 1 Job Reference (optional) e Truss CoJ Tn-County Truss, Sumner W A /Eugene OR / Burlington WA 7.510 s Jan 202014 MiTek IndusVies, Inc. Tue Oct 14 13:37:47 2014 Pagge 1 ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-k5gZ1?EPhs6dy1 cyWN9CSAGG7k7MdAAg0mgIRoyTSTY -1-0-0 8-0.0 9.11.11 1-0-0 8-0-0 I 1-11-11 3x4 = 5.00 12 B1 8-0-0 6 8-0-0 N V Scale = 1:27.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ` BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012fTPI2007 CSI TC 0.87 BC 0.33 WB 0.00 (Matrix) DEFL in (loc) I/deft Vert(LL) 0.00 2 Vert(TL) -0.24 2-6 >386 Horz(TL) -0.00 5 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.1 &Btr BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings Mechanical except (jt=length) 2=0-5-8, 6=Mechanical, 3=0-1-8, 4=0-3-0. (Ib) - Max Horz 2=124(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 3, 4 Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=406(LC 16), 3=326(LC 16) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 3, 4. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 'r0�' ` LSB408316 Truss J812 Truss Type JadaOpen The Truss Co./ Tri-County Truss Sumner WA / Eugene OR / Burlington WA :- -1.0-0 1-0-0 3x4 = 4 JQty [ PTy EAGLE CREEK/CHAFFEUR-VERTNER RES/DV 1 1 Job Reference (optional) 7.510 s Jan 20 20141NTek Industries, Inc. Tue Oct 14 13:37:48 2014 Page 1 J ID:6ARBMUEofnhYgH WCztPYkhzDJ?M-CHNxWLF2SAEUaAB844gR?OpRR8TMIQgFQar_EyT5TX 8-0-0 11-11.11 8.0.0 3-11-11 ~ 8-0-0 8-0-0 6 i Scale: 3/8'=1' LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d Plates Increase 1.15 TC 0.84 Vert(LL) 0.00 2 "" 360 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.24 2-6 >386 240 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a Code IRC2012/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr BOT CHORD 2x4 HF No.2 BRACING TOP CHORD BOT CHORD REACTIONS All bearings Mechanical except (jt=length) 2=0-5-8, 6=Mechanical, 3=0-1-8, 4=0-3-0. (Ib) - Max Horz 2=147(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 3, 4 Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=401(LC 16), 3=303(LC 16) PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 16% Structural wood sheathing directly applied or 2-4-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (13) 1) Wind: ASCE 7-10; Vult=1 lomph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard e C©Y 2012 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: EAGLE CREEK L&D PLAN: CHAFFEUR VERNTER RESIDENCE SITE CRITERIA DESIGN ROOFSNOW LOAD WIND SPEED (MPH) WIND EXPOSURE (IBC) SEISMIC DESIGN CATEGORY SOIL PROFILE RISK CATEGORY 30 PSF 110 MPH B D D II SLOPE PER OWNER SPECIALSITE CONDITIONS PER OWNER GEOTECH REPORT PER OWNER SEISMIC SPECTRAL RESPONSE Si SEISMIC SPECTRAL RESPONSE Ss MULTIPLE SITES <15% NONE NONE 0.544g 1.458g NO John Hodge, PE 2615JahnAve N.W. -- _� SuIteE6 Gig Harbor,WA 98335 Phone: (253) 857-7055 Fax (253) 857-7599 PROJECT NUMBER 14.0592 DATE 0.22.14 CQD� CDMP �D GE A�'pRDy �qRR 18 2015 �,,, j1 of Tukwila gU1tLD�NG DtVt�tON SITE: 164XX 53R1) PL S TUKWILLA, WA 98188 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: SB408316 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY REA ELEv4TION RECEIVED CITY OF TUKWILA NOV 0 7 2014 PERNIaT CENTER ORIGINAL STAMP MUST BE RED TO BE VALID ,�� k� \\ \\ \\ r\ 3� �rr 4 2Qt4 � I � II emu ENGREERMG. wc. T ACCEPT FOR PERI'91 wLE66 M ORK+n+AL RED eEa. DO NOT ACCEPT COPY Hodge engineering inc. 2012 IBC Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering or lateral and gravity load engineering as noted in the engineering scope. Where gravity load engineering (foundation, beam, post, etc.) has been completed by others Hodge Engineering recommended that the engineering be completed by a licensed engineer. However, Hodge Engineering was not contracted for gravity load engineering in these cases. All engineeredioad bearing structural members are shown on the full size engineering s1 eets. The enclosed engineering calculations document the analysis used. The engineering calculations are not,required to be referenced for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2012 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering or lateral and gravity load engineering. 'LATERAL ENGINEERING:+Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-10, applying these loads to the structure, and determining th'e'design of the lateral structural elements to resist these loads. These structural.elements are sheathing, nailing, holdowns, and connections between loaded members and Ash ar^resisting elements. Lateral load modeling was completed with Wood Works Design Office 10 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-10 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-10 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-10 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2012 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Loads to the foundation or soil have reinforced footings where required. 2 of 39 1 } 5530 it of SeaTac �- Goole earth miles km i5) 2014 Google - j 0 L; d ; Q,rillia .� s i 50th st - 1 • co 2 4 3 of 39 { 4 Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45467°N, 122.26639°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III I Smi I 5400m Whrt'� Ce ter pVes hon TRAMP HARBOR t 1 mapquest USGS-Provided Output SS = 1.458 g S1 = 0.544 g SMS = 1.458 g SM1 = 0.815 g Sqt Et Renton , OHighlanda tB9 AM ERICA ®20141 @ MapQuest Sos = 0.972 g Sol = 0.544 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.65 1.10 1.50 1.00 1.35 0.50 1.20 0.20 1.05 0.70 y 0.50 C� 0.60 {n 0.75 0.50 0.60 0.40 0.45 0.30 0.30 0.20 0.15 0.10 0.00 0.04 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.60 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 4 of 39 Home About This Site Lat/Long Finder Related Resources Sponsors About ATC Contact Search Results Latitude: 47.4547 Longitude:-122.2664 ASCE 7-10 Wind Speeds (3-sec peak gust MPH*): Risk CategoryI: 100 Risk Category II: 110 Risk Category IU-IV: 115 MRI** 10 Year: 72 MRI** 25 Year: 79 MRI** 50 Year: 85 MRI** 100 Year: 91 ASCE 7-05: 85 ASCE 7-93: 70 'MPH( vWs per hour) "MRI an Recurrence hterval(years) Users should consull w ith local bu�dng officials to determine if there are cormunily-specific wind speed requirements that govern. Download a PDF of your results n 0 Print your results Canada Alberta E>tti�r Colurtrba [6menlon Saskatchewan CWlor+ry V Vinc�^�-r Wae,rngton Montana Da of Soutl Dakol tkngnn �ttXj Wyoming Nebr Nevede United Sta Utah Colorado K. California o Las Vegas Los Angeles ,Map data 2014 Gou9le, INEGI WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the goveming building code bodies responsible for building code approval and interpretation for the building site(s) described by IatitudeIIongitude location in the wind speed report. 5 of 39 4 Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 1 of 1 C&C28.7/35.5 ti 1 28€ 1 IM A6 3646 ti B-1 WoodWorks® Shearwalls 10.23 C&C28.7/35.5 D-.1................. 9S M . �6 i C&C28.7/35.5 SOS Oz C28.7/3 6 S� v0 0' 5' 10' 15' 20' — Factored shearline force (Ibs) Factored holddown force (Ibs) • C Compression force exists ■ Vertical element required Loads Shown: W; Forces: 0.6W + 0.60. M M 11 2� E-1 2'�6 N� d' U D-2 U 623 C&C28.7/35.5 616 C&C28.7/35.5 Oct. 9, 2014 15:16:37 22�0 2�90 M r ('1 U u) A-1 C.7/35.5'60 C-2 55' 50' O 45' —awn 289 2'9 40' 3646 Mi 616 ca Mi C&C28.7/35.5 35' 30' 25' 20' 15' 10' 5' h 0' 7 9 -5' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' wi -HI Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) Orange = Selected wall(s) Red = I 6 of 39 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.23 LATERAL ANALYSIS.wsw Project Information TTIN Oct. 9, 201415:16:43 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F 19% 10% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 - 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... Wind Seismic Never Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: wall capacity Design Shearwall Force/Length: Based on wall rigidity/length ITE INFORMATION Wind ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Seismic Equivalent Lateral Force Procedure Design Wind Speed llomph Exposure Exposure C Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category 11 - All others Regular Bearing Wall D D Topographic Information [ft] Shape Height Length - - - Site Location: - Spectral Response Acceleration S1:0.540g Ss:1.460g Fundamental Period T Used ApproximateTa Maximum T E-W 0.095s 0.095s 0.133s N-S 0.095s 0.095s 0.133s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E-W loads N-S loads Eccentricity (%) 15 15 Loaded at 75% Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 1 7 of 39 Woodworks® Shearwalls LATERAL ANALYSIS.wsw Oct. 9, 201415:16:43 Structural Data STORY INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Hold-down Length subject to shrinkage [in] Bolt length (in] Ceiling Levell Foundation 10.83 2.83 2.00 0.0 10.0 8.00 13.8 14.5 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang (ft] BIOck1 1 Story E-W Ridge Location X,Y = 6.50 -0. 75 North Side 22.6 1.00 Extent X,Y = 60.00 43.00 South Side 22.6 1.00 Ridge Y Location, Offset 20.75 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 19.79 8.96 West Gable 90.0 1.00 Block 2 1 Story E-W Ridge Location X,Y = 0.00 14.25 North Side 22.6 1.00 Extent X,Y = 7.25 28.25 South Side 22.6 1.00 Ridge Y Location, Offset 28.38 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 16.72 5.89 West Gable 90.0 1.00 Block 3 1 Story N-S Ridge Location X,Y = 10.50 42.25 North Gable 90.0 1.00 Extent X,Y = 32.50 8.50 South Joined 157.4 1.00 Ridge X Location, Offset 26.75 0.00 East Side 22.6 1.00 Ridge Elevation, Height 17.60 6.77 West Side 22.6 1.00 2 8 of 39 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Oct. 9, 201415:16:43 ING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv Ibs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 2 Ext Ext Struct Sh OSB Struct Sh OSB 24/16 24/16 7/16 7/16 - - 3 3 Vert Vert 83500 83500 8d 8d Nail Nail N N 6 4 12 12 Y Y 1,3 1,2,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof— roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-3/4" (gypsum sheathing, 25/32" fiberboard), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8'; 6d = .092" x 1-7/8'° 8d = .113" x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df — Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. MING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi"6 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 9 of 39 Woodworks® Shearwalls LATERAL ANALYSIS.wsw Oct. 9, 201415:16:43 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X [1t] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 1 Line 1 Seg 1 -0.25 14.00 42.75 28.75 22.75 22.75 8.00 Wall 1-1 Seg 1 -0.25 14.00 42.75 28.75 22.75 22.75 - Opening 1 - - 18.75 24.75 6.00 - - 8.00 Line 2 Level 1 Line 2 NSW 10.00 42.75 49.00 6.25 0.00 0.00 8.00 Wall 2-1 NSW 10.00 42.75 49.00 6.25 0.00 0.00 - Line 3 Level 1 Line 3 NSW 21.00 -0.25 49.00 49.25 0.00 0.00 8.00 Wall 3-1 NSW 21.00 -0.25 14.00 14.25 0.00 0.00 - Opening 1 - - 4.00 10.00 6.00 - - 8.00 Wall 3-2 NSW 22.75 47.00 49.00 2.00 0.00 0.00 - Line 4 Level 1 Line 4 NSW 30.00 47.00 51.75 4.75 0.00 0.00 8.00 Wall 4-1 NSW 30.00 47.00 51.75 4.75 0.00 0.00 - Line 5 Level 1 Line 5 Seg 1 43.36 -0.25 51.75 52.00 21.00 21.00 8.00 Wall 5-1 Seg 1 43.25 19.50 31.50 12.00 12.00 12.00 - Wall 5-2 Seg 1 43.50 42.75 51.75 9.00 9.00 9.00 - Line 6 Level 1 Line 6 Seg 1 66.50 -0.25 42.75 43.00 43.00 43.00 8.00 Wall 6-1 Seg 1 66.50 -0.25 42.75 43.00 43.00 43.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End [ft] Wind Seismic [ft] Line A Level 1 Line A Seg 1 -0.25 21.00 66.50 45.50 29.50 29.50 8.00 Wall A-1 Seg 1 -0.25 21.00 66.50 45.50 29.50 29.50 - Opening 1 - - 23.00 27.00 4.00 - - 8.00 Opening 2 - - 35.50 39.50 4.00 - - 8.00 Opening 3 - - 42.50 48.50 6.00 - - 8.00 Line B Level 1 Line B Seg 1" 14.00 -0.25 66.50 66.75 14.75 14.75 8.00 Wall B-1 Seg 1" 14.00 -0.25 21.00 21.25 14.75 14.75 - Opening 1 - - 6.75 13.25 6.50 - - 8.00 Line C Level 1 Line C Seg 2" 42.75 -0.25 66.50 66.75 11.00 11.00 8.00 Wall C-2 Seg 2" 42.75 43.50 66.50 23.00 7.00 7.00 - Opening 1 - - 46.50 62.50 16.00 - - 8.00 Wall C-1 Seg 2" 42.75 -0.25 10.00 10.25 4.00 4.00 - Opening 1 - - 1.00 6.00 5.00 - - 8.00 Line D Level 1 Line D Seg 1 48.27 10.00 43.50 33.50 6.75 6.75 8.00 Wall D-2 Seg 1 47.00 22.75 30.00 7.25 0.00 0.00 - Opening 1 - - 23.50 30.00 6.50 - - 8.00 Wall D-1 Seg 1 49.00 10.00 22.75 12.75 6.75 6.75 - Opening 1 - - 13.25 19.25 6.00 - - 8.00 Line E Level 1 Line E Seg 1 51.75 30.00 43.50 13.50 7.50 7.50 8.00 Wall E-1 Seg 1 51.75 30.00 43.50 13.50 7.50 7.50 - Opening 1 - - 33.25 39.25 6.00 - - 8.00 Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of full -height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 4 10 of 39 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Oct. 9, 201415:16:43 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads HEAR RESULTS N-S Shearlines W Gp For Dir HIW-Cub Int Ext ASD Shear Force [plf] V [Ibs] vmax v Int Allowable Shear (pit] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 1 Ln1, Levi 1 S->N 1.0 3357 147.6 147.6 339 1.00 S 339 7701 0.44 1 N->S 1.0 3501 153.9 153.9 339 1.00 S 339 7701 0.45 Line 5 Ln5, Levi 1 S->N 1.0 5209 - 248.1 339 1.00 S 339 7109 0.73 1 N->S 1.0 5443 - 259.2 339 1.00 S 339 7109 0.77 Wall 5-1 1 S->N 1.0 2977 248.1 248.1 339 1.00 339 4062 0.73 1 N->S 1.0 3110 259.2 259.2 339 1.00 339 4062 0.77 Wall 5-2 1 S->N 1.0 2232 248.1 248.1 339 1.00 339 3047 0.73 1 N->S 1.0 2333 259.2 259.2 339 1.00 339 3047 0.77 Line 6 Ln6, Levi 1 Both 1.0 1753 40.8 40.8 339 1.00 S 339 14556 0.12 E-W W For HIW-Cub ASD Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax v Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 1.0 616 20.9 20.9 339 1.00 S 339 9986 0.06 Line B LnB, Levi 1 Both 1.0 3646 247.2 247.2 339 1.00 S 339 4993 0.73 Line C LnC, Levl 2 Both 1.0 2887 - 262.4 495 1.00 S 495 5442 0.53 Wall C-2 2 Both 1.0 1837 262.4 262.4 495 1.00 495 3463 0.53 Wall C-1 2 Both 1.0 1378 262.4 262.4 495 1.00 495 1979 0.53 Line D LnD, Levi 1 Both 1.0 623 - 92.4 339 1.00 S 339 2285 0.27 Wall D-2 1 Both 1.0 0 339 1.00 339 - - Wall D-1 1 Both 1.0 623 92.4 92.4 339 1.00 339 2285 0.27 Line E LnE, Levl 1 Both 1.0 207 27.6 27.6 339 1.00 S 339 2539 0.08 Legend: Unless otherwise noted, he value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. 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. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, 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 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. "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. 5 11 of 39 Woodworks® Shearwalls LATERAL ANALYSIS.wsw Oct. 9, 201415:16:43 Flexible Diaphragm Seismic Design EISMIC INFORMATION Level Mass Area [Ibs] [sq.ft] Story Shear [Ibsj E-W N-S Diaphragm Force Fpx [Ibs) E-W N-S 1 All 65277 2799.4 65277 - 9775 9775 9775 9775 12707 12707 - - 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 Sheanaalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.97; Ev = 0.195 D unfactored; 0.136 D factored; total dead load factor: 0.6 - 0.136 = 0.464 tension, 1.0 + 0.136 = 1.136 compression. 12 of 39 6 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Oct. 9, 201415:16:43 RESULTS ( flexible seismic design N-S Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [plf] V [Ibs] vmax v Int Allowable Shear [pit] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 1 Ln1, Levl 1 Both 1.0 2328 102.3 102.3 242 1.00 S 242 5501 0.42 Line 5 Ln5, Levi 1 Both 1.0 3210 - 152.9 242 1.00 S 242 5078 0.63 Wall 5-1 1 Both 1.0 1834 152.9 152.9 242 1.00 242 2902 0.63 Wall 5-2 1 Both 1.0 1376 152.9 152.9 242 1.00 242 2176 0.63 Line 6 Ln6, Levl 1 Both 1.0 1304 30.3 30.3 242 1.00 S 242 10397 0.13 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pit] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax v Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both .75 1035 35.1 35.1 181 1.00 S 181 5350 0.19 Line B LnB, Levl 1" Both 1.0 2902 196.8 196.8 242 1.00 S 242 3567 0.81 Line C LnC, Levl 2" Both 1.0 2319 - 250.8 353 1.00 S 353 3887 0.71 Wall C-2 2" Both .75 1316 188.1 188.1 265 1.00 265 1855 0.71 Wall C-1 2" Both 1.0 1316 250.8 250.8 353 1.00 353 1414 0.71 Line D LnD, Levl 1 Both .81 368 - 54.4 196 1.00 S 196 1326 0.28 Wall 13-2 1 Both 1.0 0 242 1.00 242 - - Wall D-1 1 Both .81 368 54.4 54.4 196 1.00 196 1326 0.28 Line E LnE, Levl 1 Both .81 218 29.0 29.0 196 1.00 S 196 1473 0.15 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^' means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of 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. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, 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 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. 13 of 39 i r 708 SUMMARY REPORT FORTE CHAFFENI.4TE 01: ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R2 Passed 1 Piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam R3 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R4 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R5 Passed 1 Piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam R6 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R7 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R8 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R9 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R10 Passed 1 Piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam Rll Passed 1 Piece(s) 5 1/2" x 9" 24F-V4 DF Glulam 02: MAIN FLOOR FRAMING Member Name Results Current Solution Comments M1 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 M2 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 M3 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857-7055 j esse hodgeengineeri ng. com 10/22/2014 11:02:53 AM Forte v4.6. Design Engine: V6.1.1.5 CHAFFE-1.4TE Page 1 of 15 14 of 39 + MEMBER REPORT ROOFFRAMING, R1 rl�l F T E 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 43" + 0 + 0 1j All locations are measured from the outside face of left support (or left cantilever end). AU dimensions are horizontal.;Drawing is Conceptual Design Results Actual o Location Allowed` Result LDF Load: Combination (pattern) Member Reaction (Ibs) 2213 @ 0 3281 (1.50) Passed (67%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1454 @ 8 3/4" 3502 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2351 @ 2' 1 1/2" 3438 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Deft. (in) 0.028 @ 2' 1 1/2" 0.142 Passed (1/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.043 @ 2' 1 1/2" 0.213 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): AII compression edges (top and bottom) must be braced at 4' 3" o/c unless detalled otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Support (Ibs) Accessories Total Available Requlred Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 747 1466 2213 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 747 1466 2213 None Loads Locatlon Tributary Width Dead - (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 4' 3" 23' 15.0 30.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance wlth 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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Je.ssc RoutI' y Mode LrrginUHring 12531 65(Jo55 �� jesscdfiodyr anymeerirq. Job Notes System : Wall Member Type: Header Building Use : Residential Building Code: IBC Design Methodology : ASD SUSTAINABLE" FORESTRY INITIA7IVE 10/22/2014 11.02:53 AM Forte v4.6. Design Engine: V6.1.1.5 CHAFFE--1.4TE Page 2 of 15 15 of 39 %I F 0 R T E MEMBER REPORT ROOF FRAMING, R2 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam PASSED + 0 0 Overall Length: 6' 3" + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual © Location Allowed Result LOF Load: Combinatlon (Pattern) Member Reaction (Ibs) 3254 @ 0 3413 (1.50") Passed (95%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2473 @ 9" 5333 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 5085 @ 3' 1 1/2" 7547 Passed (67%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.107 @ 3' 1 1/2" 0.208 Passed (11701) -- 1.0 D + 1.0 S (All Spans) Total Load Dell. (in) 0.161 @ 3' 1 1/2" 0.313 Passed (11465) -- 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 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 63". • 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. Appiicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Requlred Daad Snow Total 1- Trimmer - HF 1.50" 1.50" 1.50" 1098 2156 3254 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1098 2156 3254 None Loads Location Tributary Wldth Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 6' 3" 23' 15.0 30.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facllities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator i Forte Software Operator r-- Jesse Routley I -lodge Fngineering I1i'3i 85T-7o55 Jesse 2 odgeenyineenfq.com Job Notes System : Wall Member Type : Header Building Use : Residential Building Cade : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1 O/22/2014 1 102 53 AM Forte v4.6. Design Englne: V6.1 1.5 CHAFFE—l4TE Page 3 0( 15 16 of 39 IFORTE MEMBER REPORT ROOF FRAMING, R3 PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 + 0 Overall Length: 8' 3" 8' + 0 0 Alt locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual a Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 398 @ 0 3281 (1.50) Passed (12%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 327 @ 8 3/4" 3502 Passed (9%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 820 @ 4' 1 1/2" 3438 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.035 @ 4' 1 1/2" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Dell. (in) 0.057 @ 4' 1 1/2" 0.313 Passed (L/999+) -- 1.0 D + 1.0 S (Alt 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 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available 'Required Dead; Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 150 248 398 None 2 - Trimmer - 1-IF 1.50" 1.50" 1.50" 150 248 398 None Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 8' 3" 2' 15.0 30.0 Residential - Living Areas WeyerhaeuserNotes 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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator JesSO Routt 'y HodpErnaiirng i2 -3'! 857-/05Ei ! jessedihodyearalneerinG Job Notes System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/22/2014 1102:53 AM Forte v4.6. Design Engine: V6.1.1.5 CHAFFS-1.4TE Page 4 of 15 17 of 39 F O R T E MEMBER REPORT ROOF FRAMING, R4 PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 + 0 Overall Length: 53" 5' 0 X a + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1907 @ 0 3281 (1.50") Passed (58%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1377 @ 8 3/4" 3502 Passed (39%) 1.15 1.0 D + 1.0 S (AII Spans) Moment (Ft-Ibs) 2503 @ 2' 7 1/2" 3438 Passed (73%) 1.15 1.0 D + 1.0 S (All Spans) Live Load DeFl. (in) 0.046 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load DeFl. (in) 0.070 @ 2' 7 1/2" 0.262 Passed (U902) -- 1.0 D + 1.0 S (All Spans) • 0eflectlon criteria: LL (1/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculatlons are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 647 1260 1907 None 2 - Trimmer- HF 1.50" 1.50" 1.50" 647 1260 1907 None Loads Location Tributary Width Dead (0.90) Snow (1.15) Commenb 1 - Uniform (PSF) 0 to 5' 3" 16' 15.0 30.0 Residential - living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857-7055 jesse©hodgeengineenng. com System : Wall Member Type : Header Building Use: Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/22/2014 11:02:53 AM Forte v4.6. Design Engine: V6.1.1.5 CHAFF&-1.4TE Page 5 of 15 18 of 39 ( F O R T E MEMBER REPORT ROOFFRAM/NG, R5 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam PASSED + 0 Overall Length: 6' 3" 6' 1' L1 + 0 All locations are measured from the outside face of left support (or left cantilever end). API dimensions are horizontal.;Drawing is Conceptual Design Results Actual O Location Allowed Result LDF Load: Combination (Pattern) ; Member Reaction (Ibs) 3008 @ 0 3413 (1.50") Passed (88%) -- 1.0 D + 1.0 S (API Spans) Shear (Ibs) 2286 @ 9" 5333 Passed (43%) 1.15 1,0 D + 1.0 S (API Spans) Pos Moment (Ft-Ibs) 4700 @ 3' 1 1/2" 7547 Passed (62%) 1.15 1.0 D + 1.0 S (API Spans) Live Load Defl. (in) 0.099 @ 3' 1 1/2" 0.208 Passed (1)759) -- 1.0 D + 1.0 S (API Spans) Total Load Dell. (in) 0.149 @ 3' 1 1/2" 0.313 Passed (1)503) -- 1.0 D + 1.0 S (API Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 63". • 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 2005 methodology. SUppOrts Bearing Loads to Supports (Ibs) ' Accessories Total Available Required , Dead Snow Total 1 - Trimmer - HP" 1.50" 1.50" 1.50" 1016 1992 3008 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1016 1992 3008 None Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 6' 3" 21' 3" 15.0 30.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse ft•y N O )O Enair'�cern9 sse<c liodgeengin System : Wall Member Type: Header Building Use : Residential Building Code: IBC Design Methodology : ASD SUSTAINABLE FORFSTRY INITIATIVE 10/22/2014 11:02:54 AM Forte v4.6. Design Engine: V6.1.1.5 CHAFFS-7.4TE Page 6 of 15 19 of 39 F O R T E e MEMBER REPORT ROOFFRAMING, R6 /� 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 + 0 Overall Length: 6' 3" 6' 0 X EI + 0 Alt locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combinatlon (Pattem) Member Reaction (Ibs) 864 @ 0 3281(1.50") Passed (26%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 662 @ 8 3/4" 3502 Passed (19%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 1350 @ 3' 1 1/2" 3438 Passed (39%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.035 @ 3' 1 1/2" 0.208 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.053 @ 3' 1 1/2" 0.313 Passed (U999+) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (5/16"). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NOS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 301 563 864 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 301 563 864 None Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 6' 3" 6' 15.0 30.0 Residential- Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provlded by Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253) 857-7055 jes se�hodgeeng i neen ng. com PASSED System : Wall Member Type : Header Building Use : Residential Building Code: IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/22/2014 11:02:54 AM Forte v4.6. Design Engine: V6.1.1.5 CNAFFE-1.4TE Page 7 of 15 20 of 39 l F O R T E MEMBER REPORT ROOF FRAMING, R7 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 5Y + 0 + 0 a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual o Location Allowed Result LDF ,Load: Combination (Pattern) Member Reaction (Ibs) 688 @ 4" 7796 (5.50') Passed (9%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 418 @ 1' 3/4" 3502 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 716 @ 2' 8 1/2" 3438 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.011 @ 2' 8 1/2" 0.158 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.016 @ 2' 8 1/2" 0.237 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (11240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing ' loads to Supports' (Ibs) Accessories Total Available ' _Required' Dead Snow Total 1- Stud wall - HF 5.50" 5.50" 1.50" 241 447 688 Blocking 2 - Column Cap - steel 3.50" 3.50" 1.50" 226 419 645 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location ± Tributary width Dead (0.90)' Snow (1.15) Comments 1 • Uniform (PSF) 0 to 5' 3" 5' 6" 15.0 30.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator J+ss0 Rc>uti�;y 1-1od17e Ennriee;r�ry t ja<seCc�Si�oc'igearrc�¢w��nr,ylc,an, Job Notes System : Roof Member Type: Drop Beam Building Use : Residential Buliding Code: IBC Design Methodology : ASD Member Pltch: 0/12 SUSTAINABLE FORESTRY INITIATNE 10/22/2014 1t02:54 AM Forte v4.0, Design Engine: V5.1.1.5 CNAFFE'-1.4TE Page 8 of 15 21 of 39 i F 0 R T E" MEMBER REPORT ROOF FRAMING, R8 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 + 0 Overall Length: 53" 11 4' 6• + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 931 @ 4" 7796 (5.50") Passed (12%) -- 1.00 + 1.0 S (All Spans) Shear (Ibs) 566 @ 1' 3/4" 3502 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 970 @ 2' 8 1/2" 3438 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.014 @ 2' 8 1/2" 0.158 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.022 @ 2' 8 1/2" 0.237 Passed (1/999+) -- 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 braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 322 609 931 Blocking 2 - Column Cap - steel 3.50" 3.50" 1.50" 302 572 874 Blocking • Blocking Panels are assumed to cant' no loads applied directly above them and the full load Is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 5' 3" 7' 6" 15.0 30.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other wananties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Biocking 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. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Routiey Hodge Engineering (253)857-7055 jesse@hodgeengineering. corn PASSED System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 10/22/2014 11:02:55 AM Forte v4.6. Design Engine: V6.1.1.5 CHAFFE-1.4TE Page 9 of 15 22 Of 39 MEMBER REPORT ROOFFRAM/NG, R9 PASSED F O R T E 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 8' + 0 EI + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual o Location Allowed Result 4DF Load: Combinetlon (Pattens) Member Reaction (Ibs) 1428 @ 710 7656 (3.50") Passed (19%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 1333 @ 1' 3/4" 3502 Passed (38%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 3041 @ 3' 11 13/16" 3438 Passed (88%) 1.15 1.0 D + 1.0 S (All Spans) Live Load DeFl. (in) 0.113 @ 4' 5/8" 0.250 Passed (L/799) -- 1.0 D + 1.0 S (Alt Spans) Total Load DeFl. (in) 0.172 @ 4' 5/8" 0.375 Passed (1./525) -- 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 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (lbe) , Accessories Total Available Required Dead Snow Total 1 - Column - HF 5.50" 5.50" 1.50" 624 1195 1819 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 493 935 1428 Biocking • Biocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads I.ocation Tributary width Dead (0.90) Snow (1.15) Comments , 1 - Uniform (PSF) 0 to 6' 10 15.0 30.0 Roof 2 - Uniform (PSF) 6' to 8' 5' 6" 15.0 30.0 Roof Weyerhaeuser Notes; Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator ._Jese Roulf.,y Hud(le Engine�)fi 11g oe't,�,S,hor a 'nt?ina4n s�.tcm Job Notes System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 SUSTAINABIE FORESTRY INITIATIVE 10/22/2014 1102:55 AM Forte v4.6. Design Engine: V6.1.1.5 CHAFFS-1.4TE Page 10 of 15 23 of 39 IFORTE" + 0 MEMBER REPORT ROOF FRAMING, R10 1 piece(s) 5 1/2r" x 13 1/2rr 24F-V4 DF Glulam Overall Length: 166" tJ 1 a 16' 1] 1' a + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 8688 @ 1 1/2" 10725 (3.00") Passed (81%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 7240 @ 1' 4 1/2" 15085 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 34759 @ 8' 3" 38424 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.533 @ 8' 3" 0.542 Passed (L/366) -- 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.814 @ 8' 3" 0.813 Passed (L/240) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 16' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 3". • 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 2005 methodology. Supports Bearing Loads to Supports (ibs) Accessories Total Available Requlred Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 2.43" 2995 5693 8688 None 2 - Trimmer - HF 3.00" 3.00" 2.43" 2995 5693 8688 None Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 16' 6" 23' 15.0 30.0 Residential - Uving Areas Weyerhaeuser Notes Weyerhaeuser warrants that the slung 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, Biocking 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. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857.7055 jesse@hodgeenglneerstg.com PASSED System : Wall Member Type: Header Building Use: Residentlal Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/22/2014 11:02:55 AM Forte v4.6. Design Engine: V6.1.1.5 CHAFFS-1.4TE Page 11 of 15 24 of 39 MEMBER REPORT ROOF FRAMING, R11 PASSED F R T E 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam + 0 Overall Length: 15' 146- 0 + 0 AU locations are measured from the outside face of Ieft support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual Location Allowed Result LDF 'Load: Combination (Pattern) Member Reaction (Ibs) 2959 @ 1 1/2" 10725 (3.00") Passed (28%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2564 @ 1' 10057 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 10729 @ 7' 6" 17078 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.452 @ 7' 6" 0.492 Passed (U392) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.699 @ 7' 6" 0.738 Passed (1/253) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 15' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 9". • 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 2005 methodology. $upports Bearing Loads to Supports (Ibs) ' Accessories Total Available Required Dead > Snow Total 1 - Trimmer- HF 3.00" 3.00" 1.50" 1046 1913 2959 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1046 1913 2959 None Loads Location Tributary Wldth Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 15' 8' 6" 15.0 30.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product appfcation, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator sst Rtwt y No 1 e F r p ioering I_ ,3 C55 Jesse v odgeengine=ering corn Job Notes System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10122/2014 11:02:56 AM Forte v4.6. Design Engine: V6.1.1.5 CHAFFE-1.4TE Page 12 of 15 25 of 39 1 F O R T E MEMBER REPORT MAIN FLOOR FRAMING, M1 1 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 6' 10" + 0 IJ + 0 All locations are measured from the outside face of left support (or left cantilever end). AII dimensions are horizontal.;Drawing is Conceptual Deslgn Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) s Member Reaction (Ibs) 1437 @ 2" 4961 (3.50") Passed (29%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 990 @ 1' 3/4" 3885 Passed (25%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 2222 @ 3' 5" 4492 Passed (49%) 1.00 1.0 D + 1.0 L (AD Spans) Live Load Defl. (in) 0.036 @ 3' 5" 0.217 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.046 @ 3' 5" 0.325 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L1360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NOS 2005 methodology. Supports Bearing :, Loads to Supports (Ibs) Acceasorles Total Available Required Dead FllooOr Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 310 1128 1438 Blocking 2 - Stud wall - NF 3.50" 3.50" 1.50" 310 1128 1438 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the membe being designed. Tributary Dead Floor Live Loads Location width (0.90) ` (1.00) Comments 1 - Uniform (PSF) 0 to 6' 10' 8' 3" 10.0 40.0 Residential - Living Areas Weyerhaeuser; Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design cdterla 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. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jes$e Routley Hodge Engineering (253)ggi-5055 Jesse©hodgeenglne System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/22/2014 11.0256 AM Forte v4.6, Design Engine: V6.1.1.5 CHAFFE-1.4TE Page 13 of 15 26 of 39 y MEMBER REPORT MAIN FLOOR FRAMING, M2 PASSED 1� F R T E} 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 + 0 Overall Length: 8' 4" + 0 0 0 AD locations are measured from the outside face of left support (or left cantilever end). Ali dimensions are horizontal.;Drawing is Conceptual Design Results Actual U Location Allowed Result LDF Load: Combination(Pattern) Member Reaction (Ibs) 1493 @ 2" 4961 (3.50") Passed (30%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1112 @ 1' 3/4" 3885 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2866 @ 4' 2" 4492 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.070 @ 4' 2" 0.267 Passed (LI999+) -- 1.0 D + 1.0 L (All Spans) Total Load DeFl. (in) 0.089 @ 4' 2" 0.400 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 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 2005 methodology. SUppoi Bearing Loads to Supports (Ibs) Accesgorles Total Available Requlred Daad FI°°r Live Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 326 1167 1493 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 326 1167 1493 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 8' 4" 7' 10.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by thls 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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator J e Ruu l y Hie Er J e ring 253i '. v I le ss r,�ho+y nylneeniip :wn Job Notes System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/22/2014 11:02:56 AM Forte v4.6, Design Engine: V6.1.1.5 CHAFFS-1.4TE Page 14 of 15 27 of 39 F O R T E MEMBER REPORT MAIN FLOOR FRAMING, M3 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED + 0 Overall Length: 8' 4" + 0 U All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual ® Location Allowed Resutt LDF ',Load: Combin#tion (Pattern) Member Reaction (Ibs) 1753 @ 2" 4961 (3.50") Passed (35%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1306 @ 1' 3/4" 3885 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3366 @ 4' 2" 4492 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.082 @ 4' 2" 0.267 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.105 @ 4' 2" 0.400 Passed (L/915) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: IL (11360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NOS 2005 methodology. Supports Bearing ' Loads to Support! (Ibs) Ax®ssortes Totai Available ' Required Dead FlN r Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 378 1375 1753 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 378 1375 1753 Blocking • Blacking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead (0,90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 84" 8' 3" 10.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product applicatlon, input design loads, dimensions and support information have been provided by Forte Software operator Forte Software Operator Jesse Rou5ey Hodge L.nginoerinq i 253i 85%-7055 jesse©hodgeengineeri nq. aom l Job Notes System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INIHATIVE 10/22/2014 11 0256 AM Forte v4.6. Design Engine,: V6.1 1 5 CHAFFS-1-41E Page 15 of 15 28 of 39 b711�sOP1 Post Capacities Post Allowable Compression toad Tables: Post Allowable Compression Lcads for Dougkss Fir Larch Franln0 Lumber Perp to Size Grade Grata. P{: (ibs) 2x4 92 3230 3x1 12 5470 2.2r4 92 6565 4•hcn 4x4 92 7655 Vi lI 3-2x4 12 9845 46 12 12030 4x8 92 15860 4x10 92 20235 2x6 12 5555 3x6 92 8595 2.2x6 12 10315 4x6 92 12030 3-2a6 92 55470 66 91 18905 68 i1 25780 6 Inch Uult 317? 5285 6340 7395 951? 11543 15090 190)0 8970 1d945 179?5 Compression Capacity Peratlel to Grain, Pc (Ibs) (100) Nominal Top Plate Hel9Il (11) 8 9 10 11 2580 2120 1765 4305 ' 1535 �1120 8485 5300 5165 6025 7745 9420 12345 15650 7975 1�Z90 15950 209R5 18605 ...26� ....,. 34450 25260 23560 32125 29410 26560 23775 www.s r ngtie.Coii Compression Capadty Parallel to Grain, Pt (Iba) (166) Nominal Top Plate He19111 pi) 12 8 9 10 11 12 1400 3'45 2680 2180 1805 1520 3535 2945 2485 �531� 4470 3535 3010 2530 4240 2985 �6f8S 5365 4360 : 36f0 + 3040 4945 3480 7800 6260 5390 4215 + 3545 6360 4475 1�� 8045 _ 6545 5420 4555 6460 5460 12215 9810 7380 6610 5560 7745 7)75 10035 12890 1(500 8700 7320 12910 10790 9130 20385—16395 1,.360 11080 9325 5.-1 6arso 526$ 11600� 7781 r 92807 .._. - 0 00 11G1b.„ t�495 _ 8705. 18385 j 35405_. 1966 • 1005 35 13935 12f05 i0515 2206E 68560 1660'1' _ 13140 1 11200! 16255 14120 12279 . 2f1900.�. _ 18i55 »-• 157TT5 1480 17435 See footnotes Post Allowable CamprtessI n Load9 for Ham Fir Lwiber Perp to Com�resslan Capacity Parallel to Gnin, Pc ilbs) (100) Framfng SUB Grade G'aln, NowinalTop Plate Height (II) Pc_(Ibs) 8 9 f0 11 12 2x4 92 2125 26301 2115 1730 1435 1210 3x4 92 3545 �4385 3525 2880 : 2395 2029 4•inel 2-2x4 92 .55 �5260J r 4230 3400 2875 2425 Wall 4x4 92 4963 6tiO'f 4935 4035 5355 2839 3.2x4 92 6387 _J 6340 5185 1310 3535 4 2xt 92 8505 10525 i 8455 6915 5750 4859 2x6 92 3340 7950"' 6880 5905 - 505 -4366 3x6 r2 5570 13259 1)470 9840 3440 7279 2-2x6 92 fifi85 159( 13765 11810 10130 8725 3-2x6 92 7795 18556 160SS t3780 '1620 10180 f2x6 92 W)25 Z9855 , 20645 17715 ^'5195 1308 6•Ind Wall See footnotes Post Tension Load Tables: 25735 i 21650 111155 15330 13010 3oob.`ysso .. e_1971g, a 34255Tj 30165 j 26i40 22575 L1953- 46715 41130 I 35650 3WIi5 J2664() Campression Capadly Parallel to Grain Pc (Ibs) (160} Nominal Top Plata Height (M) 8 9 10 ii 12 2745 _2160 + 1770 1455 1230 4570 36�� 2950 24t0 } 2050 5485 _435S 3540 2925 2460 !404 4125 34'S 2870 _ 8230 6535 5305 4390 3690 7075 5855 4920 9365 7735 1 6425_ ..; rt395 --58t 15640 12890 10710 8995 16765 15470 . 12850 5730 2)89S 18045�' 14995 1253(}' 28150 23Z05 i 19275 16135 ,13745..... Post Tension Loads for Douglas Fir Larch 1. The td0wa0It3 (ASf1) i] 105 ae tsn .1 tin ihe7017 N01i0nal t iin Sprldliotiion foi 11oot1 Ccxl slruc10n (N RS) nd;r inq 1tie Mtvrlt 2012 Andpndim, f4w lumtw ritth n moisture ccnrpni of 19% x I s*s. 2. Camp' ssion patallel to an loads a'e based on an effective post he ght, le, equal to the nominal height ptue 1 118' (due to thernast common prrcut stud lengths) minus4 1/2' (thickness a53. 2x plates). bd ratio is basedon d = 3 1/2' fcr 4-indt wall wrd U - 5 1!2' for 6-irutr vrdl, S. Shaded values are lirrited by the Perpendicular to Cron bearing allowable load. Pi vhren posts sea on wood sill pistea. where poets and sia plates are cifferent species, Oeeigner shall limit allowable load to the tower of the poet capacityor the perpandraiI& to grar capacity for each species used, 4. Pcrpeldicular to grain allovrable loads do not include the 1400 Bearing Area Favor. Cb, For posts whosebeeting area Is 001 dosesthan 3' from fteend of aril plale, the Pc_ values may bemtdtiplied by Cb- la(ini 1.5 ' 25 3 3.5 4.5 55 a6 Ib=3as1ngLengthposttnickneas) Ct, 1.25 115 1.13 1.11 1.08 107 1 Cb =Bearing Ares Factor per NO3 3.10A 6, Allov,iYile tencron loads are based on nef coouon xc.rming hole clzaequal to colt dl3me1er plus 1/16' w,th the holednped on the 3 1/2' txe of post fora 4-Inch wall and on the 5 112' face of poet fora 6-tnc' yell. Tenslon loads have been Inerefi od for x4nd ornelnmis 1005a10w1th rib ?uft1wlruronoe ellovloi R dueo vi!teiA ot".mor loads oe iorrt. 6. Voluos do not oonoida combined axial and out-cl-piano boding. Ytnted June 30.2014 fromfrtpY'wwtiv.strongtle wnVprocuctaiccmecootalpast cspacltles,asp 02014 5lmpao157oJry9 a Gonpany in Hodge g g en ineerin inc. 1500 PSF Reinforced Concrete Footinq Pad Calculation Calculating the bearing capacity of reinforced concrete footing pads is more than dividing the design load by the soil bearing capacity. The designer also has to take into account flexure, 1-way shear, and 2-way punching of the concrete pad. The best designed most economical concrete footing pad will maximize all design factors. Governing Failure Mode: For a given design load and soil bearing capacity there are four main failure modes that control design. 1. Soil bearing will be controlled by the size of the pad 2. Flexure is controlled by pad thickness and reinforcement 3. 1-way shear is controlled by pad thickness 4. 2-way punching is controlled by pad thickness and reinforcement Governinq Load Case: Each of the four failure modes of a reinforced concrete pad also has a governing load combination in LRFD depending on load type. For example treating the design load as a 100% dead load ignores that the governing load combination for 2-way punching is 1.4D only when dead load is applied without other loading. The governing load combination is 1.20D + 0.50L + 1.6S when a large snow load is used. Notice that snow loading has a distinctly larger effect on footing pad capacity. Conclusion: The correctly designed reinforced concrete pad has more design information than the correct length and width to meet soil bearing capacity. The pad will also have the correct thickness and reinforcement to maximize the capacity of the pad to be most cost effective. 1 have calculated the bearing capacity of footing pads sized 24" to 72" in 6" increments for 1500 psf soils with a larger snow loading. These calculation are attached. When ,the capacity of the footing pad is exceeded by the design loading the next larger pad has been specified. Hodge Engineering, Inc. John F.. Hadge P. E. 2615 Jahn Aire NW Ste. F.5 Gig Harbor, N' c- �3335 (253) 857-7055 Fax (253) 557-7599 J HadpeE40o889Iro. Prged Tre. 2000 PSF Sod- Conolte Foofinpp C0E383801 015J318842 N4 E5 Erlpvleer JMn H0E8e P19e810'. Pan load F000 Hodge 0 253ffi77 840 Pr08emr. I1d43C00do F00o95-pa90a19 t�n•l' S.l General Footing 0 k0,A0490p91p01-t9WNI94 FJrtA0N0•,9.1%110.tl3 8u9.149. 0 .91494 Desapiol : 246004. I500 mI Cod.Rl�ncw Caloulatlon9 per ACI 318.11• IBC 2012.000 2013, A5CE 7-10 Load Cene88,14110n9 U9ed : ASCE 7-10 General In18rma88n Materiel Ptopedles ep'. 08014e 29 my ssalph 1yy: Rth8 Y08 Ec:60 08E18818808410 C0¢tde Density p Values 78-8e Sheen Ar,a1Y:1e 501rn9A 0859e1% 8er1Mg ReiN, Min Allow%Tarp Re,ri Nin. 0ve130fl9 Se10y Fe80 440, SIIar9 SNery F9X8 801719010001 Res930 Use A9 8,1I304141y. m018158shears Add Pedeoi 91110501 P1e018e Use Pede9d M 18s8ary, m0n 8 shear oimenslons Wqh p81910 X-X Av6 L89.9199100 t002001 FW89TNIXres Pe814 a1r181lms. p4:l911rd l0 XX A10 ppN4pq.9M18482ZWO ` Rr� Cendke m Egle a e0laele. 8800831001819 Relnforeing Bess yerdld l00-08410 14um1e1d B9n 688008900008 Bars Ferdld 10 L2 Axis Nusnbelcl Ban 0807001190059, 2.00 2.00 8091 3.0 m 2.0 • p 4 8•1138138 DI,IIIbo4on Chock (9016.442} Do0901 Reyidnp Cka8 Se0a1610 nla N Ben 7441818114n989 nla p Ban,e898U0ne9Phedealone Na Applled Loads 2.5040 80049 3.122.0 ksi 145.0 pa 0.90 0.750 000180 1.0:1 1.0:1 vas VeA No No 80110e8,18n Ye)uea 80841e Shc8ead 110e901 881911988750119816444 Sal Passe R08081ce (b Shang) 00I8898e Flbicn C0e11. llrreases Seed an 0lnnpp 08916 Fodi tese*ph Eebx 189f8 810031108988910 06�nippwhq 88s0s b094 r b01 adelM Intaboble p9essoewro%e per )00 ddeq wren ma0l0un I8p h a pddh 19 894e14 15049 No 250.030 0,30 Z Lr E 2.50 3.0 k-8 k-11 _--1 n I er9Pgeaire200PSFSoComte FooCplam 126152a800e1N65 Er991ea 01010101 R044612PdN I>eFodn geP1940e06089dC4108eF40l190-990419 General Footing R-4urxnx0084, IIS -1x1Eeu.49,50 91.Fm EHFAC44C. HO I%1afAaaf9.l4,a VrcA14DA 2e8840'. 30 bcunp.I600m1 Cad.84l88en4.. C9lcula11on9 per ACI 318-11,18C 2012. 086 2013. ASCE 7-10 Load Cont4r4tlen90.84: ASCE 7-10 General lnformaaon Materiel Properties rc: Caor0e146y01806 = pp'. Reba Y8b E0:60100e E68k Mo0.41a = C0a4eDets08 = 9 Values 7I811e 50811 = 00531p81e sellings 40851ee1%8e1Y9R0rt _ Mrs Allow%T899988 Mtn. 0v41a1e90el8y F908 = Mxl. 61419588e9F890 ACC F1901la Sal Reeo3e 080560410041918. moods 8 Aheas A114PO4 5d 411)0608, P91908 Use fbtledd w1109ab9ty.80118ehea 0lmenslons W841199110119109.6011 Ler9lh Feldld 10 LZ Atls Fodinp Ta4kne9 Pe8019a88s0ns... Px. 6919991099000 P4 9e1411910 Z-Z Avis 00919 Rda Cenitllire l0 E49e a C6Xr0O.. 9180100310019. = Relnforoing 8en91490109-XAX6 hlann8 a ears 601001,19&tt Sea 8e6941998102-2000 911,1184819 600484090090, 2509 2.500 10091 o.0ln 0011 0.0 o 30,1 4.0 p 4 4.0 p 4 8m8e3d9176.3060160009 µ115.4.4.21 Dke0e098404109Cb08 Se9 18e1 Na p8291084840414n90e Na p846l091988088400ee3089 Na Applled Loads P:Cdune lord o0:ove0dnl 008 091 vk v.: 25049 80.0 ksi 3.122.098 145030 0.90 0.750 0.00101 1.0.1 1.0:1 v� No No Soil0e8(gn 00111e9 9.11091019110008 Iroease8ewiroBy Fodinp 0e917 Sal Pessve Res111Y04 Sharp) SalCo 88e Fna4Coell 11r; F W lis9 84� 0eph00be1w w1181ra1e A88w3le onese lnaeate Oel 43 dmplh 80884399500118804 119x01 bes8 el 4 i19 0914mas 0 0003949400301188811011339611 wtenrna08848len8h0YH95apedel4 1.50 kd N0 250.030 030 0011 0.040 0.09 0.098 0.018 x 0 L 3.0 00 00 00 0.0 00 0.0 00 L 6 W 0.0 5.50 0.0 0.0 0.0 00 00--__........................._...0 0.0 000 0.0 0.0 0.0 E 0.0 0.0 0.0 00 H 0.09 0.044 0.0%a 008.9 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.09 0.08, H04e Eneeeirg, Inc. P10e01Td1e. 2000 PSF Soo C018e1e 70e8m Celcaeton, Hodge09111hn Ave NW E5 Erlroee Mrs HOtlp 7130410 PoiN aeC FooYI Gig Harba,09 En9inn s0: IsdnH98eode FOdings pdN lma0O 2SM1�].](ISS General Footing 28804401: 200089.191881 DG&GNaCNfARY .a-4v1nxn,RA I IaPA,VwA.lap.4 Yn Rro rep A,pi•d Oytay aVerprolA4.9903089998 PASS vns9 PA55 PASS PAss PA85 PASS PA99 PA99 PA99 n99 PASS PAS6 FPn998 0113 Na Na Na Na Na 0.7274 02274 02774 02274 0.260 02456 0.292 02456 04992 0818089.9. 00119.109.9.0 0080809.2.2 59aro X-X S019-L2 898 2 Flaure (.X) 2 Finale (-X) XFb18e(.Z) XFI8lre(2) 1-4l8 Sh0r(.1 I -wa1 6hre1(-X) 10e8455881).Z) Iway Sheaf (-z) 0049 P008009 147248 00 k41 00 kfl 009 OOk 009 09750 k-h 097909.9 09750 k-h 09750 k-n 885079 7841799 9`00 1841701 7401096 8.9044 004.9 004.9 004 004 004 430894 42884.9 491844 428844 75090 750 pd 750 pd 75099 1500 psi .O.S-H ah0d Z-Z ma 88081048819 00vm40 9 NJ 5baro w Ridro tb 991 .1084.9.1.08.1.401 .108.0.00.1. W S.I.4FI .12084.51.1.08.1.89. .128.0.51.1.825.1.08 .1200.098.1.805.1.0 .120.098.190 .1.93H .1230.098.1885.1.881 .1.0.098.1,08.1,08 .1.08.098.1820.188 -' F1od9e E1g1e8'u9,11m P1g1;a Tale: 2000 PSFSod-Conoele Footlnp Ceka80A H od 315JaM A e NW E5 E 9ree Jdm Hadp P1ged 18 P0id load Fo81 Gip HarbO, WA PmleB Oescr IsdalMCo9ade FodagsPaN lonal9 7538577D55 8, .. 'r6 .8C1 General Footing lnPu-moorlx.t.m ¢MA.Ia,.a,YeA 14,a 08885001: 39189.11004 OE&GN&UMLIRY Ya Rru bit 89948 QP9dy 085,50 OK 9pnarota•aardlron PASS PA59 PA45 PASS PA99 PA91 PA9S PA99 PAs9 Pnss PA39 0015 PA39 PPA55 nss 08272 Na Na Ne Ne Ne 0.1625 0.1625 01605 07625 0399 0208 0389 0 0288 S81Be0il9 0004009-9-9 001181149-0-2 Slkdro XX SIO19-Z.Z 899 Z Flekun (.X) Z Flexun (-X) X 7401re (•2) X Fkcle(-2) 1.843Sh9ar(•XI 10905601(0) 110151ms1(•Z) 180851101(�5 009y Puntl0 1.491 kd 00 k{I 004.9 004 004 004 1.550 k-11 1.550 k-f1 1004.0 1.0 k-0 1574699 7574683 15700891 1579683 5692183 19044 004.9 OOke 004 004 004 95389.9 95289.9 9Si8 k-1 950894 71083 750 poi 75090 75099 150099 .0.5.H a509 Z-Z 9v6 88091140,9. 60v818nkp 8851149. hb S)0ro 81804411 .104.98.1.815.1. 0H .1208.0.98.1.888.1.08 .1290.0.50L.1,005.1.401 .194.98.1.825.1.8711 .1.3XJ.0601.1.895.1.4011 0108.098.1895.1829 .1.'00.09.1.0S.1.0JH .1.0.450E+10]4.L0 .1.0.09.1.0.1.0 31 of 39 41414e Ergi 000g,, la Pralea lee: 2001 PSF Solt -Concede Foo(npp Ce8oI45one HOd�e281H00OIvaNWE5 Engrrt0 JdnNOc0 Rgs10 PoimLoedFodn Gp Na4a00 Rhea Dace Isdded Canada FCarps-pdd bldnp Li05770•i General Footing 01E011l08Pal 40011,9M0I J 0,1404 D00090 . JC Im g. 000 d [MhRararena. C.kalrtbne per ACI 31e-81, IBC 2012. C811 2013, ASCE 7.10 Lobel CorTDklallon. U.ed : ASCE 7-10 General Intormaaon M.51rl01 Propenlec BcCOn«0020 my 80004 lo:R80oYo40 c: Calad. EI080 daue Canada D0e4y 4 001011 0800l0 5800 Anolyslo Sellings Me S8d%8eo0vg Raid. MhaloO%70rp Rad, Nh 004109019 Saar Faaa Nh 5149n95dely F.da 040019410101 Sell R00ae 008140010004119, maann 8 eaa. 800 Pe000ld Wt la 504P10Pi0 Use 04r0s Mlazebarmorn8seea No Dlmenolen. 0501100101810X-Xa0o L8,O800l0db0-24011 110.09000908 0e010190410800s.. 0: 0010010800000 68ldld0Z-0A01 pma F0vele to E,qe a COwa.. a8a0an41108r9 Rtlnrcroing Bar. peened a X-X A05 8010900801, 940010090105.01 8ae0109 m a2 Ads N«t deem Rdd«ag Per 5er 308 3,08 120e 0,041 0.0 h 0,047 3.041 4.0 .4 8n010108 0e0100905 C88ak (AG 15.4A3) 08000 R04awg Ckaa Se0mbn 404 460m 10001ede81k4000e 04 8800leiddam0ch.deaian 414 Applled Loads P. C4Omn Load 08.0va90 Mla Mu V-8 V-i 2.50 hd 60.044 3,122.0hd 145.0 pd 0.90 0.750 000160 1.0.1 1.0. 1 vo. ve4 No son 00slgn Vsl000 40418e044 800i I50 00e Be4rg 88 F08r9 Wegm $ i Posdre Raislai O )b 54059) ShcCavede Fr400CceR 1 lonoo s0000 n i 01815alax P1 Dlapave i1090pe14 ddeplh v45010 orgro5e60elp0 Irve bestab«irgplandm05'cn a14.dlegasaeiraa10l40adeq= M wn maOmUmM fn0lidh is peda4 8.5045 No 250040 0.30 0,08 000,4 0,06 0.040 008 x 0 LO Y W E H 4.0 0.0 • 0.0 0.0 -------..-..-.0.. • 0,0 0.00 • 0.0 0.0 0.0 0.0 0.0 0.0 0.0 e0 0.0 0.0 0.0 00 0.0 00 0.0 00 0.0 00 00 00 004 0,0 0.0 0.040 0.0 0.0 0.0 k-8 00 00 004.6 0.0 0.0 5.04 0.0 00 004 H. Enp8e005. lrc P14007ee'. 2000 PSF 008-Connde Footingp Cek:ae8on. 2615400140085565 Eng.lea 470111008 Pcjec110 Pad l0F0 Ggllaha WA 01700000' I0d4edCacrde FOalgs.pamlaalg 25397-700 General Footing rw.tvwnnwcr�i4 Isc�sd.ml50�iu0q+u v.e l�,�i 0e00010: 4700009.1500101 Cod. 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No No S0,100419n 00Iu0S 04,004000481849 In00006e00965 kg We4a sell P4090,9106101061101 84479) sod Ca0de Fliaian tail. 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Project Title: 2615 Jahn Ave NW E5 Engineer: Gig Harbor, WA Protect Descr: 253-857-7055 cngincc-_nqinc.i Concrete Footing Calculations John Hodge Prolect ID: General Concrete Footings - point loading Printed: 9 OCT 2013,12:57PM Concrete Beam Lic. #: KW-06007122 Description 16" Footing with 8" Stem Wall CODE REFERENCES Fife = c:\UsersUGHNHO-1\DOCUME-1\ENERCA-1\FOOTIN-1.EC6 ENERCALC, INC.1983.2013, Build:6.13.8.31, Ver.6.13.8.31 Licensee: HODGE ENGINEERING INC Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-02 Material Properties fc = fr = fcln ` 7.50 V1 Density X LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 2.50 ksi = 375.0 psi = 145.0 pcf = 1.0 3,122.0 ksi 4 Phi Values Flexure: 0.90 Shear: 0.750 (31 = 0.850 Fy - Stirrups 40.0 ksi E - Stirrups = 29,000.0 ksi 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 60.0 ksi Load Combination ASCE 7-02 Cross Section & Reinforcing Details D(1.5) S(7) 8"wx18"h Span=5.0 ft m 8 in 16 in 1 s Inverted Tee Section, Stem Width = 8.0 in, Total Height =18.0 in, Top Flange Width =16.0 in, Span #1 Reinforcing.... 2-#4 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span Applied Loads Flange Thickness = 8.0 in 1-#4 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (Floor) Point Load : D = 1.50, S = 7.0 k @ 3.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.731 : 1 Typical Section 19.338 k-ft 26.452 k-ft +1.20D+0.50L+1.60S 3.000ft Span # 1 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Design OK 0.002 in Ratio = 0.000 in Ratio = 0.003 in Ratio = 0.000 in Ratio = 24606 0 <360 19489 999 <180 Overall MAXimum D Only L Only S Only L+S D+L D+S D+L+S Shear Stirrup Requirements 6.087 1.362 0.800 3.925 4.725 2.162 5.287 6.087 7.788 1.663 0.800 5.325 6.125 2.463 6.988 7.788 Between 0.00 to 3.58 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Not Reqd 11.5.6.1, use stirrups spaced at Between 3.59 to 4.99 ft, PhiVc < Vu, Req'd Vs=1.615, use stirrups spaced at 7.000 in Maximum Forces & Stresses for Load Combinations 0.000 in 35 of 39 ........... Hodge Engineering, Inc. 2615 Jahn Ave NW E5 � Gig Harbor, WA i oa.g 253-857-7055 cnginC:nC Project Title: Concrete Footing Calculations Engineer: John Hodge Project ID: Project Descr: General Concrete Footings - point loading Printed: 0 OCT 2013,12:57PM Concrete Beam Lic. #: KW-06007122 Description Load Combination 16" Footing with 8" Stem Wall Location (ft) Segment Length Span # in Span Mu : Max PhrMnx Stress Ratio Bending Stress Results (k-ft) File = c:\UsersUGHNHO-1\DOCUME-1\ENERCA-1\FOOTIN-1.EC6 ENERCALC, INC.1983.2013, 8uild:6.13.8.31, Ver:6.13.8.31 Licensee: HODGE ENGINEERING INC MAXimum BENDING Envelope Span 41 1 5.000 19.34 26.45 0.73 +1.40D Span 41 1 5.000 3.80 26.45 0.14 +1.20D+0.50 Lr+1.60L+1.60H Span # 1 1 5.000 4.79 26.45 0.18 +1.20 D+1.60 L+0.50 S+1.60 H Span 41 1 5.000 9.67 26.45 0.37 +1.20D+1.60Lr+0.50L Span 41 1 5.000 3.74 26.45 0.14 +1.20D+1.60Lr+0.80W Span 41 1 5.000 3.26 26.45 0.12 +1.20D+0.50L+1.605 Span 41 1 5.000 19.34 26.45 0.73 +1.20D+1.60S+0.80W Span 41 1 5.000 18.86 26.45 0.71 +1.20D+0.50Lr+0.50L+1.60W Span # 1 1 5.000 3.74 26.45 0.14 +1.20D+0.50L+0.50S+1.60W Span 41 1 5.000 8.61 26.45 0.33 +1.20D+0.50L+0.20S+E Span 4 1 1 5.000 5.69 26.45 0.22 +0.90D+1.60W+1.60H Span 41 1 5.000 2.44 26.45 0.09 +0.90D+E+1.60H Span 41 1 5.000 2.44 26.45 0.09 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0031 2.650 0.0000 0.000 Detailed Shear Information Span Distance 'dVu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+0.50L+1.60S 1 0.00 15.00 8.31 8.31 0.00 1.00 8.93 PhiVc/2 < Vu <= NotReqd 1 8.9 0.0 0.0 +1.20D+0.50L+1.60S 1 0.01 15.00 8.30 8.30 0.09 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.200+0.50L+1.60S 1 0.02 15.00 8.29 8.29 0.18 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+•0.50L+1.60S 1 0.03 15.00 8.27 8.27 0.28 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.04 15.00 8.26 8.26 0.37 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.06 15.00 8.25 8.25 0.46 1.00 9.30 PhiVc/2 <Vu <= NotReqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.07 15.00 8.23 8.23 0.55 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.08 15.00 8.22 8.22 0.64 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.09 15.00 8.20 8.20 0.73 1.00 9.30 PhiVc/2 < Vu <= NotReqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.10 15.00 8.19 8.19 0.83 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.11 15.00 8.18 8.18 0.92 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.12 15.00 8.16 8.16 1.01 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.13 15.00 8.15 8.15 1.10 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.14 15.00 8.14 8.14 1.19 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.16 15.00 8.12 8.12 1.28 1.00 9.30 PhiVc12 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.17 15.00 8.11 8.11 1.37 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.200+0.50L+1.60S 1 0.18 15.00 8.09 8.09 1.46 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.19 15.00 8.08 8.08 1.55 1.00 9.30 PhiVcI2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.20 15.00 8.07 8.07 1.64 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.21 15.00 8.05 8.05 1.73 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.605 1 0.22 15.00 8.04 8.04 1.82 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.23 15.00 8.02 8.02 1.91 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.24 15.00 8.01 8.01 2.00 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.26 15.00 8.00 8.00 2.08 1.00 9.30 PhiVc/2 <Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.27 15.00 7.98 7.98 2.17 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.605 1 0.28 15.00 7.97 7.97 2.26 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.29 15.00 7.96 7.96 2.35 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 of 3�.0 0.0 r Cn�1fCC__n 1fC.; i Concrete Beam Lic. #: KW-06007122 Description Hodge Engineering, Inc. Project Title: 2615 Jahn Ave NW E5 Engineer: Gig Harbor, WA Project Descr: 253-857-7055 16" Footing with 8" Stem Wall - extra reinforcement CODE REFERENCES Concrete Footing Calculations John Hodge Project ID: General Concrete Footings - point loading Printed: 9 OCr 2013. I:02PM File = c:\Users'JOHNHO-1\DOCUME-1\ENERCA-1\FOOTIN-1.EC6 ENERCALC, INC.1983-2013, Build:6.13.8.31, Ver.6.13.8.31 Licensee: HODGE ENGINEERING INC Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-02 Material Properties fc to = 2.50 ksi 4) Phi Values fr= fc * 7.50 = 375.0 psi yf Density = 145.0 pcf R 1 ? LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Rebar = E - Main Rebar = 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = Flexure: 0.90 Shear: 0.750 = 0.850 Load Combination ASCE 7-02 Cross Section & Reinforcing Detajls Fy - Stirrups E - Stirrups = Stirrup Bar Size # _ 40.0 ksi 29,000.0 ksi # 3 2 D(4) S(9) p 0 0_: o 3 o l J 8 in 16 in s 8"wx18"'h Span=5.0 ft Inverted Tee Section, Stem Width = 8.0 in, Total Height =18.0 in, Top Flange Width =16.0 in, Span #1 Reinforcing.... 34f4 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span Applied Loads Flange Thickness = 8.0 in 1-#4 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, S = 0.030 ksf, Tributary Width =15.0 ft, (Roof) Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (Floor) Point Load: 0=4.0, S=9.0kna 3.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Vertical Reactions - Unfactored 0.709 : 1 Typical Section 26.778 k-ft 37.781 k-ft +1.20D+0.50L+1.60S 3.000ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation: Far left is #1 Design OK 0.004 in Ratio = 16489 0.000 in Ratio = 0 <360 0.005 in Ratio = 12209 0.000 in Ratio = 999 <180 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only S Only L+S D+L D+S D+L+S Shear Stirrup Requirements 7.887 2.362 0.800 4.725 5.525 3.162 7.087 7.887 10.488 3.163 0.800 6.525 7.325 3.963 9.688 10.488 Between 0.00 to 0.89 ft, PhiVc < Vu, Req'd Vs = 0.01241, use stirrups spaced at 7.000 in Between 0.90 to 3.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Not Reqd 11.5.6.1, use stirrups spaced at Between 3.01 to 4.99 ft, PhiVc < Vu, Req'd Vs = 5.710, use stirrups spaced at 7.000 in 0.000 in 37 of 39 Ho ....................................... Hodge Engineering, Inc. 2615 Jahn Ave NW E5 Gig Harbor, WA 253-857-7055 cng111�c__n einc! Concrete Beam Description : 16" Footing with 8" Stem Wall - extra reinforcement Maximum Forces & Stresses for Load Combinations Project Title: Concrete Footing Calculations Engineer: John Hodge Protect ID: Project Descr: General Concrete Footings - point loading Printed: 9 OCT 2013, 1:02PM File = c:1UsersUGHNHO-11DOCUME-11ENERCA-11FOOTIN-1.EC6 ENERCALC, INC.1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee: HODGE ENGINEERING INC° Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.000 26.78 37.78 0.71 +1.40D Span # 1 1 5.000 8.00 37.78 0.21 +1.20D+0.50 Lr+1.60L+1.60H Span # 1 1 5.000 8.39 37.78 0.22 +1.20 D+1.60 L+0.50 S+1.6 0 H Span # 1 1 5.000 14.47 37.78 0.38 +1.20D+1.60Lr+0.50L Span # 1 1 5.000 7.34 37.78 0.19 +1.20D+1.60Lr+0.80W Span # 1 1 5.000 6.86 37.78 0.18 +1.20D+0.50L+1.60S Span # 1 1 5.000 26.78 37.78 0.71 +1.20D+1.60S+0.80W Span # 1 1 5.000 26.30 37.78 0.70 +1.20D+0.50Lr+0.50L+1.60W Span # 1 1 5.000 7.34 37.78 0.19 +1. 2 0 D+O. 5 0 L+0. 5 0 S+1. 6 0 W Span # 1 1 5.000 13.41 37.78 0.36 +1, 2 0 D+0.50 L+0.20 S+E Span # 1 1 5.000 9.77 37.78 0.26 +0.90D+1.60W+1.60H Span # 1 1 5.000 5.14 37.78 0.14 +0.90D+E+1.60H Span # 1 1 5.000 5.14 37.78 0.14 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0049 2.750 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+0.50L+1.605 1 0.00 15.00 10.79 10.79 0.00 1.00 8.93 PhiVc < Vu 1.870 23.1 7.5 7.0 +1.20D+0.50L+1.605 1 0.01 15.00 10.78 10.78 0.12 1.00 9.68 PhiVc < Vu 1.106 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.02 15.00 10.77 10.77 0.24 1.00 9.68 PhiVc < Vu 1.092 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.03 15.00 10.75 10.75 0.36 1.00 9.68 PhiVc < Vu 1.078 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.04 15.00 10.74 10.74 0.48 1.00 9.68 PhiVc < Vu 1.065 23.8 7.5 7.0 +1.200+0.50L+1.60S 1 0.06 15.00 10.73 10.73 0.60 1.00 9.68 PhiVc < Vu 1.051 23.8 7.5 7.0 +1.20D+0.50L+1.605 1 0.07 15.00 10.71 10.71 0.72 1.00 9.68 PhiVc < Vu 1.037 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.08 15.00 10.70 10.70 0.84 1.00 9.68 PhiVc < Vu 1.023 23.8 7.5 7.0 +1.20D+0.50L+1.605 1 0.09 15.00 10.68 10.68 0.95 1.00 9.68 PhiVc < Vu 1.009 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.10 15.00 10.67 10.67 1.07 1.00 9.68 PhiVc < Vu 0.9954 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.11 15.00 10.66 10.66 1.19 1.00 9.68 PhiVc < Vu 0.9815 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.12 15.00 10.64 10.64 1.31 1.00 9.68 PhiVc < Vu 0.9677 23.8 7.5 7.0 +1.20D+0.50L+1.605 1 0.13 15.00 10.63 10.63 1.43 1.00 9.68 PhiVc<Vu 0.9538 23.8 7.5 7.0 +1.200+0.50L+1.60S 1 0.14 15.00 10.61 10.61 1.55 1.00 9.68 PhiVc < Vu 0.940 23.8 7.5 7.0 +1.200+0.50L+1.60S 1 0.16 15.00 10.60 10.60 1.66 1.00 9.68 PhiVc < Vu 0.9261 23.8 7.5 7.0 +1.20D+0.50L+1.605 1 0.17 15.00 10.59 10.59 1.78 1.00 9.68 PhiVc < Vu 0.9123 23.8 7.5 7.0 +1.20D+0.5OL+1.60S 1 0.18 15.00 10.57 10.57 1.90 1.00 9.68 PhiVc < Vu 0.8985 23.8 7.5 7.0 +1.20D+0.50L+1.605 1 0.19 15.00 10.56 10.56 2.02 1.00 9.68 PhiVc < Vu 0.8846 23.8 7.5 7.0 +1.20D+0.50L+1.605 1 0.20 15.00 10.55 10.55 2.13 1.00 9.68 PhiVc < Vu 0.8708 23.8 7.5 7.0 +1.20D+0.5OL+1.60S 1 0.21 15.00 10.53 10.53 2.25 1.00 9.68 PhiVc < Vu 0.8569 23.8 7.5 7.0 +1.20D+0.50L+1.605 1 0.22 15.00 10.52 10.52 2.37 1.00 9.68 PhiVc < Vu 0.8431 23.8 7.5 7.0 +1.20D+O.50L+1.605 1 0.23 15.00 10.50 10.50 2.48 1.00 9.68 PhiVc < Vu 0.8292 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.24 15.00 10.49 10.49 2.60 1.00 9.68 PhiVc < Vu 0.8154 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.26 15.00 10.48 10.48 2.72 1.00 9.68 PhiVc < Vu 0.8015 23.8 7.5 7.0 +1.20D+0.50L+1.605 1 0.27 15.00 10.46 10.46 2.83 1.00 9.68 PhiVc < Vu 0.7877 23.8 7.5 7.0 +1.20D+O.50L+1.60S 1 0.28 15.00 10.45 10.45 2.95 1.00 9.68 PhiVc < Vu 0.7739 % of 397 5 7.0 1 Hodgeengineerir�gins. Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253-857-7599 Client Request for Engineering Support Client Information *Company: *Contact: *Phone: Fax: *Hodge Engineering Proj #: Mobile: Architect / Plan # Email Address: *Site Address: Items with * are re• uired. Project Information Description of Problem: Mailinq Address: Billinq Address: 1 authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2615 Jahn Ave NW Suite E5 Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 www.hodgeenai3daa.com Window, Skylight and Door Schedule Project Information �XL COPY Contact Information CHAFFEUR / VERTNER RES ryr.=Lairi �"tvU CITY OF TUKWI,LA JAN 0 7 2015 PERMIT CENTER KERM OLSON 16436 53RD PLS 15215 SE 272ND ST #201 TUKWILLA , WA KENT WA 98048 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description MASTER BED EGRESS TEMP Ref. U-factor 0.20 .32 Ref. U-factor 0.32 0.32 GREAT ROOM EGRESS TEMP 0.32 0.32 NOOK 0.32 BEDROOM 1 EGRESS 0.32 BEDROOM2 EGRESS 0.32 ENTRY TEMP 0.32 MASTER BATH TEMP 0.32 Width Height Qt. Feet Inch Feet Inch 1 3 0 6 8 Width Height Qt. Feet Inch Feet Inch 1 6 0 8 0 1 6 0 1 6 1 6 0 8 0 2 4 0 6 0 1 6 0 6 0 1 6 0 6 0 1 6 0 6 0 2 1 6 6 0 1 5 0 6 0 Area UA 20.0 4.00 0.0 0.00 Area UA 48.0, 15.36 9.0 2.88. 48.0 15.36. 48.0, 15.36 36.0 11.52 36.0' 11.52. 36.0+ 11.52 18.0 5.76 30.0, 9.60 0.0 0.00 0.0 0.00 0.0 0,00, 0.0 0.00, 0.0, 0.00 0.0 0.00' 0.00', 0.0 0.0 0.00 0.0 0.00', 0.0 0.00 0.0 0.00 0.0 0.00, 0.0 _ 0.00 0.0 0.00 0.0 0.00 0.0 0.00, 0.0 0.00. 0.0 0.00, 0.0 o.00; 0.0 0.00. 0.0 0.00 0.0 0.00' 0.0 0.00, COARECT�N LTfi#` V �J Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U-factor s Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UNArea Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 309.0 98.88 Area 0.32 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 329.0 102.88 3� Project Information Contactlnformation _.= "'' r`�.�� Prescriptive Energy Code Compliance for All Climate Zones in Washington F$LE copy CHAFFEUR/VERTNER RES 16436 53RD PL S TUKWILA, WA KERM OLSON 15215 SE 272ND ST #201 KENT WA 98042 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, b- ed on the size of the structure, the appropriate number of additional credits are the �a ose by the permit applicant. Authorized Representativ % All Climate Zones R-Valuea U-Factora Fenestration U-Factor' n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb.e n/a n/a Ceiling 49' 0.026 Wood Frame Wall 21 int 0.056 Mass Wall R-Value 21/21" 0.056 Floor 309 0.029 Below Grade Wall` k 10/15/21 int + TB 0.042 Slabd R-Value & Depth 10, 2 ft n/a able R402.1.1 and Table R402.1.3 Footnotes included on Page 2. REVIEWED FOR CODE COMPLIANCE OVED MAR 18 2015 r, I✓ C' /of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 0 7 2015 PERMIT CENTER Each dwelling unit in one and two-family dwellins�s 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: ❑ 1. 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. ❑ 2. 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. ❑ 4. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the Intemational Residential Code Table R406.2 Summary Option Description 1a Efficient Building Envelope 1 a Credit(s) 0.5 1b Efficient Building Envelope 1 b 1.0 1c Efficient Building Envelope 1 c 2.0 2a 2b 2c 3a Air Leakage Control and Efficient Ventilation 2a Air Leakage Control and Efficient Ventilation 2b Air Leakage Control and Efficient Ventilation 2c High Efficiency HVAC 3a 0.5 1.0 1.5 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d 4 5a High Efficiency HVAC 3d High Efficiency HVAC Distribution System Efficient Water Heating 1.0 1.0 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/Table 406 2 Energy Credits 2012 WSEC.pdf a a 121 0.5 1.0 0.5 4.so1 *1200 kwh 0.0 2.00 CORRECTION LTR# Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. 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. ` "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. i The second R-value applies when more than half the insulation is on the interior of the mass wall. J 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. Table R402.1.3 Footnote e Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. py. Simple Heating System Size: Washington State This heatinq system sizing calculator is based on the Prescriptive Requirements of the 2012 Washinqton State Energy Code (WSEC) and AGG, Manuals J and S. This calculator will calculate heatinq 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 W SU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information CHAFFEUR / VERTNER RES 16436 53RD PL S TUKWILA WA KERM OLSON 15215 SE 272ND ST g201 KENT WA 98042 Heating Svstem Type: ®All Other systems OHeat Pump To see detailed instructions for each section, place your cursor on the word 'Instructions". Design Temperature Instructions Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors instructions Skvlights Instructions Insulation Attic Instructions R-38 Advanced Single Rafter or Joist Vaulted Ceilings Instructions R-38 Vented Above Grade Walls (see Flgure 1) Instructions `; i_Z1 Intermediate Floors Instructions Select R-Value Below Grade Walls (see FIDure 1) Instructions Select R-value Slab Below Grade (See Figure 1) Instructions Select conditioning Slab on Grade (Sea FIgure1) Instructions Select R-Value Location of Ducts Instructions a Unconditioned Space Figure 1. Above Grade CORRECT1dN Design Temperature Difference ( tsT = Indoor (70 degrees) - Outdoor Design 1,786 9.0 Conditioned V 16,074 U-Factor X Area 0.30 U-Factor 0.50 329 X Area U-Factor X Area 0.026 1 935 U-Factor X Area 0.027 U-Factor X 0.056 U-Factor X No selection U-Factor X No selection 851 Area 1,895 Area 1,786 Area 0 F-Factor X Len,th UA No selection 0 -- F-Factor X Len.th UA No selection 0 -- Duct Leakage Coefficient 1.10 REVIEWED FOR ' CODE CGMPUANCE 1 emp APPROVED IWAR 18 2l1S me Cf of Tukwila = F3t LOING D1VlSiON = UA = UA 24.31 UA 22.98 UA 106.09 UA UA REC'E�VFD -- CITY OF TUKWI?_.E JAN 0 ? 2015 PE ?f�.:T CENT? Sum of UA 252.08 Envelope Heat Load 11,596 Btu / Hour Sum of UA X eT Air Leakage Heat Load 7,986 Btu / Hour VolumeX 0.8XtTX.018 Building Design Heat Load 19,581 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 21,539 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 30,155 Btu / Hour Building and Duct Heat Loss X 1,40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump Diu - 3) r r March 3, 2015 ES-3703 [J C©LAY Eagle Creek Land and Development, LLC 15215 Southeast 272nd Street, Suite 201 Kent, Washington 98042 Attention: Mr. Kerm Olson Subject: Response to Comments City of Tukwila Silverview Lot 13 Tukwila, Washington Reference: City of Tukwila Correction Letter #2 Permit Application Number D14-0354 February 12, 2015 Barghausen Consulting Engineers, Inc. Roadway and Drainage Plan Sheet 1 of 1 GeoEngineers Incorporated Amended Report Geotechnical Engineering Services File No. 1103-01, dated March 30, 1987 Dear Mr. Olson: Earth Solutions NW «< .Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences REVIEWEO FOR CODE COMPLIANCE APPROVED MAR 18 2fl15 City"of Tukwlla BUILDING DIVI ION CORREGJION LTR# Z RECEIVED CITY OF TUKWILA MAR. 0 9 2015 PERMIT CENTER As requested, Earth Solutions NW, LLC (ESNW) has prepared this letter addressing the referenced City of Tukwila comments. The comments pertinent to the geotechnical aspects of the project are provided below, followed by our response. City of Tukwila Comment 5 - Earth Solutions NW geotech letter shall reference the above original report, since 3rd page of Silverview Short Plat RESTRICTION note #1 states that construction shall be per recommendations indicated in GEO Engineers soils report dated March 30, 1987 per epic file 354-86. Does the original report allow for infiltration on steep slopes or everything shall be tight lined to prevent soils saturation. 1805 - 136th Place N.E., Suite 201 • Bellevue, WA 98005 (42 449-4704 •FAX (425) 449 4711 Eagle Creek Land and Development, LLC March 3, 2015 ES-3703 Page 2 ESNW Response - ESNW has reviewed the referenced report by GeoEngineers, and has determined that infiltration on, and around the sloped area on the lot under concern is ill- advised from a geotechnical standpoint. Given the loose nature of the soil overlying the cemented glacial till soil present in the area, the risk of surficial soil movement on sloped areas is a likelihood if infiltration of stormwater is pursued. Furthermore it is our opinion that infiltration on the subject site will be difficult given the presence of glacially consolidated soil on the subject site. City of Tukwila Comment 3 - Your geotech letter shall address storm drainage system (roof drain downspouts) and where the foundation drains will tie to. Your site plan shows 3' by 4' by 30' infiltration trench; is it proposed or existing. It is possible it might be in conflict with existing sanitary sewer line serving adjacent lot to the east. If it is proposed please show infiltration trench detail and obtain approval from the geotech engineer. ESNW Response - ESNW has reviewed the referenced report authored by GeoEngineers, and has determined that infiltration on the site is not feasible from a geotechnical standpoint due to the presence of glacial till soil at a depth of approximately three feet across the subject site. Glacial till soil is cemented in nature; which by definition demonstrates a consolidated layer, rendering the pursuit of stormwater infiltration very difficult. In our opinion, based on the relative density of the near surface soils (glacial till) described at the test pit locations, the site is not a suitable candidate for infiltration of stormwater runoff; and alternative means of stormwater management, comprised of tight -lining stormwater to approved storm drains, should be pursued on the subject lot. Earth Solutions NW, LLC Eagle Creek Land and Development, LLC March 3, 2015 ES-3703 Page 3 We trust this response to City of Tukwila comments meets your current needs. Should you have questions, or if additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC Stepf�f�n H. Avril Proj�c Geologist Kyle R. Campbell, P.E. Principal Earth Solutions NW, LLC r~ FILE Copy Scp;i nber 17, 1987 THL Color.adi, Corporation r_/o '1larghausen Consulting Engirreerr,, Inc. E625 South 1poth, Suite 102 Kant, Washington 9S032 Rttenti.on: Mr. 1)anra Bower Geri tlerner,; CORRECLTION LTR#__—_ GeoEngineers Incorporated! REVIEWED FOR CODE COMPLIANCE APPROVED hAR 18 ZQ35 C of Tukwila BUILDING DIV$S ON Summe ry 1enh#t'y Testing of [ioadway F#11 Si]vervitt, flat Tukwila, Wa.shfngton File No. 1103-03--1 This letter bumrnarizes our evaluation bf fill placed for 53rd Plnre. South within the planned Sflverv#ew development in Tukwfla, Wa,hington. The fili portion of the roadway extends south front the intersection with Slade Way , distance of Approximately 4S0 feet to e cui.—de—sac in the renter of the plat. The remaining roadway areas arc in rut. Our seruices are a ennt#nuation of our irivolvemcnt in the project, which included reports dated January y$y Mr3rch 30 and June 1, ! 987. An initiai site visit was made on September 4, 1987 by one of our field engineers. Area. of cut within the roadway nppenr to be stable and f#rnr. The fill., which had prev#ously hen rJeced to subgrade elevation, consists prirnari.ly of silty sand and sandy silt: w#th varIM�'lt aorn,.tnt.s of grove]. tdr' understand that the fii] th#rkness ranges up to 7 feet. Our representative iiude denetty tests rangl.ng from zero to four feet below the fill surface EtYFQesistence CITY OFT " of n backhoe provided by Thomas Cony trr•ietlon Company. TIte majorityLol. the test results indlct�te the fi11 it; coinpttcted to less than MAR.:# 92815 °� PERMIT CENTER the marirnum dry dens# ty detest# ned f n arrordance wt th ASThi b ti-o 3sti J iti t;cE l.Qrndr} t_:c7rpOTPit t nrr Sept; rnber 37, 1987 y+,r ? t3-1557, 1nspc>a ort tht. ret;uJl.it rrnd t>ur field en 1reer1 ou�ervlajtion� t+;> trr:tire reeonrroended th�it the upper 2 ieet ref ft ll in Ili but the nnrttt+znst Side of the u1—de-F,sr and adjtteent to Lat 16 be removed and rerompacted. Alter.:natively, the base course and first layer (1-1/2 incheR) cf asphalt r_oncr.ete an be placed at; this time. The condition of the pavement should then be evaluated in the spring of 1988 for damage due to construc— tion and other tr.aff{.c through the winter. Any distressed Bread could then he excavated, the suhgrade repaired under oui. tnonfor.ing, and the pavemenr: section .repiaced prior to Laying the fi.nai portion of the wearing course. The subgrade fill placed it that time would be tested ro determine that cornpaction criteria are achieved. The resui.ting roadway aeetinn would then be con6ide;r.ed sat.iafnetary. We trust that: this information rr,eets your preen e ner,da. 7f you have: any questions conr_er.n.ng this letter, please contact us. /filmy-�„ rw t tt1 it * . ,. '�� h (�, t C �jSYi Y� y RRP:JXT:cs Attachments 1'.hree copies submitted cc: t;ity of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 Attn: 4. Moira Bradshaw} Your very truly, Ge�aThgi.neers, Tr�d"t (3a';-K "1'ut:tle iarinr_i pal GeoEngineers [ncarparaied ¼' GoEngineers 2405 • 10th AVo. !J.E. Boj!vue, Vk'A 913005 ?GG) 74f r2J() Prcnai'ed hy:.,, of Vi FELD RE1 ORT PfrcI' t: •y t ' 1 (fl1IO) Ai tIVJ 1 nc er j I U( r- -. --- - • iDate: 1 P un1 o - ---- r, ‚ :Jll hit It ''4 iV-,1 •'Th4C 14 f.f 1) ,4[/ - F L)T ) i )j f I L. L ‚p, , r/ r J'C.-L_ cf (r4'L ¶j 41-j 4r fit.\ rT4 )Tc • cf J 11-1 9D f4l 41 1H(. ( r AL Ar (tom r't J\ C)' ' L('1 'L E "lt eF — 1 / rr f41 fL i i A — 3 ,f T ) ( 1FI)f,(' -r y ‚‚ i3 Ti '- .J! r #C4_' 4) ' . 1 - 4 1.f' fr[. 1 -1 rt f.f-c :, 7 LL ) ri r' ( r - ‚ • / 1_7.. LjtT/ ji /4 flfl / ,-;4)f - V/641r (ri&---, )J_ 1 1f 1. 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't. t't t y. r G (j 1 uJ a Lf, {, - +T C) i3 1. ) c r, ry :n >1 _ 1X rr u .n C0 1 1 a �n cf I C) c v LD NDARD PROCTOR CAASHTC COMPACfON 9,ASED ON: 1- z w. �1 a uJ Q h z U) Q Q v ?YPE_OF COMPACTOR �1 1- J J� a' 0 W Q J ►-- rr LLU W CY O W oG 0. 0. w F- �+ w Qa oOo a u _1 W AJ O < L O « ►- w c r Q (Li > © J L) "] > )- 4 F- rx4JAh a 1 b �l_ O C� LL C7 4 � 1-- v) « O Z 0 1- 4- w<o w - x< ©O Wooa sCcY 0 a1 UJr--4 �Um z O�-2ntCiOd� 1 1 1 l 1 l 1 O S4 r- 0. > 4/1 ei > 7:. Z m 1- 4t O 4/) Q U o w W W 1— .J O !Y1 UJ U z_ o & r Da> > 1- z !/1 p' 1- 1/ ! 1 J Z uJ y U tii n 0 e4 Ail 1.Y' l/1 npinr,r rI Inc. ir1-ri;rr Mo?siu�:r ANLI 0r'w` ITY TL ,1 GeoEngirieers tric. 240IJ 1401h Avc, N.E. E'uHuvuu. VVA 98005 (206) 746-5200 Prepnd fey: Purpose [) VJsf 1: 3oi N- FIELD REPOtU PojcL File No Date: rr __.i° fB7 Owner: flepori No. (.c L�I.J: 1.) C Li,) 2 A volime' - era t 00 Clt /ea t hei: rnp t C-L-r-. LtirI-1JI A •O5fl1 SJib>_J_S__13r TNtS LLr;-4j .fti4 r of 4 11 -H u S. 1 %_ b E4(-tF L A s (4 1J itL1) j:(,s 13-tSk '- flLS—Cr T Z- 1— T-tT L_ ZJt.-• L.- T' - —EInl1LL -fLe L)PPa'rit- - TPr hF JIB 7JZ., F, rL$ %f4 2J' (' c:;- r 'tijj-... rrtr, JJ Ki cn , A W trLJ -) J:rj Atasty P- 1- j -fley.a 2'r 1pJ2 ' .Tti?C LDa$ _iT L-i 12 -tN L-r .' 2t 1116 c;irInn kn k n"U o c'.r C ICI fffljjl W Ittr.( or) I4 (pry 1 k ,l t r,r 1 J 1 f. ..... .q •r 1 OL I fl , (l.. Ir i o4. l, Lr.-, l4ffl!, iii ,l fo '.rr_ e t. : Ih k Attachrrenis: D 1 r 1 b u t on; ,2 Sgoed: Geo[nqweis Inc. ?1)5 1CIh tv N L flrIc'vi 'VA (?O() 7lb f2)fl of V4,i1 F J r tt F I[LD iI)F1 £ (' [ 'c L4AJ F it, Nt , /r( l Nput N. 7. .. 1KJn1jd LX rJM jf'laa r ih c u Jk t,J A U idL' i' ft!\It tM. I.Lxw]PsZ itcrJ Lf> .QXbLL.• Jr tA47Svri>-. R-'L rt ILI.. rY.L* L i1 ' PJe. 2tr1h— L AtJD Thfl 6' Jnr ' t k Q.S P L7Z. flI-i L rx _ _ �jarrP. It2Naltrai? TFttCI Pi :-11i. Jzc t t no SQ F'-. &_ ?L of.. vJ-. S 'r I-c . 117a .$u. 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( IS (] (- >5 511 4: (3 (y v' COMPAC rO '.5- 0 (5) '3- >- 1.- 0 uJ 1- 4: '.5)0 ._JI.-.cc 0(5.5 o( (-I- Z0 w <4: 00c4 ‚3:sLCJ (5)0 403.3c3 I3 oG H&&J'3<- U( - - 0 -I 5-) > )- & 1Q(50 ULJ.50< -v3ix'OZ0- 1- LU<L W-X< Ui000.. 3('3 0 r3flD(5J-4:ZUcDZ D- 0<-4: >(0-J-)3> 1 1 1 5 5 0 -)>&}-- (3 > Y LJ -.5 - LO> 4: za) 5-- Q 0 "<L)cI -J 0 5Ju IiJ U 5-) 1- ..1O'33 w 0>5->- L)Z zcJc 5- >- 3<3 )- <c-_/ Z - zvsc - cn ‚.vsu (5) 4- 3) ill 5 i ...J 51 I 5 Z - 13) (5) U((3 0 0s Z trs c53 1/5 &) 5.!' 5)3 5-3 ft,Lr'LACE MOISTURE AND DFNSJTY TCSTe — r �' ,it REVIEWED FOR CODE ��VEO CE AP' PRAR 18 2Q�5 RECEIVED CITY OF TUKWILA MAR. 0 9 2015 PERMIT CENTER CORRECTION LTR#2I GeoEngineers Incorporated ,uIIIIIIII, �s REPORT SUPPLEMENTAL GEOTECHNICAL ENGINEERING SERVICES SILVERVIEW PLAT TUKWILA, WASHINGTON FOR THB COLORADO CORPORATION GeoFngineers Incorporated GeoEngineers lnoorparcited 2 )( t(e !:2Co tac,h r:.e �t ;le.. nt:. ' VA 98rc;5 Jtine 1, l98 i T113 Colorado Corporation c/o Ilarghausen Consulting Engineers, Inc. 6625 South 190th, Suite 102 Kent, Washington 98032 Attention: tor. Tom Barghausen Gentlemen: Report Supplementary Geotechni.cai. Engineering Services Si.lverview Plat Tukwila, Washington. File No. 1103-02-1 C;..�n:iult�,ici != eolec "ti+c£'n I—t 1CIP`rP,:.:- Af'c;.IlS-!JcJ: Stt: INTRODUCTION AND SCOPE This report presents the results of our supplemenl:a ry geotechnical. engineering services for a portion of the propused Si.lverview development i.n Tukwila, Washington. The proposed area to be platted has been e>tended to include the parcel of land Lying between the north edgi: of the original property explored and Slade Way shown in the Site Plan, Figure 1. Authori- zation for our services was provided verbally by Mr. 'Tom barghausen of i3arghausen Consulting Engineers, Inc. on May 18, 1981. These services are a continuation of our involvement in the project, which included our report dated January 28 dnd our amended repnrt dated March 30, 1.9S7. The additional property will be divided into six lots for a total of 22 Lots in the development. TI,e access road rc the development, :3rd Place South, will extend southward from S1.ade Way. Access from 5wt1i Avenue South has been eiiminatecl, The purposes 01: our: services are to explore subsurface condtt.ions within the parcel under optlou, couyiare the r:c}sults with the information developed durin}; our earlier str.rdies and evaluate whether our previous recommendations tre appropriate THB Colorado Corporation June 1, 1987 Page 2 SITE CONDITIONS SURFACE CONDITIONS The ground surface slopes downward from southwest to northeast at an average inclination of 20 percent. Ground surface elevations vary from Elevation 270 at the southwest corner of the parcel to Elevation 200 near the northeast corner. The site is covered with dense brush and thick stands of deciduous trees. A few small drainage swales extending west to east were observed in the south-central portion of the site. These carried a small amount of water at the time of our field visit. Existing residences are located west and east of the parcel. FIELD EXPLORATIONS Subsurface conditions within the parcel were explored by excavating six test pits at the locations shown in Figure 1. These test pits are numbered 16 through 21 to continue the sequence begun in our earlier studies. Test pit locations were determined by pacing and taping from existing features. Elevations at the test pits were determined by interpolation from a topo- graphic map prepared by Barghausen Consulting Engineers, Inc. Locations and elevations should be considered accurate only to the degree implied by the methods used. Test pits were excavated using a rubber -tired backhoe provided by Barghausen Engineers. These test pits were continuously logged in the field by an engineering geologist from our firm who identified the various soil strata encountered, obtained representative samples from the test pits, observed ground water seepage conditions, and maintained a detailed log of each test pit. The soils were visually classified in general accordance with the system described in Figure 2. Logs of the test pits are presented in Figures 3 and 4. SUBSURFACE CONDITIONS In general, subsurface conditions are similar to those identified in the eastern portion of the original property studied. A forest duff layer having an average thickness of 6 inches mantles the site. The forest duff is generally underlain by a loose and soft silty sand unit which contains GeoEngineers Incorporated THB Colorado Corporation June 1, 1987 Page 3 roots and organic matter; the unit ranges in thickness from 1 to 3 feet. Loose to medium dense silty sand interlayered with sandy silt underlies this unit. Very stiff to hard glacially consolidated silt was encountered at depths ranging from 1 to 8 feet in the test pits. Ground water seepage was observed in Test Pit 21 at a depth of 4 feet. This seepage represents water perched on top of the glacially consolidated soils. We expect that such seepage will be prevalent within the site during the late winter and early spring months. CONCLDSIONS AND RECOMMENDATIONS Based on the results of the additional explorations and comparison with our previous test pits, we conclude that the site may be developed in accordance with the recommendations provided in our amended report dated March 30, 1987. A large landslide occurred in 1960-61 on property to the north across Slade Way. Information in our files indicates that those past movements may have extended onto the extreme northwest corner of this parcel. However, regrading during reconstruction of Slade Way obliterated evidence of any movements in that area. Our examination of the property during these explorations did not reveal evidence of recent instability. There is a potential for shallow surficial creep at the site. This can be controlled by appropriate site grading and drainage improvements. - 0 0 o Geo►Engineers Incorporated THB Colorado Corporation June 1, 1981 Page 4 We trust that this information meets your present needs. If you have any questions concerning this report or if we can provide additional information, please contact us. Yours very truly, GeoEngineers, Inc. Herbert R. Pschunder P_cect Engineer K. Tuttle rincipal HRP:JKT:wd Attachments Three copies submitted Copyright © 1987 GeoEngineers, Inc., All Rights Reserved GeoEngineers Incorporoted Slade Way Z G� N Property Line m� G 0 0 2 Q J a W r_ N W s LL i w > 0 > J � 01 - L v� C O - 0 < t- J G 00 r- a E J 0 N_ 00 00 C ? 00 W Z J W H 0 1-1 0 F- J 00 Z Z 10 G v [Y O Z L" N 0 < Z u 0 z K G 00 0 s GEI 85 85 SOIL CLASSIFICATION SYSTEM MAJOR fiIVISIONS GROUP SYMBOL GPOUF NAME COARSE GRAINED SOILS MORE THAN 60% RETAINED Ou f10. 200 a1EVE GRAVEL MORE THAN 00% Of COAR6E ffACTK»l RE T AINEO ON MO, 4 SIEVE CLEAN GRAVEL Gw W(I L-GRA0E0 GFIAVEL, FINE TO COARSE ORAVEL GP POORLY-ORAOED GRAVEL GRAVEL WITH FINES GM 81L1Y GRAVEL GC CLAYEY ORAVEL NAND MORE THAN 6O% OF COARSE FRACTION PASSES NO, 4 erEVE CLEAN SANG 3w WELL-ORADEO 6AN0, FINE TO COAR6E 8A140 SP POORLY -GRADED 8A140 SAND WITH FINES SM 61LTY 8AN0 3C CLAYEY SANG FINE GRAINED 80113 MORE TNAN ao5► PA86E8 NO. 200 eIEVE SILT AND CLAY UOu1O UMIT L.E6$ TNAN e0 INORGANIC ML 611.1 CL CLAY ORGANIC OL OROANIC 81LY, ORGANIC CLAY SILT AND CLAY LIOVIO LIMIT e0 OR UORE INORGANIC MH 611.1 OF HION PLASTICITY, ELASTIC GILT CH CLAY OF NIGH PL.A8TICI1Y, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC 611.1 HIGHLY ORGANIC SOILS PT FEAT NOTES: 1. Fteld Cldstlflcalion Is based on visual exgminaflon of Boll In general accordance with ASTM 02488-83. 2. Solt Cl8eslficel4on uelnp laboratory teats la beaad on ASTM 02487-83. 3. DeaCNptlona of soil denalty or conaiatency are based on Inlerpretdtlon of blow count date, victual appearance 01 eolle, end!or leer d816. SOIL MOISTURE MODIFIERS: Dry - Absence 01 moliture, duely, dry to the touch Molal - Damp, bul no vislbie water Wel - Vlaibie Iree water or saturated, ueu611y eoll le oblalned from below water table GeoEnglneers tncorporvted SOIL CLASSIFICATION SYSTEM FIGURE 2 DEPTH BELOW GROUND SURFACE (FEET) GROUP SOIL CLA551FICATION SYMBOL LOG OF TEST PIT DESCRIPTION TEST P1T 16 AP9ROX1.NAT1: ELF.VATIOLJ: 258 FEET O - 0.5 FOREST DUF1' IJ 5 - 2 = Shl UAi:K SRC)WN S11..TY F188 SND tLTIi ORCAKI€; MAI"TER A14C 0CCASI08AL C8AVLL, ROOTS API) WOi,ID (LOOSP, MOIST) 2 5 5.0 SN/ML 1NTERLAYERED MOTTLED C•R0W1API) C:iAY FINF. TO MEDLU8 SAND AND LICHT RROON SILT (MEDIUM DENSE AND STIFF, MOIST:i 5.0 - 9.5 ML CRAY[SII ErROWN SILT (HARI), 1•I0IS'I') TES'! PIT COMPLETED AT 9,5 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVED DIS'URREI) SAMPLES 013TA1NED AT 4,0 API) /,O FFE'T TEST PIT 1.1 APPROXIMATE ELEVATION: 259 FEET O - il, 5 FOREST DUFF 0.5 - 2.0 $M DARK BRO'WP SILTY FIN: 5A00 W1TH ORC;.NTO FIATTEP, AOD OCCASIONAL GRAVEL, ROOTS AND 0000 (LOQSE, MOIST) 2.0 - 5.5 SP-SM DROWN FINE TO MEDIUM SAND W1TH SILL' ANI) OCCASIONAL GRAVEL (L005F TO MID]UM DENSE, MOLST) 5,5 - 8.0 SP-SM I3R0''N FINE SAN) W1TH SLL'ii' (MEolln-1 OENSF, MOIST '1'0 WET) 8,0 - LC•0 S�1/M1. LNTERLAYERED k)LUE-CR,'Y SILTY F'10E SAND AND SANDS' S1LT (MEDIUM DSPiSE AND STIFF, M01ST TO 0E'8) )EST PIT GOMPLE'LED AT 1 0.0 FEE:'[ 100 5/1 9187 110 GROUND WATER SEEPAGE OItSi RV8D 1)1STUR1310) SAMPLE DOTATNED .sT ).0 FEET TEST P1'1' 18 APPROXIMATE ELI VA'I'IOP: :238 rio r 0 - 1,0 1-IL DARK DROWN SANDY Si.L' 01TH ORGANI: NATTER AND OCCASIONAL GRAVEL. APD ROOTS (SOFT, NT)1S'1') 1•.0 - 10.0 1-IL MOTTLED GRAYISH IIROWN S1LT WITH SANG! (VERY STIFF, MOIST) GRADES TO HARI) AT 5,0 TEST' PIT COMI'LETEI) AT 10, O FF:ET ON ) 9/81 NO CROIINI) WATER SEEPACI DIIS;ER`:ED 1)15TURREf) SAMPLE O13TA1i!6D AT G.0 111E DEPTIIS 08 Th6 TEST 81T LOGS, AL1'II01JCH 08000 '18) 1).1 FEI`T, ARE BASED ON nN AI/ERAGP 08 MEASUREMENT'S ACROSS THE TEST P1T AND SHOI'LD BL: C7NSLhPRE1`' ACCURATE 'I.G C'. i GeoEngineers Incorporated LOG OF TEST PIT FIGURE 3 GEI 68-©S DEPTH BELOW GROUND SURFACE (FEET) GROUP SOIL CLASSIFICATION SYMBOL LOG OF TEST PIT DESCRIPTION TEST PI.T 19 API'ROXIPIAI'E ELEVATTUN: 21/ I'EET .; - 2.o ML DAR1: IlR0WN SANI)Y SILT \411'Il ORCANft .IATTER OCCASIONAL CRAVEL rti/D ROOTS (SO['T 'h(1 MEI)Ii1M STIFF, FIOIST) '-•!) - 4.0 sr -Si 11ROWN FINE SAND Wi:'1'k1 51.1.? ANI) )CCAS1ONA1. CRAV�l. (?II IQIUhi DENSE, MOIST) 4.0 - 10.0 EfL GRAYLSH BROWN SILT (STIFF T;) VERY STIFF, MOIST) GRADES TO HARD AT (.0 PEE`f ST nIT COi4PL6TE1) AT 10.0 FEET OC; 5/1 9/87 rIo ::ROUND WATER SEEPACE 01 i1VEC DISTURBED SAI-IPL.ES OIITAINEG AT 1.0 ANI) 7.0 FEET TEST PIT 2.0 APPROXLMATE ELEVATION: 210 FEET C - 1.0 NL DARK BROt4N SANDY SILT WITH ORCANIC r1ATTER, OCCASIONAL GRAVEL AND ROUTS (SOFT, HOIST) 1.0 - 3.0 SN/ML LN'I'ER1.AYERED BROWN SANDY SELT AND SILTY FI:NF: SAND (SOFT 'I'() MEDIUM STIFF ANI) LOOSE, NOI.S':) 3.0 - 5.0 SN BROWN SILTY FINE SAND WITH SILT LENSES tiEDlt»I DEN;I., MOIST) 5.0 - 1.0.0 NL IiROH'NI.SH GKA'i SILT (STIFF TO VERY ST1F1', NOIST) cRAI)ES TO I1ARD AT 6.0 ;"EET TLS'1' NIT COIIPLETEI) AT 10.0 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OIISLRVED DI.STURBLD _SANPLES OUTA 1 NEI) AT 2.0 .AND 8.0 FEET TEST P LT 2 1 APPRDXIHATE ELEVAT:ON: 225 FEET - 0.5 FOREST DUFF (:. 5 - 1 . 5 HL DARK DROWN SANDY 81 LT W ITN oRcAN 1C ?IATTI'R AN D OCCASIONAL CRAVEL (SOFT, MOIST; 1.5 4.0 SP-SM BROWN FINE TO NEDI01-1 SAND 1. ITD S1L'1AND OCCASIONAI. GItAVEL (LOOSE TO MFDrL1I DENSE, NOI.ST ',FO WET) 4.0 - 10, 5 PII.. h1O'1'fLED BROWN ANI) GRAY SILT AND SANDY S.1.L'f WITH OCCASIONAL LAYERS OF SILTY FINE SAND (hIEDIUN STLF( TO STIFF, MOI.S'I') C1�ADES TO VERY STI FF AT (1 FEE": ":'EST PIT COMPI.F.TFD AT 10. 5 FRET ON 5/1 9!87 NUDERATE GROUND WATER SEI:rACE DBSERVI:D A'I' 1.0 FEET SLf( HT CAV.I NC I ROM 4.0 TO 7.0 FEE': DLSTIIRBED SAPiPLES OUTA 1 NEI) AT 1 . 0 AND 6. 0 FEET GeoEngtneers Incorporated LOG OF TEST PIT FIGURE 4 i ?r,„ ,I ' �ll• �.. ��l.i �i�i GeoEngineers Incorporated May 4, 19S7 TlIB Colorado Corporation c/o Barghausen Consulting Engineers, Inc. 6625 South 190t.h, Suite 102 Kent, Washington 98032 C 8 Attention: Mr. Dana B. Mower Mr. Tom Barghausen 1 Gentlemen: P� Letter of Clarification r-1 Silver View Estates Play Tukwila, Washington File No. 1103-02-1 Cc. is.dl This Letter addresses questions raised by the City of Tukwila regarding our amended report of geotechnical engineering services for. the Silver View Estates Plat dated March 30, 1987. We have discussed these items and nur responses with Mr. Tom Barghausen of liargliausen Consulting Engineers, Inc. on May 4, 19117. 4iir responses .ire as fo.l.iows: 1. The issue of requiring separate studies for Individual residences can bust be resolved by evaluating the specific design require- ments of each scructure. We do not expecc that additional field explorations will be necessary for each residence within the plat. Ilowever, as a minimum, geotechnical engineering consultation considering the specific design requirements of Individual residences in releation to site conditions is appropriate. In some instances, additional explorations may he warranted. TUB Colorado Corporation May 4, 1987 Page 2 2. Residential construction can be done at all seasons of the year. During wet weather, contractors will have to exercise care to protect bearing soils from disturbance. This may involve tempor- ary ditching to collect and divert runoff and placing crushed rock to protect the bearing soils in footing excavations. It will also be necessary to substitute imported clean granular fill for native soils to permit fills to be properly compacted. 3. On -site soils can be used as structural fill provided earthwork is done during periods of prolonged dry weather when the soils can be moisture conditioned to obtain 95 percent compaction. We trust that this letter meets your present needs. Please contact us if you have any questions concerning the information presented herein. T U rI. e URP:JKT:cs Five copies submitted Yours very truly, GeoE`�neers, Inc. Ja Pr ncipal uttle GeoEnganeers incorporated ,4 FILE CY REV$EWED FOR CODE COMPLIANCE APPROVED t4 R 18 ?�'� ►5 CitVof Tukv�f=�a BUILDING DIVI ON Ti-IB Colorado Corparatlon c/o 13arghausen Consulting Engineers, Inc, 6625 South 190th, Sulto 102 Kent, Washington 98032 Attention: Mr. t)anai MoaTer Gentlernen; CORREGIION LTR# Z Geoingineers Incorporated Summary Densi ty Testing of 'Roadway f'i JJ Silverview Plat. Tukwila, Wrishi.ngton Elie No. 1103 -(13 1 41 i This letter suumnriz+s our evrr)uatton of fi.JJ plareei for 53rd Place South within the planned Siiverview development in Tukwila, Washington. The 1,11 portion of ittc roadway extends Routh f:ronr the Fnteriectlor: with Siade way a distance of approximately 450 feet to a cui-de-sac i.n the center o;f the plat. Our services are a continuation of our involvement in the project, which tnc.luded report" dated January 28, March 30 and June .1, 1987. An initial site visit was made on September 4, 1987 by one of our field engineers. The fill., which had previ.oua1y been placed to subgrade clevet.lon, consists primari l.y of si ity eand a+rd sandy si It with vari abi.e amounts of gravel. We understand that the f41.1 t:hicknees ranges up to 7 feet, Our representative rnnde. density tests at various depths below the ftl1 surface wlth the assistance of a backhoe provided by Thomas Construction OonpAny. The test results indicate that, in general, the fi11 was compacted below 95 percent of the maximum dry density determined in accordance with ASTM I)-1557. Based on the test result and our field engineer's observvtions, we rer_ommended that the upper 2 feet of fill be RECErV bd and recompaeted, as discussed with you on September 9, 1987, You CITY OF TJkthat leaving the 1 f J J i n pit r c wi thout recorpvet i on, with the MAR. 0 9 2015 PERMIT CENTER '4 03S'4 )'Ili C(i(Jrad(, Co poi at. i un Sep t (tHh r 14 P'4 2 lng poten 1 for df? t-v r8-d by f 11 t1n'rt , t & 1 n;1 lift of 'rg wl 1 b unt.1 t 1988, Any dlst r e4s which dvE1op dun fn t)te winner seaFon 'nn br rrpii red prior 10 final paving Additionai cJnSty tests were made It yrur request on Spteaibr 10, 3967. Thee tests genra]1y coifi,mtd our earlier findthg. Test results and d[.ly field reports prepared by our fi1c1 ngfneer6 are at.tarhed. We trust t:hat this 1 ri formti on meets '.'Lijr present needa. if you have any quest1crm cottcernirtt th1 Jetter, ,please contact ti. 1 - r'' \' oJ1r ' L 4' (' -7: \\ 4 1 J • uttle - :-- ------- --- SVJCr1f\k- '.;f/!fd 1? flCfFJ 1JRP; JKT lit t ichnnt Three C:Op1ei submit ied ce: Ciry of Tukwiia 6200 SDuthcerttr B]vd, Tukwii, WA 9FU88 At. t)1 M. Hol ri Ifr Your very Iruly, GeoE nccrn Inc. Geoingineers lnorporciec t GIeo ngtne rs �i1C. 2405 - 140t,t1 Av. N.C. BeIIevu , WA 98005 (200) 7�tt i t?r� �L�f_� ���� t'f"«jreci: ;; ((Ltf k? `.�+ 1(= '�.) �/ref ___. 1 C c-' ti L,, , :: V t i. t t'ilc� P.�r3 L1a$e• 4 ! `f / jS t { c �� __ Arrlvai iirnG: Deparl.Time flepor't No, i Pa rs Ui i Perrnli No. _ Papered Purpose by: - i_Oeaiinrl ("tt:. rJlt » We�rther GL ; ..a .✓ sk i-s of U'isil: r� tl. c'rt r- • kJ 1 . [ Y: is ( 5. ! T .. 'I - y trJ Cart t)W [2 ~ram r4 - t r T�` S :,L 1 r:� J d >s - ? 61� (I d,� t +�t tom+ s p-• �y A i�.Nr♦1 +�T t`� r 1 xt"'+y' ... erpr pg►'T'T`►e►^e4y.Y��`; F a,� A.. 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V µ( , PLC ffi t ZTS -`)ff Ica h'+1Y t`i tt„t.. rttr�I �h:= rrt t x! 3, Amoy .J( v t1 ,, `2-7t +?c3 Tir r`-•1 't�z N -- Z r T{Zau, ca }D _ S-I) © 'JStT'Jj? S 4 PLf LJ 17 ►- JvldL.ST# /.I ,4 A6OUT L� r�� .� tl i_ APPCf Pf flI , ij+EN5C � ly �5q,pF c* d,LL !-«IiQr~ 1` r1C�j ac Z Si A(-1lt; uorlker his rip9rl pri6fnttr pplriont tE.tMki A! to UIS GI Gif Gbifr tlon q1 iCilvUt ie lellnp la pnotkrchnl rl g1+pinwwr3r,. 1'ra rf ly hn Ihti tGfitfRCtOt IO C4mX4y N'IIn ttc plxnd ind inl tSrtfttGf I hrp,IphQOI t 4 dUrx�IiOn OI the prn)ect Inci.�-tGIIYb ;}! It1R prtsgn,f 41 qu, If ptAaertbllvn Our Work eo. 'rM ir- Iu[3rs 6u 6n1►k.l nn qr drlM:11On 01 iht rclurt work 9l iht'. e:Inirir.Irr hth S�sptoYtie6 Ot 4 V fI ,. Our tlr rn w'III no7 L, fitrr3n it- t lur )Ole r It, e, etrrl} Er, tP l r.rOJ{c1 Attachrne its. Dlsirlbution: Si rred"= 0y z t i-[ J 1 .I '.t ,, PERCENT COMPAACTIoN BASED ON: DSAP4DARD PROCTOR (AASMTO T 99-57, ASTM D 598) M001FIEO PROCTOR (AASF#TO T 180-57, ASTM D i557 DE1�51 T't TEST MET.1OD TYPE OF CbMPACTOR N - NUCLEAR (ASTM D 2922) R - RUBBER-T.IO ROLLER OMC - 3P' 1MU" aOtSTURE SC - SAND CON (ASTM 0 1556) V - VIBRATORY COMPACTOR P.11 - RUBBER 9ALL00N (A$,TM D 316 7) ll v i EN` $ - SMEEPSFOOT ROLLER SOIL TYPE Gd - GRID ROLLER VT gcTF,— r+ �;•,Rn L - LOADED SCRAPER SI - 5 - SANt) s - sa ndi JJ - JUMPING JACK S! - GRAvvEL 8 St 'e11y BV - SACKHOE VIBRATOR`' PLATE SILTh! - t1Icy VP — VIBRATORY PLATE C - CLAY c - is ey 7 r} cw '..k if '; C .' n t'. f + i + GEN'ERl�L ELEV. FEET 5011 TYPE FIELO - LOCATION (FEET) TO TYPE COM- MOIST. �.RE? PACTOR OMC .! y ti , 111 . t y j L� ry Y IL) 4 l►7 Vs f `,► 4n U y � `i M � �. L .a. 1F n 1 Z \ l G©oCngkeoers Inc. iE1{?ISTuR Rr4D on'. IY iES7S GeoEngineer Ene. 2406 - 140th Ave. N.F Betkrivue, WA 98OOti f2UC? 746526D N�F'OF�� Project: ll. (si$ilT<:t i Cry t r> i•,�t, r fie 1vc:. >:��E�D Dato: 9 tic f '7 a {ri ido. C�m�r: `i' i Lc to- Do Loi?jiorl' 3V �LM1l._.�"> .I. . LaLT�oT.-t�,}rsr Tin' :OO - Ip�art. Tim+~: I D. 7 II :3'' -- F'rei�a(eii h•tt: fuf�c,se c�f »,slt� - Lit->`'F.�.• £ - 5 .1-i ' Porrnil No. - iwrrrrS..iTY TFfi `•-1�r' t� t�:aii�or: r_ G.srs-/Lq .. rir-�n __:. �tJ w nr1i C�rLr�1S£x) r�4irrr,,. 1 _ . _ 3Ttr.Qif3 t ► 3t�stuG- " Puafl1- _ , _ 1 "L �3r t t , ., JfS:.� _ 'tt P L� f�_.S]�7�i> � •-+�•$� 4 t � 'P'A t DR__ ^-1`rs rt�. V�,'f}:f_LiY�a i.� "ib "�„y,�� S LT.ci s _____� -� - 11t4"S1.i �>/w•t]3�;-_�.D....��v1:t:r•�'SiLl.�r�. t^C'�� '-fG'c!a'%y..+. �.�iQl+it,1 „�`.77�1��'S'a 'sQ r2T EIsLLlks rl, ads ia�'F £- "`L1?_1 f13�tlydLLaT T-S1d1r]rl 34Sex i-1l�}4.SH f7�&C�r R [T131 C17ri�i'J19t 6!=`T�"t Y71i7'J.+"1t --lei. L12 Tt- i;'.. vJ-ISLR-. +C iY3.xI_.:'' Y }'i'1. �4t;r" 40=-' ..7t __ ____ C s1 72 & P*p 77A r 3 C�Sv�3 tL -r- r3 r �S s} _ tyEa PA'G%I`id �.'�- 1w.4iS a � J �.•_ : — lLi 1�17 �5 3�L rWtSi'dY�l1� ' .�.-=.' _. ►rs_�3}I� r,'.. 3 +r 41{'p � � t3 C�.{ �u �i, L.tvC� r�nV�?.� �- � bs": �1 { 1.+� LJ - f Lall�1r,.1S TIz. n! >GN 1 _ 3 � 1�+��.c�• Se�s±�x r��r..�-.:t�� `-�'.L -rc ,a �s-�.�.,�`r�.��t�.�`-[T %�' P�f�t�Lz -' e.1 {C4 i_ ai I fz�_I: i 7 2T*tA pt34►t__f2skt rsf� JJ �1?5c tt._✓FL �_ _-_._._..- [%a.f" !t -�_. _ S+3s3S� f}rr -1 ij 1 54€'r D;CS fF3•'r' .. -_J JtI tr.Lr Lo�tl�_ Jz _ 7L .-,rrtT J r --._ -------.- _ _... ------- - -----a 13ii6 repc4{ FrrSerol[ Wh,ICrlt Iorn+etf t•e a fteuil of nipf eClt'�Iilcp {n:tr4lnp ip pSUIFh;llnlr, srt enpintFt:nnp, W'd rel} pn ttM r4ntIC4 to tOt14tly nllh t- plllnK rt rs<J i{M.�trIC•Il'Sne IhrOupI t ,l It,n t{ure:ipn M the projerl lrtve{lFCIN'R QI thr. (xtle•reE pt our +glalua5 tit - O.rr wpr L: d4dF +got In[liid,.. 1upevlt4nn rsr dltfrgHor 4 ;ftt et.tu+l wprk nt thn contrrr.to. `b, vpante Our urm WI nol t, ret�pnncloile c_•iW 5' O' ihls prof e; t Attachrnent3: Distrlhuiion: GeoEng m ers Inc. 2r105 1 Oth Av. NE. Ucllvvue: 'WA t13UU`} (2U6) 74(, 5:tc n F re pared by c- EL_►.) REPORT CJvtmer: Loc ii ion: r _ V ealh,er: rev L, rr_ Pa LL rAA-t ,i,3—i f �fc7(«'rR7 Nc__._____.__ _ Ia. PeIr'I'•Ii N0. ! .i_ u,.ir'.�r; rr7 a Fi -? 1JJi�r__.i.v r=i. ._._ :Ll.s _Ark�t _r. J G;.cJL TG iid JC Ji{. _Grc:ly+' 53._. .Drcl . ,tf =tk _G.cr;�e3...P..W :Ca.e�_t�? 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X A�S` l hrn n+ppr[ plc;ryntn 0010c & forrrrc rtr a r4Glnt of crt:r aM.:CxVFt,or p: lGlipl4r<xt 1C: EIrfiy' to pjCrC:fiupal a IV, f r(y (,I1 thi . lSI al FCl lE) Cr)rrrGlyr wltf! Usa pia'9F hna L:'rt.x5rffctu on Ihro.j 7tltAtl tt1C dtrle1ic Qi I1,.: 111Ujtr;i Ir+t, Up(.1+ur() 041 5tPBC11CO 0l (}111 Ir I-4gnntxi0C r7(rr work d;'wrr: 7101 to C141¢141 ppf l' V S1pry n' (. rnrl irn 21 lar 644Vgi 04,k Of thr• rfr,1141 tp; 11131 Em,I12VUPI nr e aontlr C)i,t It144 vnll urtl 44 14) 1 it+'n f!n frd nt 7Ne, ratwxq r 14d. Itrjn( A11achrmfenls; Dislribulk n: S It}ned: Pr'i r.t U+ 0 t 1* LL: 1 a 19 O w J t c C 3 Li c c n I <L Q e z 1 Vy Q1 3 TY TESTS i-PLACE MOISTURE AND DENS 7 0 U Ci 3- 0 U cY u �1 -J LI 1 l/' x �i 1` ha .y t- S a _7 ts� S1 Itk u m kr c L h 4, 4_) eys' O ww O >- tn r- rn ul 4' N e 9 x' z J GeoEngineers inc. 1 n �, In r: iI, u .' 0 0 4- !- to Vi d 4 . f� P+ In In 1 r o m o 17' .-1 1- O 1- I cn d w n: 0 u 0 a 00 cx w d -- d � Q 0 ►- O v x 2ROCTQR (AASHTO T COMPACTOR w O w a (_) 1: 1 0 n' l w d -J C1 Cx . uJ 0 J F- cz JUw �cr O Q J O w cLJ n►- ►- x 0 U1 d 4 C0C [l.}xc J i1U lJ a 4 V co a c Q: f uJ cx d ui ? t?JU 7 r 2 1 O U- O (9 1iJ 0 Q ocrvl�az©r-►- uJda w—I4. mn wc1oa.uc c ma3W—dwumZ a>Srrc�J�ca> X i 1 1 1 1 1 I cl 1 0 •)> a 1- e'>J-)oD> x f4. w M n z �o O n 0 N + h- W G" t/1 I!n +~ n Q 0z 1- 2 2 O YN0 O v tf v J 1- 1.1) d �} Q Z m 0 Ii1 ilk w V uzm Ct 1— } d z F- Z Cl 1— w U (/3 1 1 1 J LJ w l.) m O © O Z VS o " JN PLACE MDJSIURE AND DENSJ;Y •,a V) no v, u FILE COPY CORRECTION D ��i-o3s�1 REVIEWED FOR CODE COMPLIAWCE APPROVED MAR 18 20 ►5 of TukW�Ia DUILDING DIV$SION RECEIVED CITY OF TUKWILA MAR . 0 9 2015 PERMIT CENTER GeoEngineers Incorporated O''isUliir, Ge�al�Ghnical Er'in�3Cts2.nd Ce000isEi AMENDED REPORT GEOTECHNICAL ENGINEERING SERVICES SILVER VIEW ESTATES PLAT TUKWILA, WASHINGTON FOR THB COLORADO CORPORATION GeoEngineers Incorporated GeoEngineers incorporated 13c�I ' ' T1113 Culnraclo Corpora:rtion c/o Barrghauseri Con,ulting Inf;inaer5, 6625 South 190t.h, Suftce IQ2 Kent , Wash.i rr (on 48032 ALtenijon: Mr. Dana N. Mower. Centlemen: (','.n::L) Cam: CIeClli-u:'r;l 1larrh :;t'), 19f'% Inc. Amended Report Ceotechni cal I nbineeri ng Services Silver View Estates Piat Tukwila, Washington File No. 1 1(13-01 INTRODUCTION This report presents the results of our pentechnical englneering services for the Silver View .Estates p1.aL in Tukwila, Washington. The project site is located west cf. 54th Avenue, as shown in the Site Plan, Pigure 1. The scope of our services is described in our proposal dated .January 13, 19i7. Authorization for our services was provided verbally by t1r. Dana Mower of SargliTnasen Consu11.ing Engineers, 1nc. on .January l4, 19137. This amended report supersedes our report dated Jrnu.try 28, .1987. Portions of Llie report have hee_n revised to More narrowly define the specific recommendations for construction of this pr.o,iect, based on discussions with the City of Tukwila and a subsequent IctLer by Ms_ Moira Bradshaw, Associate PI. rnnei.. , City of Tukr.i la. Re,ponsLs to certain portions of that letter are presented In the Appendix Lo this report. 7"he configuraLion and location of Lie proposed peat_ i s slioran on the drawing entit.l.cd "Preliminary Plat of Silver View Estates which yoti provided us. The prop(.r,Ly i rurrounded on Lhret sides by existing rest - drences and 15 present 1 y undeveloped . Propnst d grnde&. for t:he access rcndw,iys to the p]at indlcatc cut; of _ip 11 7-1/2 fvti Silt y;rr,,ding for Y THB Colorado Corporation March 30, 1987 Page 2 individual lots will be dependent on specific house designs. A total of 18 lots are included in the plat. Fifty-fourth Avenue will be widened to the west during development. SCOPE The purpose of our services is to develop generalgeotechnical design criteria for site development. Separate studies may be appropriate for individual residences, depending upon the specific design requirements of each structure. Specifically, the scope of our services includes: 1. Exploring subsurface soil and ground water conditions by exca- vating a series of test pits with a backhoe provided by Barghausen Engineers. 2. Performing a limited laboratory test program to identify the general suitability for use of on -site soils in earthwork required In plat development. 3. Providing recommendations for earthwork criteria including stripping requirements, temporary and permanent cut and fill slopes, and compaction criteria. 4. Providing general recommendations with respect to the design of foundations for individual family residences. 5. Presenting our findings in a written report. SITE CONDITIONS SURFACE CONDITIONS The ground surface in the extreme western portion of the site is nearly level. The remainder of the site slopes moderately downward toward 54th Avenue. Cut slopes averaging approximately 5 feet in height exist along the west side of 54th Avenue. We observed no indications of deep-seated sliding within the plat. Several leaning deciduous trees in the eastern portion of the site are indicative of shallow soil creep in the forest duff and weathered soil strata to a depth of about 3 feet. GeoEngineers Incorporated Ti'I11 11t1:tt!rO f;�tt"i2s1i .' ;1-ircll 311 19);l 1 agc 3 The ,>iLC t: rrtve_<I a•it i L>rt.u;h atitl 1.1tiCh Stattils of :ie-c'irluutts- tres. The re ua lc:a :;nl:e1 I ,'r(inl:'r, t::i e°vrr}rre u t re C;;, Fryur small art as of Shal lob: ,CI.5 1.) J .t,i fact.) Slaci Ii rg t;^;;tier .t'Ic lhserved in th€ e';:tIC:IIN' >lern ,ittrliplt ;il r.Ftc+ :;i1c;. 'I'lirsn ;art? in ir. Ltd it I%igure 1 I'l ELi) EXYI.ORATI ONS Subsurface condi t ions wi Lhi n Lhe plat were explored by exc tvat i np 1 5 LcrsL pi Ls at the iocjtions shown in P>h,r.rc 1. Tet;L pit. locations were: determined by pacing from exlsting features or sighting to ncarlay houses. Elevations art the test pits were deteroined by 1 iterpolntion from 'i topo-' graphic map prepared by 13argheusen Consulting Erigineer.s, irtc. Locations and el.evitions should be ccrrtsldcrcd :accurate only to the clegree implied by the methods used. Test pits were excavated usirig a rubber —tired backhoe• Dozer as 1stanee was regiti red t:o access se =.r;yl tea l: pi t: loc_aLlons due lr., so t forest duff and surficial sails. These test- pits were continu0u5L,y logted in the field by an enf;itrr-eiing geologist from our firm who identified Lhe various soil strata encountered, obtained representative samples from the Lesl pits, oi,sCrved ground water ;,tee conditions, and tna:int.aiued a del ailed In}`, of each test pit. The soils were visually classified in gerrer,al accordance with Lhe system dt.scribed in Figure 'l, Logs of the lest pits are presenied in P1;ures 3 through ii. Satnp,ies from the test pits were examined irr our laboratory to confirta field cl.assificat lont,. loisture contents were measured on snmpl.es from the test pits to evaluate the general workability of the soils in theJr existing state. Res' -tits of these tests art_• preficenced in Figure ?. SUBSIJRFACT CONDITIONS The si to is rtanL iecl wi Lht a layer of forestdt i:l having a thickness r:Irgnu front 1/2 to 2 feet. in TesL P1tti $ and 13, 3 to 'I feet of silty sand fill was enrounteered below they ground surface. Ibe f111 J:s loose and wet and includes fit'i:e of woorl and rubbee. The.sc areas of fill appear La br lvcrl I. i ztd anei ai male>e1 in be l c5s t:llan 5t){ cubic ynrias I n volutnc . GeoEngineers Incorporates fill; t:r,l:,do {:orh.:)rtdta[)t� HnrrII fl,, In (.:Itu uppusi;t>rt ion ui t h(' i i t', r('prr::_ 'nl_t>_7 I)V T(,rt P L 2 1:1c;ns Iht Ir,rr:sd drrfi nrnI f111 (;vt>r1i1-1 ?-- try i-ot-i.I ick uniI f Ina<;t nnrf ta(:t silty sand. I`hi: unit Js ,.rltlerl;iin by tredium dnntir ;illy ssiurl with vnriable amounts of gYa\rt?I t,l"1tC145!i ifl `11.a i; iL .jsh). In tht lowor p:,rl,ion of thr_ site, the t°<Dt'csl duff i rrac'r'.Hly untli't- lai n by a ?l7oti!? :.end Soo: t :i I t:v stand and sandy si It urti I. hi ch rank':; 111 thic_knrss from I%2 t.o 2-1/2 feet. This unit Is generaliy wct. Dense gl,aci ai'ly con>ol idl:ated soi i.s consisting of silty sand with gravel and sandy silt underlie the loose surficial soils and t:he fi11 in Ttst pit 13. These soils were encouneerrc:l at depths ranging from 1--1,'2 to ., feet at. tlu' test j:it locations. Ground water seepage was observed in several of the test: pits within a few feet of the surface. Thiseepage most likely represents water perched on top oi. the:' glacially consolidated soils or impervious soil layers within the OLatwash. CONCLUSIUN5 AND RECOMMENDAT10NS CE NE RA L In our opinion, the site is suitable for constrtaccion of residences provided appr'opr.iste cons tructlon measures, as indicated herein are imple- mented for earthwork, drainage and toundatl<an support. We e>:pect that Conv{^ntjonal. constructlorr procedures will he apprnprintc for dealing with these :actors. Geot:er_hnical engineering cansultation with respect to the dcslgo of. Individual. residences is reconuntnded• Addit.9una1 explorations a.nd analyses may be appropriate For spcci.fic designs. SITE PREPARATION AND EARTIIWORX We reconunr�nd tltatsite preparatlon and earthwork he arcomplished during prolonged (t_wo weeks or more) I;eriods of dr.; weather as I:he rt.n-site soils are sensitive to moist:ttre and wi11 become very rlifficuli: tc• work with during weL wetl.iler. We recommend that site gradinc, activities hrr schedt.tled for the nnrm„1ly drier surnrne" :,nd early fal l seasons (June through Octoher), The initial ph:ise of site' prepnrat ino should inr`l t.i installation cif Ier:purary ijtt r`Itt.,, Lt' rem v'e pondrd W;atrr. I'r'nrh dr. I i' iry .rl ,r, be nr_r�d•d to ,u11.ct. GeoEnglneers Incorporated! TUB Colorado Corporation March 30, 1987 Page 5 near -surface seepage in some areas. These should be installed on an as - needed basis during construction. Decisions on where and to what extent such drainage may be needed should be based on field conditions. Building, driveway and access road areas should be cleared of vegeta- tion and stripped of forest duff or disturbed silty soils. We expect that the depth of stripping will generally be about 12 to 18 inches in all but the wettest periods of the year. A greater depth of stripping should be expected during wet periods since it is probable that disturbance of the subgrade soils will be experienced. The stripped material may be reused in planting areas. We recommend that the existing fill in the vicinity of Test Pits 8 and 13 be removed prior to placing any new fill. We recommend that the native soils exposed by stripping within building, driveway and access road areas be proofrolled with a loaded truck or compacted with heavy equipment. The proofrolling should prepare the surface and aid in detecting any soft areas which may require further excavation before fill placement. During wet weather, proofrolling and compaction of native. soils wi].1 not be feasible and identification of any zones of soft soils which may have to he removed or repaired should he done by probing. Therefore, site work should generally not be attempted from the late fall through spring seasons. We recommend that structural fill required on roadways or in building areas consist of clean pit run sand and gravel compacted to at least 95 per- cent of the maximum dry density determined by the ASTM D-1557 test method. The fill should not contain material in excess of 6 inches in size or deleterious materials such as debris, wood or organic matter. Fill material should contain less than 5 percent fines (material passing No. 200 sieve) by weight relative t:o the fraction finer than the 3/6-inch sieve for use during placement in wet weather. Soils with a higher percentage of fines (generally not exceeding 10 to 12 percent) may be allowed for placement during periods of dry weather, providing that the moisture content can be controlled to achieve the required compaction. Structural fill should be GeoEngineers Incorporated llili (;ri1i)i;i<j: Cccri:trc i•lrcrcIt ill, i'48' in i cost 1 i f 1 nc (. r.cr cd I ii ]i) i nchcn i n t hi c::nr:;; I:,:rlr 1: 1 1 shun l d I)c :•irucl i t ; nnc d t-) t lit propu r u) i e l ure r•rlllt rn l yin -I r nini±nr t;>rl c11 fc_d Clen:-it.v u;ing vil_'riiory egclipmenl l'hc cnr-s i t e so i 1 -: contain high percc nt ac;e of l l nes and .;crt s i gni r i - candy ahcrve Lhe 0pL1ln.ur moislurc conlent .for cnn:p. l iou. We recnnunend on-ei to soi 1.:; not. be used as sLruc:tura.l fi 1.1 unless the nro3sture Contei t. c:3n be controlled to obt.r]irt 95 prrcenL compaction. SLO N;S 1>le recctnnoerd ghat Llte sides of anv temporary excavations other than shallow drainage ditches be sloped no steecper Clran I-1/2:1 (horizoui;jl to yr rt1cnl ). Pcr-manent cut slope~ and slopes in structural fi Il should be i made at 2:1 maximum and should be planted or hydroseeded within 72 hours to I minlmlze erosion. Rockeries nay be used in p[nce el cul slnper; where the cut:: arc made pr.i ncl p:;ll l y i No the 1.111, soi l,s . We recommend Chat rocke ri es be 11 ucl reed t r) r; Ceet i n height:. Where greater hei ,ht i s regtci red, stepped roekeri es ran be installed, providing; that the toe of each stage of rockery lies behind �•upstope) of a Sine drawn al 45 degrees above the horizontal. through the Coe of the lower stage 01 rockery. if rockeries are installed, grded back- 1 Iting and ttse of fillet' fabric may be rtccesssry Lo prevent: 'loss of soil i duc to seepage. NO N ITOR J NC A representa( ive from {;eoEngineers, Inc. should monitor site pre- paration and e,irthwork cperalions on a sufficiently frequent hasi s t.o observe the f,rr.ogress of the work, 1:erform representative in -place density (:ests and evalt.rai:e 1 f the recrrcnmenrled cc)trcpacCL)<rn and other ccansl:rucCion criteria nre bielnl achieved. CeoEngineers Incorporated TUB Colorado Corporation March 30, 1987 Page 7 FOUNDATION SUPPORT We recommend that spread footings be founded in the medium dense sand or dense to hard glacially consolidated soils or on compacted structural fill placed as recommended above. We recommend a minimum width of 16 inches for continuous wall footings. Isolated spread footings should be at least 18 inches square. The minimum depth of embedment for all footings should be 18 inches. For foundations designed and constructed as recommended, an allowable bearing pressure of 2000 pounds per square foot may be used. This value applies to the total of dead and long-term live loads exclusive of the weight of the footing and any overlying backfill. This value may be increased by one-third when considering wind or seismic loads. We estimate that footing settlements will be less than 1/2 inch. We anticipate that the exposed bearing surfaces in excavations will become softened or disturbed if not carefully protected from exposure to moisture and construction activities. Therefore, we recommend that these excavations be made during periods of dry weather. If the bearing soils become softened, the disturbed soils should be excavated and replaced with structural fill compacted to at least 95 percent of the maximum dry density as determined by ASTH D-1557. FLOOR SLAB SUPPORT The sand and sill soils will provide satisfactory support for on -grade slabs if they are not disturbed by construction activities. Disturbed areas should be repaired in the same manner as recommended for footing excava- tions. Slabs may also be supported on structural fill placed and compacted to 95 percent of maximum dry density. We recommend that a base course layer of imported clean granular fill or clean crushed rock at least 4 inches thick be placed to form a capillary break beneath the slab. A positive hydraulic connection should be provided on the downliill side of the resi- dences between the base course layer and the footing drain system recom- mended in a subsequent section. A vapor barrier should also be installed to minimize the potential for migration of moisture through on -grade slabs. GeoEngineers Incorporated l'111! {:u l ta-;it'tt ;..(1( tin i :if i tati rc1) 3U 1'.t};1 P')ic' 1)RAI.NACE 1�(t l t'_Ctl ri liNll (I t. hFit. ;;Ut 1-r1ce runcfi li l' dlr':t:cd Li: A St-UrIU ell":;ll It('I}�r, sytcr.l. Conctntl 3tcd rtinof f should bt prevent cd from f Bawl ti}, dnwli ::I below resiciellce or clraveways. Chas Siiould 'bv lecoip]i:+hed by larl,viding i system of curbs, }ulcers and catch basins. Roof, pavement and forind, Li(in drains should be connected to a Lightl.ine disposal system. Roof rand founda- Lion drains sllotaid not: he combined around strllctnreta. The footing drain 'in should consist. of perforaLed drains installed at the outside base of the perimeter footings. These drains should conist of slotted 1'VC pi pry surrounded by F inches o:f pea gravel wrapped in f i 1 t:er fabric and connected by a tight:linc sy;I:em sloped to drain Lo an alapropri i t e disposal poi n.t . A permanent subsurftice drainage system may also be appropriate around the periphery of t,.tmt :art>as. 1'he extent .rnd iocation of these drains can best: be established during consLruction with the assistance of Geo ngineers' representative. l'hese drains should bi constructed in the same manner as, the footing drains. rAVFH.I:NTS Pavement. subgrade arcas shoul.d be prepared as described under SITE PREPARr\T1CN. The pavernent subgrade sci 1 should be compacted such that Lhr upper 1 fc•ot of sol 1 attains al tease 95 percent of. the nlaximuln dl density. Access roads and paved areas shonid bi underlain by at: least 6 inches of clean and and gravel or crushed rock fill. For the expected light v ehieular t:raffle, we recommend an asphalt: concrete paving; rhickness of 4 a aches S L(ij'E STAB1L1TY landslides have occurred ]n ;.tie slopc north of Slade Way where unfnvor- ab]e conditiclns such as steep slopes and seepafze occur. Those mnvelllents (lave lint offect:ed this site. We did nol idenLify any s"i ni f i cant signs of instability 011 Lhe projr_ct site The iinliLed al ea of shallow, s.lrfiriral creep noted on the r>:l;;tern part_ cat Lht ;3ite is nnf cullsidered :;i •,nif il;l!d 11; it ;'L1n be (.:0111101 l.od Jy s1 L�,c ., r'ndlnalld dl':linagr Ilnpl`ovi'ftlint i. GeoEngineers Nneorporated I III; (,;i; LOI Id) C:�r 1:r:1 Let 1 r;n ii;t rc lr lli 1 littscd on r.rtr: ()rl;=r_rvrl jryn:;, i unr opiId011 tha( the uvern11 slope in tlir luunrdi;rlr \•141nily ul .he ;itr ir, :.,tubie. Cori;<1_rus't eon cal. 'rs.{ticnc_e;; too' result in Ll:urpornr v :1crat0' 11 'ion unti l vegel,rlion is reesLah- li:;liod. Sr>nu lor•aii;.rd ;;I(>u);hirn:ry al.:;n be errcclrinlcied in tcmhorary cuts, part_icularl.y is scel:•<tl;a zones f.rr_ encountered. 11:wc\rer, the installation of French drain:; and iannedintc hydrosr'eding r ill minimize sloughing and e r os 1 011. USE OF TUTS REPORT We have prepared this report for use by Karghau.sen Consul.l_ing Engineers, Inc. and the TI-Ill Coloradc Corporation with principal emphasis on overall site grading, drainage and roadway requi renients. While we have presented general guidelines for design of found�itions, floor s1Gb support .and relal:,d drainage for rer,ideut:iril structures, actual design of specific titrucLures w'i 1.1 bra by ot:iters. A Such, trse of the lrrformaLion in t:IIis reporl by ollrors for design without supplementai consultation by Geol.ntirreers, sh:,la hC at t:he sole risl, and liability of Lhe_ designer, builder and/or his client. The data and report_ should be provided to prospective cont r..actors for their biddinf; or e51.iraLing purposes; but our report:, conclusl0115 and interpretations should rotbe construed r3s a warranty of the subsurface condi t i orls . When the plat: l ayout , gradi ng plan and roadway design has been f i nal i zed , we should be retained to review the drawl nls and speci f i cations to see that our recotrrmenhrlions have teen interpreted and irnple;nented as intended and to provide recommendations should modifications be appropriate. The scope- of 001' fierv:ice5 does not Include services related r;o sLruction safety prt iuiJ0J1S and our• recommendations are not intended to direct Lht conLr1Ctor'5 methods, t.echri.iques, Sequences or procedures, except :is spec:ifi{Rally described in our report for consideration 111 design. There site possil,lC viriaticrns 111 suhsurface conditions hetweerthe explor�it ions sn:t al. O, wi th r hear . !. coati nt;rnr:y fc,r ten:tnl 1 r-i I0 t r<d .ondi 1 i ons should bc1r1unor1 i11 Ihi 11ii;11{rI :lnd ;r.•hrolni+a. ill l:iri:'nl fl)J( .r)ri�: GeoEngineers Incorporated •1' 111 Color�clo Cor'porat.i(rI hLrr h 30, 1987 :ir r l tl I.r°s;t.:inf; :nd consuir.al.ion by our 1.irrn shi)uld hf dru1ii con strurti;,n to confirm t:trat thu r•ondit ins cncountc r�'rl lrt !t Lltu::c i nrJ1 cntud by Che eap.l.ora Sons, Lo pro\rlde reconuurndat i (nsc t r,r' design chanf;et should the CnndiLions roveatc_i during the i,ork di ffer fri?m t hur.e ant i - cipated, and to evaluate whether or not eartlrkork ,rnd loun,irrtion install a tlon FtctiviLIe— comply wiLIi contract plans and speclficat: ions. within the Ilrnitations of scope, schedule and budget, our services h2ve been ex,?cvted 1n accordance riLh generally accepted pract:ices in this area at the time the report was prepared. No other conditions, express or implied, should be understocd. - o t) o The conclusions and recomrnendat5on5 1n this report should be applied in their entlrety. if there are any questions concerning this report or 1f we ctrn pro'vlde additlonal. services, lease call. Yours very trulp, lf�,,��,.....,> GeoEngi veers , Inc . t .T c . y 5.�,• �.... .',, 7�N1. iIRF:JKT:wd Attachments Three C+7lai05 submitted cc: Ci Ly of Tukwila (2 ) t200 Southcenter Blvd. Tukwi l.ar , WA 98189 Attn: ite Moira Bradshaw ( )�) I 4 /�,4 .Iy.dtl;Lr:r�lj1'{ 1Ie bei't P'Co•ect R. Nschunder- tngi nee r t / Tuttle ncl pal GeoFngineers Incorporated 7 7 -- --- lb o. c >' 0 0 o —0<; - III <6; c2 I >- 0- (/1 -z - (1< 0 :z 0 uJ - L. 0 0 0 0 0 zzo 0 0 0 0 > 0 0 7 SoII cl A;i;.1I ICA11ON SYSTLM � plVl r �IGI•J,,. CROUP SYPt4130L G(ZOUf' NAMEAM1AJGf, COARSE GRAINED SOILS MORE t'NAN GOA RCIAINEO ON NO. 200 SIEVE GRAVEL MoRE THAN 50A of COARSE FRACTION RETAINED ON NO. A SIEVE GLEAN (altAVl:L Gv": V.'Fs. ll{hltl:l) linAVF1,IINP t0 t:Unll;+C gRAvel !' GP POoNLY-Gr4ADED GIiAVEI GFIAVEL WITH FINES GM ;;ILTV Gn/,vot GC CLAYEY 0f1 VE.L SAND MORE' THAN 60 OF COARSE' FRACTION PASSES NO. 4 SIEVE CLEAN SAND gyV YlELL-GRADED SAND, FINF TO Co.ARSL SAND SP POORLY -GRADED SANG 1, SAND WITH FINES SM SILTY SAND $C CLAYEY SAND FINE GRAINED SOILS rrOR[ THAN 60•Y' PFS$ES N0. 200 SIEVE SILT AND CLAY LIOUIOLIMIr LESS THAN 60 ItJORGANIC Mt SftT CL CLAY ORGAIJIC OL OFtOANIC SILT, ONGANIC GLAY SILT AND CLAY LIOU{D IIUI1 50 OR MORIi INORGANIC hill SILL OF IIISH PLASTICITY, ELASTIC SILL CH CLLY Of HIGH PLASTICIT\', FA.T CLAY - ORGANIC OH - OROANIC CLAY, ORGANIC $IL1 HIGHLY ORGANIC SOILS PT QEA1 NOTES: SOIL MO1ST1J E MOCIIFIERS: 1, rl&d Clasalf(CntIOn la bawd On Dry - AbsOncs et rnolature, dusty, diy vtaut l e.eminallon DI soil 'in 0055r81 10 Itie touch sr.co,danco wllh ASTM D2488-83. Moist - Damp, bui no vlelble water 2. Soll ClaasllJCalton uelny laborslury leafs Is bAA d on ASTM D24137-83. 1y01 - V1SIDlo Ir6e water or saturated. Usually soil Is o1 Iained born 3. Doscdplions 01 s011 density or below water table Conslslency are b8Sed on IntOrpret8liorl OI blowCOunt data, visual apperirance of s011s, rtndlor test da1,A. w GeoEnglneers 1fCOrporated r SOIL CLASSIFICATION SYSTEM FIGURE 2 GE f &8-85 DEPTH BELOW GROUND SURFACE (FEET) GROUP SOIL 01A66IF1CATtl)K SYMBUL LOG OF TEST PIT DESCRIPTION T I 3' 1'] '11 dr''1'1t::<!I1:\ 1. F:1.1f,'11(3l!: 265 1•t,.;I` F{)Y 1:o'1' !)1_111 '1t. M:)T3'I.LU I11?l_1!.'l ANI) (,;!<.AY S:. J;' Sll:f h'-•I'11 (SOFTTO !101)i01! STIFF 4'Fil 3F1 0R04.'NIS1i CHi:Y SJ1.:FY FINE 5:\Ntt Wi,fl G1UV'EI, f;IFD1LII•I 1i1:r:Si: 'I'p I)I NSE, MOIST') (CLACK,]. T)LL) TEST P1T COvPl-ETE1) AT 6.0 FEE;_' ON 1 / 20: 87 GROUND EATER SENEAC1•: UBSERVF_O AT 1 .0 ANI)` .0 FEF:'I' DISPURIFEI) SAMPLES OBT 1Nl D AT 1 .5 I NP 4.0 PF.ET 'IT:ST PIT 2 APPRf)X1P1ATE ELEVATION: 282 FEET FORF..ST DUFF S11 3M NOTTLED 13RGWN AN!) Cft.AY S I LTY FINE SAND WITH GRAVF1• (LOOSE, WET) CRAP SILTY FINE SAND WITH CRAVEL (MEDI'Uti I)EMSG, *FOIST) TEST P17' COMPLETET) AT 7.0 FEET ON 1/20/87 GROUND WATER SEEPAGE OIISERVED AT 1.0 AND 3.0 FEET TEST PI.T 3 APPROa1MATE ELEVATION: 2.90 FEET FOREST DUFF SM MOTTLED EROWNISH GRAY SILTY FINE SAND WITH CRAVEI.. (LOOSE WET) SM DROWN SILTY TIME SAND W'II'H OCCASIONAL GRAVEI, (MEDIUM DENSE, WET) TEST PIT COMPLETED AT 6.0 FEE:'r Uli I/20/$2 ROUND WATER SEEPAGE OE SERVED FRO.I 8I18FACE TO 3. FEET DISTIJRBEO SAIIPLED O'BTAIr+ED AT 4.0 FEET SM Sli TEST PIT APPROXIPIATE ELEVATION: 290 FEET FOREST' DUFF' MOTTLED BROWN AND GRAY SILTY FINE SAIaD (LOOSE TO liiED1UM DENSE, MOIST TO WET) 13R01,N1SH CRAY SILTY FINE SAND (MEDIUM DENS}:, MOIST) TEST PIT COMPLETED AT 8.0 FEET ON 1/20/87 GROUND WATER SEEPAGE 08SER'Jk D AT 3. G FEET blSTURB!) SAMFLE OBTATNED AT 6:0 FRET THE ELEVATIONS ,ANi) I)EPTIIS CN T?IE TEST P17' LOGS, ALTiIOUC)•I SHOWN TO 0.1 FEET, ARE 11A ED ON AN AVERACL OF MERi:MENT5 ACROSS THE TEST 1'I'1' AND SHOULD BE CCNSIDERLD EICCURAT'1 10 0.5 FEET. GeoEngineers Incorporated LOG OF TEST PIT FIGURE 3 GEE 68-85 DEP1 H 13E1.DW GROUND SL1RrAC6 (FELT) (3IRC'LJP SOlt. 0. 1.661 F 1 C A T 10 N 0'? M 1301 LOG OF TEST PIT 0 E 5 C R 1 P T 10 I' 'ILS't' P 1'1 5 1 IA'I I:.l.uVA'F1)• 586 FEET 2 .(2 F01 FST DUFF 5.. '-:t RROWF: nNI: sntn i)'ii' 5 ItT I.I')5F TT 5.0 - 51' ER0N FINE SAl'l 11Th':cAs'lo5A], G1U\VEL ':In F.EEsE 101ST) TEST P 11 COHPLF:TEDt'!' 7. 0 FEET ot. 1 / 7 CR01N1) WATER SEE PAGI 01SFRVE[) Fl0tI SUl'/Ci Tr 5 0 FEET DISTURBED S;MFLEs 0ITAiNEi) /.T 3.0 At.!) 6 c rii TEST PIT 6 APPRO):1ATI ELEVATION: 283 FEET 0 - 0.5 FOREST DUFF 0.5 - 2.0 S'1 MOTTLED BROWN /.ND CKAY SILTY FII1E SANK W]T}I CRAVFI. (LOOSE, MOIST) 2.0 - 6,0 1) - 2.0 2.0 - 4.0 4.0 - 60 0 - '4,0 - 5.5 5.5 7.0 GRAYISH BROW SILTY FINE :SAND WITH GRAVEL (REDI Itl'I DENSE , HOIST) 'PEST PIT COMPLETED AT 1.0 FFET ON ] /20/87 NO GROUND WATER SEEPAGE ()I3SFvt DiSTU1uED SAMPLE OIITAIWEI) AT 3.0 FEET TEST PIT 7 APPRO)UMAri: ELEVATION: 272 FEET FOREST DUFF MOTTLED BROWN AND CRAY SILTY FItE SAN.!) W!TH OCCASIONAL CRAVEL (LOSE, MOIST) MOTTLED BROWN AND GRAY SILTY FINE SAND) WITIl OCCASIONAL C1AVEL (MCDIIJN IJEtSE, 5015T) TE1' PIT COMPLE'fEI) AT 6.0 FEET Of 1/20/87 NO C;RCUND WATER SEEPCE 015I:R'El) TEST PIT 8 APPR0X1l/tTE ELEVATION: 260 FEET S1 BROWN SILTY I'iNl SAND WITH ROOTS, POCKS ANI) DEBRIS (LOOSE, WET) (FILL) Si NQTTLEI) LIGHT BROWN AND GRAY SILTY FINE SAND W1TI1 GRAVE1. (LOOSE, WET) SM LIGHT BROWN SILTY FINE SAND (MEDIAN DENSE, 01SJ') TEST PIT COMPLETED AT 7.0 FEET ON ) 120/8; SLiGI!T CROUND WATER SLEF'AGN 0JSSERvE!) AT 4.0 FLLr teoEngIneers Incorporated LOG OF TEST PIT FIGURE 4 GEI 6-85 DEPTH L3Et.0W GRCIfl.JD SLJflFACI (FEE1) GI0UF SOIL C 1. A S S F 1 C A? O J 8 Y .l fl 01. LOG OF TEST PIT (7 E S C Fi 1 P T 10 N •ir 1 11' :< rii,rj I.I,1,ArI(.)r. FORES 1 DUI1' M('rlLFD l r;i 5A7.i; LCOS r W 7.0 MI, LIGHT 1iP0WN SILT W1T1I SANI) (HARD, VD)S'i) TEST i>ir COSILI:rj;i, AT 7.0 FFE1 05 1/20/87 GRO0r?0 WATEt SEEP.(I: OJISF.RVEF FROM su' T 3 0 F E IT O 1 STURBEU SAMPLE 01TA1NF.r AT 6.5 FEET 'JEST I'IT 10 A1'1PDX11/tfF I.,EV/1IoN 238 FEET FOREST DUFF SM MOTTLED B0.'N ANZ) CRAY SILTY ri t7E Sd\Nri WI Th GRAVEL (LOOSE, MOIST' TO WET) 1AN SI LT WI TH SAND (IlARD, MO1 SY) TEST PIT COMPLETED AJ' FEET ON 1/20/87 NO GROUNI) WATER SEEPAGE 0PSE)ti:i TEST PIT 11 AP1'R0MATE ELEVATION: 23'3 FEET FOREST DUFF sl sti LICIIT BROWrJ SILTY 11 FiE SAKI? W1'l.Il CRAVEL (LOOSE, 4�J ST) BROWNISII CRAY SILTY FI4I: SAKI) WITH CRAVE'L (DENsI: tt01ST) (CAC1AL TILL) TEST F1T C0MPLETIf AT 7.0 FEET or /20/8? NO GROUND WATER SEEPAGE OBSERVED TEST P1T 12 APPR0XIA1'E ELEVAJ'tON: 255 1EET 0 - 10 FOREST DUFF .0 - 3,0 SI MOTTLED tKowN AND CRAY SILTY FINE SAND WITH CRAVL (LOOSE, NOT.ST) 3(1 6.0 ML TAN SILT WITH SANE• (HARD, lOiST) TEST P'IT COMPLETED AT 6.0 FEET 05 1/20/87 NO CROIJN[) WATER SEE?AcE OBSERVED GeoEnglneers lricorporated LOG OF TEST PIT FIGURE 5 GEI 6-5 DEPTH BELOVI GROUND SUIIFAC[ (FELT) GROW' SOIL 0 L A S S 1 F 10 A T 10 H S Y MB 01 LOG OF TEST PT DE S 0 R 1 P110 t.J t IF}'.)( 1.1\I ELE'A1 1 - 1 1 I.l:C1-ir4 11.1 Y 1 Il'S;(r) WITH I1DC1S ANI: l'lN 1 (LCC.SE, l'EF) .3. .0 SM HOTTI.EI) 1:R0'1. A1'D GEAY S 1 L'FY F 1 NI) .SANN Wi TNRA»'EL (DENSE, NXYlsT) (GLfCiAl,, I1Ll.) 1'ES3 PYJ' ;LN-lPLETF! AT (.0 }CET ON 1 /20i0 I0 GRO(iNI) WATER. SEEYA(;E 0FI0IVE[) TEST PT 16 ?PRO) 1 HATE ELEVATION: 200 FEET 0 - 1 5 FOREST' DUFF 1 . 5 3.0 SM FIOTTLED BROWN ANI) GRAY S LLTY FTNE SA1B W1 TII GRAVEL (LOOSE, MOT.s'r) 3. 0 5. 0 Sht GRAVISO BROWN SILTY FINE SAND 1/1 TH ( Dri5 MOIST) (GLACIAL TILL) TEST P11' COMI'LGTED AT 5.0 FEET ON 1 RO GROUND IJATER SEEI'ACE OBSERVED TEST PIT 15 APPROXJP-IATE ELEVATION: 208 F'ERT 0 - 1.0 FOREST DOFF .0 - 3.0 Sli MOTTLED BROWN ARI) GRAY SILTY FINE SAND WITH C1AVEL (LOOSE, MOIST) 3.0 - 5.0 SM 13R0WN1SH GRAY STLT? FINE SANI) WITH CRAVEL (DENSE MOIST) (CLACJAL TILL) TEST PIT COMPLETER AT .5 .0 FEET 011 1/20/87 NO GROUNE WATER SEEPAGE OBSERVED GeoEngineers incorporated LOG OF TEST PIT FIGURE 6 7'nst Pt f IELt) 1.1OIS'1'URI: (;t7N'1'EN`r 1)A'1'A Sanp1c Depth (Feet) I 1.5 1 4.0 3 4.0 4 6.0 5 3.0 5 6.0 6 3.0 9 6.5 Soli, Type SM SM S15-SM SP-SM SP S 1' SM PIL MpiSture Content (Percent ) 23.1 19..1 27.4 31.5 19.7 20. 7 15.6 25.2 GeoEng sneers Encorporcted FIELD MOISTURE CONTENT DATA FIGURE 7 A 1' P E N D 1 X RESPONSES TO CITY OF TUKWILA LETTER DATED FEBRUARY 23, 1987 FROM MS. MOIRA BRADSHAW Our responses to the various items raised in the letter by Ms. Bradshaw are presented below. Each item corresponds to the numbers used in Ms. Bradshaw's letter. 1. We have reviewed the grading plan shown on the Preliminary Plat of Silver View Estates as prepared by Barghausen Consulting Engineers. The grading plan for the streets indicates maximum cuts and fills of about 4 feet. These can be readily accomplished within the framework of recommendations presented in our report. Since this is a single-family residential plat, actual grades, building locations and other site development features will be and their clients. If the City determines at the discretion of the various builders that supplemental geotechnical review or analysis is appropriate to enable processing individual building permit applications, this should be made a condition of the plat. It is not practical, nor would it be a prudent business decision to attempt to prepare a single geotechnical report for use by each of the potential lot developers. Rather, the report is intended to establish the design parameters for development of the access roadways and to demonstrate the suitability of the property for the planned use. It is our opinion that the geotechnical information developed in support of the plat application should be processed on this basis. 2. The subject of further exploration and design studies for improve- ment of 54th Avenue South between Slade Way and South 166th Street is heyond the scope of services for which the report was prepared. It would not be prudent, in any case, to excavate test pits along a street as narrow as 54th Avenue South. A - 1 GeoEngineers Incorporatec! The test pits excavated along the eastern boundary of the site revealed competent subgrade at a depth of 3 feet. Since survey data provided us indicates that widening of the roadway to the west is possible, we conclude that suitable support for new pavement can be readily achieved. The question about stability of the embankment on the east side of 54th Avenue South appears to be totally unrelated to this property and, as such, not the responsibility of our client. 3. The standing water noted at the time of our explorations is a temporary condition which can be readily remedied during general site grading. The installation of other drainage, as noted in our report, will further aid in collecting runoff to avoid ponding. 4. The glacial till encountered in the test pits represents a cap over strata of hard silts and clays and dense advance granular outwash soils. We have completed extensive explorations a short distance to the north which, together with other available information (e.g., WSQOT soil borings for I-5), indicates that the site is underlain by compe- tent soils. 5. See report for discussion of existing fill location. The Preliminary Plat drawing shows that up to about 3 feet of fill will be placed along the east side of 53rd Avenue Court. Structural fill which may be required on individual lots cannot be determined at this time. 6. Conventional construction procedures are appropriate for this project, in our opinion. Conventional inspection procedures may not be, however. We have recommended that our firm be involved in con- struction monitoring to determine if work is being accomplished in accordance with the intent of our recommendations. This will be in support of your inspector's role. If other geotechnical consultants are involved on specific building sites, the same arrangement will be appropriate. 7. See amended text. The remaining unnumbered items are being addressed directly by Mr. 1)ana Mower of Barghausen Consulting Engineers. A - 2 GeoEngineers Incorporated REPORT GEOTECHNICAL ENGINEERING SERVICES SILVER VIEW ESTATES PLAT TUKWILA, WASHINGTON FOR THB COLORADO CORPORATION f TH1i :;olorado Corpor it: i on cfo liarghausen Consulting Enl,incera, Inc. 625 South 190th, Sulte 1132 Kent, Washington 98032 Attention: Mr. Dana P. Hower tent lemen GeoEngineers Incorporaded Fnr;imic 1 Report Geotechnical, Engineering Services Silver View Estate; Plat Tukwi.l.a, Washington File t:o. 1103-01 i tNTRODU CT1ON This report presents ttie results of our geotechnical engineering services for r.he Silver, View Estates plat in Tukwila, Washington. The project site is ,located west of 54th Avenue, as shown .in the Site i'lan, Figure 1. The scope of our services is described in our proposal dared January 13, 1987, Authorization For our services was provided verbally by 11r. Tuna plower of Earghausen Consulting Engineers, inc, on January 14, 1987. The configuration and 1oc�rtion of the proposed plat is shown on the drawing entitled "Preliminary Plat of Silver View Estates', which you provided us. The property ,ie; surrounded on three sides by existing resi- dences and is presently undeveloped. Proposed grades for the access roadways to the plat indicate cuts of up to 7-1/2 feet. Site grading for individual lots will be dependent en specific house resigns. A t.ota.i of 18 acts included in the pint,. Fifty-fourth Avenue wi11 he widened to the during development. are west SCOPE The purpose of our services is to develop general geotechni cal design criteria for site deveiopit�ent- Separate studies n,:�•' be appropriate for THB Colorado Corporation January 28, 1987 Page 2 individual residences, depending upon the specific design requirements of each structure. Specifically, the scope of our services inc..iudes: 1. Exploring subsurface soil and ground water conditions by excavating a series of test pits with a backhoe provided by Barghaiisen Engineers. 2. Performing a limited laboratory test program to identify the general suitability for use of on -site soils in earthwork required in plat development. 3. Providing recommendations for earthwork criteria including stripping requirements, temporary and permanent cut and fill slopes, and compaction criteria. 4. Providing general recommendations with respect to the design of foundations for individual family residences. 5. Presenting our findings in a written report. SITE CONDITIONS SURFACE CONDITIONS The ground surface in the extreme western portion of the site is nearly level. The remainder of the site slopes moderately downward toward 54th Avenue. Steep cut slopes several feet in height exist along the west side of 54th Avenue. We observed no indications of deep-seated sliding within the plat. Several leaning deciduous trees in the eastern portion of the site are indicative of shallow soil creep. The site is covered with dense brush and thick stands of deciduous trees. There are a few small groups of evergreen trees. Several areas of shallow standing water were observed in the extreme western portion of the site. These are indicated in Figure 1. FIELD EXPLORATIONS Subsurface conditions within the plat were explored by excavating 15 test pits at the locations shown in Figure 1. Test pit locations were determined by pacing from existing features or sighting to nearby houses. Elevations at the test pits were determined by interpolation from a topo- THB Colorado Corporation January 28, 1987 Page 3 graphic map prepared by Bargliausen Consulting Engineers, Inc. Locations and elevations should be considered accurate only to the degree implied by the methods used. Test pits were excavated using a rubber -tired backhoe. Dozer assistance was required to access several test pit locations due to soft forest duff and surficial soils. The test pits were continuously logged in the field by an engineering geologist from our firm who identified the various soil strata encountered, obtained representative samples from the test pits, observed ground water seepage conditions, and maintained a detailed log of each test pit. The soils were visually classified in general accordance with the system described in Figure 2. Logs of the test pits are presented in Figures 3 through 6. Samples from the test pits were examined in our laboratory to confirm field classifications. Moisture contents were measured on samples from the test pits to evaluate the general workability of the soils in their existing state. Results of these tests are presented in Figure 7. SUBSURFACE CONDITIONS The site is mantled with a layer of forest duff having a thickness ranging from 1/2 to 2 feet. In Test Pits 8 and 13, 3 to 4 feet of silty sand fill was encountered below the ground surface. The fill is loose and wet and includes pieces of wood and rubble. In the upper portion of the site, represented by Test Pits 2 through 8, the forest duff and fill overlies a 1-1/2- to 5-foot-thick unit of loose and wet silty sand. This unit is underlain by medium dense silty sand with variable amounts of gravel (recessional outwash). In the lower portion of the site, the forest duff is generally underlain by a loose and soft silty sand and sandy silt unit which ranges in thickness from 1/2 to 2-1/2 feet. This unit is generally wet. Dense glacially consolidated soils consisting of silty sand with gravel and sandy silt underlie the loose surficial soils and the fill in Test Pit 13. These soils were encountered at depths ranging from 1-1/2 to 4 feet at the test pit locations. TIIB Colorado Corporation January 28, 1987 Page 4 Ground water seepage was observed in several of the test pits witliin a few feet of the surface. This seepage most likely represents water perched on top of the glacially consolidated soils or impervious soil layers within the outwash. We expect that perched water levels will fluctuate seasonally. CONCLUSIONS AND RECOMKENDATIONS GENERAL In our opinion, the site is suitable for construction of residences provided appropriate attention is paid to the details of earthwork, drainage and foundation support. We expect that conventional construction procedures will be appropriate for dealing with these factors. A geotechnical engi- neering review of the design of individual residences will. be appropriate. SITE PREPARATION AND EARTHWORK We recommend that site preparation and earthwork be accomplished during periods of prolonged dry weather as the on -site soils are extremely sensitive to moisture and will become very difficult to work with during wet weather. If these activities must take place during wet weather, we recommend that measures be implemented to minimize disturbance and softening of these soils caused by construction traffic and precipitation. These measures could include appropriately placed drainage ditches, subgrade enhancement with filter fabric, placement of gravel, and crushed rock for temporary access roads and sequenced excavation for footings and fill subgrade areas. Building, driveway and access road areas should be cleared of vegetation and stripped of forest duff or disturbed silty soils. We expect that the depth of stripping will generally be about 12 to 18 inches in all but the wettest periods of the year. A greater depth of stripping may be required during wet periods since it is probable that disturbance of the subgrade soils will be experienced. The stripped material may be reused in planting areas. We recommend that the existing fill in the vicinity of Test Pits 8 and 13 be removed prior to placing any new fill. We recommend that the native soils exposed by stripping within building, driveway and access road areas be proofrolled with a loaded truck or compacted with heavy equipment. The proofrolling should prepare the surface and aid ti I1IB (_:oic)rad( Corpnrati.ona J;+nu;ary It, r it drtcctiny; ;any :• ft are: :a>; which ura} require fjrthttr exca^tatinrr l;efuc 1111 pi icci :at.. Duri.rrg ^•:c . t;:.nccr, proof roll ng and ccnnp,acticn of native s.^i Is will not be fr_;aiblr° :and ide:nt.ific:at.ion of any :caner, of :,oft soi.l.s ''.ich may have to be removed or repaired should be done by probing. Wr rcccrmmrtnd Chat. structural. fi.11 reclui. red on roridwavor in build,in}r, areas consist of clean pit run sand and gravel compacted to at ]east 95 per- cent of the maximum clry dcnsi_ty determined by the ASTh I)-I557 t:est: r ethod. The fi11 should .not contain material in excess of b inches In size or deleterious rnateri.als s;rclr as debris, wood or organic matter. ril.i material. should contain less than 5 percent fines (,rnateriai passing No. 200 sieve) by weight relative to the fraction finer than the JR -inch sieve for use during placement in wct weather. A higher percentage of fines (not exceeding 10 t:o 12 percent) may be allowed for placement during periods of prolonged dry weather. Structural fill. should be placed i.n loose lifts not exceeding 10 inches in thickness. Each lift should be conditioned tc the proper moisture content and compacted to the specified density using vibratory eq ui parent. The on -sire soils contain a high percentage of fines and are signif1- cantly above the opti.rnum moisture content for compaction. We recommend that en -site Soils not be used as structural fill. We recommend that the sides of any temporary excavatians other than shallow drainage ditches be sloped no steeper than 1-1f2:1 (horizontal to vertical). Permanent cent slopes and slopes in structural fill should be made at 2:1 or flatter and should be planted or hydroseeded as soon as possible to minirnaz•e erosion. We recoiii;n nd that a representative frorra Geoingineers, Inc. be present during site preparation and earthwork to observe tl.ork and perforin representative in -place dertslt:y tests to evaluate if the recommended com- paction criteria are being achieved. FOUNDATION SIIPPORT Spread footings should be Ionided 1n the nuedltno dent;e Sand curt] den'oP or irarcl l,lacally consolicai:cc1 soils, or on corpacted sLructt.ual fill. We TUB Colorado Corporation January 28, 1987 Page 6 recommend minimum widths of 16 inches and 24 inches for continuous and isolated spread footings, respectively. The minimum depth of embedment for all footings should be 18 inches. For foundations designed and constructed as recommended, an allowable bearing pressure of 2000 pounds per square foot may be used. This value applies to the total of dead and long-term live loads exclusive of the weight of the footing and any overlying backfill. This value may be increased by one-third when considering wind or seismic loads. We estimate that footing settlements will be less than 1/2 inch. We anticipate that the exposed bearing surfaces in excavations will become softened or disturbed if not carefully protected from exposure to moisture and construction activities. Therefore, we recommend that these excavations be made during periods of dry weather and the footings poured on the same day as excavated. If this is not practical, the excavations should be protected from rainfall. If the bearing soils become softened, the disturbed soils should be excavated and replaced with structural fill and compacted to at least 95 percent of the maximum dry density as determined by ASTM D-1557. FLOOR SLAB SUPPORT The sand and silt soils will provide satisfactory support for on -grade slabs if they are not disturbed by construction activities. Disturbed areas should be repaired in the same manner as in footing excavations. Slabs may also be supported on structural fill placed and compacted to 95 percent of maximum dry density. We recommend that a base course layer of imported clean granular fill or clean crushed rock at least 4 inches thick be placed to form a capillary break beneath the slab. A positive hydraulic connection should be provided between the base course layer and the footing drain system recommended in a subsequent section. This connection should be on the downhill side of the residences. A vapor barrier should also be installed to minimize the potential for migration of moisture through the slabs. 4- THB Colorado Corporation January 28, 1987 Page 7 DRAINAGE Ode recommend that surface runoff be directed to a storm drainage system. Concentrated runoff should be prevented from flowing down slopes below the residences or driveways. This should be accomplished by providing a system of curbs, gutters and catch basins. Roof, pavement and foundation drains should be connected to a tightline disposal system. Roof and founda- tion drains should not be combined around structures. A permanent subsurface drainage system should be implemented around the periphery of cut areas. The drain system should consist of perforated drains installed at the outside base of the perimeter footings. These drains should consist of slotted PVC pipe surrounded by 6 inches of pea gravel wrapped in filter fabric and connected by a tightline system sloped to drain to an appropriate disposal point. PAVEMENTS Pavement subgrade areas should be prepared as described under SITE PREPARATION. The pavement subgrade soil should be compacted such that the upper 1 foot of soil attains at least 95 percent of the maximum dry density. Access roads and paved areas should be underlain by at least 6 inches of clean sand and gravel or crushed rock fill. For the expected light vehicular traffic, we recommend an asphalt concrete paving thickness of 2 inches. SLOPE STABILITY Landslides have occurred in the slope north of Slade Way where unfavor- able conditions such as steep slopes and seepage occur. We did not identify any significant signs of instability on the project site, although there may be some shallow, surficial soil creep. Based on our observations, it is our opinion that the overall slope in the immediate vicinity of the site is stable. Construction of residences may result in a temporary increase in erosion. Some localized sloughing may also be encountered in temporary cuts, particularly if seepage zones are encountered. THH Colorado Corporation January 28, 1987 Page 8 USE OF THIS REPORT We have prepared this report for use by Barghausen Consulting Engineers, Inc. and the THB Colorado Corporation in design of a portion of this project. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpreta- tions should not be construed as a warranty of the subsurface conditions. The design details are not known at the time of preparation of this report. As your design develops, we expect that additional consultation will be necessary to provide for modification or adaptation of our recommen- dations. When the design has been finalized, we should be retained to review the final design and specifications to see that our recommendations have been interpreted and implemented as intended. The scope of our services does not include services related to construc- tion safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifi- cally described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation by our firm should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activi- ties comply with contract plans and specifications. Within the ]imitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. - 0 0 o TlIB Colorado Corporation January 28, 1987 Page 9 The conclusions and recommendations in this report should he applied in their entirety. If there are any questions concerning this report or if we can provide additional services, please call. f?6 IQ HRP:JKT:wd Attachments Three copies submitted Yours very truly, GeoEngineers, Inc. Herbert R. Pschunder Pro_; ct Engineer K. Tuttle Principal Property line REFERENCE_: DRAWING ENTITLED "PRELIMINARY PLAT OF SILVER VIEW ESTATES" BY BARGI-V1l1SEN CONSULTING ENGINEERS, INC. DATED 12/30/86. KEY: TEST PIT NUMBER AND LOCATION APPROXIMATE AREAS OF SHAL.L(RJ STANDING WATER 0 80 1611 SCALE IN FEET GeoEnglneers IS Incorporated SITE PLAN FIGURE 1 1 GEI 85-$5 SOIL CLASSIFICATION SYSTFr,1 rAAJOn DIVISION i -1 CSRQUh SYl,1n0L (R0(JP NAME COARSE GRAINED $OJLS MORE THAN 6C% RETAINED ON NO, 200 SIEVE GRAVEL MORE THAN b0% or COARSE FRACTION no TRINE D ON NO. 4 SIEVE CL'EAr4 GRAVEL. GW WELL,-r3RADEO GRAVEL., FINE TO C0M E GIIAVEL GP P000L Y-CIRAOED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY CRAVEI. SAND MORE T11AN 6O% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH FINES S Al SILTY SAND Sc CLAYEY SAND FINE GRAINED SOILS MORE THAN 60% PASSES NO. 200 SIEVE SILT AND CLAY LIOUIh I.IMIT LESS THAN 60 INORGANIC ML SILT CL CLAY ORGANIC OL OROANtC SILT, ORGANIC GLAY SILT AND CLAY llQVIO LIMIT 60 OR 1.100E INORGANIC M Ii SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC GLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT NOTES: 1. Field clasallicallon is basud Dn vlsuel examinaUon of soli In genornl accordance with ASTM 02488-83, 2. Soil classiiicatlon using Iaboralory tests Is based on ASTM D248T-A3. 3. Dascdptions of soil density or eonslslency or based on Interpretation of blowcounl dale, visual appu %t1 Ira 01 oolfS, andfor test darn. SOIL MOISTURE MODIFIERS: Dry - Absence or moisture, dusty, dry IO Illu tour h Molsl - Dnrnp, bul no vlsible wider Wet - Visible Ire a waterOr salurntod, usually SOH is obtained lrorn below waior lablo GeoEngineers incorporated SOIL CLASSIFICATION SYSTEM FIGURE 2 (iE 8-85 DEPTH EU3LOW GROUND SUFFACE (FEET) 3 - 1.0 1.0 - 3.0 3.0 7.0 0 - 1.0 I.fl - 3.0 3.0 6.0 GROIJP 8011 C1ASSPFCA1IOt. S M 601 ri 1 LOG OF TEST PT DE SC R 1 P1 0 N 'ri:r t'j •j j II.l;\r110H:265F11i F1fl& i:s...1)0 FI' Ti'LlI) LI0J.N AH) CRAY SA1'13Y ; 1 LT '..' 'l'O (SOFT 10 IiEDiUH STIFF ) 3R0(.'N,SH CRAY SILTY FIFE SAND OITH CRAVLL l)t:rsE TO DENSE N0IS....(CLACIA1, 3'] IL) TEST rr C0tPLETIr Al 6.0 FRET ON 1 i20i7 CROUNi) IiATER SEEiAC R RSERVf AT 1 . 0 AND 2.0 FEET I)]S'.I'URIIEF) SAMPLES 0TA]NE0 A,J 1 .5 AND / 11 FFET '('ESY P11 2 APPROXIMATE ELEVATION: 282 FEET FOREST DUFF S M (nlI1 UM norrLul) IIROWN .ANI) CRAY 51 ETY FI NE SAND 'iTH (RAVEL (LOOSE. WET) CRAY S11.I'Y FINEE SAND Wi TR GRAVEL (NEDI Ifti DENSE, MOIST) TEST 1'iT C()MPLETEO AT 7.0 FIET ON ] /20/8? GROUND WATER SEEPAGE OBSERVED AT 1 . 0 ANI) 3.0 FEET TEST P11 3 APPR0X1jATE ELEVATION; 290 FEET FOREST DUFF SN MOTTLED I3R0WN1 SH GRAY SILTY 1'] NE SAND WITH GRAVEL (LOOSE, WET) S'I BROWN SILTY FIRE SAN!) WITIl OCCASIONAL, CRAVE1. (HEI)'IUM DENSE, WET) TEST PIT COMPLETED AT 6.0 FEET ori 1/20/82 GROUND WATER SEEPACE ORSLRVEI) FROM SLFEFACE 10 3.5 FEET 1)1STURBII1 SAMPLED 01I3'ALNEL AT 4.0 FEET S,,1 SN TEST .PIT APPROXIMATE ELC'AffrIoN: 290 FEE[' FOREST' DUFF MOTTLED 1IR0WN AND CRAY SILTY FINE SAIJO (LOOSE TO REI)IUH DENSE, MOIST 10 WET) BROWNISH CRAY SILTY FINE SAN!) (MEDIUM DENSE, NCTST) FEST P11 COHP].ETED AT 8.0 FEET ON 1 /20/87 GROUND WATEJ' SEEPACC 0I1SEIEu AT 3.0 FRET DISTURBED SAMPLE OBTAINED AT 6.0 FEE]' THE ELEVATIONS AND DJE IHs CN T}IE TEST' PIT LOGS, ALTIi000]i suatm TO 0. 1 FEET, ARE BASED ON AN 'CRACE OF MFA1I MI t�TS ACROSS THE TEST 1'11 AND SHOULD 131. CONSIDERED LCUR:vH TO (1.5 FEET. _,qII8. GeoEnglneers Incorporated LOG OF TEST PIT FIGURE 3 . cI 6-85 DEPTH I3ELOW 000UNO SURFACE (FEET) (30C'UP 5011. CL ASSIFICATION 0 '/ M (301 LOG OF TEST PIT U E 5 C R 1 P T 10 H .1[S'l' P1 '1' 5 ,\j::p;.{i t-A 1. LLI:v/s'l']ON 2Ph ii;i:'i' P0EST l:itpr Ry2f:w "TNE SJ.i'W t'F till' (1.(':, M0TT '.FT) FRcI1 FINE SAFD 1TI•j w:cAslowM oiu\vi l:ENsE 1(!LST) TEST P11 COHPLE'FFD AT 7.0 FLJ:T OF: 1 / 20/87 CROIJNI) 1JATER SE6P;CE 0(SERVE1) Fioli sUic o FEET DISTURBED SAMFI,.ES ORTATNED AT 3.0 All 6.0 FEE TFST 811 6 ttPPRO)1ATE ELEVATION: 283 FEET o - 0.5 FOREST DUFF 0.5 - 2.0 Sal IIOTTLED ro&own iN) OKAY SILTY F1F11 SAN1 WiTII GRAVEL (LOOSE, MOIST) 2.0 - 4.0 Sh GRAYISH IIROWN SILTY FINE SAKI) WITH GRAVEL (l'iEDll)M DENSE , MOIST) TEST PIT C0NPL11TD KI' J.0 FEET ON 1/20/87 NO CROUI'fl) WATFI( SEEPACL OBSERVED fl1STURLEn SAMPLE 0ITft1NED AT 3.0 FEPT 1) 2.0 2.0 - 4.0 4.0 - 6.0 0 - 4.0 4.0 - 5.5 5.5 2.0 511 58 'IEST P11' 7 APPROXIMATE ELEVATION: 272 FEET 1'OREST [)tJFF MOTTLED BROWN ANI) GRAY s'ii:i'v FINE SANI) WITN OCCASIONAL CAVEL (LOOSE, 80101) NOTTI.En BROWN AND GRAY SILTY FINE SAND) WITH OCCASIONAL. Ctt.AVEL (MEL'llin UEF'SE, 80151) TEST PIT COMPLEJ'ED AT 0.0 FEET ON 1120/8? NO CROLJND WATER SEEPAGE OBSL'RVEI) TEST PIT 8 APPROXIMATE ELEVATION: 260 FEET Sli BROWN SI].TY FINE SAND WITH ROOTS, ROCKS ANII DEBRIS (LOOSE, WET) (FILL) MOTTLED LTCHT .BROWN AND GRAY SILTY FINE SAND WITH GRAVEL (LOOSE, WET) 3M LIGHT BROWN SILTY FINE SAND (MEDIUM DENOF HOIST) TEST P11 COMPLETED AT 7.0 FEET 08 1/20/8' SLIGIIT CIWUND UATER OEEPAG% ONSERVED AT 4.0 FLE'r GeoEnglneers Incorporated LOG OF TEST PIT FIGURE 4 0 DEPTH UELOW GRCUN() S1fl1AC1 FE1E1) 0 - GROUP SOIL 01. A S S 1 F 1 C A 't 10 IJ 3 Y M '30 L LOG OF TEST PIT DESCRIPTION •i,jjs,. 1" i I '1 1 /'j'. i;i.!v,i 011: . 3,. f0IES 1' IIII' 'It....... fRC.'lJ (:AY 31 '1 NE 5•;j 1'I 'i'lI 1 LOOS 0 LiGFLF IiP,C'WN SILT W'l'JII SAND (HARD, :02ST) TEST JT C0:IPLL...) AT 7.0 1'EET ON 112 0/$ 7 GROUN!) l \TE?i SEE PACE OIISEIIVEL ERim SIINFACL ....3 0 FEET 1) strRoEI) SA!'IJ'LE 0I&'lAi NEl Al' 6i.5 rr:r 'rEsT PIT 10 A1'pROX'' ELEVATION: 236 FEET FOREST DUFF ShE MOTTLED BR0'.!N AN!) GRAY SILTY F1N1 SAND J 1'H GRAVEL (LOOSE, HOIST TO WET) NL TAN 3)..' i TH SAN!) (HARD, M() 1 ST) TEST PIT COMPLETED AT 4.5 FEET ON 1 /20/67 NO C.ROUNI) WATER SEEPAGE OOSERvED TEST PIT 1.1 APPROXIMATE ELEVATION: 234 FEF,T FOREST DUFF Ss-i LIOIIT BROWN SILTY FINF SAND W1TH GRAVEL (LOOSE, tOi ST) NROWNISH CRAP SI.LTY FINE SAND UITH NRAVEI, (DENSE, MOIST) (CLAC1AI. Ti IL) TEST PIT COMPLETED AT 7.0 FEET ON 1/20/61 140 CRC1JNI) WA'1'FR SEEPAGE 00SERvF: TEST PIT 12 APT'ROXDjrE ELEVY,T70N: 255 FEET 0 - 1 . 0 FOREST DUFF 1.0 3.0 SN 140TTLED BROWN ANI) CRAP SILTY FINE SAND WITH G1tAVH (LOOSE, MOIST) 3.0 - 6.0 ML TAN SILT W1Th SANE (BARD, }IOIST) TEST PJ'l' COMPLETED AT 6.0 FEET ON )120/87 NO GROIJND WATEL). SEEP/ 0St5vg GeoEnglneers Incorporated LOG OF TEST PIT FIGURE 5 GEP 6-85 DEPTH BELOV/ 4360UN0 SU6FAC( (FEE1) GROUP SOIL C 1. A S S 1 F 10 A TI 0 lJ 5 Y M 60 I LOG OF TEST PIT OE 5 C R PT 10 N TF.ST 11 •i• 1 ..rI()x'1.vI 1 E(.L'AT 1 220 IF•21' () - 1 5hl 0IC4..'N Slt.i 1 lI.S,\I! 01?}i l)F jr.i I)II0 IS LO0S E 3• ., 0 HOITLEI) BR0i't /.1'ID CIAY S 1 i..TY 1 1 NE S/l10 'fl TE GIVEL (1EN51: MOIST) (c1jc i;,i, il TESr 1'11' (;onl'I..I:TED A'F 6.0 FEET ON 1 NO GROUND IJATCE S EEPAt; E ORSEX\;E 1) 0 1.5 1.5 - 3.0 3.0 5.0 0 - 1.0 1.0 3.0 3.0 - 5.0 TEST PIT 16 A?PNOXII.IATE l5i..EV/T1ON: 200 FEET' FOREST' IWF'F Sri SM MOTTLED BROWN AI'11) CNAY SILTY FINE NE SA1lO 'di TII GRI.)/EI. (LOOSE, MOIST) CRAY1SH 13R014N SILTY PING SAND WITH C.RVEi. (DY.E512 MOIST) (GLACIAL TILL) TEST PIT COMI'Ll:TEI) AT 5.0 FLEI 13M 1/20/07 140 CROUF4E WATER SECI'p.cj: OIJSERVE:i) TEST PIT 15 APPROXIRATE ELEVATION: 208 EEFT FOREST DUFF SM 514 MOTTLEO IIROWN AND GRAY SILTY FINE SAN» WI,1'H C3.AVEL (LOOSE, MO1ST) BR0N1Sl1 GRAY S1LTY FINE SAND JTH GRAVEL (DENSE, MOIST) (GLACIAL TILL) TEST PIT COMPLETED AT 5.0 FEET oi. 1 /20/87 140 GROUND WATER SEEPAGE OBSERVED GeoEngineors Incorporoted LOG OF TEST PIT FIGURE 6 c rr7 Test Pt: {' ILI,U I.101STUR1, C0h;IETrI DA:1A Sample I)eplli (Feet) Soi 1 Type lio.tsture Content (Pc reent ) 1 1 . 5 SM 23.1 1 4.0 SM 19.1 3 4.0 SP-SM 27.4 4 6.0 S P -SAS 31 .5 5 3.0 SP 1 9. 7 5 6.0 SP 20.7 6 3.0 SM 15.6 9 6.5 M1. 25.2 GeoEngineers Incorporated �e HELD MOISTURE CONTENT DATA FIGURE 7 RESIDENTIAL FIRE SPRINKLER SYSTEMS NAME: Kr OL 5 CITY PERMIT #: ADDRESS: Iin4' 'S P P1' S ¶OKIO1Li, \ANS Rc�c J 400i3O ELIGIBILITY FOR 1" METER GENERAL FACILITY CHARGE (GFC) REDUCTION: WATER METER SIZING WORKSHEET (Reference 2012 Uniform Plumbing Code - Table 610.3) FIXTURE TYPE # OF FIXTURES x FIXTURE UNIT = TOTAL UNITS Bathtub or combination Bath/Shower � x 4 = O 3" Bathtub Fill Valve (Soaker Tubs) j25 x 10 = Shower (per head) x 2 - Water Closet (Toilet) 2.. x 2.5 = Bidet x 1 = Lavatory (bathroom sink) 3 x 1 = 3 Kitchen Sink (per faucet) x 1.5 = ' Laundry Sink x 1.5 = Dishwasher (Domestic) 1 x 1.5 = 1 s Bar Sinks 7.5 x 1 = Clothes Washer x 4 = Hose Bibs (first) 1 x 2.5 = 2 5 Hose Bibs (each additional after 1st) x 1 = Lawn Sprinkler (each head) x 1 = Other: x = Total 2 5� L5 APPROVED BY (City Official): TITLE: DATE: RESIDENTIAL FIRE SPRINKLER SYSTEMS-416.DOCX REF #: 416 REVISED: 8/21/14 RECEIVED CITY OF TUKWILA. NOV 0 7 2014 PERMIT CENTEFI Page 2 of 2 RESIDENTIAL FIRE SPRINKLER SYSTEMS Purpose To describe the District policy/procedure for granting an ERU reduction for one -family dwellings where a residential fire sprinkler is required Hightine Water District Policy "Where a 1" meter is requested to accommodate an automatic fire sprinkler for a one -family dwelling, the GFC for a 1 "meter will be based on one ERU Unit, if the increase in meter size from % " to 1" is required solely to accommodate the automatic fire sprinkler. The Applicant shall provide documentation that a % " meter is adequate based on the plumbing fixture count in accordance with the Uniform Plumbing Code." Background In fall 2010, several cities and fire agencies approached the District to reduce the potential economic impact for land use authorities adopting residential sprinkler system requirements for new construction. Their goal was to help minimize costs for upcoming changes in the residential construction code. At that time, the Cities of Burien, Normandy Park and Tukwila were considering code updates to require all new residential construction be equipped with fire sprinklers. The District's General Facility Charge (GFC) is based on the size of the water meter and the equivalent ERU unit. for a=3/4" meter;" the E'RU Uni# is -one (i) #or a i" metert ERU Ur Lt is t i2)IThe current GFC is $3,521/ERU. Therefic3f tl►e G-FC 1 r"aii" meter ($7;042)-is-double the cos tam meter ($3;521), A 1" meter is typically considered the minimum size meter to serve a combined domestic and residential fire sprinkler system. In response, the District's Board of Commissioners adopted Resolution 10-11-3D and 14-2-19A modifying existing District Code Section 6.04.060. The policy is as described above. The measure improves the economic feasibility of fire sprinkters for one -family residences and helps to promote life safety. Documentation In order to receive the reduction in connection charges, the Applicant must provide sufficient documentation demonstrating a W meter is adequate for the residence and the sole reason to upsize to a 1" meter is to accommodate the automatic fire sprinkler system. Larger homes and/or properties with significant domestic demands typically are not eligible for the reduction. r acim a fixture count for a 3/4" rneter is 39. k no case wilt a reduction be granted for a property with a fixture count greater than 39. The required documentation is a plumbing fixture count form (Water Meter Sizing Worksheet REF 416B) developed in accordance with the Uniform Ptumbing Code (Tables 610.3 and 610.4). The documentation MUST be reviewed, signed and approved by the City's Building Official to vatidate the proposed permitted project matches the documented fixture count. Upon approval, the form is to be returned to the District who will validate the eligibility for the reduction and update the Statement of Charges (if required). RESIDENTIAL FIRE SPRINKLER SYSTEMS-416.DOCX REF #: 416 REVISED: 8/21/14 Page 1 of 2 i ORKLPGTVW4RIJABLTTEREvvLELbMEM `' ,f r SEWER ► !STRH 3460S 148thSuite 100 !eT'Tr Seattle, WA 98168 Phone: (206) 242-3236 7' Fax: (206) 242-1527 j CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 I Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability i Part A: (To Be Completed By Applicant) Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial Residential Single Family ❑ Multi -Family ❑ Other 9 Y Residential A licant pp s Name piSH fC r —, o Phone Number 2a6 d , . q ►q3 Property Address i( 3 6 5`3 `" fs Tax Lot Number 77 ?h o --o i ' e Legal Description (Attach Map and legal Description if Necessary ); Part B: (To be Completed by Sewer Agency) a. A Sewer Service will be provided by side sewer con ection only to an existing E size sewer 1 . feet from the site and the sewer system has;the capacity to serve the proposekdus eIVFD OR ❑ b. Sewer service will require an improvement to the sewer system of: CITY OF TUKWi!A ❑ (1) feet of sewer trunk or lateral to reach the site; and/or NOV 072014 ❑ (2) The construction of a collection system on the site and/or ❑ (3) Other (describe) PER(v7 T CENTER 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance plan, OR C b. The sewer system improvement will require a sewer 3' a. The proposed project is within the corporate limits Review Board approval for extension of service outside OR C a. Annexation or BRB approval will be necessary to provide with a County approved sewer comprehensive comprehensive amendment. of the District, or has been granted Boundary the District. service. 4. Service is subject to the following; P r e mit $ a. District Connection Charges due to ifl prior connection: GFC: $ - SFC: $ / q 2 " Ur it: $ Total $ (Subject Either a King County/METRO Capacity Charge may be due upon connection b. Easements: ■ to Change Charge, SWSSD to sewers. Required on January 1 st) or Midway Sewer District Connection T LI.I cp,lcz_I ❑ May be Required c. Other 1 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 / 2c -t Date ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability '("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -pasty beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that 1 have received the Certificate of SewerAvailability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date Reset Form Print Form General Facility Charge and System Facility Charge to increase in 2015 After 17 years with no change in either the General Facility Charge (GFC) or the System Facility Charge (SFC) Valley View will be increasing both the GFC and SFC in 2015. The GFC which has been set at $850.00 since 1997 will go up to $1427.00. The SFC which has been set at $1900.00 since 1997 will go up to $4000.00. This is intended to give you advance notice of this planned increase in connection charges. Please take this information into consideration when budgeting for future projects which will require connection to sewers. LI CITY OF TUKWI. Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit CenterBuilding Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: Part A: To be completed by applicant Site Address: 16436 53rd Pl S (attach map and legal description showing hydrant location and size ojmain):. Owner Information: Agent/Contact Person:: Owner Name: Kerm Olson Agent/Contact: Owner Address: 15215 SE 272nd St Ste 201 Kent, WA 98042 Agent Address: Owner Phone: 206-445-9993 Contact Phone: This certificate is for the purposes of: SFR BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION ❑ REZONE ❑ OTHER Estimated number of service connection and water meter size(s): One existing 5/8" meter - See conditions Vehicular distance from nearest hydrant to the closest point of structure is 230'+/- to property. See attached map for hydrant locations. Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature Date PART B: To Be completed by water utility district 1. The proposed project is within TUKWILA /King 2. ❑ No improvements required. 3. (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilitiescomprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Fire supression system may be required. Customer to submit an approved fixture count form to determine ERU value. Statement of Charges will be prepared when meter size is provided. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's speccECEi�tEp needs. CITY OF TUKWILA NOV o 7 2C14 PERMIT CENTER 1500 gpm 5. Water Availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. ❑ System is not capable of providing service to this project I hereby certify that the above information is true and correct, bayed on the best available information. HIGHLINE WATER DISTRICT / 206-824-0375 By Agency/Phone Wednesday, October 22, 2014, Time: 15:07:11, Page 1 from HWD_2014.dwg 0 A A W N q N N A O) 0) W O) N O1 O O O O N V W O N W N O O O Test Report Print Title for 16436 53rd PI S J� 4 5 V1764 25 164TH ST. IG 9 61739473 16244 61653525 8 61653260 iFIG 7 515 _0T H 0830 338277 TS V3769 V3768 8"'DI 5165 LOT 4 M20831 58838274 521258 L�5I521 -00012 V4 37 M219 33172680 M N 61653524 M22246 57396651 5210 33376467 16445 6 61653442 16449 7 61653346 16453 8 57396624 16456 9 57396626 5166 55837915 H9 B0080 16603 1 58838164 16615 2 W 58838163 II) N 61653528 i 61958224 16441 5 I0 84172 16452 10 62099588 5190 58838276 AV011 16371 2 61958213 16405 3 19�$ 6 V1774 16440 554O4476 16448 11 61958207 5310 6 58838438 C(1TR�� T3 0 LOT 1 16604 58837917 22 61958222 16372 21 61958221 16406 20' 6 f 16436 13 62099560 16227 6209956' 16231 22 60212069 16241 TUSP81-20-SS 62099586 LOT 1 f 1916416 620 16461 58837918 16449 588317� 14 16410 18 62099557 16424 619$�214 V1772 1n 9 CORRECTION LETTER #2 CHAFFEUR / VERTNER RES. PERMIT NUMBER: D14-0354 STAFF COMMENTS: BUILDING DEPARTMENT (General Note) Drawings created by Eagle Creek Land and Dev. Designer Engineering done by Registered Engineer John Hodge at Hodge Engineering. 1. Design sheet reprinted to be legible. 2. Added roof insulation to the cut section drawing even though it was part of the template cut to the right. STAFF COMMENTS: PW DEPARTMENT 1. Site plan corrected adding notation per the red lined site plan. 2. Visited Valley View Water plan as shown on the site plan the sewer is on site and located. Dana Dick the General Mgr signed a simple 8.5x 11 paper indicating and verifying the location. 3. Attached a new Geotech report: indicating no infiltration trench due to the soil type. Storm will tie into the existing catch basin at the bottom of driveway. 4. Original Geotech report found and added to the submittal. (GeoEngineers) 5. Earth Solutions report references Geo Engineers original report. CORRECTION 6. If the concrete is damaged at the NE corner it will be LTR# 2 replaced. YES 7. Both geo tech reports cross referenced on site plan RECEi'VED 8. Will sign Hold Harmless notarized document CITY OF TUKWILA �I�I�D35�f MAR. 092015 'ERMIT CENTER City of Tukwila Department of Community Development February 12, 2015 KERM OLSON 15215 SE 272 ST #201 KENT, WA 98042 RE: Correction Letter # 2 COMBOSFR Permit Application Number D14-0354 CHAFFEUR VENTURES - 1643653 PL S Dear KERM OLSON, 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 11x17 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) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. The revised plan set provided is very difficult to read as the lines and notes are large and over run each other. Please provide clearly drawn plans. (IBC [A] 107.2.1) 2. Roof insulation and floor insulation (not shown) on Sheet 7 shall need to be revised to comply with current 2012 energy codes. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) PW strongly recommends plans to be prepared by a WA state licensed professional engineer. See attached redline and Va1Vue sheet G20. 2) Applicant shall submit sewer plan to Valley View Sewer District @ 206 242-32361 for review and approval. Specify pipe size/material/length/slope and show invert where it ties to. It appears that there is a designated sewer stub for lot 13 you need to connect to, please verify with the District. 3) Your geotech letter shall address storm drainage system (roof drain downspouts) and where the foundation drains will tie to. Your site plan shows 3'x4'x30' infiltration trench; is it proposed or existing. It is possible it might be in conflict with existing sanitary sewer line serving adjacent lot to the east. If it is proposed please show infiltration trench detail and obtain approval from the geotech engineer. Will Valley View Sewer District allow infiltration trench next to the sewer pipe? 4) Please submit copy of the GEO-ENGINEERS soils report dated March 30, 1987, per Tukwila epic file 354-38; this requirement was part of PW comment 4) a) in December 09, 2014 correction letter #1, however this report was newer submitted. 6 (W).4nuthren.ter Rnulevnrd ,Suite 41nn • Tukwiln Wn.chinvtnn 9R/RR • Phnn.e 7n6-431-? 7n • Fir 7fl6-431-3665 5) Earth Solutions NW geotech letter shall reference the above original report, since 3rd page of Silverview Short Plat RESTRICTION note #1 states that construction shall be per recommendations indicated in GEO Engineers soils report dated March 30, 1987 per epic file 354-86. Does the original report allow for infiltration on steep slopes or everything shall be tight lined to prevent soils saturation? 6) Is the concrete pavement at the NE corner (visible cracks were observed recently) going to be removed and replaced with new one? Please provide appropriate callout on you plan and cost of this pavement shall be reflected in your cost estimate. Your estimate states N/A for Road/Parking/Access. 7) Please cross reference both geotech reports on your site plan; state name/address/phone of the geotech firms plus date and title of both reports. 8) PW is in the process of creating exhibits to your Hold harmless -Sensitive Area Agreement and will ask for your initials at later date, since the document is notarized already. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheetmust accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0354 6300 Snuthcen.ter Boulevard Suite #100 • Tukwila Washinntnn 98/88 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development December 09, 2014 KERM OLSON 15215 SE 272 ST #201 KENT, WA 98042 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0354 CHAFFEUR VENTURES - 1643653 PL S Dear KERM OLSON, 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 11x17 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) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. P�+4� A -3 sP n�4 3 A-3 (BUILDING REVIEW NOTES) 1. The plan shows smoke detectors placed in bedrooms. However the current code now requires Carbon Monoxide (CO) and smoke detectors outside of each separate sleeping area in the immediate vicinity of the bedrooms. Show two CO detectors with smoke detectors outside the bedrooms. (R314.1 & R315.1) 2. On the site plan, provide a plan detail that shows a footing drain or a crawl space water -discharge system. A discharge system shall generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The detail shall show size of discharge pit with pit specifications and dimensions or where the discharge pipe shall terminate to an approved culvert with screening. The intent is that groundwater will not accumulate in the crawl space. 3. Show a bollard located in the garage to protect mechanical appliances from vehicle damage. 4. Provide specifications for type of Whole -house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) FAe•, 5. Provide a window and door schedule. Specify "U" values for doors and windows in the table. Specify windows ` that require safety glazing and the required egress � iiin'.1owATTAG/� 3 f 4714 tH kt:•r s to Eow % Gvo� c S NEC t 6. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) %$5 F42�AG� s/F rvirr- . FR Wi A•s p 7T� o- r c 7. It appears there may be some rockeries on the building site. Please clarify. New retaining walls over 4 feet in height from the bottom of the footing with a surcharge shall require a separate permit with engineered drawings. A L t. ,4A LLS Ex- i i.� 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 8. Provide a typical elevation cross section of the building or similar that shows basic construction to include j 44 foundation and footing drain detail, floor, wall and attic/roof construction including all insulation specifications. • 4 — Provide all dimensions to include ceiling height, crawl space, and provide building height on elevations sheets. NA 9. The nook window indicates a tempered window. Clarify if that is the intent. A 0.On the elevation views sheets A5 & A6 label side views as North, East, South and West. 11. On the site plan provide elevation bench marks on the property corners or street. Provide finish floor elevation ' j fr in relation to those bench marks. Building shall be at elevation to provide sufficient sloping of finish grade away from the building and crawl space. 4LL 12. Design professional producing the plans shall have signed stamp or name provided on each architectural design 5 (thee. t PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Due to steep slopes owner shall sign with notary, attached Sensitive Areas Ordinance Hold Harmless Agreement. This agreement will be recorded at King County, after Mayor signs the document. 2) Applicant shall fill out and submit to Public Works Traffic Concurrency Certificate Application and pay $300.00 fee. 3) Your site plan shall be drawn to scale and show: a) all utilities water, sewer, storm drainage, gas, power and telecommunications; "AS -BUILT" Silverview sewer and drainage are attached for reference b) where will the footing drains tie to c) existing and proposed contours in 2-ft intervals d) earthwork quantities: cu yds of cut, cu yds of fill and cu yds of dirt to be exported from the site e) finished floor elevation and driveway spot elevations 4) The property is lot 13 of Silverview plat recorded under King County recording No. 198710131208 and subject to restrictions spelled out on page 1 of 3 of the recorded plat. a) please have qualified geotechnical engineer review your plans and submit an opinion letter b) per recorded Silverview plat, any construction on individual lot shall be in conformance with soils report recommendations indicated in Geo-Engineers soils report dated March 30, 1987, per Tukwila epic file 354-86. Applicant shall file a Request of Public Records with Department of Community Development, phone 206 431- 3670 to retrieve Silverview plat soils report or contact Geotech Engineers directly. Provide a opy of this updated report with your revision resubmittal. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheetmust 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, 1 can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0354 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development December 09, 2014 KERM OLSON 15215 SE 272 ST #201 KENT, WA 98042 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0354 CHAFFEUR VENTURES - 1643653 PL S Dear KERM OLSON, 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 11x17 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) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. The plan shows smoke detectors placed in bedrooms. However the current code now requires Carbon Monoxide (CO) and smoke detectors outside of each separate sleeping area in the immediate vicinity of the bedrooms. Show two CO detectors with smoke detectors outside the bedrooms. (R314.1 & R315.1) 2. On the site plan, provide a plan detail that shows a footing drain or a crawl space water -discharge system. A discharge system shall generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The detail shall show size of discharge pit with pit specifications and dimensions or where the discharge pipe shall terminate to an approved culvert with screening. The intent is that groundwater will not accumulate in the crawl space. 3. Show a bollard located in the garage to protect mechanical appliances from vehicle damage. 4. Provide specifications for type of Whole -house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) 5. Provide a window and door schedule. Specify "U" values for doors and windows in the table. Specify windows that require safety glazing and the required egress windows. 6. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) 7. It appears there may be some rockeries on the building site. Please clarify. New retaining walls over 4 feet in height from the bottom of the footing with a surcharge shall require a separate permit with engineered drawings. ,ann c..;t dIinn OQLQst - nl.,H ')n. Aai 7n - ')n/ nai a��c 8. Provide a typical elevation cross section of the building or similar that shows basic construction to include foundation and footing drain detail, floor, wall and attic/roof construction including all insulation specifications. Provide all dimensions to include ceiling height, crawl space, and provide building height on elevations sheets. 9. The nook window indicates a tempered window. Clarify if that is the intent. 10. On the elevation views sheets A5 & A6 label side views as North, East, South and West. 11. On the site plan provide elevation bench marks on the property corners or street. Provide finish floor elevation in relation to those bench marks. Building shall be at elevation to provide sufficient sloping of finish grade away from the building and crawl space. 12. Design professional producing the plans shall have signed stamp or name provided on each architectural design sheet. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Due to steep slopes owner shall sign with notary, attached Sensitive Areas Ordinance Hold Harmless Agreement. This agreement will be recorded at King County, after Mayor signs the document. 2) Applicant shall fill out and submit to Public Works Traffic Concurrency Certificate Application and pay $300.00 fee. 3) Your site plan shall be drawn to scale and show: a) all utilities water, sewer, storm drainage, gas, power and telecommunications; "AS -BUILT" Silverview sewer and drainage are attached for reference b) where will the footing drains tie to c) existing and proposed contours in 2-ft intervals d) earthwork quantities: cu yds of cut, cu yds of fill and cu yds of dirt to be exported from the site e) finished floor elevation and driveway spot elevations 4) The property is lot 13 of Silverview plat recorded under King County recording No. 198710131208 and subject to restrictions spelled out on page 1 of 3 of the recorded plat. a) please have qualified geotechnical engineer review your plans and submit an opinion letter b) per recorded Silverview plat, any construction on individual lot shall be in conformance with soils report recommendations indicated in Geo-Engineers soils report dated March 30, 1987, per Tukwila epic file 354-86. Applicant shall file a Request of Public Records with Department of Community Development, phone 206 431- 3670 to retrieve Silverview plat soils report or contact Geotech Engineers directly. Provide a opy of this updated report with your revision resubmittal. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheetmust 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, 1 can be reached at 206-431-3655. Sincerely, IDtURJ Bill Rambo Permit Technician File No. D14-0354 ��nn n__.r__._-.a n-.:._ arnn _ m..r_...r_ nr__r___. noroo - nr-_--_ 41 L'7n _ r'-.. 41 �«c PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0354 DATE: 03/09/15 PROJECT NAME: CHAFFEUR DEVELOPMENT SITE ADDRESS: 16436 53 PL S Original Plan Submittal X Response to Correction Letter # 2 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: VUC' S Building Division i J5 c' Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 03/12/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 04/09/15 Notation: REVIEWER'S INITIALS: DATE: Pern:lt Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Stafflnitials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0354 DATE: 01/07/15 PROJECT NAME: CHAFFEUR DEVELOPMENT SITE ADDRESS: 16436 53 PL S Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division ublic Worksf )- k)-- 15 a Fire Prevention Structural n Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 01/08/15 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 02/05/15 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg I Fire ❑ Ping ❑ PW Staff Initials: 12/I8/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0354 DATE: 11/07/2014 PROJECT NAME: CHAFFEUR DEVELOPMENT SITE ADDRESS: 16436 53 PL S X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: f oi2-�2 Building Division �JS Public Works �- Atijc 1\ --�--�M Fire Prevention Structural n Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 11/11/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Lil Approved with Conditions Corrections Required L 4 Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 12/09/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: `4 1 L.j Departments issued corrections: Bldg Fire ❑ Ping ❑ 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 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us 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 CheckLPermit Number: D 14-03 54 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Chaffeur Development Project Address: 16436 53 Pl S Contact Person: )4'Z 7 t1-3o +J Phone Number: CZ ' Summary of Revision: 4TTACN Z7 o Z%ZC_i / \) L TT�2 RE�CE1VEO O i"UKWILA iR Q 9 2Q1 z QL4r EPTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �—Entered in TRAKiT on `� V \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: J 4f J 2oie �� � c:1 o- a City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan ChecklPermit Number: D 14-03 54 Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Chaffeur Development Project Address: 16436 53 Pl S Contact Person: 4 Z/rIP OGJDi✓ Phone Number: (te)#4'99S Summary of Revision: J2'v-s / a-ul3.'E8n/ P,EJ'L i NC OT•o.- . /N y0rie) / ,'/1,) E JLA JAN 07 2015 PERMITCENTE. C+47 ANO A''t S a�,� r7'7'/#V 4 ,4 / T2,9,-c'L LoNGu2/ZE�✓a� e —-7I,—'ic.AT4 d, "? �I/cat HAfZ'%Ltf.SS ^ rS.�NS/?'OE A/Z€A. / At/QO /t i C OO .4- V) >»c cJ af 'Vs T' c) /l :_4- C. O ,, j2L, E NG .i; Sheet Number(s): /Vo 7 L7 /%¢4.E'S o*l Lu2, a 7.';s L,Er rc2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: V Entered in TRAKiT on b b 1 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: EAGLE CREEK LAND/DEVELPMKTT LLC Page 1 of 2 llome Inicio en Espanol Contact Search L&I � AI;CH A-6Index Help I1y Secure 1.&1 Safety Claims & Insurance Workplace Rights Trades & Licensing Washington State Department of Labor & Industries EAGLE CREEK LAND/DEVELPMNT LLC Owner or tradesperson GOODWIN, RANDALL S Principals GOODWIN, RANDALL S, PARTNER/MEMBER CHAFFEUR, MICHAEL P, PARTNER/MEMBER CHAFFEUR CONSTRUCTION I, PARTNER/MEMBER (End: 10/14/2011) Doing business as EAGLE CREEK LAND/DEVELPMNT LLC WA UBI No. 602 447 298 15215 SE 272nd St., Suite 201 KENT, WA98042 253-630-7700 KING County Business type Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. EAGLECL938PQ Effective — expiration 11/14/2007-11/14/2015 Bond CBIC Bond account no. SH4938 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 11 /12/2007 08/24/2007 Expiration date Until Canceled Insurance _................... Granite State Insurance Compan $1,000,000.00 Policy no. 02-LX-001424781-10 Received by L&I Effective date 11/11/2014 1111212014 Expiration date 11/1212015 Insurance history Savings ............... No savings accounts during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602447298&LIC=EAGLECL938PQ&SAW= 3/25/2015 EXISTING WALL plans havc bccn reviewed by ti Pith1ir Forks Department for confornce with current i ity standards. Acceptance is subject to errors and )missions which do not authorize violations of adopted standards or ordinances. The responsibility or the adequac' of the design rests totally with the designer. Additions, deletions or revisions to these Drawings after this date will void this acceptance I and will require a resubmittal of revised drawings m for subsequent approval. Firrl acceptance is subject to field inspection by m thN'ublic Works utilities inspector. Date: EXISTING WALL N CORRETl LTR# & E)XISTIINNG) WALL J EXISTING WALL NEW -6" OPERTY LINE EXISTING WALL 1 47' — lo.5" EXISTING WALL GOLF-S3 ONd L- O-BOLL PERMIT CENTER 33-00-08 19-11-08 12-00-08 7-11-00 13-01-00 B7 M zf- A2 13-06-10 m e 12-06-00 K m m 63 c1 C2 E3(6) 15-04-00 2-00-02 6-11-14 1E2 �G 322 324 326 22-11-08 4 45-00-00 12) W 4 N e FILE CQPY PLEASE VERIFY THE FOLLOWING: 1. DIMENSIONS 2. VAULT ( 2/12 MAX VAULT DUE TO DEFLECTION) 5/12 PITCH REVIEWED FOR 2/12 VAULT ( M/ ODE COMPLIANCE 1211 O.H APPROVED 25-8-0-7 LOADING 110 MPH WIND MAR 18 2015 2012 CODE fr Q CftVof Tukw?Ia BUILDING DIVISION r - 75 2X4 VENT BLOCKS HANGERS JUS24 6 RECEWED THD26 18 CITY OF TUKWILA NOV 0 7 2014 PERMIT CENTER t TRIANGLE DENOTES LEFT END OF STAMPED TRUSS DRAWINGS DI�-I- 035y theTUS$co. R BUILDING SUPPLY INC. Customer: EAGLE CREEK LAND & DEVE. Job Name: CHAFFEUR VERTNER RES Plan: SalesRepDONNIE WOODS Scab: N.T.S. Drawn b DV Date: 10-14-14 Job Number: SB408316 33-00-08 19-11-08 10-00-00 0 s 5-08-00 W 12-00-08 7-11.00 13-01-00 Al A2 13-06-10 81 m 12-06-00 6.11-14 2' 83 c1 C2 E3(6) m 2-00 -02 THD26 22-11-08 JLE2 4 QG J22 J24 J26 E2 12) 15-04-00 45-00-00 i theTHOSSco. h BUB.DINO SUPPLY INC. PLEASE VERIFY THE FOLLOWING: 1. DIMENSIONS 2. VAULT ( 2/12 MAX VAULT DUE TO DEFLECTION) 5/12 PITCH 2/12 VAULT ( MAX) 12" O.H 25-8-0-7 LOADING 110 MPH WIND 2012 CODE 75 2X4 VENT BLOCKS HANGERS JUS24 6 THD26 18 t TRIANGLE DENOTES LEFT END OF STAMP D TRUSS DRA ING • ristomer EAGLE CREEK LAND & DEVE. Job Name: CHAFFEUR VERTNER RES Plan: Sales RepDONNIE WOODS Scale: N.T.S. Drewn by: DV Date: 10-14-14 Job Number: SB408316